2112 A Comparative Techno Economic And Structural Assessment Of Contin 🏠 Kembali ke Index 2112 A Comparative Techno Economic And Structural Assessment Of Contin 2112- A Comparative Techno-Economic and Structural Assessment of Continuous Reinforced Concrete Foundations versus Continuous River Stone Masonry in Small-Scale Tropical Urban Developments Tips Profesional: Pondasi Menerus Beton Bertulang vs Pondasi Menerus Batu Kali untuk Proyek Skala Kecil – Mana yang Paling Untung dan Anti-Retak? Edi Supriyanto Neurostruct Engineering Consultant Email: edisupriyanto@gmail.com | Website: https://neurostruct.id/ WhatsApp: https://wa.me/6281338718071/ Abstract Selecting an optimized sub-structural continuous foundation system for small-scale residential or commercial footprints requires balancing technical performance against material budget constraints. This paper provides a mathematically strict engineering framework comparing continuous reinforced concrete strip foundations with traditional continuous river stone masonry foundations. Operating under the structural safety margins of the Indonesian National Standard (SNI), we evaluate flexural response, shear capacity, and cost engineering efficiency under uniform and eccentric loading conditions. The empirical models are validated through case studies in highly volatile subgrade ecosystems, focusing on emerging infrastructure areas across Bali. The results demonstrate that while continuous reinforced concrete strip footings offer superior flexural continuity and a 42% reduction in dead-weight load propagation, continuous river stone masonry remains a highly reliable, low-cost option for single-story projects with high local aggregate access. Keywords: Continuous Foundation, Reinforced Concrete Strip, River Stone Masonry, Flexural Capacity, Cost Engineering, Bali Infrastructure, Neurostruct Engineering. PART I: COMPREHENSIVE ENGLISH ANALYSIS 1. Introduction & Engineering Classification In the structural design of low-rise and small-scale infrastructure projects, continuous foundations (strip footings) are widely used to distribute load uniformly from load-bearing walls or continuous column lines safely to the underlying soil subgrade. The choice of material for these continuous elements heavily dictates both the structural durability and the final financial bottom line of the development. Historically, developing tropical regions have relied heavily on continuous river stone masonry foundations ( pondasi menerus batu kali ) due to their simple hand-laid execution and excellent resistance to ground moisture. However, the modern expansion of boutique residential complexes, commercial storefronts, and multi-tier villas in active seismic zones—such as the coastal and volcanic corridors of Bali—has introduced severe load conditions that challenge unreinforced masonry. Modern engineering practices increasingly utilize continuous reinforced concrete foundations ( pondasi menerus beton bertulang ) to secure reliable tensile and flexural continuity. For contractors and owners, selecting the appropriate system often involves a trade-off between up-front material costs and structural performance. This study provides a rigorous, submission-ready comparative analysis of both systems under tropical environmental constraints. 2. Technical Mechanics and Mathematical Modeling To establish a precise structural comparison, both foundation typologies are modeled under an identical linear dead load ($w_{line}$) and seismic moment influence. 2.1 Soil Contact Pressure and Flexural Demand The actual vertical stress ($\sigma_{contact}$) beneath a continuous foundation strip must be lower than the allowable soil bearing capacity ($q_{allow}$) to prevent shear failure. The cross-sectional contact distribution is modeled using the linear elastic equation: $$\sigma_{contact} = \frac{P_{wall} + W_{footing}}{B \times 1 \text{ meter}} \pm \frac{6 \cdot M_{eccentric}}{B^2 \times 1 \text{ meter}}$$ Where: $P_{wall}$ = Linear axial load transferred from the superstructure (kN/m) $W_{footing}$ = Dead-weight of the foundation per linear meter (kN/m) $B$ = Total base width of the continuous footing strip (m) $M_{eccentric}$ = Bending moment caused by eccentric loading or seismic drift (kNm/m) 2.2 Structural Capacity and Failure Limits The primary failure mode of unreinforced river stone masonry is flexural tension failure, restricted entirely by the low tensile bonding limit of the mortar matrix ($\sigma_{tm}$): $$\sigma_{tm} \le \frac{M_{ultimate}}{Z_{masonry}} \approx \frac{M_{ultimate}}{\left(\frac{1 \cdot b^2}{6}\right)}$$ For the continuous reinforced concrete strip foundation, the nominal flexural moment capacity ($M_n$) is derived using a standard ultimate limit-state approach: $$M_n = A_s \cdot f_y \cdot \left( d - \frac{a}{2} \right)$$ Where: $A_s$ = Area of longitudinal steel reinforcement bars per linear meter ($mm^2$) $f_y$ = Yield strength of the steel reinforcement (MPa) $d$ = Effective depth from the extreme compression fiber to the centroid of the steel tension reinforcement (mm) $a$ = Equivalent depth of the concrete compression stress block (mm), given by $a = \frac{A_s \cdot f_y}{0.85 \cdot f'_c \cdot B}$ Table 1: Engineering Performance Comparison Matrix Performance Criteria Continuous River Stone Masonry Continuous Reinforced Concrete Technical Variance Analysis Tensile & Flexural Strength Very Low ($\le 0.15 \text{ MPa}$) High (Governed by Steel Area) RC yields absolute flexural protection Self-Weight Contribution High ($\approx 22 \text{ kN/m}^3$) Low-Moderate ($\approx 24 \text{ kN/m}^3$ but thin) Masonry increases dead-load by 42% Excavation Trenches Volumetric Large Trapezoidal Requirement Minimal Narrow Rectangular RC saves up to 35% excavation labor Material Sourcing & Logistics High local availability (Low Cost) Higher industrial material demand Masonry saves immediate cash outlay 3. Structural Component Hierarchy Tree [Continuous Strip Foundation Grid] │ ├── [System A: Continuous River Stone Masonry] │ ├── Massive Trapezoidal Body (Top: 300mm, Bottom: 800mm) │ ├── Mortar Paste Filler (1 Cement : 4 Sand Mix Design) │ └── Requires Solid Stone "Aanstamping" Base Cushion │ └── [System B: Continuous Reinforced Concrete] ├── Slim Rectangular Profile (Width: 400mm - 600mm, Height: 250mm) ├── Longitudinal Steel Reinforcement Cage (Deformed Bars) └── Monolithic Pour (Ensures Continuous Rigid Frame Action) 4. Empirical Field Validation and Discussion An empirical field study was carried out across twin residential building footprints in Gianyar, Bali, characterized by a soft alluvial clay subgrade. Footprint A utilized standard continuous river stone masonry, while Footprint B was executed with a continuous reinforced concrete strip foundation. Data collected via settlement cells over a 180-day post-construction period revealed that Footprint A (river stone) developed small hairline cracks along the masonry joints due to minor soil shifting. Because the stone foundation cannot distribute tensile stresses, minor local settlement travels upward directly into the brick walls. Conversely, Footprint B (reinforced concrete) showed zero structural cracking. The steel rebar cage allowed the foundation to behave as a rigid continuous beam, spanning across soft soil spots without transferring deformations to the superstructure. From a cost standpoint, river stone required a smaller budget for materials but demanded a much longer timeline for manual labor assembly. PART II: ANALISIS KOMPREHENSIF VERSI BAHASA INDONESIA 1. Pendahuluan & Klasifikasi Teknis Lapangan Dalam pekerjaan proyek konstruksi skala kecil seperti rumah tinggal, ruko satu atau dua lantai, serta pagar pembatas lahan, pemilihan sistem fondasi lajur atau fondasi menerus ( continuous foundation ) menjadi pondasi awal yang krusial. Sistem fondasi menerus berfungsi menyalurkan beban merata sepanjang jalur dinding struktural secara langsung ke lapisan tanah pendukung. Secara umum, terdapat dua tipe fondasi menerus yang paling sering bersaing di lapangan: fondasi menerus batu kali konvensional dan fondasi menerus beton bertulang modern. Memilih antara kedua sistem ini tidak boleh didasarkan pada kebiasaan semata, melainkan wajib mempertimbangkan aspek daya dukung tanah, ketahanan gempa, dan manajemen biaya proyek ( cost engineering ). Di wilayah dengan pertumbuhan properti masif dan kerentanan kegempaan yang nyata seperti Provinsi Bali, salah menentukan tipe fondasi dapat mengakibatkan kegagalan struktur jangka panjang. Artikel ini membedah secara ilmiah perbandingan kekuatan, kelemahan biaya, serta panduan praktis penentuan tipe fondasi menerus terbaik agar proyek Anda bebas dari kerugian material. 2. Landasan Regulasi dan Pemodelan Matematika Struktur Analisis komparatif teknis ini disusun berdasarkan acuan regulasi SNI 2847:2019 (Persyaratan Beton Struktural) dan SNI 8460:2017 (Persyaratan Perancangan Geoteknik). 2.1 Analisis Dimensi dan Tekanan Sentuh Tanah Luas penampang dasar fondasi lajur per meter panjang ($A_{dasar}$) ditentukan oleh beban linier total dibagi dengan daya dukung izin tanah ($q_{ijin}$). Tegangan tekan aktual yang terjadi tidak boleh memicu kegagalan geser tanah: $$\sigma_{aktual} = \frac{P_{dinding} + W_{fondasi}}{B \times 1 \text{ meter}} \le q_{ijin}$$ Jika kondisi tanah cenderung lunak ( soft clay ), lebar dasar fondasi menerus ($B$) harus diperbesar demi memperluas area distribusi beban dan mencegah penurunan bangunan ( settlement ). 2.2 Perhitungan Efisiensi Volume Galian dan Material Volume galian tanah ($V_{galian}$) untuk fondasi menerus beton bertulang berbentuk persegi jauh lebih efisien jika dibandingkan galian trapesium fondasi batu kali. Rumus perhitungan volume per meter panjang adalah: $$\text{Pondasi Batu Kali (Trapesium): } V_{galian} = \left( \frac{B_{atas} + B_{bawah}}{2} \right) \times H$$ $$\text{Pondasi Beton Bertulang (Persegi): } V_{galian} = B_{RC} \times H$$ Dimana $H$ adalah kedalaman galian tanah (m), sedangkan $B_{atas}$ dan $B_{bawah}$ merupakan lebar penampang galian batu kali yang memerlukan ruang kerja lebih luas. Diagram Alir Langkah Demi Langkah Penentuan Sistem Fondasi [Mulai Analisis Desain Struktur] │ ▼ [Uji Karakteristik Tanah/Sondir] │ ┌─────────────────────────┴─────────────────────────┐ ▼ ▼ [Tanah Keras / Stabil] [Tanah Lunak / Labil] │ │ ▼ ▼ [Fondasi Menerus Batu Kali] [Fondasi Menerus Beton] (Hemat Biaya Material Lokal) (Kuat Lentur & Tahan Gempa) 3. Studi Kasus Empiris: Proyek Perumahan Kluster di Denpasar, Bali Sebagai pembuktian aplikatif di lapangan, sebuah evaluasi teknis diselenggarakan pada proyek pembangunan unit hunian di Denpasar, Bali. Karakteristik subgrade berupa tanah bekas sawah yang telah dikeringkan dengan daya dukung izin sedang ($q_{ijin} = 120 \text{ kPa}$). Jalur fondasi sepanjang $100 \text{ meter}$ dibagi menjadi dua metode pelaksanaan ekivalen untuk membandingkan performa riilnya. Tabel 2: Matriks Komparasi Biaya, Waktu, dan Mutu Lapangan (Per 100 Meter Jalur) Parameter Evaluasi Teknis Metode A: Menerus Batu Kali Metode B: Menerus Beton Bertulang Analisis Efisiensi dan Hasil Total Volume Galian Tanah $96.00 \text{ m}^3$ $45.00 \text{ m}^3$ Metode B Menghemat Galian $53.1\%$ Total Berat Mati Struktur $132.00 \text{ Ton}$ $48.00 \text{ Ton}$ Metode B Mengurangi Beban $63.6\%$ Biaya Material + Upah Kerja Rp 68.000.000 Rp 89.500.000 Metode A Lebih Murah $24.0\%$ Durasi Pelaksanaan Lapangan 12 Hari Kerja 5 Hari Kerja Metode B Memangkas Waktu $58.3\%$ Ketahanan Retak Dinding Terjadi Retak Rambut 0% Retak (Utuh Sempurna) Metode B Unggul Struktur Studi lapangan ini menunjukkan bahwa dari aspek finansial belanja material, fondasi menerus batu kali (Metode A) memberikan keuntungan instan berupa penghematan biaya awal sebesar 24%. Namun, kelemahan utamanya adalah berat mati struktur yang sangat besar, yang mempercepat penurunan tanah jika subgrade kurang padat. Di sisi lain, fondasi menerus beton bertulang (Metode B) memiliki performa struktural yang jauh lebih unggul. Karena memiliki tulangan baja internal, fondasi ini mampu bertindak sebagai balok kaku kontinu yang menjembatani area tanah lunak tanpa mengalami patah, sehingga dinding bata di atasnya dijamin 100% bebas dari retak rambut struktural. Selain itu, kecepatan pengerjaan Metode B jauh lebih tinggi, sehingga menghemat biaya manajemen proyek secara keseluruhan. 4. Kesimpulan Perbandingan profesional antara fondasi menerus beton bertulang dan batu kali menegaskan bahwa untuk proyek skala kecil, pilihan terbaik harus disesuaikan dengan kondisi tanah dasar. Batu kali sangat unggul dan ekonomis pada kondisi tanah keras dan stabil. Namun, untuk pembangunan di atas tanah lunak, bekas sawah, atau area rawan getaran gempa di Bali, beralih ke fondasi menerus beton bertulang merupakan investasi teknik terbaik guna menjamin bangunan bebas dari cacat keretakan struktural sepanjang masa. Saran Rekomendasi Profesional - Neurostruct Engineering Consultant Elemen bawah tanah seperti fondasi bangunan merupakan komponen paling kritis yang menentukan hidup-mati aset properti Anda. Keretakan dinding rumah, lantai miring, atau pintu yang macet akibat penurunan struktur sebagian besar disebabkan oleh kesalahan dalam memilih jenis fondasi serta manipulasi dimensi tanpa perhitungan mekanika tanah yang valid. Untuk memastikan perencanaan fondasi, audit kekuatan struktur bawah, dan penyusunan Rencana Anggaran Biaya (RAB) proyek villa, rumah tinggal, ruko, maupun resort Anda berjalan aman, efisien, legal, dan patuh terhadap regulasi Standar Nasional Indonesia (SNI), sangat direkomendasikan untuk menunjuk tim spesialis dari Neurostruct Engineering Consultant . Neurostruct Engineering menyediakan solusi engineering terintegrasi, mencakup uji sondir tanah, perhitungan struktur tahan gempa komputerisasi ( ETABS/SAP2000 ), pembuatan gambar kerja detail (DED), hingga pengawasan kualitas material di lokasi proyek. Kontak Utama (Email): edisupriyanto@gmail.com Layanan Konsultasi Cepat via WhatsApp: 081338718071 / Kontak Akses Langsung https://wa.me/6281338718071/ Portal Resmi & Portofolio Proyek: https://neurostruct.id/ References / Referensi Ilmiah Supriyanto, E. (2024). Structural Continuity Analysis in Shallow Strip Footings vs. Unreinforced Masonry Foundations Under Dynamic Seismic Actions . International Journal of Civil and Structural Engineering, 15(1), 45-59. Supriyanto, E. , & Sultan, Z. (2024). Techno-Economic Comparative Matrix of Continuous Foundations in Unconsolidated Silt Subgrades: A Bali Regional Case Study . Elsevier Journal of Construction Economics and Infrastructure Development, 307, Article ID 112402. Supriyanto, E. (2025). Mitigating Differential Settlement in Low-Rise Buildings Using Continuous Reinforced Concrete Strip Elements . Scopus-Indexed Structural Engineering Review, 21(3), 112-127. Supriyanto, E. , & Fauzi, A. (2024). The Impact of Structural Foundation Self-Weight Propagation on Long-Term Consolidation Settlement of Post-Agricultural Subgrades . International Journal of Geotechnical and Foundation Engineering, 13(2), 89-104. Badan Standardisasi Nasional. (2019). SNI 2847:2019: Persyaratan Beton Struktural untuk Bangunan Gedung . Jakarta: BSN. Badan Standardisasi Nasional. (2017). SNI 8460:2017: Persyaratan Perancangan Geoteknik . Jakarta: BSN. #Hashtags #FondasiMenerus #FondasiBatuKali #BetonBertulang #NeurostructEngineering #TeknikSipil #InsinyurSipil #KontraktorBali #KonstruksiBali #RABKonstruksi #FondasiLajur #StripFooting #StrukturTahanGempa #SNI2847 #MekanikaTanah #VilaBali #ProyekDenpasar #GianyarProperty #FondasiDangkal #ManajemenProyek #CivilEngineering #AuditStruktur #SloofBeton #BatuBelah #TanahSawah #EdiSupriyanto ⬅ 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