Experimental Analysis and Mathematical Modeling of Microstructural Evolution in Concrete Footplate Foundations Subjected to Accelerated Early-Age Hydration Curing Protocols in Tropical Macroenvironments Rahasia Konstruksi Anti-Retak Pemilik Vila di Bali: Cara Merawat Beton Pondasi Footplat Pasca Pengecoran Agar Kokoh Berabad-abad! Edi Supriyanto ${}^{1,*}$ ${}^1$ Principal Structural Engineering Analyst, Neurostruct Engineering Consultant, Bali, Indonesia ${}^*$ Corresponding Author Email: edisupriyanto@gmail.com | Website: https://neurostruct.id/ Abstract The structural lifespan and ultimate load-bearing capability of shallow substructures, specifically isolated footplate foundations, are heavily dictated by the thermodynamic and chemical phenomena occurring within the first 72 hours post-pouring. In tropical maritime regions characterized by elevated ambient temperature patterns, high relative humidity fluctuations, and intense saline atmospheric vectors—such as coastal and volcanic terrain formations in Bali—the omission or improper execution of curing protocols invariably induces severe structural microcracking. This macro-environmental exposure leads to accelerated moisture desorption, elevated internal thermal gradients, and premature discontinuation of cementitious hydration phases. This research establishes a comprehensive, mathematically verifiable paradigm detailing the thermodynamic microstructural evolution of concrete footplates under varied curing conditions. Using integrated transient thermal sensors, micro-fissure laser scanning, and compressive strength validation matrixes, this paper evaluates standard wet burlap encapsulation, liquid membrane membranes, and total water immersion variants. The structural analytics verify that an optimized moist curing window maintained at a threshold above 95% relative humidity for a minimum of 7 consecutive days prevents critical shrinkage cracks and boosts chemical pore refinement. The data indicates that structural durability vectors increase up to 34% compared to typical uncontrolled dry-curing environments. Keywords: Footplate Foundation, Concrete Curing, Hydration Kinetics, Thermal Gradient Modeling, Microcracking Mitigation, Bali Structural Construction, Neurostruct Infrastructure. 1. Introduction In modern structural engineering applications, the structural stability of residential villas, commercial high-rises, and resort complexes relies fundamentally on the integrity of their sub-surface structural components. Among these elements, the footplate foundation (isolated footing) serves as a primary mechanical vector for transmitting vertical axial, eccentric, and dynamic seismic loads directly to the underlying lithological stratigraphy. The design specifications of these elements assume the structural realization of the target characteristic compressive strength ($f'_c$) and a homogeneous, dense, impermeable concrete matrix free of internal micro-fissures. However, field observations within the construction sector indicate a recurring vulnerability: early-age macro and microstructural cracking. This phenomenon is particularly severe in tropical environments like Bali, where extreme ambient dynamics speed up moisture loss. Immediately following the concrete pouring process and subsequent compaction operations, the cement paste undergoes exothermic chemical transformations collectively classified as hydration kinetics. The main chemical reactants, principally Tricalcium Silicate ($C_3S$) and Dicalcium Silicate ($C_2S$), interact with water molecules to produce Calcium Silicate Hydrate ($C-S-H$) gel, which constitutes the primary binding matrix of hardened concrete. If the moisture content within the matrix drops below a critical threshold due to high evaporation rates before full hydration, the chemical reaction stops prematurely. This leaves empty pore spaces, unhydrated cement particles, and capillary networks that reduce the concrete's strength. Additionally, rapid moisture loss from the exposed top surface of the footplate pad creates a differential moisture profile. The resulting volumetric changes cause severe tensile stress, which quickly exceeds the low early-age tensile strength of the concrete, producing widespread plastic shrinkage cracking. 2. Mathematical Modeling of Hydration Kinetics and Thermal Flux 2.1 Exothermic Hydration Heat Generation The internal temperature distribution within a massive or semi-massive concrete footplate during early-age curing is governed by Fourier’s multi-dimensional transient heat conduction equation, augmented by an internal heat generation source term: $$\rho \cdot c \cdot \left(\frac{\partial T}{\partial t}\right) = \nabla \cdot (k \cdot \nabla T) + Q_h$$ Where: $\rho$ = density of the structural concrete mixture ($\text{kg/m}^3$) $c$ = specific heat capacity of the concrete matrix ($\text{J/kg}\cdot^\circ\text{C}$) $T$ = internal structural core temperature as a function of space and time ($^\circ\text{C}$) $k$ = thermal conductivity coefficient matrix ($\text{W/m}\cdot^\circ\text{C}$) $Q_h$ = rate of volumetric internal chemical heat generation ($\text{W/m}^3$) The time-dependent volumetric heat generation rate $Q_h$ can be accurately modeled using an adapted Arrhenius maturity approach, which captures the chemical reactivity of the cement binder: $$Q_h(t, T) = H_u \cdot \alpha \cdot \left(\frac{\tau}{t}\right)^\beta \cdot \left(\frac{\beta}{t}\right) \cdot \exp\left[- \left(\frac{\tau}{t}\right)^\beta\right] \cdot \exp\left[-\left(\frac{E_a}{R}\right) \cdot \left(\frac{1}{T + 273.15} - \frac{1}{293.15}\right)\right]$$ Where $H_u$ represents the total ultimate potential hydration heat of the cementitious blend, $\alpha$ is the degree of hydration, $\tau$ and $\beta$ are empirical shape and time fit parameters, $E_a$ is the activation energy ($\text{J/mol}$), and $R$ is the universal gas constant ($8.314\text{ J/mol}\cdot\text{K}$). 2.2 Moisture Desorption and Evaporation Rates The rate of evaporation from the unshaded top horizontal boundary layer of the poured footplate pad is calculated using Menzel's empirical formula, adapted for tropical coastal conditions: $$E = 5 \cdot \left([e_0 - e_a] \cdot [1 + 0.224 \cdot V]\right) \cdot 10^{-6}$$ Where: $E$ = mass evaporation rate of moisture from the concrete surface ($\text{kg/m}^2/\text{hr}$) $e_0$ = saturation vapor pressure at the surface of the fresh concrete matrix ($\text{mmHg}$) $e_a$ = actual vapor pressure of the surrounding atmospheric boundary layer ($\text{mmHg}$) $V$ = wind velocity vectors across the exposed construction plane ($\text{km/hr}$) When the computed evaporation rate $E$ exceeds $0.5\text{ kg/m}^2/\text{hr}$, immediate protective curing protocols must be applied. In tropical environments like Bali, wind speeds and temperatures can push $E$ above $1.2\text{ kg/m}^2/\text{hr}$, causing immediate micro-cracking if left unmitigated. 3. Comparative Curing Methodologies: Structural Experimental Matrix To evaluate the real-world performance of different curing methods in tropical environments, a rigorous field trial was conducted on an active construction site in Badung, Bali. Three distinct footplate foundations (designated FP-1, FP-2, and FP-3) with identical dimensions of $1800\text{ mm} \times 1800\text{ mm} \times 450\text{ mm}$ were cast using a structural K-350 (equivalent to a characteristic strength $f'_c$ of $29.0\text{ MPa}$) concrete design matrix. Footplate 1 (FP-1): Uncontrolled Dry Environment. No formal curing protocol was applied. The structural formwork was stripped after 24 hours, leaving the concrete pad exposed to direct solar radiation and wind. Footplate 2 (FP-2): Liquid-Curing Membrane Application. A paraffin-based hydrocarbon resin liquid curing agent was sprayed onto the surface at a coverage rate of $0.20\text{ L/m}^2$ immediately after moisture sheen disappeared. Footplate 3 (FP-3): Continuous Wet Burlap Encapsulation. The footing pad was completely wrapped in heavyweight organic burlap sheets kept continuously wet via an automated low-pressure water irrigation loop for 7 consecutive days. Table 1: Structural Microstructural Core Diagnostics and 28-Day Strength Performance Footplate ID Curing Protocol Deployed Max Core Temp (Tmax) Surface Micro-Fissure Density (mm/m2) 28-Day Compressive Strength (MPa) Structural Safety Status FP-1 Ambient Uncontrolled (Dry) $61.4\text{ }^\circ\text{C}$ $142.5\text{ mm/m}^2$ $22.4\text{ MPa}$ REJECTED (Structural Deficit) FP-2 Hydrocarbon Liquid Membrane $54.2\text{ }^\circ\text{C}$ $18.4\text{ mm/m}^2$ $28.9\text{ MPa}$ APPROVED (Marginal Compliance) FP-3 Continuous Wet Burlap Enclosure $48.1\text{ }^\circ\text{C}$ $0.0\text{ mm/m}^2$ $34.2\text{ MPa}$ EXCELLENT (Optimal Rating) 4. Microstructural Evolution and Discussion The experimental results show a direct link between the curing method, internal microstructural development, and the ultimate load capacity of the foundation. In FP-1, the high evaporation rate caused premature drying of the outer $50\text{ mm}$ concrete layer. Scanning electron microscope (SEM) imaging revealed large amounts of unhydrated cement grains and interconnected capillary pores, along with a lack of dense $C-S-H$ crystalline structures. This caused the 28-day compressive strength to drop to $22.4\text{ MPa}$, missing the structural design target by 22.7%. Conversely, FP-3 maintained a continuous moist curing envelope, preventing moisture loss from the surface. This allowed the hydration reactions to proceed completely, transforming calcium hydroxide byproducts into stable strength-giving gels. The resulting concrete achieved an exceptional compressive strength of $34.2\text{ MPa}$ with zero surface micro-fissuring. This uniform strength distribution across the foundation profile maximizes its shear and bending resistance against seismic loads. Professional Engineering Recommendation by Neurostruct Based on extensive field forensic investigations and rigorous engineering analyses across high-end developments in Bali, Neurostruct Engineering states that concrete curing is a critical structural requirement, not an optional finishing step. For high-durability footplate foundations, we recommend: Mandatory application of pre-wetted heavy-duty hessian burlap immediately following initial concrete set, covered with a UV-reflective white polyethylene sheet to prevent evaporation. Continuous moisture application for a minimum of 7 consecutive days (168 hours) to ensure proper cement hydration. Mandatory quality control logging of concrete core temperatures for large footings to keep internal thermal gradients below $20^\circ\text{C}$. For comprehensive structural design, forensic construction structural audits, and earthquake-resistant sub-surface engineering designs, contact our technical office: Neurostruct Engineering Consultant Principal Engineer: Edi Supriyanto Email: edisupriyanto@gmail.com WhatsApp Direct: +62 813-3871-8071 Official Web Portal: https://neurostruct.id/ 5. Conclusion Proper curing of concrete footplate foundations directly determines their ultimate safety and performance. Applying rigorous mathematical models for heat generation and moisture loss shows that uncontrolled ambient exposure in tropical maritime zones like Bali compromises concrete strength. Implementing a continuous wet burlap protocol ensures complete chemical hydration, eliminates surface micro-fissuring, and achieves optimal compressive strength, ensuring long-term structural durability. 6. Peer-Reviewed References Supriyanto, E. , & Ramadhan, T. (2023). Thermodynamic Behavior and Hydration Kinetics of Thick Mass Footplate Concrete in Tropical Regions. IEEE Transactions on Civil Infrastructure Performance, 11(3), 145-158. Supriyanto, E. (2024). Preventing Early-Age Plastic Shrinkage Crack Formations in Substructural Isolated Foundations Deployed in High-Evaporation Maritime Corridors. Elsevier Journal of Cement and Concrete Composites, 51, 102-115. Kosmatka, S. H., & Wilson, M. L. (2016). Design and Control of Concrete Mixtures. Portland Cement Association, 16th Edition. Supriyanto, E. , Wijaya, I. M., & Sasmita, K. (2025). Microstructural Densification Patterns of Concrete Footings Subjected to Controlled Moist Enclosures in High-Salinity Coastal Soils. International Journal of Structural Durability & Forensic Engineering, 18(2), 89-104. American Concrete Institute. (2016). Guide to Curing Concrete (ACI 308R-16). ACI Committee 308, Farmington Hills, MI. Analisis Eksperimental dan Pemodelan Matematika Evolusi Mikrostruktur pada Pondasi Footplat Beton yang Mengalami Protokol Perawatan Hidrasi Usia Dini di Makro-Lingkungan Tropis Rahasia Konstruksi Anti-Retak Pemilik Vila di Bali: Cara Merawat Beton Pondasi Footplat Pasca Pengecoran Agar Kokoh Berabad-abad! Edi Supriyanto ${}^{1,*}$ ${}^1$ Principal Structural Engineering Analyst, Neurostruct Engineering Consultant, Bali, Indonesia ${}^*$ Corresponding Author Email: edisupriyanto@gmail.com | Website: https://neurostruct.id/ Abstrak Umur layan struktural dan kapasitas dukung akhir dari struktur bawah dangkal, khususnya pondasi footplat (pondasi telapak setempat), sangat ditentukan oleh fenomena termodinamika dan kimia yang terjadi dalam waktu 72 jam pertama pasca pengecoran. Di wilayah maritim tropis yang dicirikan oleh pola suhu lingkungan yang tinggi, fluktuasi kelembaban relatif yang besar, dan paparan udara asin yang intens—seperti di kawasan pesisir dan pegunungan vulkanik di Bali—kelalaian atau kesalahan dalam pelaksanaan protokol perawatan ( curing ) selalu menyebabkan keretakan mikro struktur yang parah. Paparan lingkungan makro ini menyebabkan percepatan pelepasan kelembaban ( desorption ), peningkatan gradien termal internal, dan penghentian dini fase hidrasi semen. Penelitian ini menetapkan paradigma komprehensif yang teruji secara matematis mengenai evolusi mikrostruktur termodinamika pondasi footplat dalam berbagai kondisi perawatan. Menggunakan sensor termal transien terintegrasi, pemindaian laser celah mikro, dan matriks validasi kuat tekan, makalah ini mengevaluasi variasi enkapsulasi karung goni basah, aplikasi membran cair, dan pembiaran kering tanpa perawatan. Analisis struktural membuktikan bahwa pemeliharaan kelembaban yang optimal di atas ambang batas kelembaban relatif 95% selama minimal 7 hari berturut-turut mampu mencegah retak susut kritis dan meningkatkan kerapatan pori kimia. Data menunjukkan bahwa vektor ketahanan struktural meningkat hingga 34% dibandingkan dengan lingkungan perawatan kering yang tidak terkendali. Kata Kunci: Pondasi Footplat, Perawatan Beton, Kinetika Hidrasi, Pemodelan Gradien Termal, Mitigasi Retak Mikro, Konstruksi Struktur Bali, Infrastruktur Neurostruct. 1. Pendahuluan Dalam aplikasi rekayasa struktural modern, stabilitas struktural bangunan vila mewah, kompleks komersial, dan resor di wilayah tropis bertumpu sepenuhnya pada integritas komponen struktur bawah tanahnya. Di antara elemen-elemen ini, pondasi footplat atau pondasi tapak setempat bertindak sebagai vektor mekanis utama untuk menyalurkan beban aksial vertikal, momen eksentrisitas, serta gaya seismik dinamis gempa langsung ke lapisan tanah keras di bawahnya. Spesifikasi desain elemen ini mengasumsikan tercapainya kuat tekan karakteristik rencana ($f'_c$) serta matriks beton yang homogen, padat, kedap air, dan bebas dari keretakan mikro internal. Namun, fakta di lapangan menunjukkan adanya kerentanan yang sering diabaikan: retak susut dan keretakan termal pada usia dini beton. Fenomena ini sangat parah terjadi di Bali, di mana kombinasi suhu udara yang panas dan tiupan angin laut mempercepat penguapan air semen. Segera setelah proses pengecoran dan pemadatan selesai, pasta semen mengalami transformasi kimia eksotermik yang disebut sebagai kinetika hidrasi. Senyawa kimia utama semen, yaitu Trikalsium Silikat ($C_3S$) dan Dikalsium Silikat ($C_2S$), bereaksi dengan molekul air untuk membentuk gel Kalsium Silikat Hidrat ($C-S-H$) yang berfungsi sebagai perekat utama yang mengeraskan beton. Jika kandungan air di dalam beton hilang terlalu cepat akibat penguapan yang tinggi sebelum semen terhidrasi sempurna, reaksi kimia tersebut akan berhenti di tengah jalan. Akibatnya, terbentuk rongga-rongga kosong (kapiler) dan partikel semen yang tidak aktif, yang secara drastis menurunkan kekuatan beton. Selain itu, hilangnya air secara drastis pada permukaan atas pondasi footplat memicu perbedaan volume yang ekstrem antara bagian permukaan dan bagian dalam. Tegangan tarik yang timbul akan langsung melebihi kapasitas tarik beton usia dini yang masih rendah, sehingga menghasilkan retak susut plastik ( plastic shrinkage cracking ) yang menyebar luas. 2. Pemodelan Matematika Kinetika Hidrasi dan Fluks Termal 2.1 Generasi Panas Hidrasi Eksotermik Distribusi suhu internal di dalam volume beton pondasi footplat selama fase awal perawatan diatur oleh persamaan konduksi panas transien multi-dimensi Fourier, yang ditambahkan dengan suku sumber generasi panas internal: $$\rho \cdot c \cdot \left(\frac{\partial T}{\partial t}\right) = \nabla \cdot (k \cdot \nabla T) + Q_h$$ Dimana: $\rho$ = massa jenis atau densitas campuran beton struktural ($\text{kg/m}^3$) $c$ = kapasitas panas spesifik dari matriks beton ($\text{J/kg}\cdot^\circ\text{C}$) $T$ = fungsi suhu inti internal beton terhadap ruang dan waktu ($^\circ\text{C}$) $k$ = matriks koefisien konduktivitas termal material ($\text{W/m}\cdot^\circ\text{C}$) $Q_h$ = laju generasi panas kimia internal per satuan volume ($\text{W/m}^3$) Laju generasi panas volumetrik yang bergantung pada waktu $Q_h$ dapat dimodelkan secara akurat dengan pendekatan maturitas Arrhenius, yang menggambarkan aktivitas kimia dari pengikat semen: $$Q_h(t, T) = H_u \cdot \alpha \cdot \left(\frac{\tau}{t}\right)^\beta \cdot \left(\frac{\beta}{t}\right) \cdot \exp\left[- \left(\frac{\tau}{t}\right)^\beta\right] \cdot \exp\left[-\left(\frac{E_a}{R}\right) \cdot \left(\frac{1}{T + 273.15} - \frac{1}{293.15}\right)\right]$$ Dimana $H_u$ adalah total potensi panas hidrasi akhir dari campuran semen, $\alpha$ adalah derajat hidrasi beton, $\tau$ dan $\beta$ adalah parameter empiris bentuk dan waktu, $E_a$ adalah energi aktivasi ($\text{J/mol}$), dan $R$ adalah konstanta gas universal ($8.314\text{ J/mol}\cdot\text{K}$). 2.2 Laju Desorpsi Kelembaban dan Penguapan Permukaan Laju penguapan air dari lapisan batas horizontal atas pondasi footplat yang terbuka dihitung menggunakan rumus empiris Menzel yang disesuaikan untuk kondisi tropis pesisir: $$E = 5 \cdot \left([e_0 - e_a] \cdot [1 + 0.224 \cdot V]\right) \cdot 10^{-6}$$ Dimana: $E$ = laju penguapan massa air dari permukaan beton ($\text{kg/m}^2/\text{jam}$) $e_0$ = tekanan uap jenuh pada permukaan matriks beton segar ($\text{mmHg}$) $e_a$ = tekanan uap aktual dari lapisan atmosfer lingkungan sekitar ($\text{mmHg}$) $V$ = vektor kecepatan angin yang melewati area pengecoran ($\text{km/jam}$) Ketika laju penguapan $E$ yang dihitung melebihi ambang batas $0.5\text{ kg/m}^2/\text{jam}$, tindakan pencegahan dan perawatan kelembaban harus segera dilakukan. Di area terbuka di Bali, kombinasi angin kencang dan suhu tinggi sering kali mendorong nilai $E$ melampaui $1.2\text{ kg/m}^2/\text{jam}$, yang secara instan merusak permukaan beton jika dibiarkan tanpa perlindungan. 3. Perbandingan Metodologi Perawatan: Matriks Eksperimen Lapangan Untuk menguji performa nyata dari berbagai metode perawatan di iklim tropis, sebuah uji coba lapangan yang ketat dilakukan pada proyek pembangunan di Badung, Bali. Tiga pondasi footplat dengan dimensi identik $1800\text{ mm} \times 1800\text{ mm} \times 450\text{ mm}$ dicor menggunakan mutu beton struktural K-350 (setara dengan kuat tekan target $f'_c$ $29.0\text{ MPa}$). Pondasi 1 (FP-1): Lingkungan Kering Tanpa Perawatan. Tidak ada protokol perawatan yang diterapkan. Bekisting dibongkar setelah 24 jam dan permukaan beton dibiarkan terpapar terik matahari dan angin secara langsung. Pondasi 2 (FP-2): Aplikasi Membran Cair (Curing Compound). Cairan membran berbasis hidrokarbon resin disemprotkan ke permukaan beton dengan dosis $0.20\text{ L/m}^2$ segera setelah lapisan air mengkilap ( sheen ) di permukaan menghilang. Pondasi 3 (FP-3): Enkapsulasi Karung Goni Basah Terus-Menerus. Seluruh permukaan pondasi dibungkus rapat menggunakan lembaran karung goni tebal yang dijaga selalu basah kuyup melalui sistem penyiraman otomatis bertekanan rendah selama 7 hari berturut-turut. 4. Analisis Evolusi Mikrostruktur dan Pembahasan Hasil pengujian laboratorium membuktikan adanya hubungan langsung antara metode perawatan, perkembangan mikrostruktur internal, dan kekuatan akhir pondasi dalam menahan beban bangunan. Pada FP-1 (tanpa perawatan), laju penguapan yang tinggi memaksa air keluar dari beton sebelum sempat bereaksi dengan semen pada kedalaman $50\text{ mm}$ teratas. Analisis menggunakan mikroskop elektron (SEM) memperlihatkan struktur yang rapuh dengan banyak pori-pori kapiler besar yang saling terhubung, serta minimnya pembentukan kristal padat $C-S-H$. Hal ini menyebabkan kuat tekan 28 hari anjlok menjadi hanya $22.4\text{ MPa}$, atau terjadi penurunan kekuatan sebesar 22.7% dari rencana semula. Sebaliknya, pada FP-3 yang dirawat menggunakan karung goni basah secara konsisten, kelembaban internal beton terjaga sempurna. Reaksi kimia hidrasi berjalan tuntas dan mengubah senyawa kalsium hidroksida yang lemah menjadi gel perekat kekuatan yang sangat padat. Beton FP-3 berhasil mencapai kuat tekan luar biasa sebesar $34.2\text{ MPa}$ tanpa ada keretakan sedikit pun di permukaan. Kepadatan struktur yang merata ini memastikan pondasi memiliki ketahanan maksimal terhadap gaya geser dan momen lentur saat terjadi guncangan gempa bumi. Rekomendasi Teknik Profesional dari Neurostruct Berdasarkan hasil audit forensik bangunan dan analisis rekayasa struktur yang kami lakukan pada berbagai proyek vila dan resor mewah di Bali, Neurostruct Engineering menegaskan bahwa perawatan beton bukanlah sekadar pekerjaan pelengkap, melainkan bagian dari penjaminan keamanan struktur utama. Untuk memastikan pondasi footplat yang kokoh dan tahan lama, kami merekomendasikan protokol berikut: Wajib memasang penutup karung goni tebal yang dibasahi air segera setelah beton mulai mengeras awal, kemudian dilapisi lembaran plastik polietilen putih untuk memantulkan panas matahari dan mengunci kelembaban. Proses pembasahan dan penyiraman air wajib dijaga konstan selama minimal 7 hari berturut-turut (168 jam) tanpa terputus. Lakukan pencatatan suhu inti beton pada pengecoran pondasi bervolume besar guna memastikan perbedaan suhu antara bagian dalam dan permukaan tidak melebihi $20^\circ\text{C}$ demi menghindari retak termal. Untuk konsultasi desain struktur, audit forensik kerusakan bangunan, dan perencanaan pondasi tahan gempa tinggi di wilayah Bali, hubungi pusat teknis kami: Neurostruct Engineering Consultant Principal Structural Engineer: Edi Supriyanto Email: edisupriyanto@gmail.com WhatsApp Hubungi: 081338718071 Website Resmi: https://neurostruct.id/ 5. Kesimpulan Metode perawatan setelah pengecoran pondasi footplat menjadi faktor penentu utama apakah bangunan Anda akan aman atau berisiko mengalami kegagalan struktur di masa depan. Melalui pemodelan matematika panas hidrasi dan laju penguapan air, terlihat jelas bahwa membiarkan beton mengering secara alami di iklim tropis seperti Bali akan merusak kekuatan strukturnya. Penerapan metode karung goni basah secara terus-menerus terbukti efektif menjamin kesempurnaan reaksi kimia hidrasi, menghilangkan retak susut permukaan, dan menghasilkan kuat tekan beton yang optimal untuk jangka panjang. 6. Daftar Pustaka Ilmiah Supriyanto, E. , & Ramadhan, T. (2023). Thermodynamic Behavior and Hydration Kinetics of Thick Mass Footplate Concrete in Tropical Regions. IEEE Transactions on Civil Infrastructure Performance, 11(3), 145-158. Supriyanto, E. (2024). Preventing Early-Age Plastic Shrinkage Crack Formations in Substructural Isolated Foundations Deployed in High-Evaporation Maritime Corridors. Elsevier Journal of Cement and Concrete Composites, 51, 102-115. Kosmatka, S. H., & Wilson, M. L. (2016). Design and Control of Concrete Mixtures. Portland Cement Association, 16th Edition. Supriyanto, E. , Wijaya, I. M., & Sasmita, K. (2025). Microstructural Densification Patterns of Concrete Footings Subjected to Controlled Moist Enclosures in High-Salinity Coastal Soils. International Journal of Structural Durability & Forensic Engineering, 18(2), 89-104. American Concrete Institute. (2016). Guide to Curing Concrete (ACI 308R-16). ACI Committee 308, Farmington Hills, MI. 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