BEARING CAPACITY AND SETTLEMENT RESPONSE OF RAFT FOUNDATION ON SAND USING STANDARD PENETRATION TEST METHOD

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2 2770 Akpila Fig. 1. Raft foundation on Sand formation. expressions are given by; where F d = depth factor = (D f / B) s = tolerable settlement N = average penetration number (1) (2) ratios were obtained from standard curves presented in Braja (1). In Burland and Burbidge (15) approach, they proposed that for normally consolidated sand, the average settlement is expressed as; () Where q n is the net foundation pressure, B is foundation breadth and N is the average value of standard penetration resistance Settlement Analysis on Sand: Immediate Settlement Immediate foundation settlement at a corner of a rigid foundation of breadth B ranging from -m is respectively obtained using the expression proposed by Harr (1) and reported in Braja (1) as follows; (3) Where S ί is immediate settlement, B is the breadth of foundation at a corner, q n is net foundation pressure, E o is modulus of elasticity, µ is Poisson ratio, α r is influence factor for rigid foundation. To obtain the settlement at the centre of a square foundation, usually requires the principle of superposition and settlement value is four times the settlement at any corner. The values of E and µ are obtained from the expressions; (4) Where is angle of internal friction of sand and N is the average SPT blow count for sand stratum. Values of influence factor, α r, for various lengths to breadth (L/B) (5) Consolidation Settlement: Although settlement of sand is generally treated as immediate, the consolidation settlement was attempted adopting Equations (4, 5, 7 and ). The coefficient of volumetric compressibility, m v, is obtained from the following expression; (7) Where E o and µ and are as defined in Equations (4 and 5). Consolidation settlement was evaluated from the expression proposed by Skempton and Bjerrum (7) as follows: () Where ρ c is consolidation settlement, q n is net foundation pressure, B is foundation breadth, p is change in pressure, e is change in void ratio, e o is initial void ratio,

3 Canadian Journal of Pure and Applied Sciences 2771 σ z is induced vertical stress and of volume compressibility, m v. Substituting Equation (7) into Equation () yields; is coefficient () depth (Fig. 2). For cases of variation of q a and D f /B ratio, it was noticed that q a values increased with increase in D f /B ratio. The respective predictive models relating allowable bearing capacity and foundation breadth for varying foundation depths are presented as follows; The total settlement from the Raft foundation can then be expressed as; () If immediate settlement is considered based on Equation (), then for normally consolidated sand, total settlement can be expressed as; () Limiting values for allowable settlement of different structures founded on either clay or sand have been presented by scholars including Skempton and MacDonald (), Polshin and Tokar (7) and Wahls (11). The vertical deformation of the raft foundation was assessed based on the stipulated limiting values. RESULTS AND DISCUSSION Soil Classification/Stratigraphy This is obtained from boring records and laboratory tests. The soil profile generally consists of loose, silty to slightly silty SAND overlying medium-dense, slightly silty SAND formation up to the 24m depth of exploration. Bearing Capacity The allowable bearing capacity values of raft foundation with B, ranging from -m and placed at varying foundation depth, D f, are shown in table 1. Generally, Settlement Analysis on Sand: Immediate Settlement on Raft Foundation In Equation (3), immediate settlement values were analyzed for net foundation pressures varying from 11-2kN/m 2, the modulus of elasticity was obtained from Equation (4) as.04mpa while Poisson s ratio of 0.35 was obtained from Equation (5). Also, the coefficient of volumetric compressibility, m v, of 0.02m 2 /MN was evaluated from Equation (7). The results of immediate settlement using methods of Burland and Burbidge (15) and Harr (1) are presented in table 2 and figure 3. Immediate settlement values for foundation breadth varying from -mm were found to increase with footing size, bearing pressure and foundation depth. Immediate settlement vary from 32-47mm for a bearing pressure varying from 11-2kN/m 2 and foundation depth varying from 1-1.m depth respectively for Burland and Burbidge approach. Harr s model gave immediate settlement values of mm for bearing pressure range of 11-2kN/m 2 respectively. Comparatively, Harr s approach gave conservative values of immediate settlement compared to that of Burland and Burbidge approach. The models describing Burland and Burbidge, Fig. 2. Variation of allowable bearing capacity with Raft foundation breadth. allowable bearing capacity, q a, showed a decreasing trend with an increase in raft foundation breadth whereas for a given foundation breadth, q a increased with foundation and Harr s models are presented in Equations (1) and (17).

4 2772 Akpila Fig. 3. Variation of Immediate settlement with Raft foundation breadth. Fig. 4. Variation of total settlement and Raft foundation breadth. (1) (17) Total Settlement on Raft Foundation Consolidation settlement values for the Raft foundation of breadth, B, varying from -m were found to increase with footing size. The relationship between foundation breadth and total settlement is shown in figure 4, where Burland and Burbidge approach had higher total settlement compared to those obtained from Harr s approach. The models describing Burland and Burbidge, and Harr s total settlement are presented in Equations (1) and (1). (1) (1) Critical foundation breadth for deformation requirement of Raft placed on sand can be determined using Equation (1). Maximum allowable total settlement values suggested by Skempton and MacDonald () may be adopted. CONCLUSION AND RECOMMENDATIONS Based on the findings, the following conclusions can be drawn; i. The allowable bearing capacity, q a, had a decreasing trend with an increase in raft foundation breadth whereas for a given foundation breadth, q a increased with foundation depth.

5 Canadian Journal of Pure and Applied Sciences 2773 Table 1. Bearing Capacity of Raft Foundation. Depth of Foundation (m) Foundation Breadth B (m) D f / B SPT value N Depth Factor F d Allowable bearing capacity,q a (kn/m 2 ) Table 2. Settlement Analysis on Raft Foundation. Analytical Approach Burland & Burbidge Harr Foundation Breadth B(m) SPT value N Poisson ratio, µ Angle of friction (φ) Elastic Modulus E(Mpa) Coefficient of vol. compressibility m v (m 2 /MN) Immediate settlement s i (mm) Consolidation settlement, ρ c (mm)

6 2774 Akpila ii. Allowable bearing capacity also decreased as the ratio of foundation depth, D f, to breadth, B ratio (D f /B) decreased. iii. Immediate settlement values for foundation breadth varying from -mm were found to increase with footing size, bearing pressure and foundation depth. iv. Immediate settlement vary from 32-47mm for a bearing pressure varying from 11-2kN/m 2 and foundation depth varying from 1-1.m depth respectively for Burland and Burbidge approach. v. Harr s model gave immediate settlement values of mm for a bearing pressure range of 11-2kN/m 2 respectively. vi. The predictive models can be useful for preliminary design purposes on sites having similar conditions. REFERENCES Akpila, SB The Design of a Shallow Foundation on Sand Overlying Soft Clay. Inter-World Journal of Science and Technology. 3(3): Akpila, SB Stability and Deformation Assessment of Crude Oil Tank Foundation in the Niger Delta: A case Study. Inter-World Journal of Science and Technology. 3(4): Akpila, SB. and ThankGod, O Comparison of Stability and Deformation Characteristics of Two Crude Oil Tank Foundation in the Niger Delta: A case Study. International Journal of Physical Sciences. 3(1):51-5. Akpila, SB., ThankGod, O. and Igwe, A Bearing Capacity and Settlement Analysis of a Shallow Foundation on Reclaimed Sand Overlying Soft Clay. Journal of Scientific and Industrial Studies. ():4-. Akpila, SB. 20. Comparison of Standard Penetration Test Methods on Bearing Capacity of Shallow Foundations on Sand. Scientific Journal of Pure and Applied Sciences. 2(2):72-7. Bowles, JE. 17. Foundation Analysis and Design (5 th edi.). McGraw-Hill, New York, USA Braja, MD. 1. Principle of Foundation Engineering (4 th edi.). PWE Publishing Company, USA. pp243. British Standard Institution, BS Methods of Test for Soils for Civil Engineering Purposes. Burland, J. B. and Burbidge, MC. 15. Settlement of Foundations on Sand and Gravel. Proceedings of Institution of Civil Engineers. 7(1):25-1. Craig, RF. 17. Soil Mechanics (4 th edi.). ELBS Edition, Great Britain. Caquot, A. 4., Equilibrium des Massifs a frottement Interne. Gauthier- Villars, Paris, France DeBeer, EE. and Vesic, A.. Etude experimental de la capacitie Portante du sable sous des foundations directes etablies en surface Annale des Travaux publics de Belqique. 5(3):5-5. Harr, ME. 1. Fundamentals of Theoretical Soil Mechanics. McGrey-Hill, New York, USA. Meyerhof, GG.. Penetration Test and Bearing Capacity of Cohesionless Soils. Journal of the Soil Mechanics and Foundation Division, ASCE. 2(1):1-1. Parry, RHG Estimating Bearing Capacity in Sand from SPT Values. Journal of Geotechnical Engineering Division, ASCE. 3():-1. Polshin, DE. and Tokar, RA. 7. Maximum Non Uniform Settlement of Structures. Proc. of the 4 th International Conference of Soil Mechanics and Foundation Engineering, London. 1: Skempton, AW. and Bjeruum, L. 7. A Contribution to the Settlement Analysis of Foundation on Clays. Geotechnique 7:1-17. Skempton, AW. and MacDonald.. The Allowable Settlement of Buildings, Proceedings, Institute of Civil Engineers. 5(III): Singh, A.. A Modern Geotechnical Engineering (3 rd edi.). CBS Publishers Delhi, India. Som, NN. and Das, SS Theory and Practice of Foundation Design, Prentice- Hall of India, New Delhi, India. Terzaghi, K. 3. Theoretical Soil Mechanics, John Wiley and Sons Inc. New York, USA. Tomlinson, MJ Foundation Design and Construction (7 th edi.). Pearson Education Ltd Vesic, AS. 17. A study of Bearing Capacity of Deep Foundations. Final Report, Project B-, Georgia Inst. Techn., Atlanta Georgia, USA. Wahls, HE. 11. Tolerable Settlement of Buildings. Journal of the Geotechnical Division, ASCE. 7():-04. Received: April 21, 20; Revised and Accepted: Aug, 20

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