Recommendations for Future Work

With a growing database of results, the resistance factors generated by this dissertation will only become more accurate. Further testing is recommended for attapulgite slurry with a viscosity range between 30 and 40sec/qt, for bentonite and natural slurry utilizing SCC (from varying distributors), and for bentonite slurry in Class IV concrete to provide an equal sample size for all viscosity groupings and possibly further delineating the viscosity at which bentonite becomes unacceptable.

Another aspect of this work which requires further study is the current splitting failure design limitation in ACI 318-14. While it is clear that this stems from the work of Orangun, et al. 1975, the findings of this dissertation align much more closely with their predicted capacities when

107

not using this limitation. Further, this limitation makes development length overly conservative. Thus a re-evaluation of the splitting failure design limitation should be performed.

108

REFERENCES

AASHTO, 2017. AASHTO LRFD Bridge Design Specifications. 8th ed. Washington, D.C.: American Association of State Highway and Transportation Officials.

ACI Committee 318, 2014. Building Code Requirements for Reinforced Concrete (ACI 318-14)

and Commentary. Farmington Hills, MI: American Concrete Institute.

ACI Committee 408, 2003. Bond and Development of Straight Reinforcing in Tension (ACI 408R-

03), Farmington Hills, MI: American Concrete Institute.

Allen, W., 2016. Time Dependent Effect of Drilling Slurries on Side Shear Resistance of Drilled

Shafts, s.l.: Graduate Theses and Dissertations.

API, 2009. Recommended Practice for Field Testing Water-based Drilling Fluids. Washington, D.C.: API Publishing Services.

ASTM A944-10(2015), Standard Test Method for Comparing Bond Strength of Steel Reinforcing Bars to Concrete Using Beam-End Specimens, ASTM International, West Conshohocken, PA, 2015, www.astm.org.

ASTM C143 / C143M-15a, Standard Test Method for Slump of Hydraulic-Cement Concrete, ASTM International, West Conshohocken, PA, 2015, www.astm.org

ASTM C192 / C192M-16a, Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory, ASTM International, West Conshohocken, PA, 2016, www.astm.org.

Beckhaus, K., 2016. EFFC/DFI Best Practice Guide to Tremie Concrete for Deep Foundations. 1st ed. Hawthorne(NJ): Deep Foundations Institute.

Bowen, J., 2013. The Effects of Drilling Slurry on Reinforcement in Drilled Shaft Construction. Tampa, FL: University of South Florida, Graduate Theses and Dissertations.

Brown, D., 2002. Effect of Construction on Axial Capacity of Drilled Foundations in Piedmont Soils. Journal of Geotechnical and Geoenvironmental Engineering, 128(12), pp. 967-973.

Brown, D. et al., 2007. Evaluation of Self-Consolidating Concrete for Drilled Shaft Applications at Lumber River Bridge Project, South Carolina. Transportation Research Record: Journal of the

109

Brown, D., Turner, J. and Castelli, R., 2010. Drilled Shafts: Construction Procedures and Design

Methods. Publication No. FHWA NHI-10-016 ed. Washington, D.C.: Federal Highway

Administration.

Butler, H. D., 1973. A Study of Drilled Shafts Constructed by the Slurry Displacement Method, s.l.: Bridge Division Texas Highway Department, Federal Highway Administration.

Caliari de Lima, L., 2017. Construction Effects on the Side Shear of Drilled Shafts. Tampa(FL): University of South Florida.

Camilo Builes-Mejia, J., Itani, A. and Sedarat, H., 2014. Stability of Circular Bridge Column Reinforcing Bar Cages. Concrete International, March, 36(3), pp. 48-54.

Darwin, D., Idun, E. K., Zuo, J. and Tholen, M. L., 1998. Reliability-Based Strength Reduction Factor for Bond. ACI Structural Journal, July-Aug., 95(4), pp. 434-443.

Darwin, D., McCabe, S. L., Idun, E. K. and Schoenekase, S. P., 1992. Developement Length Criteria: Bars Not Confined by Transverse Reinforcement. ACI Structural Journal, Nov.-Dec., 89(6), pp. 709-720.

Darwin, D., Zuo, J., Tholen, M. L. and Idun, E. K., 1996. Development Length Criteria for Conventional and High Relative Rib Area Reinforcing Bars. ACI Structural Journal, May-June.pp. 1-13.

Deese, G. and Mullins, G., 2005. Factors Affecting Concrete Flow in Drilled Shaft Construction. s.l., s.n., pp. 144-155.

FDOT, 2018. Standard Specifications for Road and Bridge Construction. Tallahassee(FL): Florida Department of Transportation.

FDOT, 2018. Standard Specifications for Road and Bridge Construction, Section 455 Structures Foundations. In: Tallahassee, FL: Florida Department of Transportation, pp. 545-609.

Hodgson III, D., Schindler, A., Brown, D. and Stroup-Gardiner, M., 2005. Self-Consolidating Concrete for Use in Drilled Shaft Applications. Journal of Materials in Civil Engineering, 17(3), pp. 363-369.

Jones, A. E. K. and Holt, D. A., 2004. Design of laps for deformed bars in concrete under bentonite and polymer drilling fluids. The Structural Engineer, Sept..pp. 32-38.

Kamara, M., Novak, L. and Rabbat, B., 2008. Notes on ACI 318-08 Building Code Requirements

for Structural Concrete with Design Applications. Skokie, IL: Portland Cement Association.

Lam, C. and Jefferis, S., 2015. Performance of Bored Piles Constructed Using Polymer Fluids:

110

Lam, C., Jefferis, S. and Martin, C. M., 2014. Effects of Polymer and Bentonite Support Fluids on Concrete-Sand Interface Shear Strength. Geotechnique, 64(1), pp. 28-39.

Majano, R. E., 1992. Effect of Mineral and Polymer Slurries on Perimeter Load Transfer in Drilled

Shafts. TX: University of Houston.

Mobley, S., 2017. Electrochemical Methods to Characterize Drilled Shaft Deficiencies. Tampa(FL): Universirty of South Florida, Graduate Theses and Dissertations.

Mullins, G., and Ashmawy, A., 2005. Factors Affecting Anomaly Formation in Drilled Shafts, Final Report, FDOT Project BC 353-19, March, 293 pp.

Mullins, G., Caliari, L. and Costello, K., April 2018. Effect of Polymer Slurry Stabilization on

Drilled Shaft Side Shear over Time, Tallahassee, FL: FDOT Contract No. BDV24 TWO977-19.

Mullins, G., Johnson, K. R. and Winters, D., 2018. Controlling Mass Concrete Effects in Large Diameter Drilled Shafts using Full Length Central Void. ACI Structural Journal, 115(5), pp. 1475- 1483.

Mullins, G., Sosa, R. and Sen, R., 1999. Seal Slab/Pile Interface Bond, s.l.: Florida Department of Transportation.

Mullins, G., Sosa, R. and Sen, R., 2001. Seal Slab Prestressed Pile Interface Bond from Full-Scale Testing. ACI Structural Journal, 98(5), pp. 743-751.

Mullins, G., Sosa, R., Sen, R. and Issa, M., 2002. Seal Slab/Steel Pile Interface Bond from Full- Scale Testing. ACI Structural Journal, 99(6), pp. 757-763.

Mullins, G. et al., 2013. Defining the Upper Viscosity Limit for Mineral Slurries Used in Drilled

Shaft Construction, Tallahassee, FL: Florida Department of Transportation.

Okamura, H. and Ouchi, M., 2003. Self-Compacting Concrete. Journal of Advanced Concrete

Technology.

O'Neill, M. W. and Reese, L. C., 1999. Drilled Shafts: Construction Procedures and Design

Methods. Publication No. FHWA-IF-99-025 ed. Washington, D.C.: Federal Highway

Administration.

Orangun, C. O., Jirsa, J. O. and Breen, J. E., 1977. Reevaluation of Test Data on Development Length and Splices. ACI Journal, March, 74(3), pp. 114-122.

Rausche, F. et al., 2005. Quality Assurnace for Drilled Shafts Using Self-Consolidating Concrete.

GEO3 Construction Quality Assurance/Quality Control Technical Conference: Dallas/Ft. Worth, TX, pp. 425-436.

111

Smith-Emery Laboratories, Inc., 2015. Matrix Slurry System Testing Program, Los Angeles, CA: Smith-Emery Laboratories, Inc.

Sosa, R., 1999. Bond Capacity of Pile/Seal Slab Interfaces. Tampa, FL: University of South Florida, Master's Thesis.

Sozen, M. and Moehle, J., 1990. Development and Lap-Splice Lengths for Deformed Reinforcing

Bars in Concrete, Skokie, IL: The Portland Cement Association.

Zuo, J. and Darwin, D., 2000. Splice Strength of Conventional and High Relative Rib Area Bars in Normal and High-Strength Concrete. ACI Structural Journal, July-Aug..pp. 630-641.

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APPENDIX A: MONTE CARLO

An example calculation of the Monte Carlo analysis performed is displayed here. Using the calculations for water (ACI 318-14 prediction, Table A.1) the example is as follows.

Table A.1 Mean bias, coefficient of variation (CoV), and calculated resistance factor for example. Water Mean Bias (𝑟𝑟̅) 1.21 CoV (Vr) 0.25 Calculated ∅ 0.61 𝑄𝑄� = 1, 𝑝𝑝𝑠𝑠𝑝𝑝𝑢𝑢𝑡𝑡 𝑝𝑝𝑝𝑝𝑟𝑟𝑝𝑝𝑝𝑝𝑒𝑒𝑡𝑡𝑒𝑒𝑟𝑟 𝜎𝜎𝑄𝑄= 𝑄𝑄� ∗ 𝑉𝑉𝑄𝑄 = 1 ∗ 0.102 = 0.102 𝑅𝑅� = 𝑟𝑟(𝐷𝐷𝐿𝐿 ∗ 𝑄𝑄) ∅ ������������� = 1.21(1.33 ∗ 1) 0.61 = 2.64 𝜎𝜎𝑅𝑅 = 𝑅𝑅� ∗ 𝑉𝑉𝑡𝑡 = 2.64 ∗ 0.25 = 0.66

The mean load and resistance along with the respective standard deviations are then converted to lognormal.

Example calculation for load, Q:

𝜎𝜎𝑙𝑙𝑠𝑠𝑄𝑄2 = 𝑙𝑙𝑠𝑠 �1 + �𝜎𝜎_𝜇𝜇𝑄𝑄

𝑄𝑄�

2

� = ln �1 + �0.102_{1 �}2� = 0.10

113 Example calculation for resistance, R:

𝜎𝜎𝑙𝑙𝑠𝑠𝑅𝑅2 = 𝑙𝑙𝑠𝑠 �1 + �𝜎𝜎_𝜇𝜇𝑅𝑅

𝑅𝑅�

2

� = ln �1 + �0.66_2.64�2� = 0.25

𝜇𝜇𝑙𝑙𝑠𝑠𝑄𝑄 = 𝑙𝑙𝑠𝑠𝜇𝜇𝑅𝑅 −1_{2 𝜎𝜎}𝑙𝑙𝑠𝑠𝑅𝑅2 = 𝑙𝑙𝑠𝑠(2.64) −1₂(0.25)2 = 0.94

Tables A.2 and A.3 depict the inputs used for Monte Carlo simulations. Table A.2 Example of spreadsheet for Monte Carlo.

Simulation X Y Log-normal Load Log-normal Resistance

1 =norminv

(rand(),0,1)

=norminv

(rand(),0,1) =𝜇𝜇𝑙𝑙𝑠𝑠𝑄𝑄+(𝜎𝜎𝑙𝑙𝑠𝑠𝑄𝑄*X) =𝜇𝜇𝑙𝑙𝑠𝑠𝑅𝑅+(𝜎𝜎𝑙𝑙𝑠𝑠𝑅𝑅*Y) Table A.3 Continuation of Monte Carlo spreadsheet, connecting to Table A.2.

Normal Load (Q) Normal Resistance (R) Failures

=EXP(𝜇𝜇_{𝑙𝑙𝑠𝑠𝑄𝑄}+(𝜎𝜎_{𝑙𝑙𝑠𝑠𝑄𝑄}*X)) =EXP(𝜇𝜇_{𝑙𝑙𝑠𝑠𝑅𝑅}+(𝜎𝜎_{𝑙𝑙𝑠𝑠𝑅𝑅}*Y)) =IF(Q>R,1,0)

Table A.4 displays the generation of the failure ratio. Table A.4 Determining failure ratio in Microsoft Excel.

Total Failures A Failure Ratio

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APPENDIX B: COPYRIGHT PERMISSIONS