Appendices

Appendix 1: Legacy Texas Cone Penetration (TCP) Evaluation

Overview

If required to use Texas Cone Penetration (TCP) data to evaluate capacity of existing bridges, use the charts and correlations from this Appendix to determine skin friction and point-bearing capacity for drilled shafts and piling. Use Figure A1-2 to determine allowable skin friction for soil softer than 100 blows/12 in. Select the curve based on the description of the soil type.
Use the CH curve in clay soil identified as high-plasticity, or fat clay. Use the CL curve in clay soil identified as low-plasticity, or lean clay. In clay soil, use the CL curve if no specific identification is provided regarding plasticity. Use the SC curve for soil described as either sandy clay or clayey sand. Use the OTHER curve for soils described as silt, sand, gravel or any layers not fitting into one of the previous designations.
Use figure A1-1 to correlate TCP test results to angle of internal friction of cohesionless soils.
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Figure A1–1. Friction Angle Estimates (TCP Values Softer than 100 Blows/12 in.)

Legacy Procedure of Drilled Shafts from TCP

When using TCP information, consider both skin friction and point bearing for drilled shaft capacity. Calculate total allowable skin friction by multiplying the perimeter of the shaft by the unit value for allowable skin friction derived from Figure A1-2, Figure A1-4, or laboratory data. For drilled shafts, apply a reduction factor of 0.7 to allowable skin friction values derived from Figure A1-2 or from laboratory testing to account for disturbance of the soil during drilling. Do not apply the reduction factor to allowable skin friction values obtained from Figure A1-4. Accumulate skin friction along the length of the shaft beginning at the previously defined disregard depth and continuing down to the tip of the shaft. Calculate total allowable point bearing by multiplying the area of the drilled shaft times the unit value for allowable point bearing derived from Figure A1-3, Figure A1-5, or laboratory data. If softer layers exist within two shaft diameters of the proposed tip, use allowable point bearing values for the softer layers. If drilled shafts are to be tipped in very hard material that is overlain by soft strata, the skin friction contribution of the softer strata may be disregarded in design. However, do not ignore the contribution of significant amounts of competent material to tip in rock. In many areas of the state, rock is overlain by thick layers of material that can support considerable loads.

Legacy Procedure of Driven Piles from TCP

When using TCP information for driven piles, designs generally rely solely on skin friction capacity and partial to no capacity is generated by end bearing.
Application of the (0.7) reduction factor to the design of driven piling is not necessary
as these are displacement piles and do not remove subsurface soils as with drilled shafts.
Calculate total allowable skin friction by multiplying the perimeter of the pile by the unit value for allowable skin friction derived from Figure A1-2, Figure A1-4, or laboratory data or a combination thereof. The maximum recommended value for allowable skin friction for piling is 1.4 tons per square foot (TSF). Accumulate skin friction along the length of the pile beginning at the previously defined disregard depth and continuing down to the tip of the pile. If using point bearing, calculate total allowable point bearing by multiplying the area of the pile times the unit value for allowable point bearing derived from Figure A1-3, Figure A1-5, or laboratory data. If softer layers exist within two diameters of the proposed tip, use allowable point bearing values based on the softer layers.
Displacement piling typically refuses to advance once material with TCP values harder than 100 blows/12 in are encountered.
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Figure A1-2. Allowable Skin Friction (TCP Values Softer than 100 Blows/12 in.)
Use Figure A1-2 to determine allowable skin friction capacity for soil softer than 100 blows/12 in. Select the curve based on the description of the soil type.
Use Figure A1-3 to determine allowable point bearing for soil softer than 100 blows/12 in. Select the curve based on the description of the soil type, using the criteria noted for the previous chart.
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Figure A1-3. Allowable Point Bearing (TCP Values Softer than 100 Blows/12 in.)
Use Figure A1-4 to determine allowable skin friction for soil or rock strata harder than 100 blows/12 in. The upper limit of 3.25 tons/ft2 applies for all Texas Cone Penetration values less than 2 in/100 blows. Do not apply skin friction reduction factor to values obtained from this figure because this figure is derived only for use in drilled shaft design. Piling typically cannot be driven into soil of this strength, so this figure is not generally used for piling.
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Figure A1-4. Allowable Skin Friction (TCP Values Harder than 100 Blows/12 in.)
Use Figure A1-5 to determine allowable point bearing for soil or rock strata harder than 100 blows/12 in. The upper limit of 31 tons/ft2 applies for all Texas Cone Penetration values less than 2 in/100 blows.
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Figure A1-5. Allowable Point Bearing (TCP Values Harder than 100 Blows/12 in.)

TCP Design Verification with Laboratory Test

If additional strength data is available from triaxial or direct shear testing, use this data with TCP results. Determine the ultimate shear strength for each stratum using Coulomb’s formula [Shear Strength = τ = c’ + σ
y
’ (tan ϕ’)]. Determine allowable skin friction by applying a factor of safety of at least 2.0 to the ultimate shear strength. For drilled shafts, reduce the allowable skin friction value by an additional reduction factor of 0.7 to account for soil disturbance. Determine allowable point bearing by multiplying the ultimate shear strength by a bearing capacity factor of 9 and then dividing by a factor of safety of at least 2.0.