. A steel H-pile (section HP13 x100) is driven by a hammer. The maximum rated hammer energy is 40 kip-ft, the weight of the ram is 12 kip, and the length of the pile is 90 ft. Also, we have coefficient of restitution = 0.35, weight of the pile cap = 2.4 kip, hammer efficiency = 0.85, number of blows for the last inch of penetration = 12, and Ep = 330 x 106 Ib/in.2. Estimate the pile capacity using Eq. (9.114). Take FS = 5.

. A steel H-pile (section HP13 x100) is driven by a hammer. The maximum rated hammer energy is 40 kip-ft, the weight of the ram is 12 kip, and the length of the pile is 90 ft. Also, we have coefficient of restitution = 0.35, weight of the pile cap = 2.4 kip, hammer efficiency = 0.85, number of blows for the last inch of penetration = 12, and Ep = 330 x 106 Ib/in.2. Estimate the pile capacity using Eq. (9.114). Take FS = 5.

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter12: Pile Foundations

Section: Chapter Questions

Problem 12.25P

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A steel H-pile (section HP13 × 100) is driven by a hammer. The maximum rated hammer energy is 40 kip-ft, the weight of the ram is 12 kip, and the length of the pile is 90 ft. Also, we have coefficient of restitution pile cap = 2.4 kip, hammer efficiency = 0.85, number of blows for the last inch of penetration = 10, and E, = 30 × 10° lb/in.?. Estimate the pile capacity using Eq. (9.114). Take FS = 6. 0.35, weight of the %3D
P-1 A driven closed-ended pile, circular in cross section, is shown in the Figure. Calculate the following: Layer I Groundwater 3 m táble a. The ultimate point load using Meyerhof's procedure. 3 m Layer II b. The ultimate frictional resistance Qs. [Take K = 1.4 and ô'= 0.64'] c. The allowable load of the pile (use FS = 3 15 m Layer III d. Calculate the (a), (b) and (c) if the layer III was a Clay soil with C,=80 kPa (use a-method by Terzaghi and FS = 3) %3D Layer II = 18.2 kN/m3 Layer I Layer III Y = 15.7 kN/m³ o' = 32° c' = 0 19.2 kN/m3 381 mm Ysat 6' = 32° c' = 0 Ysat 4' = 40° c' = 0 Chabie Ch
P-2 A driven closed-ended pile, circular in cross section, is shown in the Figure. Calculate the following: Layer I Groundwater 3 m táble a. The ultimate point load using Meyerhof's procedure. 3 m Layer II b. The ultimate frictional resistance Qs. [Take K = 1.4 and ô'= 0.6º'] c. The allowable load of the pile (use FS = 3 15 m Layer II d. Calculate the (a), (b) and (c) if the layer III was a Clay soil with C,=80 kPa (use ca-method by Terzaghi and FS = 3) %3D Layer I Y = 15.7 kN/m³ 4' = 32° Layer II = 18.2 kN/m3 Ysat = 19.2 kN/m³ Layer III 381 mm Ysat 4' = 32° c' = 0 = 40° c' = 0 c' = 0
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(a) Determine the allowable load-carrying capacity of the bored concrete pile for: embedded length = 8 m, and embedded length = 11 m. Take the diameter of the pile as 0.5m. (Answer Qall = 357 kN @8m and 573 kN @11m for FS = 3). FS The factor of safety generally used ranges from 2.5 to 4, depending on the uncertainties surrounding the calculation of ultimate load. Depth (m) v = 20 kN/m3 p' = 30° Ks = 1.0 Loose granular fill y = 21 kN/m3 p' = 35° Ks = 2.0 Dense gravel 7 v = 20 kN/m3 cu at 7.0 m = 120 kPa cu at 8.0 m = 145 kPa Glacial clay cu at 11.0 m = 220 kPa, adhesion factor, a = 0.6, Nc = 9 11