Foundation Design: Principles and Practices (3rd Edition)
3rd Edition
ISBN: 9780133411898
Author: Donald P. Coduto, William A. Kitch, Man-chu Ronald Yeung
Publisher: PEARSON
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Textbook Question
Chapter 4, Problem 4.3QPP
A five-story office building is to be built on a site underlain by moderately uniform soils. Bedrock is at a depth of over 200 m. This building will be 50 m wide and 85 m long, and the foundations will be founded at a depth of 1 m below the ground surface. Determine the required number and depth of the exploratory borings.
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1. Volume of excavation for the foundation with depth 0.2 m
2. The amount of construction materials (cement, sand, gravel) needed to cast the
foundation. By mixing 1:2:4
5m
4.5m
DPC=0.10
15.9 m
5m
4.5m
0.30 3.50m
0.45m
0.60m
0.75m
1.05m
5m
4.5m
0.30m
0.30m
0.30m
0.20m
4.80m
12500
4
250 -
1100
250
38000
SECTION AI
550
SECTION A
1. FOUNDATION PLAN
CIVL 2063
PROJECT NO.
SCALE
NTS
DRAWING NO.
B-1
2. SECTION A-A
ESTIMATING CIVIL PROJECTS
A saturated clay encountered in a deep excavation is found to have a water content of 23.5%. Determine its porosity and (saturated) unit weight.
Chapter 4 Solutions
Foundation Design: Principles and Practices (3rd Edition)
Ch. 4 - Describe a scenario that would require a very...Ch. 4 - How would you go about determining the location of...Ch. 4 - A five-story office building is to be built on a...Ch. 4 - A two-story reinforced concrete building is to be...Ch. 4 - Discuss the advantages of the CPT over the...Ch. 4 - A standard penetration test was performed in a 150...Ch. 4 - Using the CPT data in Figure 4.22, a unit weight...Ch. 4 - Prob. 4.8QPPCh. 4 - Prob. 4.9QPPCh. 4 - A series of vane shear tests have been performed...
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Similar questions
- 1- Depth of B.H ==> depth of borehole 2- Bearing capacity for the soil under the footing. ==> hansen equation 3- Immediate settlement for the soil under footing. ==> Si 4- Find the time required for 100% degree of consolidationarrow_forward1. The height of excavation is 1.30m 2. Soil type: fairly good soil.arrow_forwardA 1.8 m square, 2 m deep and 1 m high footing supports a column load of 570 kN. It is supported on a clayey sand. There is no water present at the site. Use unit weight for the concrete 24 kN/m³. A dilatometer test run at the site has returned the following constrained modulus profile: Depth (m) M (MPa) 2 E 7.7 3 8.8 Calculate the settlement using Schmertman's method for the period after 50 years. Soil unit weight is 21 kN/m³. Use the correlation between elastic and constrained modulus of soil with Poisson's ration 0.33: (1 + v)(1-2v) (1 − v) 4 5 10.2 14.8 M 6 15.4arrow_forward
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- 1. Using the boring log shown below determine the ultimate bearing capacity of a rectangular footing having a width of 4 feet and a length of 8 feet. Standard Penetration Tests were conducted at 5 foot intervals. The depth of footing will be 3 feet below the ground surface. Project Name: Johnson Hall Location: Birmingham, Alabama Boring No.: B-2 Date: January 4, 2019 Surface Elev.: 357 ft Depth |(ft) Moisture N No. Description 4 inches of top soil (%) (tsf) Comments y = 120 pcf 5 Reddish Brown silty Clay 14 20 1.2 LL = 43 PI = 20 $ = 7° 10 Dark Reddish Brown silty Clay 15 22 1.3 15 15 21 1.6 GNE Boring Teminated at 15 feet N- Standard Penetration Test Number LL – Liquid Limit qu – Unconfined Compression Strength $ - Angle of Internal Friction Boring Checked after 24 hours PI – Plastic Index GNE – Groundwater Not Encounteredarrow_forwardPlease help me in answering the following practice questionsAt a site, it is planned that a circular grain silo will be constructed at the ground surface. The grain silo will be set on a rigid circular foundation that has a diameter of 6 meters. Assume that the silo will apply a concentric vertical load Q on top of the circular foundation and that the foundation will transfer this load to the top of the silty clay layer as a uniform vertical pressure q. The soil profile at this site is as follows (also shown in attached image): 9-m-deep silty clay layer underlain by bedrock Groundwater table located at a depth of 6 m from the horizontal ground surface, groundwater condition is hydrostatic. Silty clay layer Air-entry value (AEV) = 120 kPa Specific gravity GS = 2.72 Porosity n = 0.42 Average undrained shear strength su = 40 kPa Critical state friction angle Φ'C= 24 degrees (a) How can I compute pore-water pressure, total vertical stress, and effective vertical stress at point P…arrow_forwardA layer of fine sand exists over a stratum of impervious rock. The sand layer is 6.25m thick. The site is flooded and the water surface is 1.25m above the surface of the sand. It is proposed to excavate a very wide ditch through the site and to remove sand to a depth of 2.5m below the existing surface of the sand. One side of the excavation is to be supported by sheet piling driven to a depth of 4.4m below the existing surface of the sand. Draw a flow net and determine the seepage in m³/min per m length for the sand with a permeability of 0.18m/sec.arrow_forward
- Rectangular footing (4m x 5m) was supported by a saturated clay layer with a thickness of 5m. If the second layer (below the clay) was a saturated sand. The settlement that could be occurred in this site: a. Is only consolidation settlement b. None of the given answers are correct c. Is a short term settlement d. Is only long term settlementarrow_forwardCircular precast concrete piles with 60 cm in diameter will be driven to a tip penetration of 30 m. The soil profile is all clay and the water table is 2 m under the ground surface. Consider that the soils with cu < 60 kPa can be considered soft for this case. The unit weight of water is 10 kN/m3. Unconfined compression tests on samples taken from a thin-walled Shelby tubes were performed, and the soil profile has the following stratification: 0-5 m cu= 20 kPa γt=16.5 kN/m3 5-15 m cu= 40 kPa γt=17.5 kN/m3 15-80 m cu= 200 kPa γt=20.5 kN/m3 State any necessary assumptions. Show a summary table comparing the different capacities and discuss reasons for differences. a. Tomlinson's 1957 a method (alpha method #1) b. Tomlinson's 1971 a method (alpha method #2) a. Original λ method (lambda method #1) b. Revised λ method based on pile length (lambda method #2) c. API method (Randolph and Murphy 1985)arrow_forward5 The proposed design of the footing of a multi-storey shopping complex building consists of a 3m wide square footing subjected to a contact pressure of 0.9MN/m?. The unit weight of the soil supporting the footing is estimated to be 20KN/m' and ground water was expected to be at great depth. You are planning a site investigation for the project. If it is specified that the boring should be carried to a depth where the increase in stress due to the foundation loading is less than 20% of the effective overburden pressure, determine the minimum depth of test boring You may assume P (B+z)L+z)arrow_forward
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