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MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 2 terms (12 months)
9th Edition
ISBN: 9781305971264
Author: Braja M. Das; Khaled Sobhan
Publisher: Cengage Learning US
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Chapter 7, Problem 7.11P
To determine
Find the hydraulic conductivity at
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COMPUTE THE VOLUME OF THE STOCKPILE SHOWN BELOW IN CUBIC YARDS USING THE AVERAGE AREA METHOD.
PROVIDE YOUR RESULTS ON THIS PAGE USING THE WINDOWS CLIPBOARD CUT AND PASTE TOOLS.
166
170
168
-172
CONTOUR AREA = 2,663 S.F.
CONTOUR AREA = 8,217 S.F
CONTOUR AREA =
16,284 S.F
CONTOUR AREA = 29,734 S.F.
AVERAGE AREA METHOD FOR VOLUME OF EXCAVATION AND STOCKPILE
CONTOUR ELEVATION
CONTOUR AREA
(FT)
(FT³)
ELEVATION DIFFERENCE
(DEPTH) BETWEEN
CONSECUTIVE CONTOURS
AVERAGE AREA
BETWEEM CONSECUTIVE
CUMMULATIVE
CONTOURS
VOLUME
(FT³)
CUMMULATIVE
VOLUME
VOLUME (CY)
(FT³)
(FT)
(FT)
Using the graphic below, computer the bearings for courses AF, AB, and BC and
azimuths for courses AF and BC.
128°28'58"
0.00
TRV-A
65°5'34"
F
86°34'27"
B
0.00
TRY-B
•
Azimuth AF:
Bearing AF:
Bearing AB:
Azimuth BC:
Bearing BC:
4G
46:58
Problem 1
You are in the process of designing a water supply system for the whole Iligan City, and
the design life of your system is to end in the year 2070. The population in the town has
been measured every 10 years since 1980 by the Philippine Statistics Authority, and the
reported populations are tabulated below. Estimate the population in the town using (a)
arithmetic growth projection, (b) geometric growth projection (exponential formula), (c)
declining growth projection (assuming a saturation concentration of 480,000 people), and
(d) logistic curve projection.
Population
Year
1980
167,358
1990
226,568
2000
285,061
2010
322,821
2020
342,618
1.a) Arithmetic growth
projection estimate
Your answer
* 5 points
1.b) Geometric growth
* 5 points
projection estimate
Your answer
1.c) Declining growth
projection estimate
Your answer
* 10 points
כ
95
Chapter 7 Solutions
MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 2 terms (12 months)
Ch. 7 - Prob. 7.1PCh. 7 - Prob. 7.2PCh. 7 - Prob. 7.3PCh. 7 - Prob. 7.4PCh. 7 - Prob. 7.5PCh. 7 - Prob. 7.6PCh. 7 - Prob. 7.7PCh. 7 - Prob. 7.8PCh. 7 - Prob. 7.9PCh. 7 - Prob. 7.10P
Ch. 7 - Prob. 7.11PCh. 7 - Prob. 7.12PCh. 7 - Prob. 7.13PCh. 7 - Prob. 7.14PCh. 7 - Prob. 7.15PCh. 7 - Prob. 7.16PCh. 7 - Prob. 7.17PCh. 7 - Prob. 7.18PCh. 7 - Prob. 7.19PCh. 7 - Prob. 7.20PCh. 7 - Prob. 7.21PCh. 7 - Refer to Figure 7.24. The following data were...Ch. 7 - Prob. 7.23PCh. 7 - Prob. 7.1CTP
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- 2. Design a W section for a beam of A 36 steel Fy = 248 MPa to carry a uniform load of 293 kN/m on a simply supported span of 1.5 m. Assume lateral bracing is adequate for stability. Wt. of beam Area Depth (d) Properties of W sections available W 12 x 27 394.9 N/m Flange width (bf) Flange thickness (tf) Web thickness (tw) Moment of inertia (IX) Section modulus (SX) 5129 303.78 165.02 10.16 6.02 84.9 x 106 mm² 560.4 x 103 mm³ 3 W 12 x 31 453.4 N/m 5890 W 14 x 26 380.27 N/m 4948 307.09 352.81 165.74 127.64 11.81 10.62 6.73 6.48 99.5 x 106 mm² 101.56 x 106 mm4 674.3 x 103 mm³ 575.2 x 103 mm³arrow_forward⚫ For the semi-circular arch shown in Fig.2, draw shear and bending moment diagram. 10 kN 5 m SkNarrow_forwardQ2: A 2 m X 3 m foundation is expected to carry a column load with eccentricities eB = 0.15 m and eL = 0.2 m. It is placed in a soil where e' = 10.0 kN/m2, 0'= 22°, and y = 18.0 kN/m², at 1.0 m depth. Determine the maximum load the foundation can carry with factor of safety of 3.arrow_forward
- Determine the forces in each member for the truss shown in using joint method and state if the member is in tension or compression. Wake table to show your final results. 24 kN 4 m 4 m 4 m SkN 3m shear Narrow_forwardI need help calculating my VPC 0f 14+50, VPI 17+00 and VPT 19+50 elevations if I am given Sta 11+00 with elevation 5946.31. Problem 32 in the image below gives g1 and g2, k=64.arrow_forwardused to support the loads on the beam below. The moment of inertia of the section is |= 1384 in and distance of the centroid of the section from the bottom is y = 5.8 in. [MA 4000 lb-ft, w=900 lb/ft, P=1500 lb, a = 5 ft, b = 8 ft, c = 3 ft, d = 6 ft] Ma W a b B d P 1.5 in.k 1.5 in. 15 in. z- 2 in. 11 in. Cross section of the beam Construct the complete shear- force and bending-moment diagrams for the beam and determine the maximum positive bending moment in the beam.arrow_forward
- The cross-section shown is used to support the loads on the beam below. The moment of inertia of the section is |= 1384 in and distance of the centroid of the section from the bottom is y = 5.8 in. [MA-4000 lb-ft, w=900 lb/ft, P=1500 lb, a = 5 ft, b = 8 ft, c = 3 ft, d = 6 ft] Ma 15 in 1.5 in 13 in. 2 in 11 in. Cross section of the beam Determine the maximum tension bending stress at any location along the beam.arrow_forwardUse data from problem 32arrow_forwardУл (0.1-b 30 450 2 G 450 1 001 Fig. 2: 2: Strain rosettearrow_forward
- 2 -6m 50 KN Fig. 3: Beam and cross section 0.2m k 不 KE- 0.4m Z Carrow_forward-T -3T +5T *A 1 m Bx Fig. 1: Shaft with torquesarrow_forward3. Drinking water is piped from a water main into a house via a PVC (i.e., smooth) pipe. There is a total of 20 linear feet of 1" diameter pipe between the water main and a point just inside the house that is 10 ft above the water main. This drinking water pipe branches from the water main (K₁ = 0.2), a water meter taps into the pipe (KL = 7), there are two 90° bends (K₁ = 1.5), and finally a (fully open) water shutoff ball valve (K₁ = 0.05) before the point just inside the house. The pipe maintains a flow of 0.05 ft³/s. If the goal is for the gage pressure of the water to be 8640 lb/ft² (aka 60 psi) just inside the house, what must the gage pressure of the water be at the water main? Leave your answer in lb/ft.2. water meter 90° elbow water shutoff house branch flow Il diameter z = 10 A ball valve, 90° elbow fully open z=0ft water main *drawing not to scalearrow_forward
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