Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781337516877
Author: Das
Publisher: Cengage
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Question
Chapter 6, Problem 6.15P
To determine
The final thickness of the soil layer after compaction.
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HW: Design a rectangular sedimentation tank
that will treat 1500 m³/d, the smallest particle to
be 100% removed is 0.03 mm in diameter. The
detention time is 3 hrs, inlet flow velocity is 96
m/d, knowing that p of water =1000 kg/m³, μ of
water =1*10-³ N.s/m², S.G =1.65. Find:
(1) Dimensions of the tank.
(2) Volume of the settled solid (m³/d) if the
concentration of the suspended solids in the flow
is 500 mg/l.
Q1/ Find
1- Find principle stresses (61 and 62) angle of rotation and draw
2- Txy-max then draw the element with stresses
3- If the element is rotated in Ø find the stresses
and then draw the element with stresses
°X = 50
OX = 40
Txy = -20
8(cw) = 15
Txy
0x
Which one of the following statements is NOT true about this
graph?
E
F
D
Figure 1
There is a circuit.
A loop exists.
There are multiple edges.
It is a connected graph.
B
*
2 points
graph has a degree 3 for each vertex, then how many
k 2 points
Chapter 6 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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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)arrow_forwardUsing 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:arrow_forward2. 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_forwardDetermine 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_forward
- I 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_forwardThe 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_forward
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