A circular clarifier has diameter of 75 feet with an in-board launder (2 feet wide) set at 65 feet diameter.The Clarifier receives 2.9 mgd. What is the Overflow rate (OFR) and what is the Weir Loading Rate. Ifthe Clarifier also has a depth of 14 feet, what is the detention time.LIGHT POLEBRACKET SETNO LASCOLE PAHALLD(P) P922INFLUENTFEEDWELLClALIERDIALaunderDiaWALKWAY BRIDGESLUDGEDOLLECTORWECHANISM-TAKE ARMCLUDGEHOPPERBSECTION1/81-0TAS100LAUNDERSAFETY LIFELAUNdeeASSUMECIRCULAR24 SEEL 200LEX GROOVEDEND (PLG (TYP)

Answered: A circular clarifier has diameter of 75…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Estimate the head loss for a bar screen set at a 30° incline from thevertical. The wastewater fow rate is 90,000 m3/d. The bars are 20mm in diameter, with 25 mm clear spacing in between bars. Thewater depth is 1.2 m, channel width is 1.5 m, approach velocity is0.65 m/s, and the head loss coeffcient is 0.65
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3 “A bridge pier is to be constructed in a river bed by constructing a cofferdam as shown in Figure below . A cofferdam is temporary enclosure consisting of long, slender elements of steel, concrete, or timber members to support the sides of enclosure. After constructing the cofferdam, the water within it will ‘be pumped out. Determine (@) the flow net rate using k = 1x10™ cm/sec . (b) the factor of safety against piping. The void ratio of the sand is 0.59and assume [=0.3m.
An existing rectangular clarifier at a drinking water treatment plant is 18 ft wide and 72 ftlong. It was originally designed for an overflow rate of 600 gpd/ft2 and it is currentlyoperating at its design capacity. Inclined-tube settling bundles are to be added and willoccupy 80 percent of the plan area, inlet flow distribution systems for the retrofitted tubebundles excludes flow through the remaining 20 percent of the surface area. Tubebundles will have a design overflow rate of 5,000 gpd/ft2. Complete an analysis todetermine the present capacity in gal/day, and the increased capacity in gal/day after thetube bundles are installed.
3. Com Pu TE Q = 0.01S5 m/SFC LOSSES THE PRESsURf AT B NEGLECT MI NOR f= 0.0165 %3D 1.5 m 4-in type K copper ube PArm = 14.7 peud 7.5 m 12 m E LEUA T7ON VIEW Flow 70 m on
2. A cross flow horizontal shaft, paddle wheel tapered flocculation basin with 3 compartments square in profile having equal depths are to be designed for a flow of 6.5 MGD. Each horizontal shaft will have 4 paddle wheels and each paddle will have 6 blades cach having a width of 6 inch and length of 10 ft. 12in space will be left between each blade. Detention time is 50 min. The G values determined from lab. tests for 3 compartments are; GI=50sec-1, G2=25 sec-1, G3=15 sec-1. These give an average G value of 30 sec-I. The compartments are to be separated by bafle fences. The basin should be 50ft in width. The speed of blades relative to the water is 3 quarters of the peripheral blade speed. Determine: a) The Gt value, b) The basin dimensions, c) The paddle-wheel design, d) Power to be imparted to the water in each compartment, e) The rotational speed of cach horizontal shaft in rpm
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Determine the discharge in a composite gutter section if Sx = 0.033, SL = 0.015, a = 0.066 m, W = 0.6 m, and T = 1.95 m. Assume that the Manning roughness factor (n) equals 0.015.
Flow over V-notch weir: 0 = 90°, datum height ho = 8.5 mm volume time to Water level h collected (L) collect (s) (mm) Height above the notch H (m) Qa (m³/s) Qt (m³/s) Cd 6 15 Flow over rectangular weir: b = 0.06 m, datum height ho = 27 mm volume collected (L) 5 time to collect (s) 20 Water level h (mm) 41 Height above the notch (m) Qa (m³/s) Qt (m³/s) Cd
Design a horizontal flow baffle channel flocculator for a treatment plant of 10000 m³/day capacity. The flocculation basin is to be divided into 3 sections of equal volume, each section having constant velocity gradients of 50, 35, 25s-¹, respectively. The total flocculation time is to be 21 min and the water temperature is 15° C. The timber baffles have a roughness coefficient of 0.3. A common wall is shared between the flocculation sedimentation basins, hence the length of the flocculators is fixed at 10m. A depth of 1m is reasonable for horizontal flow flocculators. At 15°C, µ = 1.14*10-³ kg/msec, and p = 1000 kg/m³ HORIZONTAL FLOW BAFFLED FLOCCULATOR 11 18

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