Hello I was going over the solution for this probem and I'm a bit confused on the last part. Can you please explain to me 1^4 was used for the Co of the tubular cross section? Thank you!

Q4: Write VHDL code to implement the finite-state machine described by the state Diagram in Fig. 1. Fig. 1

1. Consider the following feedback system. Bode plot of G(s) is shown below. Phase (deg) Magnitude (dB) -50 -100 -150 -200 0 -90 -180 -270 101 System: sys Frequency (rad/s): 0.117 Magnitude (dB): -74 10° K G(s) Bode Diagram System: sys Frequency (rad/s): 36.8 Magnitude (dB): -99.7 System: sys Frequency (rad/s): 20 Magnitude (dB): -89.9 System: sys Frequency (rad/s): 20 Phase (deg): -143 System: sys Frequency (rad/s): 36.8 Phase (deg): -180 101 Frequency (rad/s) a) Determine the range of K for which the closed-loop system is stable. 102 10³ b) If we want the gain margin to be exactly 50 dB, what is value for K we should choose? c) If we want the phase margin to be exactly 37°, what is value of K we should choose? What will be the corresponding rise time (T) for step-input? d) If we want steady-state error of step input to be 0.6, what is value of K we should choose?

10000 Quizl:Design a grit chamber for a horizontal velocity 250 mm/s, minimum flow 5,000 m³/day, maximum 20,000 m³/day, average flow is 12,500m³/day, S.O.R= 0.017 m/s, For a parabolic channels A =2/3 WD, detention time = 1 min Q Ac == HxW vs for inorganic particles = SOR As = LxW As V=Qxt=LxWxH Z=CxW2 Q (m³/day) | Ac (m²) W (m) | Z (m)

Can you please explain how to draw the shear and moment diagrams. Thank you.

Q2: Design an activated sludge process to treat a waste flow of 15000 m³/day with a BODs of 180 mg/L following primary treatment. The effluent BOD, and SS are to be 20 m mg/L. Assume Xr = 15000 mg/L, X = 2500 mg/L, 0c = 10 day, Y = 0.60, kd=0.05. Determine 1- the reactor volume, 2- the Sludge production rate, 3- the circulation rate, 4- the hydraulic retention time, and 5- the oxygen required? C₁-Ce C 1 XV = 1 +0.532 QxC₁₂ VXF F= - 1+r (1+0.1r)² = Qr= dt Өс Qx Xr-X V R = [= Q YQ(So-S) Oc dx XV 1+Kd0c O₂demand =1.47 (So-S)Q-[1.14Xr(Qw)] Qw total sludge production/X, S = BOD, effluent - 0.63 * SS W

مارت حولة ملانول 60 Design Deceleration tank and screen for W.W.T.P of flow-144000 m² day Design Data: D.T=1-3 min 1-3b, d=1-1.5 m 60 Design Data: velocity= 0.6: 1.5 m/sec . A-Qdfv=b.d, b=2d 233 Design Data: bars used circular of p= 1.5:3 cm. rec. of (1:2 cm) x (2:6 cm) spacing between bars 2.5:5.0 cm fine screen, 2.5 7.5 cm coarse screen Sloping angle on hz (6)=45:60 = depth of water depth in approaching channel=d = ⚫nbars nspacings +1 ⚫b=nbars xo+nspacings I spacing net inclined area = 2 Aapproach channel=nspacing. spacing. L. 1=d/ sin Check: = 1.13 C 2.56 1134(6.05 P. 45.30 *velocity just befor the screen=v₁ = Qa(m³/sec) screen-b.d ≥ 0.6 m/sec. * velocity through the screen=v2 16mm use 2 Qa(m³/sec) nscreens (spacings Spacing).d ≤1.5 m/sec IsP. 22-65 12²² head losses = Ah = 1.4 x ≤0.1 m 2g bav usp = Ubar Q 23.65 k 148.72

Can you please explain the steps of this problem especially the variables for Q when solving for the shear force? Thanks.

Please show all your steps. Thank you.