WATER RESOURCES ENGINEERING
3rd Edition
ISBN: 9781119490579
Author: Mays
Publisher: WILEY
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Chapter 3, Problem 3.6.3P
To determine
The total resultant force acting on the gate and the location of the center of pressure.
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Question 5
A submerged sharp crested weir 0.8 m high stands clear across a channel having vertical sides
and a width of 3 m. The depth of water in the channel of approach is 1.25 m and 10 m
downstream from the weir, the depth of water is 1 m. Determine the discharge over the weir in
liters per second. Take Cd as 0.6
Question 4 B
A rectangular sharp crested weir is to be constructed in a testing station with a small stream in
which the discharge varies from 50 liters/s and 1250 liters/s. Find the suitable length of the
weir, if the minimum head to be measured is 50 mm and the maximum head on it does not
exceed one-third of its length.
Water
FR=?
L=0.8 m
Hinge
H=2.0 m
B
Single Rigid Gate
L₁=0.9 m
Question 4 A
The discharge over a trapezoidal weir is 1.315 m³/s. The crest length is 2 m and the sides are
inclined at 75° 57'49" with the horizontal. Find the head on the weir in meters.
Chapter 3 Solutions
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- As a strategy of the Salahadin Government to extend the residency community in Tikrit City, there is a plan to provide water for a new residential area on the west side of Tikrit City, as shown in the map in Figure 1. The new residential area is exposed to have 25000 residences, three schools to serve 1000 students, and a Plaza Markt that can serve 2000 persons. The water will be supplied from a purification station installed on the Tigris River at an elevation equal to 130 m. The distance between the water purification station and the center of the new residential area is about 9.5 km, and the elevation of the city center is about 150 m. The required pressure in the new residential area center is 30 m. The available pipes in the market with their price are shown in Table 1. Also, the price for each 10-meter of pump head is 1500$. Your task as environmental engineers is to design a sustainable and economically viable water system, including the main pipeline and pump for the new…arrow_forwardFind the volume of the following a. 5" cube b. 10' of 8" pipearrow_forward(5) The simply supported beam shown in figure supports uniformly distributed characteristicdead and imposed loads of 5 kNm-1 each, as well as a characteristic imposed point load of 30 kN at mid-span. Assuming the beam is fully laterally restrained and there is nominaltorsional restrain at supports, select a suitable UB section in S275 steel to satisfy bendingand shear considerations. Also, check the selected UB section against the deflection. (40 Marks)arrow_forward
- A simply supported beam is subjected to the end couples (bending is about the strong axis) and the axial load shown in the figure below. These moments and axial load are from service loads and consist of equal parts dead load and live load. Lateral support is provided only at the ends. Neglect the weight of the beam and investigate this member as a beam-column. Use Fy = 50 ksi. Suppose that P = 40 k and M = 68 ft-k. For W10 x 33: Ix = = 171 in.4; for L = 10 ft and C for Lc = 10 ft: = 1.0: фь Мп = 134 ft-kips and Mn/b = 89.3 ft-kips; Pn = 330 kips and Pr/c = 220 kips. W10 X 33 P M M 10' a. Use LRFD. Select the interaction formula: A) Pu 8 + Mur Muy + <1.0 Ферп 9 Фь Мих Pu Mux Muy B) + + 20c Pn Фь Мих ФоМпу .) <1.0 -Select- Compute the interaction formula. (Express your answer to three significant figures.) -Select- 1.0 This member is -Select- b. Use ASD. Select the interaction formula: Pa A) + Pn/Sc Max Mnx/b May + < 1.0 Mny 1/526 Pa Max May B) + + <1.0 2Pn/c Mnx/b Mny/b -Select- ✓…arrow_forward5. Use the graph and data table below to determine: strain(in/in) 0 Stress (psi) 30,000 25,000 20,00 15,000 stress (psi) 0 2,500 0.00025 5,000 0.0005 7,500 0.00075 9,600 0.00096 11,170 0.001117 13,500 0.00135 10,000 16,612 0.001875 15,430 0.0025 5,000 22,350 0.00312 26,800 0.0042 25,810 0.00472 Stress Strain Curve ☑ 0.0005 0.001 0.0015 0.002 0.0025 0.003 0.0035 0.004 0.0045 0.005 Strain (in/in) a) Proportional limits: (stress in units of psi, strain in units of in/in) b) Modulus of elasticity (units: ksi) c) Ultimate strength (units: psi) d) Rupture strength (units: psi)arrow_forwardQ2. Find the support reactions at A and F for the given structure in Fig.(2). 80kN-m 2 kN 1 m 2 m Im 1 m 2 m Fig. (2)arrow_forward
- A continuous foundation is shown in Figure 1. If the load eccentricity, e = 0.5 meter. Determine the ultimate load Qult per unit length of the foundation. Use Mayerhof’s effective area method. Given B = 2 meter, Df = 2.0 meter , ϕ = 40 , c’ = 0 kN/m3, γ = 16.5 kN/m3 . Calculate also the Factor of Safety for the shallow foundation.arrow_forwardA simply supported beam is subjected to the end couples (bending is about the strong axis) and the axial load shown in the figure below. These moments and axial load are from service loads and consist of equal parts dead load and live load. Lateral support is provided only at the ends. Neglect the weight of the beam and investigate this member as a beam-column. Use Fy that P40 k and M = 68 ft-k. For W10 × 33: I = 171 in.4; 10 ft and C₁ = 1.0: Mn = 134 ft-kips and Mn/₁ = 89.3 ft-kips; = 50 ksi. Suppose for Lb for Lc - = 10 ft: Pn 330 kips and Pr/c = 220 kips. W10 X 33 P M M 10' Pu A) + Ферп 9 a. Use LRFD. Select the interaction formula: Mur 84, Mnz Muy + <1.0 Фь Мпу Pu Mur Muy B) + + ≤ 1.0 20c Pn Фь Мих nx ФоМпу -Select- ✓ Compute the interaction formula. (Express your answer to three significant figures.) -Select- 1.0 This member is -Select- b. Use ASD. Select the interaction formula: Ра 8 Max May A) + + <1.0 Pn/c Mnx/b Mny/b Pa Max May B) + + 1.0 2Pn/c Mnx/b Mny/b -Select- Compute the…arrow_forwardDetermine whether the given member satisfies the appropriate AISC interaction equation. Do not consider moment amplification. The loads are 50% dead load and 50% live load. Bending is about the x axis, and the steel is ASTM A992. Suppose that P = 280 k. For W12 x 106 with Fy = 50 ksi and Lc = 14 feet: Ферп 1130 kips, Pn/Sc = 755 kips, Mn = 597 ft-kips, Mn/₁ = 397 ft-kips. P 240 ft-k W12 X 106 14' K₁ = Ky = 1.0 240 ft-k a. Use LRFD. P Determine the factored axial compressive load and the factored bending moment. (Express your answers to three significant figures.) P₁ = Mu = kips ft-kips Select the interaction formula: P₁ A) + Мих Muy + ≤1.0 Ферп 9 Фь Мих of Mny Pu Мих Muy B) + 20c Pn Mnz + <1.0 Фь Мпу -Select- Compute the interaction formula. (Express your answer to three significant figures.) -Select- 1.0 This member -Select- b. Use ASD. the AISC Specification. Determine the total axial compressive load and the maximum bending moment. (Express your answers to three significant…arrow_forward
- Refer to the following figure: K 6 m T 0.25 H 0.75 H 1 m A c,O,Y 3 m B 2 m 1 m C Figure Peck's (1969) apparent-pressure envelope for cuts in soft to medium clay Given: y = 17.5 kN/m³, c = 30 kN/m², 6 = 0, and center-to-center spacing of struts in the plan = 5 m. Determine the sheet-pile section modulus for the braced cut. Use all = 150 MN/m². (Enter your answer to three significant figures.) S = ×105 m³/marrow_forwardRefer to the braced cut shown in the following figure: -3.5 m 1 m A Sand Y,',c' 2 m B 2 m C 1.5 m Given: γ · = 21 kN/m³, ′ = 40°, and c' = 0. The struts are located at 4 m center-to-center in the plan. Determine the strut loads at levels A, B, and C. (Enter your answers to three significant figures.) PA = kN PB = kN Pc kNarrow_forwardRefer to the following figures: 6 m 0.25 H 0.75 H 3 m 2 m 1 m A с.ф.у 1 m B Figure Peck's (1969) apparent-pressure envelope for cuts in soft to medium clay Given: y = 18.4 kN/m³, c = 30 kN/m², p = 0, and center-to-center spacing of struts in the plan = 5 m. Determine the strut loads at levels A, B, and C. (Enter your answers to three significant figures.) PA= kN PB = kN Pc= kNarrow_forward
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