Question 110 pointsSave AnsweA portion of a housing development in shown in the layout below. The maximum velocities of flow in both sewers A and B were determined to be 1 m/s.The rainfall intensity-duration relationship for the 5-year 24 hour storm iswhere i = intensity (mm/s) and t =duration (minutes)(t+20)Housing AreaPark AreaHousing AreaA - 1.2 haA - 1.2 haA- 2.5 haC - 0.45C - 0.15C - 0.45Inlet time- 5.0 minInlet time - 6.0 minInlet time-8 minMH1МН 2MH 3180 mSewer B180 mSewer ASewer CGiven:Q= 10xCxixA; (Rational Method Equation)Where Q = Flow (m³is); i = intensity (mm/s); A = area (ha)A) Calculate the maximum (design) flow Qmax (in L/s) for sewer C using the Rational Method.B) Design sewer C (Diameter; Slope) for 5-year 24 hour storm. Assume sewer running full at maximum flow (dmax/D = 1) and ensure that Vf is between 0.8 - 2.4 m/s. Calculate velocity (Vmax). and deoth of flow (dmax) at maximum (design) flow. Assume nf = 0.013 and variable with depth.

For sewer Ainlet time t= 5.0 min then intensity i=1t+20=15+20=0.04mm/sarea A=1.2 hac and…

A portion of a housing development in shown in the layout below. The maximum velocities of flow in both sewers A and B were determined to be 1 mis The rainfal intensity-duration relationship for the 5-year 24 hour storm is where i intensity (mm/s) and tduration (minutes) (1+20) Housing Ares Park Area Housing Ares A 1.2 ha A-1.2 ba A- 2.5 ha C- 0.45 C- 0.15 C- 0.45 Inlet tine -5.0 ain ! Ialet time 6.0 ai Inlet tine.8 sin MHI MH 2 MH 3 180 m Sewer B 180 m Sewer A Sewer C Given Q- 10xCxixA; (Rational Method Equation) Where Q= Flow (m/s), = intensity (mm/s); A= area (ha) A) Calculate the maximum (desigolflew Omax (in L/s) for sewer Cusing the Rational Method. B) Design sewer C (Dlameter: Sloge) for 5-year 24 hour storm. Assume sewer running full at maximum flow (dmay/D - 1) and ensure that Vris between 0.8 - 2.4 m/s. Calculate velocity.maxand death of fow (dmaxat maximum (design) flow. Assume ng - 0.013 and variable with dept

A portion of a housing development in shown in the layout below. The maximum velocities of flow in both sewers A and B were determined to be 1 mis The rainfal intensity-duration relationship for the 5-year 24 hour storm is where i intensity (mm/s) and tduration (minutes) (1+20) Housing Ares Park Area Housing Ares A 1.2 ha A-1.2 ba A- 2.5 ha C- 0.45 C- 0.15 C- 0.45 Inlet tine -5.0 ain ! Ialet time 6.0 ai Inlet tine.8 sin MHI MH 2 MH 3 180 m Sewer B 180 m Sewer A Sewer C Given Q- 10xCxixA; (Rational Method Equation) Where Q= Flow (m/s), = intensity (mm/s); A= area (ha) A) Calculate the maximum (desigolflew Omax (in L/s) for sewer Cusing the Rational Method. B) Design sewer C (Dlameter: Sloge) for 5-year 24 hour storm. Assume sewer running full at maximum flow (dmay/D - 1) and ensure that Vris between 0.8 - 2.4 m/s. Calculate velocity.maxand death of fow (dmaxat maximum (design) flow. Assume ng - 0.013 and variable with dept

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A rainfall hyetograph is provided for a 6-hour storm event, which occurred over a watershed with an area of 2100-acres (Ac). If the Phi-index is 0.71 in/hr, calculate the volume of runoff (VRO) from the storm (in Ac-ft). Report your answer to the nearest tenths (0.1) place. HINT...the answer should be around the 500-1,500 Ac-ft range (yes, it is a big range if you need to guess). Intensity (in/hr) 2.5 2.0 1.5 1.0 0.5 0.0 0 1 2 3 4 Time (hr) 5 6 7 2
Determine the storm hydrograph resulting from the rainfall pattern below using the triangular 1-hr UH. 5.0 2.0 1.8 4.0 1.6 1.4 3.0 1.2 1.0 2.0 0.8 0.6 1.0 0.4 0.2 0.0 0.0 1 2 3 4 2 4 3 Time [hr] 1 6. Time [hr] Rainfall Intensity [in./hr] Flow[cfs] ㅇ864200으
In a river carrying a discharge of 142 m/s, the stage at a station A was 3,6 m and the water surface slope was 1 in 6000. If during a flood, the stage at A was 3,6 m and the water surface slope was 1 in 3000, what was the flood discharge (approximately)?
Please help and explain it don't just need the anawer
One of the following storms is excessive and causing runoff according to Konhke Select one a . 10 mm rainfall and 6min duration b . 12 mm rainfall and 1.1hour duration c . 22 mm rainfall and 15 min duration d . 15 mm rainfall and 1.2 hour duration
In the standard SCS-CN method of modelling runoff due to daily rainfall, if CN = 75, the runoff magnitude for a one-day rainfall of 100 mm is nearly A 17 mm B 31 mm C 41 mm D 57 mm
From the following data of the storm(1), base flow 12 m lsec, find the hydrograph ordinates of the storm (2)? Time (hr) 3hr U.H (m'/sec) 0. 3 9. 12 15 18 26 80 32 14 4 0. Time (hr) depth of rain (cm) Storm (2) 0-6 6-12 12-18 18-24 2.2 4 1.7
Please help.
B) The rates of rainfall for the successive 30 min period of a 3-hour storm are: 1.6, 3.6, 5.0, 2.8, 2.2, 1.0 cm/hr. The corresponding surface runoff' is estimated to be 3.6 cm. Establish the -index and its coefficient of runoff.
11- The design storm of water shed has the depths of rainfall of 4.9 and 3.9 cm for the consecutive 1-hr periods. The 1-hr unit hydrograph can be approximated by a triangle of base 6hr with a peak of 50 m³/s occurring after 2 hr from the beginning. Compute the flood hydrograph assuming an average loss rate of 9 mm/hr and constant base flow of 10 m³/s. What are the areas of water shed and its coefficient of runoff?
A storm produced rainfall depths of 3.5, 7.5, 5.5 cm on the drainage basin of area 104 km² in the three successive time period of 6 hr each. Assuming a base flow of 15 m³/s and -index of 0.25 cm/hr. Compute total run off hydrograph resulting from this storm? Time(hr) 0369 12 15 18 21 24 UH (m/s) 0 25 50 85 125 160 185 172.5 160 27 30 36 42 48 54 135 110 60 36 25 16
Q5: A) Define Q-index and find it for the below 10 hours duration rain storm hyetograph where the direct runoff is 20 mm during the storm. Time (hrs) Excess Rainfall (cm) Cu 0-2 2-4 4-6 6-8 8-10 0.4 1.0 1.6 2.4 2.0 na with sketch