Design and Analysis of Water Supply Distribution and Sanitary Sewer System

Abstract
The paper shows and examines the design and analyzes the water supply distribution and the
design of sanitary sewer system. The first section of this report investigates the supply of water
distribution, where the problem is to adjust water distribution network by application of water
distribution network adjusting technique. Therefore, the investigation is done on the flow of
water in each and every pipe, and the process of iterations is performed on the loops, in order to
ensure that the summation of the arithmetical head loss (hf ) for any closed loop to be zero, in the
event that, the pipe flow summation should be equal the summation of flow leaving or entering
the system through each nodes. At every iteration, sensible changes happened at channels flows
until the point that the head loss has turned out to be little or settled to zero as flow-line redress,
from the design of the water distribution network for this report was found to appropriate to use
all the flow rates that were determined on the second iteration in which the summation of the
head loss was both 0.05933292 for loop A and 0.04109131 for loop B, with the flow rate of of
23.19512 l/s, 9.221238 l/s and -46.80488 l.s for loop A and for loop B, the flow rate is -9.221233
l/s, 13.07389 l/s and -37.72611 l/s, the second section demonstrate the implementation of the
sanitary sewer. It should be noted that there is anticipation on the size of the particles, the
velocity and temperature and other critical properties that may influence the water and sewer
properties.

Introduction
The piping system for the friction intensity constraint for every pipe should always be known,
and it should be free of the flow situations for the scope of flow states of intrigue. In the event
that the distribution water condition is utilized to relate head loss hL to velocity V or flow rate Q
(Spiliotis and Tsakiris, 2010), the representation of friction intensity factor is denoted by f, this
has a steady value on a specific pipe for completely turbulent flow, however it does not imply on
the transitional or laminar flow. In the event that the Hazen Williams equation (Kumar,
Narasimhan and Bhallamudi, 2010) is utilized, the friction intensity factor is CHW, which is
thought to be identified for a specific pipe.
The Hardy cross method used in analyzing the pipe network system illuminate the nonlinear
conditions associated with network investigation by making certain assumptions. The higher
power rectification terms can be dismissed and the loop number is little for a solitary loop
despite the fact that the underlying guess is weak. However, dismissing contiguous loops and
considering just a single amendment condition at once can influence the arrangement and
furthermore number of iteration required for joining increments as the measure of the system
increments.
Altered Hardy Cross strategy can be connected to enhance merging and lessen the quantity of
loops. In any case, this number can be very substantial for genuine systems. Consequently, rather
than considering just a single amendment condition at once, all the adjustment conditions can be
illuminated by thinking about the impact of every single contiguous circle. So joining can be
accomplished in fewer loops. Additionally, a portion of the conditions engaged with pipe
network investigation is nonlinear.
Problem statement
Design and analysis of pipe systems are imperative to undeveloped town or cities, not just in
light of the fact that water is an essential monetary improvement parameter, yet in addition since
water is a central factor later on of peace.

Project objectives
1. To determine pipe discharges, Q
2. To determine nodal heads, H
3. To determine pipe resistance constants, R
4. To determine nodal inflows or outflows, q
Considering a network that has different loops, at normal circumstances there will be channels
regular to bordering loops with a clockwise stream in one loop showing up as unfriendly to
clockwise in the other. Each loop must be distinguished and the rectifications made efficiently to
each loop thus. The remedy to the streams must be made each time before proceeding onward to
the following loop. For in excess of two loop in a system, the procedure turns out to be extremely
intricate and computer strategies should be utilized.

PART A
Methodology
In consideration of analyzing pipe network system, the conventionally approach is known as the
Hardy Cross procedure (Huang, Vairavamoorthy and Tsegaye, 2010). This strategy is
appropriate if the entire pipe sizes (lengths and breadths) are settled, and either the head losses
between the outlets and inlets are known yet the flow are not, or the flow at each inflow and
overflowing point are known, yet the head losses are definitely not. This last case is investigated
straightaway.
The system incorporates making a guess with respect to the flow to rate in each pipe, taking
consideration of making a guess to such an extent that the total flow into any crossing point
approaches the total flow out of that convergence. By then the head loss in each pipe is found
out, in perspective of the normal flow and the picked flow versus head loss relationship. Next,
the system is checked whether the head loss around each loop is zero. Since the fundamental
flow were speculated, this will undoubtedly not be the circumstance. The flow rates are then
adjusted with the end goal that continuity will in any case be fulfilled at each crossing point,
aside from the head loss around each loop is more similar to be zero. This strategy is repeated
until the point that the progressions are attractively little. The definite procedure is according to
the following