Group Project to Design Water Infrastructure for a Theoretical Small Town.

JAG – Water & Sewage Inc.
GROUP E - JONATHAN DAMORA, JAY JIMENEZ, ALEX WAITE, JENNY YU, GANAA
ZAGDBAZAR
Final Project Report

TABLE OF CONTENTS
Acknowledgement
Although this project required good amount of hard work, research, and dedication,
it has given us a great opportunity to apply our technical knowledge to practical scenario. We
believe we have completed the given assignments correctly to best of our abilities. Still, the
project would not have been possible if we did not have the support of our Professor and fellow
students of CE 465. First of all, we are thankful to Professor Chun Wang for providing us with
the necessary background and guidance concerning the assignment. We are also grateful to our
fellow students who are working on the same project. Their effort motivated us to work even
harder.
ACKNOWLEDGEMENT

TABLE OF CONTENTS
Contents
Table of Figures: __________________________________________________________________________________ 1
Table of Tables: ___________________________________________________________________________________ 2
Section 1 - Executive Summary____________________________________________________________________ 3
Section 2 - Background____________________________________________________________________________ 4
Section 3 - Project Site Analysis ___________________________________________________________________ 5
Section 4 - Water Distribution System Design _____________________________________________________12
Sanitary Sewer Design ____________________________________________Error!Bookmarknotdefined.
__________________________________________________________________________________________________27
Section 6 - Storm Drain Design ___________________________________________________________________30
Section 7 - References____________________________________________________________________________33
__________________________________________________________________________________________________35
Name of Section (If needed)______________________________________________________________________37

TABLE OF CONTENTS

TABLE OF FIGURES5
Page 1 JAG – Water & Sewage Inc.
Table of Figures
Figure 1. Dimensions of Each Block........................................................................................................................................5
Figure 2. Square footage of each block...................................................................................................................................6
Figure 3. Potable pipeline length and name .........................................................................................................................7
Figure 4. Complete flow network as drawn in EPANET 2.0 for model small community ..................................... 12
Figure 5. Water Distribution System, Scenario 1 Results with Color Coding............................................................ 17
Figure 7. Scenario 3 pump curve .......................................................................................................................................... 22
Figure 9. Sanitary Sewer System Map and Labels, Blue dots are manholes, dashed lines are pipes.................. 27

TABLE OF TABLES:5
Table of Tables:
Table 1. Areas and Populations of each Section...................................................................................................................9
Table 2. Commercial Zone B Establishments and Flow Demands ............................................................................... 10
Table 3. Commercial Zone C Establishments and Flow Demands ............................................................................... 10
Table 4. Industrial Zone A establishment and flow demands ....................................................................................... 11
Table 5. Scenario 1 Node Network Table............................................................................................................................ 15
Table 6. Scenario 1 Link Network Table ............................................................................................................................. 16
Table 8. Scenario 2 Link Network Table ............................................................................................................................. 21
Table 10. Scenario 3 Link Network Table........................................................................................................................... 25
Table 11. Important Design Information for the Sanitary Sewer System. ................................................................. 29
.

SECTION 1 - EXECUTIVE SUMMARY5
Section 1 - Executive Summary
Water conveyance, sanitary sewer, and storm drain systems are essential systems
required in modern cities. Clean, potable water delivered directly to consumers’ homes and
businesses is not only a necessity but is expected to be consistently reliable. In the same way,
waste water must be conveyed away from consumers to treatment plants, and storm drains must
protect cities from flooding without fail. These three systems, when designed correctly,
facilitate a healthy living environment for people and businesses to thrive.
The purpose of this project is to design water conveyance, sanitary sewer, and storm
drain systems for the model small community shown in Figure 1. The designs are based on
assumptions given in the project problem statement as well as general engineering practices as
discussed in [***]. In order to design these systems, the demand was found for each block
based on the population for the domestic areas or the type of commercial and industrial uses for
zones A, B, and C. The basis for the demand calculations are discussed in Section ***. This
demand is subsequently used in the water distribution design and sanitary sewer design. The
storm drain system is designed using rainfall intensity analysis for the project area. The water
distribution system design is shown in Section ***, sanitary sewer design in Section ***, and
storm drain in Section ***. Methods for designing these systems are discussed in their
respective sections.

SECTION 2 - BACKGROUND5
Section 2 - Background
As shown in Figure *** and stated in [***], the river located in the most north-eastern
section of the community serves as the community’s water source. The water from this river is
treated by a water treatment plant previously designed and operating currently with sufficient
capacity to meet the demand of the small community. The treatment plant treats the water to US
EPA’s drinking water standards using standard treatment processes (i.e. aeration, sedimentation,
filtration, and chlorination). Treated water is then distributed to two storage tanks (see Figure 4):
an elevated storage tank located in the upper left area above Ash St. (⊗1) and an underground
storage reservoir located in the upper right area above Highland St. (⊗2). These storage tanks
serve as the sole distribution centers for the community.

SECTION 3 - PROJECTSITE ANALYSIS5
Section 3 - Project Site Analysis
The distance of each block was obtain by scaling the map provided into AutoCad thus
allowing for the length to be determine to accurate distance within 5 feet. These measurements
are required, for later, to determine the number of fire hydrants, shutoff valves, etc. per block.
Figure 1. Dimensions of Each Block

Acreage and Population
As shown in Section ***, the acreage for each residential, commercial, and industrial
zone is estimated using CAD imaging software. Population for the residential zones is based on
the assumption of 40 persons/acre for residential zones. Table *** displays the size of the
residential zones is square feet and acres and tabulates the population by:
Population = acres x 40 persons/acre
This population is then used to determine the demand.
Demand
Daily Average, Daily Maximum, and Hourly Maximum
Demand was calculated using several assumptions. The average daily unit consumption is 100
gpcd (gallons per capita per day). This assumption is exclusive to the residential areas. The
maximum day’s consumption is 200% of average daily consumption, and the maximum hour’s
consumption is 400% of average daily consumption. The industrial zone, Zone A, has a process
consumption of 2000 gpm for 8 hours a day on working days, and no water consumption is
Figure 2. Square footage of each block

required for the remainder of the day. Peak hourly consumption for Zone A in any hour’s time
is 3000 gpm.
Using the assumptions and the population estimations for residential zones, the demand
is tabulated in Table 1.
The above figure shows the length and name of each pipeline. The pipelines will run
parallel to the street and at the center of the street. Moreover, the water distribution pipeline
will be placed above any sewage or storm water pipelines thus eliminating any cross
contamination between the water distribution system and the sewage/storm water system. The
offset will not only be in the vertical direction but also in the horizontal direction with a
minimum of three feet.
Figure 3. Potable pipeline length and name

Given design criteria suggest we should use 40 persons per acre for domestic population
density. Since we have the area, we can now calculate the population using following equation.
Population=[persons/acre]*A[acre] where =40 persons/acre
Keep in mind that the population density is given in acres and areas found in square feet, so
Table 1: Area and Residential Population
Area
[sf]
Area
[acres]
Population
[persons]
1 195144 4.48 179
2 20521 0.471 19
3 2986 0.069 3
4 322453 7.403 296
5 178598 4.1 164
6 178009 4.087 163
7 326350 7.492 300
8 282199 6.478 259
9 293441 6.736 269
10 276223 6.341 254
11 109273 2.509 100
12 13079 0.3 12
13 30755 0.706 28
14 50103 1.15 46
15 103394 2.374 95
16 205108 4.709 188
17 94220 2.163 87
18 38826 0.891 36
19 137661 3.16 126
20 178451 4.097 164
21 145019 3.329 133

22 255279 5.86 234
23 21062 0.484 19
24 39618 0.91 36
25 41762 0.959 38
26 30445 0.699 28
27 55565 1.276 51
28 33972 0.78 31
A 165396 3.797 152
Sum 3824912 87.808 3512
Table 1. Areas and Populations of each Section
Commercial and Industrial Zones
Commercial Demand
Commercial demand is based on a series of parameters based on the type of commercial use
[http://buildingsdatabook.eren.doe.gov/TableView.aspx?table=8.3.2]. The following
calculations for Zone B and C use several assumptions. The square footage of each
establishment is arbitrarily determined, and the number of seats or rooms in the case of the
restaurants and hotel are chosen relative to the square footage of the establishment. The gallon
per parameter requirements are chosen from
(http://buildingsdatabook.eren.doe.gov/TableView.aspx?table=8.3.2), the following commercial
establishments have been chosen along with their respective daily flow rates. The water
demands for these establishments in Zone B and Zone C along with the total demand for each
zone is displayed in Table *** and ***, respectively:
Zone B:
Restaurant 1 - 6000 sq ft, 153 seats x 24 gal/seat/day = 3672 gpd
Hotel - 100,000 sq ft, 180 rooms x 45,000 gal/room = 25400 gpd
Supermarket - 66000 sq ft x 50.75gal/sq ft = 9176 gpd

Establishment
Average
Daily
Use
(gpd)
Max
Daily
Use
(gpd)
Fire
Demand
(gpm)
Hrs for
flow
(hr)
Fire
Demand
(mgd)
Max
Daily +
Fire
Demand
(mgd)
Max
Hourly
Use
(mgd)
Hotel 25400 50800 3500 3 5.04 5.09 0.102
Supermarket 9177 18353 2750 2 3.96 3.98 0.037
Restaurant 1 3672 7344 1500 2 2.16 2.17 0.015
Restaurant 2 2310 4620 1500 2 2.16 2.16 0.009
Restaurant 3 6900 13800 1500 2 2.16 2.17 0.028
Total: 47459 94917 10750 15.48 15.57 0.190
Table 2. Commercial Zone B Establishments and Flow Demands
Zone C:
Office building/warehouse - 45,460 sq ft x 35 gal/sq ft/year = 1.591 mgpy = 4359 gpd
Hospital - 51 gal/sq ft x 75,369 sq ft = 10531 gpd
Establishment
Average
Daily
Use
(gpd)
Max
Daily
Use
(gpd)
Fire
Demand
(gpm)
Hrs for
flow
(hr)
Fire
Demand
(mgd)
Max
Daily +
Fire
Demand
(mgd)
Max
Hourly
Use
(mgd)
Hospital 10531 21062 3750 3 5.40 5.42 0.0421
Office
Building /
Warehouse
4359 8718 3750 3 5.40 5.41 0.0174
Total: 14890 29780 7500 10.8 10.83 0.0596
Table 3. Commercial Zone C Establishments and Flow Demands

Industrial Demand
Concrete and ceramic manufacturing and storage will be our choice of industry, as these
have relatively low fire demands. The data for demand was calculated using the population
density times per capita industrial usage plus the daily 8 hour demand of 2000 gpm avg. To
calculate our required demand spread across all the nodes that feed the industrial area, we take
that average demand plus 10 hrs of fire demand. The fire demand was calculated to be 6000
gpm, since our products are non-combustible and the buildings will be made of relatively non-
combustible materials besides any offices present.
The average daily demand is 0.9611 mgd. The max daily demand is 1.9222 mgd, and
when added to the demand from a 10 hour fire at 6000 gpm equals 5.52 mgd. This is compared
to a maximum daily demand of 4.32 mgd using the peak hourly rate of 3000 gpm. We must
design for the highest value of 4.5617 million gallons per day. This will be spread across 6
nodes, 4 along Elm St. and 2 along Birch Ave. Leaving a demand for each node of 0.76 mgd.
This is in addition to any residential areas served by these nodes.
Establishment
Average
Daily
Use
(gpd)
Max
Daily
Use
(gpd)
Fire
Demand
(gpm)
Hrs for
flow
(hr)
Fire
Demand
(mgd)
Max
Daily +
Fire
Demand
(mgd)
Max
Hourly
Use
(mgd)
Concrete
Factory
960000 1920000 6000 4 8.64 10.56 4.32
Table 4. Industrial Zone A establishment and flow demands
Fire Demand
Fire demands are calculated using
[http://ecodes.biz/ecodes_support/free_resources/idaho09/PDFs/Appendix%20B%20-%20Fire-
Flow%20Requirements.pdf]. The highest fire demand comes from the industrial zone so the
fire demand is based off of this value.
Table *** displays the total demands for the residential and commercial zones and the
industrial zone. As shown in the table, the maximum daily demand plus fire demand is greater
than the maximum hourly demand. Therefore the maximum daily demand plus fire demand is
used in the water distribution and sanitary sewer designs.

SECTION 4 - WATER DISTRIBUTIONSYSTEM DESIGN5
Section 4 - Water Distribution System Design
Using the demand calculated in Section *** and as shown in Table *** for maximum
day and fire flow, a water distribution system was designed. The demand for each block is
separated into the demand for each node. First, using Figure 3, the number of nodes serving each
block is entered into Column 6. The demand per node is entered into Col. 7 by dividing Col. 4
by Col. 6. The node number is entered into Col. 8, and the blocks that node services is entered
into Col. 9. The serviced blocks are chosen by the blocks surrounding that node. The demand
on each node is then entered into Col. 10 by adding the demand per node in Col. 7 based on the
blocks serviced by that node in Col. 9. The demand is then converted to gpm (gallons per
minute) and entered into Col. 11. The flow network is then created from the demand per node.
Figure 4. Complete flow network as drawn in EPANET 2.0 for model small community
The free software EPANET 2.0 is used to create the flow network as shown in Figure 4.
The software utilizes the Hazen-Williams Formula coupled with the Hardy Cross method to
determine the flow and velocity in each pipe and the pressure at each node. The Hazen-
Williams Formula is as follows:
 Q = 0.432CD2.63S0.54 (flowing full equation)
o where Q = flow (gpm)

 D = pipe diameter (ft)
 S = slope (ft/ft)
 C = pipe roughness coefficient
Pipe Pressure Requirements
As part of the requirements, the pipe network must be closed. The maximum
permissible pressure is 70 psi, minimum permissible pressure is 20 psi, and the minimum on
average day is 35 psi.
Pipe Materials and Roughness
Pipe materials are determined based on required diameter. For pipe diameters of 14”
thru 36” in diameter, polyvinyl chloride (PVC) pipe per AWWA C-905, DR-18, is used. For
pipe diameters of 4” thru 12” in diameter, polyvinyl chloride (PVC) pipe, Class 150 or 200 per
AWWA C-900, is used. The Hazen-Williams roughness coefficient for these pipes is C = 140.
This value is used in the equation discussed in Section ***.
Flow Network Scenario - Background
To determine the best design based on the worst case scenario indicating the least
available storage and flow distribution, three different scenarios are run for the flow network.
First, the elevated storage acts as the only source of water in the network due to an offline
pump. The second scenario is the line connected to the elevated storage is disconnected, and
the underground reservoir connected to the pumping station is sole water source. The third
scenario consists of both the elevated and underground reservoirs acting as the water sources.
The scenario exhibiting the worst results (i.e. the worst case scenario) is chosen as the design
system. Results for the three scenarios can be found in Appendix A.
Scenario 1
In Scenario 1, the pump connected to the underground reservoir is offline, and the
elevated storage acts as the sole water source. Using Figure 5 as a reference, the height and
volume for the elevated storage is calculated as follows using the demand found in Table 5.
Design Requirements
For a given velocity range of V = 8-10 fps, the nomograph gives a diameter D = 20 – 26” for
line RR and a max headloss of hL= 20 ft/1000 ft. Minimum pressure at Node 29 = 35 psi.
Therefore, minimum pressure head at Node 29 = 35 psi * 2.31 ft/psi = 80.9 ft. Minimum
elevation head at elevated storage tower 34 using a pipe length of 175 ft for line RR is:
( 𝑦−80.9)
0.175
= 20 𝑓𝑡 gives y = 84.4 ft.
To ensure a design pressure at all nodes of 50 psi, the height of the elevated storage is
calculated as: 50 psi * 2.31 ft/psi = 115.5 ft

( 𝑦−115.5)
0.175
= 20 𝑓𝑡 gives y = 119 ≈ 120 ft.
Storage Dimensions
For a given daily demand of 11.4 MGD, the volume of the elevated storage reservoir is
calculated as follows:
𝑉𝑜𝑙𝑢𝑚𝑒 ( 𝑀𝐺) = 11.4 𝑀𝐺𝐷 ∗
24
24
ℎ𝑟𝑠 𝑜𝑓 𝑜𝑝𝑒𝑟𝑎𝑡𝑖𝑜𝑛 𝑎 𝑑𝑎𝑦 = 11.4 𝑀𝐺
𝑉𝑜𝑙𝑢𝑚𝑒 ( 𝑓𝑡3) = 11.4 𝑀𝐺 ∗
0.1337 𝑓𝑡3
1 𝑔𝑎𝑙
= 1.524 ∗ 106
𝑓𝑡3
For a standard storage height of 130 ft [*****]:
𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 ( 𝑓𝑡) = √(1.524 ∗ 106 𝑓𝑡3) ∗ (
4
𝜋
)/130𝑓𝑡 = 122 𝑓𝑡
Scenario 1 - Results
Results from EPANET 2.0 after running the flow analysis are shown for the nodes in
Table 5 and for the pipes in Table 6. A color coded display of the flow network is shown in Figure
5 which shows the pressures at each node and flows in each pipe.
Scenario 1 Network Table - Nodes
Demand Head Pressure
Node ID GPM ft psi
Junc 29 23.24 119.44 51.75
Junc 28 14.07 118.95 51.54
Junc 27 15.46 118.91 51.52
Junc 19 19.92 118.69 51.43
Junc 18 35.69 118.68 51.43
Junc 26 36.44 118.07 51.16
Junc 30 29.25 118.11 51.18
Junc 25 1482.21 118.01 51.14
Junc 31 1475.76 117.94 51.1
Junc 23 1474.69 117.92 51.1
Junc 22 13.97 117.91 51.09
Junc 33 16.51 117.75 51.02
Junc 32 25.37 117.77 51.03
Junc 3 9.01 117.74 51.02
Junc 8 8.26 117.74 51.02
Junc 7 23.18 117.74 51.02
Junc 12 1488.51 117.74 51.02

Junc 24 1471.46 117.75 51.02
Junc 21 10.74 117.78 51.04
Junc 20 10.95 117.78 51.04
Junc 11 1476.06 117.73 51.01
Junc 16 17.78 117.84 51.06
Junc 15 23.98 117.93 51.1
Junc 17 28.61 117.99 51.12
Junc 4 18.21 117.74 51.01
Junc 1 23.8 117.74 51.02
Junc 2 8.2 117.74 51.02
Junc 5 8.29 117.74 51.02
Junc 6 14.4 117.74 51.02
Junc 9 15.85 117.74 51.02
Junc 10 10.83 117.74 51.02
Junc 13 14.12 117.83 51.06
Junc 14 9.87 117.84 51.06
Resvr 34 -9354.69 120 0
Tank 35 0 120 43.33
Table 5. Scenario 1 Node Network Table
Scenario 1 Network Table - Links
Length Diameter Roughness Flow Velocity
Unit
Headloss Friction
FactorLink ID ft in GPM fps ft/Kft
Pipe SS 262 18 140 2639.18 3.33 1.85 0.016
Pipe TT 303 18 140 695.52 0.88 0.16 0.02
Pipe UU 276 12 140 564.9 1.6 0.77 0.019
Pipe VV 259 12 140 106.84 0.3 0.04 0.025
Pipe JJ 110 12 140 -376.69 1.07 0.36 0.02
Pipe KK 91 28 140 6286.33 3.28 1.07 0.015
Pipe LL 124 24 140 2999.51 2.13 0.58 0.016
Pipe MM 59 28 140 3453.34 1.8 0.35 0.016
Pipe NN 191 12 140 147.34 0.42 0.06 0.023
Pipe OO 1101 28 140 6692.27 3.49 1.2 0.015
Pipe PP 976 18 140 1929.59 2.43 1.04 0.017
Pipe QQ 844 6 140 -115.16 1.31 1.18 0.022
Pipe XX 290 12 140 -128.3 0.36 0.05 0.024
Pipe AA 250 12 140 186.58 0.53 0.1 0.023

Pipe S 93 12 140 -6.94 0.02 0 0.027
Pipe R 183 12 140 -18.88 0.05 0 0.032
Pipe Z 264 12 140 -111.79 0.32 0.04 0.024
Pipe T 196 18 140 147.52 0.19 0.01 0.025
Pipe II 1020 12 140 340.25 0.97 0.3 0.021
Pipe BB 1219 24 140 1804.61 1.28 0.23 0.018
Pipe EE 750 24 140 1831.3 1.3 0.23 0.018
Pipe CC 405 24 140 632.65 0.45 0.03 0.021
Pipe FF 747 12 140 248.53 0.71 0.17 0.022
Pipe DD 222 12 140 -35.02 0.1 0 0.029
Pipe YY 181.69 12 140 -272.81 0.77 0.2 0.021
Pipe V 205 12 140 305.21 0.87 0.25 0.021
Pipe W 185 12 140 -351.19 1 0.32 0.021
Pipe X 181 12 140 -428.74 1.22 0.46 0.02
Pipe GG 1600 12 140 438.14 1.24 0.48 0.02
Pipe Y 312 6 140 -42.54 0.48 0.19 0.026
Pipe HH 1445 6 140 -71.15 0.81 0.48 0.024
Pipe U 219 24 140 -498.14 0.35 0.02 0.021
Pipe P 1031 6 140 27.96 0.32 0.09 0.027
Pipe O 1034 12 140 59.78 0.17 0.01 0.027
Pipe H 189 6 140 -18.09 0.21 0.04 0.029
Pipe G 233 6 140 63.75 0.72 0.39 0.024
Pipe F 218 12 140 12.86 0.04 0 0.034
Pipe E 198 28 140 -37.5 0.02 0 0.03
Pipe L 840 12 140 -22.83 0.06 0 0.03
Pipe M 840 28 140 -34.52 0.02 0 0.034
Pipe N 834 12 140 -40.05 0.11 0.01 0.028
Pipe K 840 6 140 3.68 0.04 0 0.037
Pipe D 93 28 140 29.08 0.02 0 0.054
Pipe C 132 28 140 -33.69 0.02 0 0.028
Pipe B 290 28 140 29.52 0.02 0 0.033
Pipe I 833 6 140 5.72 0.06 0 0.035
Pipe Q 297 6 140 -12.49 0.14 0.02 0.031
Pipe J 834 18 140 71.41 0.09 0 0.027
Pipe RR 175 26 140 -9354.69 5.65 3.21 0.014
Pump 1 #N/A #N/A #N/A 0 0 0 0
Table 6. Scenario 1 Link Network Table

Figure 5. Water Distribution System, Scenario 1 Results with Color Coding
Scenario 2
In Scenario 2, the line connected to the elevated storage is disconnected, and the pump
connected to the underground reservoir acts as the sole water source for the community. The
reservoir volume and pump gpm, TDH, and BHP are calculated as follows:
Design Requirements
Variable Speed Pump
Using a variable speed pump, which allows for the pump to deliver the full flow for the
town as well as any load less than such, the total dynamic head (TDH) for the pump is
equivalent to the head required for the elevated storage tower. Therefore, TDH = 120 ft. The
pump curve is shown in Figure 6.

Figure 6. Scenario 2 Pump Curve
Brake horsepower is calculated as follows assuming pump efficiency of η = 0.75:
𝐵𝐻𝑃 =
100𝑄( 𝑇𝐷𝐻)∗𝑆.𝐺.
3960 ∗𝜂
=
100 ∗9355 𝑔𝑝𝑚 ∗120𝑓𝑡∗1.0
3960 ∗0.75
= 37800 𝐵𝐻𝑃
. Watts required and the KWh for this pump for a 24 hr day is then calculated as:
𝑊𝑎𝑡𝑡𝑠 = 𝐵𝐻𝑃 ∗ 746 = 37800 ∗ 746 = 28200𝐾𝑊
𝐾𝑊ℎ = 28200𝐾𝑊 ∗ 24 ℎ𝑟 = 677000 𝐾𝑊ℎ
Assuming a rate of $0.05/KWh, the total cost per day, month and year of pump
operation is as follows:
𝐶𝑜𝑠𝑡 ($) = 677000𝐾𝑊ℎ ∗
$0.05
𝐾𝑊ℎ
=
$33,850.00
𝑑𝑎𝑦
=
$1,015,500
𝑚𝑜𝑛𝑡ℎ
=
$12,186,000
𝑦𝑒𝑎𝑟
Storage Dimensions
The underground reservoir’s bottom sits at 120 ft bgs (below ground surface) with a
maximum height of 140 ft and a diameter of 130 ft. The necessary volume for the reservoir is
equal to the necessary volume of the elevated storage as shown in Section ***.
Table 7 and for the pipes in Table 8. A color coded display of the flow network is shown in Figure
7 which shows the pressures at each node and in each pipe.
Node ID GPM ft psi
Junc 29 23.24 117.48 50.9
Junc 28 14.07 117.48 50.9
Junc 27 15.46 117.48 50.9
Junc 19 19.92 117.49 50.91
Junc 18 35.69 117.49 50.91
Junc 26 36.44 117.54 50.93
Junc 30 29.25 117.48 50.9

Junc 25 1482.21 117.48 50.9
Junc 31 1475.76 117.46 50.9
Junc 23 1474.69 117.46 50.9
Junc 22 13.97 117.48 50.9
Junc 33 16.51 118.47 51.33
Junc 32 25.37 118.16 51.2
Junc 3 9.01 118.77 51.46
Junc 8 8.26 118.38 51.29
Junc 7 23.18 118.14 51.19
Junc 12 1488.51 117.95 51.11
Junc 24 1471.46 117.56 50.94
Junc 21 10.74 117.57 50.94
Junc 20 10.95 117.64 50.97
Junc 11 1476.06 117.74 51.02
Junc 16 17.78 117.64 50.97
Junc 15 23.98 117.61 50.96
Junc 17 28.61 117.54 50.93
Junc 4 18.21 119.02 51.57
Junc 1 23.8 120 52
Junc 2 8.2 119.37 51.72
Junc 5 8.29 119.17 51.63
Junc 6 14.4 119.03 51.57
Junc 9 15.85 118.78 51.47
Junc 10 10.83 118.45 51.33
Junc 13 14.12 117.7 51
Junc 14 9.87 117.68 50.99
Resvr 34 0 120 0
Tank 35 -9354.69 0 52
Lengt
h Diameter Roughness Flow Velocity
Unit
Headlos
s
Frictio
n
Factor
Link ID ft in GPM fps ft/Kft
Pipe SS 262 18 140 86.1 0.11 0 0.027
Pipe TT 303 18 140 -115.25 0.15 0.01 0.026
Pipe UU 276 12 140 -125.51 0.36 0.05 0.024

Pipe VV 259 12 140 17.75 0.05 0 0.032
Pipe JJ 110 12 140 463.7 1.32 0.53 0.02
Pipe KK 91 28 140 325.11 0.17 0 0.023
Pipe LL 124 24 140 1268.71 0.9 0.12 0.019
Pipe MM 59 28 140 -19.77 0.01 0 0
Pipe NN 191 12 140 -183.76 0.52 0.1 0.023
Pipe OO 1101 28 140 -109.34 0.06 0 0.028
Pipe PP 976 18 140 187.28 0.24 0.01 0.024
Pipe QQ 844 6 140 5.2 0.06 0 0.035
Pipe XX 290 12 140 676.88 1.92 1.07 0.019
Pipe AA 250 12 140 151.36 0.43 0.07 0.023
Pipe S 93 12 140 -1073.48 3.05 2.52 0.017
Pipe R 183 12 140 -980.02 2.78 2.13 0.018
Pipe Z 264 12 140 693.39 1.97 1.12 0.019
Pipe T 196 18 140 1871.36 2.36 0.98 0.017
Pipe II 1020 12 140 -500.14 1.42 0.61 0.02
Pipe BB 1219 24 140 -2425.81 1.72 0.39 0.017
Pipe EE 750 24 140 -1310.69 0.93 0.12 0.019
Pipe CC 405 24 140 -2639.41 1.87 0.46 0.017
Pipe FF 747 12 140 -202.93 0.58 0.12 0.022
Pipe DD 222 12 140 -356.41 1.01 0.33 0.021
Pipe YY 181.69 12 140 -142.74 0.4 0.06 0.024
Pipe V 205 12 140 -444.81 1.26 0.49 0.02
Pipe W 185 12 140 77.44 0.22 0.02 0.026
Pipe X 181 12 140 209.65 0.59 0.12 0.022
Pipe GG 1600 12 140 -163.18 0.46 0.08 0.023
Pipe Y 312 6 140 46.55 0.53 0.22 0.025
Pipe HH 1445 6 140 17.94 0.2 0.04 0.029
Pipe U 219 24 140 -3960.79 2.81 0.97 0.016
Pipe P 1031 6 140 -24.06 0.27 0.06 0.028
Pipe O 1034 12 140 -149.99 0.43 0.07 0.023
Pipe H 189 6 140 33.93 0.39 0.12 0.027
Pipe G 233 6 140 -198.04 2.25 3.22 0.021
Pipe F 218 12 140 -808.36 2.29 1.49 0.018
Pipe E 198 28 140 -6827.95 3.56 1.25 0.015
Pipe L 840 12 140 669.7 1.9 1.05 0.019
Pipe M 840 28 140 -6003.75 3.13 0.99 0.015
Pipe N 834 12 140 -599.48 1.7 0.86 0.019

Pipe K 840 6 140 -101.72 1.15 0.94 0.023
Pipe D 93 28 140 7512.06 3.91 1.49 0.015
Pipe C 132 28 140 -7622.06 3.97 1.53 0.015
Pipe B 290 28 140 -9216.02 4.8 2.18 0.014
Pipe I 833 6 140 114.87 1.3 1.18 0.022
Pipe Q 297 6 140 96.66 1.1 0.85 0.023
Pipe J 834 18 140 -1585.76 2 0.72 0.017
Pipe RR 175 26 140 0 0 0 0
Pump 1 #N/A #N/A #N/A 9354.69 0 -120 0
Figure7. Water DistributionSystem, Scenario 2 Results with Color Coding
Scenario 3
In Scenario 3, both the elevated storage and the underground reservoir serve as water
sources for the community. For this scenario, the elevated storage and the reservoir are splitting
the demand for the small community: the elevated storage supplies 4677.5 gpm and the
reservoir/pump station supplies 4677.5 gpm.
Elevated Storage and Reservoir Dimensions

The dimensions for the elevated storage are consistent with the dimensions obtained in
Section ***, and the dimensions of the underground reservoir are the same as obtained in
Section ***.
Pump Characteristics
The TDH for the variable pump is maintained at 120 ft to supply a minimum pressure of
50 psi throughout the community. For a flow of 4677.5 gpm, the pump curve then takes the
form seen in Figure 8.
Figure 8. Scenario 3 pump curve
Brake horsepower is calculated as follows assuming pump efficiency of η = 0.75:
𝐵𝐻𝑃 =
100𝑄( 𝑇𝐷𝐻)∗𝑆.𝐺.
3960 ∗𝜂
=
100 ∗4677.5 𝑔𝑝𝑚∗120𝑓𝑡∗1.0
3960∗0.75
= 18900 𝐵𝐻𝑃
. Watts required and the KWh for this pump for a 24 hr day is then calculated as:
𝑊𝑎𝑡𝑡𝑠 = 𝐵𝐻𝑃 ∗ 746 = 18900 ∗ 746 = 14099𝐾𝑊
𝐾𝑊ℎ = 14099𝐾𝑊 ∗ 24 ℎ𝑟 = 338400 𝐾𝑊ℎ
Assuming a rate of $0.05/KWh, the total cost per day, month and year of pump
operation is as follows:
𝐶𝑜𝑠𝑡 ($) = 338400𝐾𝑊ℎ ∗
$0.05
𝐾𝑊ℎ
=
$16,920.00
𝑑𝑎𝑦
=
$507,600
𝑚𝑜𝑛𝑡ℎ
=
$6,091,200
𝑦𝑒𝑎𝑟
Table 9 and for the pipes in Table 10. A color coded display of the flow network is shown in
Figure 9 which shows the pressures at each node and in each pipe.
Node ID GPM ft psi
Junc 29 23.24 119.84 51.93
Junc 28 14.07 119.7 51.87
Junc 27 15.46 119.69 51.86

Junc 19 19.92 119.63 51.84
Junc 18 35.69 119.63 51.83
Junc 26 36.44 119.49 51.78
Junc 30 29.25 119.49 51.77
Junc 25 1482.21 119.46 51.76
Junc 31 1475.76 119.41 51.74
Junc 23 1474.69 119.4 51.74
Junc 22 13.97 119.4 51.74
Junc 33 16.51 119.63 51.83
Junc 32 25.37 119.55 51.8
Junc 3 9.01 119.7 51.87
Junc 8 8.26 119.6 51.82
Junc 7 23.18 119.54 51.79
Junc 12 1488.51 119.48 51.77
Junc 24 1471.46 119.39 51.73
Junc 21 10.74 119.4 51.74
Junc 20 10.95 119.42 51.74
Junc 11 1476.06 119.42 51.74
Junc 16 17.78 119.44 51.75
Junc 15 23.98 119.46 51.76
Junc 17 28.61 119.46 51.76
Junc 4 18.21 119.75 51.89
Junc 1 23.8 120.04 52.01
Junc 2 8.2 119.87 51.94
Junc 5 8.29 119.81 51.91
Junc 6 14.4 119.77 51.9
Junc 9 15.85 119.7 51.87
Junc 10 10.83 119.62 51.83
Junc 13 14.12 119.46 51.76
Junc 14 9.87 119.46 51.76
Resvr 34 -4679.67 120 0
Tank 35 -4675.02 0 52
Lengt
h
Diamete
r
Roughnes
s Flow
Velocit
y
Unit
Headloss
Friction
Factor
Link ID ft in GPM fps ft/Kft

Pipe SS 262 18 140 1358.71 1.71 0.54 0.018
Pipe TT 303 18 140 357.13 0.45 0.05 0.022
Pipe UU 276 12 140 283.16 0.8 0.21 0.021
Pipe VV 259 12 140 68.43 0.19 0.02 0.026
Pipe JJ 110 12 140 106.01 0.3 0.03 0.025
Pipe KK 91 28 140 3374.48 1.76 0.34 0.016
Pipe LL 124 24 140 2351.39 1.67 0.37 0.017
Pipe
MM 59 28 140 1863.15 0.97 0.11 0.018
Pipe NN 191 12 140 -35.15 0.1 0 0.029
Pipe OO 1101 28 140 3297.72 1.72 0.32 0.017
Pipe PP 976 18 140 987.51 1.25 0.3 0.019
Pipe QQ 844 6 140 -58.51 0.66 0.34 0.025
Pipe XX 290 12 140 315.89 0.9 0.26 0.021
Pipe AA 250 12 140 148.07 0.42 0.06 0.023
Pipe S 93 12 140 -525.56 1.49 0.67 0.019
Pipe R 183 12 140 -483.68 1.37 0.58 0.02
Pipe Z 264 12 140 332.4 0.94 0.29 0.021
Pipe T 196 18 140 979.5 1.23 0.3 0.019
Pipe II 1020 12 140 -142.45 0.4 0.06 0.024
Pipe BB 1219 24 140 -459.12 0.33 0.02 0.022
Pipe EE 750 24 140 423.6 0.3 0.02 0.022
Pipe CC 405 24 140 -896.89 0.64 0.06 0.02
Pipe FF 747 12 140 9.39 0.03 0 0.035
Pipe DD 222 12 140 -152.32 0.43 0.07 0.023
Pipe YY 181.69 12 140 -150.97 0.43 0.07 0.023
Pipe V 205 12 140 55.51 0.16 0.01 0.027
Pipe W 185 12 140 -218.78 0.62 0.13 0.022
Pipe X 181 12 140 -171.5 0.49 0.08 0.023
Pipe GG 1600 12 140 194.8 0.55 0.11 0.023
Pipe Y 312 6 140 -4.13 0.05 0 0.037
Pipe HH 1445 6 140 -32.74 0.37 0.11 0.027
Pipe U 219 24 140
-
2016.01 1.43 0.28 0.017
Pipe P 1031 6 140 3.46 0.04 0 0.037
Pipe O 1034 12 140 -65.06 0.18 0.01 0.026
Pipe H 189 6 140 6.41 0.07 0.01 0.034
Pipe G 233 6 140 -85.6 0.97 0.68 0.023

Pipe F 218 12 140 -397.85 1.13 0.4 0.02
Pipe E 198 28 140
-
3397.84 1.77 0.34 0.016
Pipe L 840 12 140 329.05 0.93 0.28 0.021
Pipe M 840 28 140
-
2984.14 1.55 0.27 0.017
Pipe N 834 12 140 -301.42 0.86 0.24 0.021
Pipe K 840 6 140 -50.14 0.57 0.25 0.025
Pipe D 93 28 140 3741.29 1.95 0.41 0.016
Pipe C 132 28 140
-
3799.71 1.98 0.42 0.016
Pipe B 290 28 140
-
4592.16 2.39 0.6 0.016
Pipe I 833 6 140 59.05 0.67 0.34 0.025
Pipe Q 297 6 140 40.84 0.46 0.17 0.026
Pipe J 834 18 140 -784.25 0.99 0.2 0.019
Pipe RR 175 26 140
-
4679.67 2.83 0.89 0.016
Pump 1 #N/A #N/A #N/A 4675.02 0 -120.04 0
Figure9. Water DistributionSystem, Scenario 3 Results with Color Coding

Conclusion of Water Distribution System
Using the data found in Sections ***, ***, ***, the worst case scenario for this
water distribution system is Scenario 2. This scenario requires the most amount of energy and
money to operate, produces the highest flows throughout the system’s pipes, and exhibits the
lowest pressures at all of the nodes.

Section 5 – Sanitary Sewer Design
Figure10. Sanitary Sewer System Map and Labels, Blue dots are manholes, dashed lines are pipes
See Figure 10 for system design: The lines shown are the proposed sewer pipes layout
serving their adjacent blocks. The sewage flows toward Center Street in every pipe, until
reaching the main trunk, where all pipes converge and flow toward the WWTP/River. The
larger dots indicate the location of all manholes, which are roughly located between 250 ft to
300 ft. The service areas for each line are estimated using the water supplied to each area, and
assuming water in is equal to water out. Table 11 contains most relevant data for the sanitary
sewer system.
The sanitary sewer system lies a minimum of five feet below the pressurized water
distribution piping system, and maintains a maximum distance of 13.6 ft from the ground level
elevation. This limits the possibilities for contaminants to enter the potable water distribution
system. The sanitary sewer system runs parallel with the streets and connects to the main
trunkline which runs northeast on Center St up to the river (see Figure 10).
Preliminary data of the area was observed to determine all requirements and
assumptions needed it. This data included:
 Map of the area.

 Locations of streets, buildings (i.e. commercial, industrial, or household) which may
impact the sewer system.
 Contour, high and low point and changes of surface slope.
Furthermore, the design involves estimating the waste flow rates for the assume data with local
conditions given by the map. These factors may affect the hydraulic operation of the system;
the hydraulic-design, sewer pipe materials, minimum and maximum sizes (i.e. diameter),
minimum and maximum velocity and slopes of the system.
The design of a sanitary sewer system may be essentially broken down into four steps:
 Sewer material and size: This is important to facilitate velocities that prevent solids
deposition/buildup, ensure minimal corrosion effects from wastewater, and avoid
clogging of the system.
 Design flow: The important factors here are the peak flow of the service area.
 Peak Factor: PF = 15.05 x Q-0.167
Hydraulic Design equation: Manning equation, and Modified Manning equation.
 𝑉 =
𝑄
𝐴
=
1.49
𝑛
∗ √ 𝑅23
∗ √ 𝑆
 𝑄 =
𝐾̀
𝑛
∗ √ 𝐷83
∗ √ 𝑆
 Where K prime is equal to 0.463 for flowing Half full
Minimum and Maximum Velocity: In practice, these values are determine to get a
minimum velocity as the sewer system is half-full and full. The importance of this is to ensure
that there is no deposition of solids along the pipe. Moreover, this helps with corrosion
prevention for the system, although that is already minimal due to the use of PVC piping.
The modified manning eqn was used to obtain a minimum diameter for each pipe when
flowing half full, then we adjusted the slope in order to accommodate topography as well as
pipe intersections. This caused a large amount of work to balance out slope vs diameter, while
maintaining all design parameter ranges.
The required flows were determined using the known supply across the service areas of
the sewer pipe, assuming water in is equal to water out. This causes problems though, since not
all the water will need to be transported to the WWTP. For example, a large portion of the fire
flows will not become waste water, even if the industrial park uses an extensive drainage
system. We have decided to err on the side of caution, since the purpose of this design is to
ensure the system does not exceed capacity and become pressurized, which could cause the
hydraulic gradient to rise above the surface of the ground, creating a huge health concern and
causing environmental damages.
Important things to notice below are the minimal depth below ground that is maintained
throughout the system. The elevations labeled on the right are the starting and ending elevations
for each pipe length, the color coding indicates which pipes meet and ensure they are at the
same invert elevation. The system is also design so that no large pipe feeds into a smaller pipe,
and minimum pipe size is maintained whenever possible. See appendix for the full sanitary
sewer design table.

Table 11. Important Design Information for the Sanitary Sewer System.
Pipe Required
Peak Q
(cfs)
Actual Q
(cfs)
V Max
(fps)
Slope Length
(ft)
Actual D
(inches)
Invert
Depth at
end of
pipe (ft)
Approx.
excavati
on
(ft^3)
starting
pipe
Invert
elevation
(ft)
ending
invert
elevation
(ft)
1A 0.052 1.116 6.393 1.6258% 1101 8 11.7 11,418.4 217.33 199.43
1B 3.419 4.033 6.129 0.5930% 1310 16 12.5 29,193.3 199.43 191.67
2A 0.031 0.850 3.884 0.6000% 976 8 8.3 7,221.0 206.33 200.48
2B 6.605 9.017 8.267 0.8012% 809 20 8.9 16,008.1 200.48 194.00
2C 9.883 13.284 5.872 0.2849% 405 26 8.8 10,247.5 194.00 192.84
3A 0.034 0.610 3.495 0.4858% 844 8 8.7 6,502.6 201.43 197.33
3B 0.066 0.555 3.177 0.4016% 747 8 8.7 5,755.3 197.33 194.33
3C 0.090 0.717 4.109 0.6718% 222 8 8.8 1,728.9 194.33 192.84
4A 0.044 0.474 2.715 0.2932% 1600 8 8.8 12,456.5 199.53 194.84
5A 0.080 0.349 2.002 0.1595% 1261 8 9.9 11,128.8 198.43 196.42
5B 0.080 0.438 2.507 0.2500% 263 8 9.1 2,122.0 197.68 197.03
6A 0.053 1.184 6.625 1.7457% 833 8 10.5 7,781.3 202.53 187.99
7A 0.018 0.877 5.244 1.0940% 834 8 12.8 9,483.1 198.33 189.21
8A 0.018 0.586 3.358 0.4486% 840 8 13.6 10,181.5 194.63 190.87
9A 0.032 0.719 4.119 0.6748% 840 8 12.5 9,360.1 196.53 190.87
10A 0.035 0.706 4.045 0.6510% 840 8 12.5 9,360.1 197.13 191.67
11A 0.024 0.573 3.282 0.4285% 834 8 11.0 8,185.0 196.33 192.76
12A 0.031 0.516 2.955 0.3473% 1034 8 8.8 8,050.2 197.13 193.54
13A 0.022 0.509 2.918 0.3386% 1031 8 9.0 8,210.2 198.33 194.84
14A 6.627 8.622 7.975 0.7455% 1270 20 12.5 35,377.2 200.33 190.87
M1 0.143 0.732 4.195 0.7000% 312 8 8.8 2,429.6 197.03 194.84
M2 0.263 0.742 4.249 0.7182% 181 8 8.8 1,409.8 194.84 193.54
M3 0.334 0.538 3.084 0.3784% 185 8 8.8 1,440.9 193.54 192.84
M4 0.448 7.056 2.200 0.0400% 205 26 11.0 6,538.9 192.84 192.76
M5 13.644 24.948 7.779 0.5000% 219 26 12.5 7,931.2 192.76 191.66
M6 20.415 30.858 8.072 0.4082% 196 32 12.5 8,736.3 191.66 190.86
M7 27.126 47.100 9.786 0.6000% 276 32 13.3 13,043.7 190.86 189.21
M8 27.201 78.248 10.000 0.4097% 297 44 10.5 15,258.4 189.21 187.99
Sum 276560

SECTION 6 - STORM DRAINDESIGN5
Section 6 - Storm Drain Design
Figure 11. Storm Drain Design Map
Designed storm drain system lies 5 ft. below and ** feet parallel to the sanitary sewer system.
Inlets are located at the indicated location on Figure 11 represented by a dot. Dots indicate two
parallel curbe inlets that are located either side of the road. Inlets are joined into a single
underground line below road surface and flows downstream by gravity. The overall layout of
the system is similar to the sanitary design with few minor differences. Unlike sanitary system
that has one main line, storm drains have two larger pipes that carries the cumulated runoffs
from upstream. The vertical line starting on Ashmount Street runs along Acorn until Forrest
collecting runoffs from Ash and Sycmore streets on the way, and ends at Forrest. The pipe
diameter is calculated to be 22 inches, and the line is indicated as line (4) in Figure 11. The same
main line with same diameter, then, continues horizontally downward on Forrest streets as a
line (5) also collecting cumulative runoffs from line (3) and line (4). The other main line is
parallel to Center St, like a sanitary design, and it has a diameter of 30 inches. It is slightly
bigger than line (4) and (5) because it essentially carries the total runoffs of the community.
Rest of the lines are uniform in their pipe diameters with 16 inches, and majority of them have
same ground slope. Our storm drain system lies directly ** ft. above and parallel to our sewer
design minimizing the excavation expenses. Thus, it follows same outline as the sewer system.
We calculated necessary quantities including flow and concentration time based on following
assumptions.
 Assumptions: ti=5 min (inlet time)
C=0.70 (commercial) C=0.40 (residential) C=0.80 (industrial)

5 year return period
V=3 ft/s
n=0.013
The assumptions and given data help us to find desired design values. Table 12 shows the
obtained data for each specified location. Columns (1) through (3) describe the layout and
starting point of each pipe and columns (4) through (6) show the given values that will be used
to calculate the subsequent data. Column (7) displays the assumed C values differing
residential, commercial, and industrial zones. Assuming an inlet time of 5 min, time of
concentration was calculated using the following equations:
 𝑡𝑡 =
𝐿
𝑉
where L=length of pipe
V=velocity
𝑡𝑡 = 𝑡𝑖𝑚𝑒 𝑜𝑓 𝑡𝑟𝑎𝑣𝑒𝑙
𝑡 𝑐 = 𝑡𝑖 + 𝑡𝑡 where 𝑡 𝑐=time of concentration
From there, intensity was obtained using a 5 year intensity-duration curve. Then Q was
calculated using
 Q=CIA where C= runoff coefficient [runoff/rainfall]
I= rainfall intensity [in/hr]
A=drainage area [acres]
and was then used to find the slope and diameter with assumed velocity on the Nomograph
(n=0.013). Diameter was adjusted to standard pipe sizes in column (16). Velocity flowing full
was calculated using the following equation and displayed on column (17):
 𝑉𝑓𝑢𝑙𝑙 = (
1.486
𝑛
) 𝑅
2
3 ∗ 𝑆
1
2 where n= Manning’s constant (0.013)
R= hydraulic radius (Π/4)
S=slope
Capacity of the storm sewer in column (18) was obtained multiplying the area and the velocity
flowing full using the equation Q=VA. Given ground elevation is tabulated in column (19) and
(20) and inlet elevation is calculated by deducting assumed 5 feet depth. Storm drain layout can
be seen in Figure 11 with lines and inlets are labeled.

CIQS
Line
no.(1)
Inlet
Name
(2)
Length
(4)ft
Increme
ntof
area
[acre]
(5)
Increme
ntofA,
10^6
[sqft](6)-7
10^6
100%(8)
Total,
10^6
[sqft](9)
Inlet
Time
[min]
(10)
Timeof
Concentrati
on
[min](11)
Intensity
[in/hr]
(12)[cfs](13)
[ft/ft]
(14)
Calculat
ed[in]
(15)
Design
[in](16)
Velocity
flowingfull
[ft/s]
(17)
Capacityof
sewer,(18)
Upper
end(19)
Lower
end(20)
Upper
end(21)
Lower
end(22)
Ash1
--1.70.074050.40.0296210.029621555.50.16291440.001514.56163.648028775.09102681218215213210
Ash23602.50.10890.40.043560.073181575.20.38054020.001514.56163.648028775.09102681215211210206
Ash33702.60.113260.40.0453020.11848359.0555555650.5924160.001514.56163.648028775.09102681211206
Sycamor
e13552.10.091480.40.036590.03659555.50.20124720.001514.56163.648028775.09102681212209207204
Sycamor
e23152.10.091480.40.036590.07318156.755.40.39517630.001514.56163.648028775.09102681209206204201
Sycamor
e33152.20.095830.40.0383330.11151458.55.10.56871940.001514.56163.648028775.09102681206201
Forest1
4202.90.126320.40.050530.05053555.50.27791280.001514.56163.648028775.09102681209206204201
Forest24202.50.10890.40.043560.0940957.333333335.20.48926590.001514.56163.648028775.09102681206201
Acorn14002.50.10890.40.043560.04356555.50.239580.001520.35224.5108673211.9017981213211.1208206.1
Acorn22000.80.034850.40.0139390.16204356.111111115.30.8588290.001520.35224.5108673211.9017981211.1209.7206.1204.7
Acorn31900.400.27355757.166666675.21.42249540.001520.35224.5108673211.9017981209.7206204.7201
Acorn41950.400.36764658.255.11.87499660.001520.35224.5108673211.9017981206201
Forest33703.10.135040.40.0540140.461736510.30555564.82.21633280.001520.35224.5108673211.9017981206204201199
Forest43702.40.104540.40.0418180.503554512.36111114.52.26599120.001520.35224.5108673211.9017981204202199197
Forest531910.043560.40.0174240.520978514.13333334.22.18810590.001520.35224.5108673211.9017981202201197196
Oak14002.50.10890.40.043560.04356555.50.239580.001514.56163.648028775.09102681206204201199
Oak24002.40.104540.70.0731810.11674157.222222225.20.60705220.001514.56163.648028775.09102681204203.6199198.6
Oak34002.50.10890.40.043560.16030159.444444444.90.78547390.001514.56163.648028775.09102681203.6203198.6198
Oak44002.80.121970.40.0487870.209088511.66666674.60.96180480.001514.56163.648028775.09102681203198
Maple13752.30.100190.40.0400750.040075555.50.22041360.001514.56163.648028775.09102681209208204203
Maple23752.40.104540.40.0418180.08189357.083333335.20.42584260.001514.56163.648028775.09102681208207.5203202.5
Maple33752.20.095830.40.0383330.12022659.166666674.90.58910540.001514.56163.648028775.09102681207.5207.5202.5202.5
Redwoo
d11101.50.065340.40.0261360.14636259.777777784.80.70253570.001514.56163.648028775.09102681207.5205202.5200
Redwoo
d23152.20.095830.40.0383330.184694511.52777784.60.84959420.001514.56163.648028775.09102681205203.5200198.5
Ashmont
16003.50.152460.40.0609840.060984555.50.3354120.001514.56163.648028775.09102681206204201199
Ashmont
24502.20.095830.40.0383330.09931757.55.10.50651570.001514.56163.648028775.09102681204201.5199196.5
Ashmont
33502.10.091480.40.036590.13590759.444444444.90.66594530.001514.56163.648028775.09102681201.5196.5
Cedar132020.087120.40.0348480.034848555.50.1916640.001514.56163.648028775.09102681210.6206205.6201
Cedar23202.50.10890.40.043560.07840856.777777785.30.41556240.001514.56163.648028775.09102681206204201199
Cedar33202.20.095830.40.0383330.11674158.5555555650.5837040.001514.56163.648028775.09102681204203.4199198.4
Cedar43202.90.126320.40.050530.16727510.33333334.80.80289790.001514.56163.648028775.09102681203.4198.4
Birch140520.087120.70.0609840.060984555.50.3354120.001514.56163.648028775.09102681206204.2201199.2
Birch24102.20.095830.70.0670820.12806657.277777785.20.66594530.001514.56163.648028775.09102681204.2204.2199.2199.2
Birch34051.90.082760.70.0579350.18600159.527777784.90.91140590.001514.56163.648028775.09102681204.2199.2
Elm13501.60.06970.80.0557570.055757555.50.30666240.001514.56163.648028775.09102681205203200198
Elm24201.70.074050.80.0592420.11499857.333333335.20.59799170.001514.56163.648028775.09102681203202198197
Elm32841.40.060980.80.0487870.16378658.9111111150.8189280.001514.56163.648028775.09102681202197
Highland
14182.10.091480.40.036590.03659555.50.20124720.001514.56163.648028775.09102681208198.5203193.5
Highland
241820.087120.40.0348480.07143857.322222225.20.37147970.001514.56163.648028775.09102681198.5193.5
Ashmont
44182.20.095830.40.0383330.038333555.50.21083040.001514.56163.648028775.09102681208.9202203.9197
Ashmont
54181.80.078410.40.0313630.06969657.322222225.20.36241920.001514.56163.648028775.09102681202197
Aspen1
4251.10.047920.40.0191660.019166555.50.10541520.001514.56163.648028775.09102681206.3203.4201.3198.4
Aspen2
4201.80.078410.40.0313630.0505357.333333335.20.26275390.001514.56163.648028775.09102681203.4198.4
Cedar54251.60.06970.40.0278780.027878555.50.15333120.001514.56163.648028775.09102681205203.4200198.4
Cedar64201.60.06970.40.0278780.05575757.333333335.20.28993540.001514.56163.648028775.09102681203.4198.4
Birch442520.087120.70.0609840.060984555.50.3354120.001514.56163.648028775.09102681205204.2200199.2
Birch54202.30.100190.70.0701320.13111657.333333335.20.68180110.001514.56163.648028775.09102681204.2199.2
Forrest64902.20.095830.40.0383330.169448555.50.93196620.001514.56163.648028775.09102681206.5203.5201.5198.5
Forrest74801.80.078410.40.0313630.20081257.666666675.11.02413920.001514.56163.648028775.09102681203.5198.5
Walnut15152.70.117610.40.0470450.047045555.50.25874640.001514.56163.648028775.09102681204.2202.3199.2197.3
Walnut252030.130680.40.0522720.09931757.888888895.10.50651570.001514.56163.648028775.09102681202.3197.3
Alpine15153.40.14810.40.0592420.059242555.50.32582880.001514.56163.648028775.09102681205203.6200198.6
Alpine25202.60.113260.40.0453020.10454457.888888895.10.53317440.001514.56163.648028775.09102681203.6198.6
Center13503.10.135040.40.0540140.238709555.51.31289840.00129.26304.529116322.2209768203.6202.3198.6197.3
Center216000.400.55234155.888888895.22.87217220.00129.26304.529116322.2209768202.3201.8197.3196.8
Center316000.400.65165856.777777785.33.45378530.00129.26304.529116322.2209768201.8203.6196.8198.6
Center420000.401.17263557.888888895.15.98043950.00129.26304.529116322.2209768203.6204.2198.6199.2
Center52501.50.065340.40.0261361.53723259.277777784.97.53243880.00129.26304.529116322.2209768204.2203.4199.2198.4
Center625000.401.854349510.66666674.78.71544120.00129.26304.529116322.2209768203.4202198.4197
Center7/
Ashmoun
t320000.402.077376511.77777784.59.34819380.00129.26304.529116322.2209768202198.5197193.5
Center83001.40.060980.40.0243942.28298513.44444444.39.81681230.00129.26304.529116322.2209768198.5193.5
20LincolnCenter
21
(vertical
)
Redwoo
d
Highland
18LincolnCenter
19LincolnCenter
16LincolnCenter
17LincolnCenter
14LincolnCenter
15LincolnCenter
12
Acorn
Center
13LincolnCenter
10
Acorn
Center
11
Acorn
Center
8MapleCenter
9
Acorn
Center
6MainStCenterSt
7MainSt
Redwoo
d
4
(vertical
)
AshmontForest
5
Acorn
Center
St.
2MainStAcorn
3MainStAcorn
GroundelevationsInvertelevations
LocatedBetween
(3)
1MainStAcorn
Description
ParametersCATimeDiameterFlowingFull
Table 12. Design of Storm Drains

SECTION 7 - REFERENCES5
Section 7 - References
I. GIVEN DESIGN CRITERIA
A. WATER DISTRIBUTION SYSTEM DESIGN
Important Parameters:
 The system must be looped
 Elevated storage is located at X1
 Underground storage is located at X2
 The system will serve: 1) domestic demand (industrial and commercial)
2) fire protection fighting purposes
DesignParameters:
 Domestic water demand parameters (exclusive of industrial and commercial uses)
o Average population density=40 persons/acre
o Average unit consumption=100 gpcpd (gallons per capita per day)
o Maximum day's consumption=200% of average daily consumption
o Maximum hour's consumption=400% of average daily consumption
 Industrial park area water demand
o Population density = 20 persons/acre
o Process consumption = 2,000 gpm for 8 hours a day on working days. No water
consumption is required for the remainder of the day. Peak hourly consumption
in any hour's time is 3000 gpm.
o Select the type of industrial park that you are familiar withfor your system
design.
 Commercial zone water demand
o You can design the system based on the type of commercial units you proposed
to have in this commercial zones.
 Fire demand
To be computed in accordance with standard procedures. For the industrial park
and commercial areas, fire demand is to be based on the types of industry and
commercial that you selected.
 Line pressure
o Maximum permissible: 70 psi
o Minimum permissible: 20 psi
o Minimum on average day: 35 psi
 Land use
o Industrial zone : Block A
o Commercial zone: Block B and C

SECTION 7 - REFERENCES5
o Residential areas: All remaining blocks
B. SEWAGE COLLECTION SYSTEM
Based on the same sketch, and the pertinent information provided for water supply design case,
a storm drain and sanitary sewage system should also be designed. A separate drainage system
(separate storm drain and sanitary sewage system) shall be designed.

APPENDIXA SANITARYSEWER FULL5
Appendix A Sanitary Sewer full
PipeNodesRequiredPeak
Q
Required
PeakQft3/s
Length(ft)ZinitialZfinalTopograp
hydelta
Z
actualSlopeSlopeactual
deltaZ
endingstarting
pipe
Invert
elevation
ending
invert
elevation
Depthat
end
Cubicfeet
tobe
excavated
Crown
depth
actualDFtDiameter
requiredfor
HalfFull
ActualD
inches
AreaofFlow
(HalfFull)
PVMax(fps)ActualQ
(cfs)
Required
PeakQ
ft3/s
1A2923.24159950.051782341101229211.117.90.016257950.01625794717.91B217.333199.43311.666711418.444110.666666672.8730721880.174532931.047197556.393064921.115800320.05178
1B29,30,251534.6995763.419314221310211.1204.26.90.005267180.0059300257.76833Main199.433191.66512.53529193.28911.2016671.3333333316.7063764160.69813172.09439516.129022294.278864763.41931
2A2814.073844510.03135656976218208.89.20.009426230.0065.8562B206.333200.4778.322677221.04247.6560.666666672.8696109780.174532931.047197553.883755520.677843210.03136
2B28,31,23,2964.5280656.60497542809209.7202.96.80.008405440.0080115376.481332C200.477193.9968.90416008.087.23733331.6666666720.2119503201.090830782.617993888.266611279.017474046.60498
2C28,31,23,244435.9863249.88338784405202.9201.60.80.001975310.0028493831.154Main193.996192.8428.75810247.5276.59133332.1666666728.538238261.843504023.403392045.8722863610.82558359.88339
3A2715.464241990.03445437844210.12064.10.004857820.004857824.13B201.433197.3338.666676502.592680.666666673.0928729380.174532931.047197553.494595910.609922050.03445
3B27,2229.434943770.0655811274720620330.004016060.00401606433C197.333194.3338.666675755.333380.666666674.0802115880.174532931.047197553.177434340.554566910.06558
3C27,22,2140.17254010.08950451222203201.61.40.006306310.0067177181.49133Main194.333192.8428.7581728.9128.09133330.666666674.1633316680.174532931.047197554.109482490.717240.0895
4A1919.921433860.0443851600208.2203.64.60.0028750.0029320834.69133Main199.533194.8428.75812456.4898.09133330.666666673.7387055980.174532931.047197552.714966110.473850980.04439
5A1835.685905770.079508281261207.1206.350.750.000594770.0015952.01135B198.433196.4229.9279611128.8099.2612950.666666675.2148310880.174532931.047197552.002426580.349489370.07951
5B35.685905770.07950828263206.35206.10.250.000950570.00250.6575Main197.683197.0269.074172122.00528.40750.666666674.7934049880.174532931.047197552.506953410.437545911.07951
6A123.799612280.05302559833211.2198.512.70.01524610.01745658314.5413Main202.533187.99210.5087781.25699.84133330.666666672.8603419380.174532931.047197556.624542231.156200730.05303
7A28.1995247080.0182685683421020280.009592330.0109404489.12433Main198.333189.20912.7919483.061312.1243330.666666672.0937425480.174532931.047197555.24437580.915316250.01827
8A58.2903211410.01847085840206.3204.51.80.002142860.0044861113.76833Main194.633190.86513.63510181.46712.9683330.666666672.4849075280.174532931.047197553.358236450.586122830.01847
9A614.397014120.03207658840208.2203.44.80.005714290.0067480165.66833Main196.533190.86512.5359360.133311.8683330.666666672.831087280.174532931.047197554.118739330.718855620.03208
10A915.847525120.03530832840208.8204.24.60.005476190.0065099215.46833Main197.133191.66512.5359360.133311.8683330.666666672.9546885180.174532931.047197554.045424550.706059780.03531
11A1010.83314840.02413628834208203.84.20.005035970.0042845723.57333Main196.333192.7611.048184.986710.3733330.666666672.7709070680.174532931.047197553.281935180.572805750.02414
12A1314.116805680.031452281034206.8202.34.50.004352030.0034732433.59133Main197.133193.5428.7588050.24188.09133330.666666673.1829874180.174532931.047197552.954907210.51572860.03145
13A149.8688803010.021987891031207203.83.20.003103780.0033863563.49133Main198.333194.8428.9588210.1768.29133330.666666672.7963864380.174532931.047197552.917713090.5092370.02199
14A26,32,332974.4813316.627151321270213203.49.60.007559060.0074553819.46833Main200.333190.86512.53535377.22210.8683331.6666666720.512223201.090830782.617993887.974519188.698850996.62715
M15A,1764.291522120.14324166312206.1203.62.50.008012820.0072.184M2197.026194.8428.758172429.59828.09150.666666674.928030280.174532931.047197554.194935410.732154350.14324
M2M1,4A,13A,15118.06046030.26303898181203.6202.31.30.007182320.007182321.3M3194.842193.5428.758171409.75848.09150.666666676.1597223180.174532931.047197554.249214430.741627820.26304
M3M2,12A,16149.96180050.33411524185202.3201.60.70.003783780.0037837840.7M4193.542192.8428.758171440.89858.09150.666666677.5980677580.174532931.047197553.084177860.538290580.33412
M4M3,3C,20201.08690860.4480221205201.6203.8-2.2-0.010731710.00040.082M5192.842192.7611.04026538.89878.87352.1666666712.9257061261.843504023.403392042.200198324.056074450.44802
M5M4,2C,11A,116123.96195513.6442015219203.6204.2-0.6-0.002739730.0051.095M6192.76191.66512.53527931.248810.36852.1666666728.983572261.843504023.403392047.7788757514.340388713.6442
M6M5,1B,10A,129163.02156320.4152333196204.2203.40.80.004081630.0040816330.8M7191.665190.86512.53528736.2859.86852.6666666735.0190822322.79252684.18879028.0717284722.540518120.4152
M7M6,14A,9A,712175.0825127.1261121276203.4202.50.90.003260870.0061.656M8190.865189.20913.291213043.73210.62452.6666666736.2426722322.79252684.18879029.7864506727.328925827.1261
M8M7,8A,7A,8,312208.8463427.201338297202.5198.540.013468010.0040972921.2169WTP189.209187.99210.508115258.3736.84139583.6666666738.9700905445.279620995.759586539.9999965352.796191527.2013
116.5122.84276559.99
Table 13. Complete Sanitary Sewer Design Table

APPENDIXA SANITARYSEWER FULL5

AME OF SECTION (IF NEEDED)5
ame of Section (If needed)

Group Project to Design Water Infrastructure for a Theoretical Small Town.

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