HomeMy WebLinkAboutPIP 05-20; CARLSBAD AIRPORT CENTER LOT 12; HYDRAULIC ANALYSIS; 2007-04-06I,
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"HYDRAULIC ANALYSIS
POT ABLE WATER i& FIRE SYSTEM
FOlt
CARLSBAD CORPORATE CENTER
1901 WRIGHT PLACE
CARLSBAD, CA 92009
.....
APN #212~OO1-13 ;, -F
.\
CITY OF CARLSBAD \
Prepared By:
Civil Consulting .Group, Inc. .
5858 Mount Alifa;n Drive, Suite 202 .
San, Diego, CA 921,11
Phone: 858-565-0475
Fax: 858-565-0478
April 6, 2007
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I 1.
TABLE OF CONTENTS
INTRODUCTION .................................................................................................. 4
I A.
B.
C.
Site Description .................................................................................... : ............ : .... 4
Methodology .......................................................................................................... 4
Existing Water Main Condition ............................... ; .......................... , ................ 5
I D.
E.
II.
. Proposed Water Main Conditions ......................................................................... 5 .
SUlnn1ary .................................................... ; ............................................ , ....... :: ... 6
HYDRAULIC DESIGN MODEL ........................................................................ ,.6
:1-A.
B.
I J 1.
I)esign Methods ............................................................. .-................ .' ...................... 6
References ............................................................................................................ 7
ATTACHMENTS ......................................................................... : ............... : ............ 8
II A.
8.
Vicinity Map ................................................................................... · ........................ 8
Average Daily Water Flow Calculations ........................................ : .. : ......... : ....... 9
C. Carlsbad Municipal Water District Pressure Values ............................. , ........... J 0
I D.
E.
Hydraulic Analysis Existing Conditions (Static) ............ : ............. : .................... 11 .
Hydraulic Analysis Existing Water System Dynamic With No Domestic·
Demand (Plus Fire Flow) ................................................................. ; ......... ~.: ..... 12
I F.
G.
Hydraulic Analysis Proposed Water System (Static) .................................... : ... 13
Hydraulic Analysis Proposed Water System Dynamic (No Fire Flow) ............. 14
H. Hydraulic Analysis Proposed Water System Dynamic Maximum pay Deri.1and
I I.
(Plus Fire Flow) ................................................................................................. 15
Hydraulic Analysis Head Loss Coefficients Design Parameters .... ~ .. ; ............... 16
1. EPANET 2 Software InfOlmation ................................................ ; ..................... 17 .
I' K. rrhrust Anchor Calculation ................................................................................... 18
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CIVIL CONSULTING GROUP, INC.
5858 Mount Alifan Drive, Suite 202, San Diego CA 92111
858-565-0475 (Phone)
858':565-0478 (Fax)
April 6, 2007
Mr. Vik Keulyian
2441 South Pullman
Santa Ana"CA 92705
Subject: Hydraulic Analysis for Propos{:d Commercial Development,
1901 Wright Place, Carlsbad CA 92009.
Revisions Addressing 1st Plan Check Comments
Civil Consulting Group, Inc. (CCG) is pleased to provide this Hydraulic Analysis foi' the
above referenced site. This report is required as part of the engineering submittal for your
planned commercial project.
Should you have any questions regarding this report, or if we may be of further service.
please contact the undersigned at your convenience.
Best regards.
Michael McCall
Civil Consulting Group, Inc.
(2) Addressee
Michael McCall
Civil Consulting Group, Inc.
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1. INTRODUCTION
A. Site Description
The 3.85 acre project site is located at 1901 Wright Place 'in the '('.ity of
Carlsbad, California (See Vicinity Map). The site is currently a vacant and'
graded building pad. The lot is covered with grasses, weeds and nati~e &
non-native established vegetation.
The proposed project includes the development of commerciaJ oftice
industrial park that includes six buildings with adjacent parking and otie
access driveway. An on-site water system will be constructed ,within the
project in order to provide non-residential and fire service to 'the subject si,te.
This water system will be looped connecting 'to the existing Vv'ater il1~in
located on Palomar Oaks Way (East of the property) and on WrightPJacc ,
(North of the property).
B. Methodology
This section outlines the Method for the hydraulic analYsi~. The ,charts.
maps and tables described below are included in the following pages., ,
The Water Flow Calculation, was perfonned in accordance the' "Cityof
Carlsbad Engineering Standards Volume 2, Potable and Recycled Water
Standards, 2004 Edition" (PR WS) where, '
Section 3.2.1 B. Non-Residential
Average daily t10w 2,300 GPDIl 0,000 Sq.Ft.
Section 3.2.1 C. Fire Flow
Average daily How 4,250 gpm for 4 Hours duration out of fout: hydrants
at a minimum of 20 psi of residual pressure at main.
The total building area is 44,340 sf with a non-residential, se'rvic,e flow of
10,198 GPD (see sheet 8).
The Carlsbad Municipal Water District (CMWD) maps show the following
pressures for the existing 'water main (see map sheet 9): '
1. Intersection of Palomar Airport Road and Palomar Oaks Way, -,
110 psi
2. Intersection of Palomar Oaks Way and Wright Place -,100 psi' ,
3. End of Wright Place -90 psi
The hydraulic analysis was performed using the latest , EPA computer
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software "EPANET2".
In order to apply the above pressure in the analysis, a series of reservoirs
were considered at each node with known pressures with their
cOlTesponding Pressure Head.
Four hydraulic analyzes were performed in accordance with Section 3.2 of
the PRWS:
1. Existing static condition.
2. Proposed water system static condition.
3. Proposed water system dynamic condition with no fire now.
4. Proposed water system dynamic condition with fire flow.
In all cases, the result complied with the PRWS standards.
C. Existing Water Main Conditi;on
There is an existing 12" water main located on Palomar Oaks Way and a
10" water main on Wright Place to which the proposed subject site is to be
connected by constructing a loop system through the project.
A hydraulic analysis was performed for the existing water system static
condition which confirmed the pressures obtained from the CMWD .. (See
attached hydraulic analysis results) .
Also, an analysis under dynamic condition with both fire hydrants located
on Wright Place was performed to verify flow velocities on the existing
water mains, resulting in a max.imum velocity of up to 61 ft/sec and
pressures as low as 24.16 psi. (See the attached hydraulic analysis).
D. Proposed Water Main Condltions
The site will be served by an 8" minimum water line that loops the existing
water main lines described in Section C herein. This line will provide non-
residential and fire flow to six proposed buildings and two on-site fire
hydrants.
Three hydraulic analyzes were performed for the proposed water system in
accordance with Section 3.2 of the PRWS, with the following results:
1. The water system was analyzed as under static cOi1dition
obtaining a minimum water pressure of 88 psi. with maximum
velocities of3.5 ft/sec. (See the attached hydraulic analysis).
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2. The water system was' analyzed under a dynamic CO'ndition
without fire flow, obtaining a minimum water pressllre of 88 .
psi, with maximum velocities of 3.5 ft/sec. (See' th~ attached
hydraulic analysis).
3. The water system was analyzed under a dynamic condition.,
with two on-site and two on Wright Place fin~ hydrants opened.
obtaining a minimum water pressure of "52 psi .at th~' water
main, with maximum velocities of 47.1 ft/sec. (See tfre att~ched. '
hydraulic analysis).
The hydraulic analyzes performed meet with requirements of .SeCtion 3.2 or
the PRWS.
'E. Summary
The existing water pressure will not be affected by the 'additionai" water
demand required for the proposed. site, in fact, it will ii11prove the water
pressure on the fire hydrant, as well as, reduce the t10w velocities on the
existing water main located on Wright Street. The total on-site water' novv'
demand for the proposed site improvements is approximately '1.0,198 GPO.
The water system pressure will remain within the PR WS standards for the'
existing water mains on Palomar Airport Road, Palomar Oaks Vhy and
Wright Place, as well as, the proposed water line loop proposed through the
site.
II. HYDRAULIC DESIGN MODEL
A. Design Methods
The EP ANET2 computer softwcu'e program was Llsed· to· anl;ilyze .. the
proposed water and fire line system using the Hazen-WiHiatns formulas and
the following design parameters. '
Pipe Headloss
Resistance Coefficient A = 4.727 x (CA-1.852) x (dA:-4.871) x L
C = Hazen-Williams roughness coefficient (145)
d = Pipe Diameter (Inches)
L = Pipe Length (Feet)
Flow Exponent B =: 1.852
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Ill. ATTACHMENTS
A. Vicinity Map
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CITY OF OCEANSIDE
PACIFIC
OCEAN
/8
NOT TO' .SCA~E .
CITY OF YI$T A'
CITY OF ENCINITAS
MAP
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. B. A verage Daily Water Flow Ccdculations
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CARLSBAD CORPORATE CENTER
AVERAGE DAILY WATER FLOW CALCU\,..ATION
Service Flow Fire Flow
Area GPD GPM
SF 0.23 GPD/SF 4-hr
Building A 6498.5 1495
Building B 6685.5 1538
Building C 5074.5 1167
Building D 6679.7 1536
Building E 5074.5 1167
Building F 14327 3295
Total 44340 10198 4250
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_ C. Carlsbad Municipal Water District Pressure Values
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Febru&ry 6~ 2.007
ESTABLISHED PRESSURE AT NODES
(Jl) 100 PSI
/'. '-----I----------~ 90 PSI. (N-) .
WRIGHT PLACE
'tRESSURES DERIVED FROM CMWD MAPS.
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D. Hydraulic Analysis Existing Conditions (Static)
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CARLSBAD CORPOI~ATE CENTER
EXISTING WATER SYSTEM (STATIC)
R-2.¥
", WRIGHT PLACE
P-?
N-1 ;
I PALOMAR OAKS WA
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I EPA NET 2
P-2
, , R 1 ~-5 .+ -P-8 J-3
-L: r.
FH-5
PALOMAR AIRPORT ROAD
gay 1, 12
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CARLSBAD CORPORATE CENTER
Network Table -Nodes
-i I
Elevation Base Demand Demand Head i Pressure I
Node ID ft GPM GPM ft ! psi i --I I JUlleJ-1 , --,------t--· 159 0 0.00 I 390.00! IO()'09 ... __ .. _----._.-.-.--.--------,.----" .. -------J . '--
JUlleJ-2 141 0 O.OOi I 108.22 I 390.76 i
, , -_ .. _---_ .. ' _ .. --_._----'--390~Oo'l -------'-. -
J unc J-4 168 0 0.00 96.19 .-...... ----. -.--.-._----_. ,-.---1 -.-------.
June N-l 183 0 0.00 390.001 89.69 I . -_ .. -_.-'--------,----.-f.------... ------I June J-3 137.5 0 0.00 392.o0! 110.27
. _._-..... __ ._. __ ._.---------r-' ---'-1-" ----.. . -,,-
June FH-4 186.5 0 0.00 390.00! 88.181
-----~ . . . _---... ... _-------.---1----------"-'---..1-
June FH-3 163.5 0 0.00 390.001 98.14
-. .. _-.. _ ... :-._.--.------1---+-, ... .. _ .. --
JUlle N-II 1 160.6 0 0.00 390.00! 99.40
...... . ....... -. -.--.--.. --.. -------------i--.. -----.---. t-·------.. 1-...... -. JuneN-12 I 136.51 0 0.00 391.66!, 110:56 , .-..... --....... ---.------j---I --,-r----------t---·--· .. ·-··--.. ·t-... -.......
J unc FH-5 i 140.5 0 _~* ___ 3:'L66! ._ 108.83
.. -_.-... _ .. -_. -. -..... --.-~------------.--I---------.. --.-
. Resvr R-2 I 390 #NI A 1116.73 390.00 i 0.00 . . .... ---'-... --,.' .-------1 --r--------,--.---.--_.---.... ---i" .... ... -
Resvr R-I I 392 #NI A . -1116.74 392.00! n.oo
EPA NET 2
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[J
EXISTING PRESSURE ANALYSIS STATIc-~,rpt ~~~~*~*********************************************!~~~~22r*~i~~i~~*~~'
.,', EPANET
h Hydraulic and Water Quality * Analysis for pipe Networks
* version 2.0 . **********************************************************************
Input File: EXISTING PRESSURE ANALYSIS STATIc-2.net
CARLSBAD CORPORATE CENTER
Link -Node Table:
----------------------------------------~------------------------------Length Diamet~r Link
1D
Start
Node
End
Node f-t in .
-------------------------------------------------------------~--------p-2 J-1 J-2 285 i2
p-3 N-11 J-4 165 10
p-4 J-4 N-1 190" 10.
p-7 R-2 J-1 1 .16'
p-1 N-12 J-2 173 12 P _ 8 R -1 J -3 ' 1 : '. 12
p-28 J-1 N-11 45 ' .' ·10·
p-30 N-1 FH-4 35·8
p-29 N-11 FH-3 15 8 p-5 J-3 N-12 12D 12
p-9 FH-5 N-12 15 6
Node Results:
---------------------------------------~-------------------------------
Node Demand Head Pressure Quality:
10 GPM ft psi
--------------------------------------_ .. --------------------~-~-~-----
J-1 0.00 390.00 100.09 0.00 .
J-2 0.00 390.76 108.22 0.00
J-4 0.00 390.00 96.19 0.00
N-l 0.00 390.00 89.69 0.00
J-3 0.00 392.00 110.27 .0.00
FH-4 0.00 390.00 88.18 0.00
FH-3 0.00 390.00 98.14 0.00
N-ll 0.00 390.00 99.40 0.00
N-12 0.00 391. 66 110.56 . 0.00
FH-5 0.00 391. 66 108.83 0.00
R-2 1116.73 390.00 0.00 0.00 Reservoir
R-l -1116.74 392.00 0.00 0.00 Reservoi r'
Page 2
Link Results:
CARLSBAD CORPORATE CENTER
--------------------------------------_._---------------------------~--
Link
10
Flow velocityunit Headloss
GPM fps ft/Kft
Status
---------------------------------~-------------------------~---------~ p-2
p-3
p-4
p-7
p-1
p-8
p-28 p-30
p-29
p-5 p-9
1116.74 0.00
0.00
1116.73
1116.74
1116.74 0.00
0.00
0.00
1116.74 0.00
3.17 0.00
0.00
1. 78 3.17
3.17 0.00
0.00
0.00 3.17
0.00
page 1
2.65
0.00
0.00
0.61 5.24
2.53
0.00
0.00
0.00
2.80
0.00
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E. Hydraulic Analysis Existing W451ter System Dynamic With No
Dom~stic Demand (Plus Fire Flow)
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R-2
P-7
PALOMAR OAKS WAY
EPA NET 2
CARLSBAD CORPORATE CENTER
EXISTING WATER SYSTEM (DYNAMIC)
NO DOMESTIC DEMAND AND WITH FIRE FLOW
P-4
WRIGHT PLACE
P-9 FH-5
R-1 P\-, .-P-8
» PALOMAR AIRPORT ROAD
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8". "References
City of Carlsbad Engineering Standards Volume 2, Potable and Recycled
Water Standards, 2004 Edition.
EPA computer software "EPANET2".
EPANET2 User Manual, EP A/600/R-00I057 September 2000.
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Node ID
June J-1 ------------
June J-2
--.---.-----
June J-4
1---------
June N-l
:-----
June J-3 ---------------
June FH-4
-.... ~, ---~.------.--
June FH-3
,----------
June N-l1 --------
JuncN-12
_.-.
June FH-5
.----
Resvr R-2
--,-_.--.
Resvr R-l
EPANET2
CARLSBAD CORPORATE CENTER
Network Table -Nodes'
Elevation Base Demand Demand
ft GPM GPM
159 0 0.00
141 0 0.00·
168 0 0.00
183 0 ·0.00
137.5 0 0.00
186.5 2575 7467.50
163.5 2575 7467.50
160.6 0 0.00
136.5 0 0.00
140.5 0 0.00
390 #N/A -13798.45
392 #N/A -1136.5'5
Head Pressure
ft psi -
389.93 '100.06
39~.7~ 1---:-'--'-I08'~20
" t-----:..-;-~·---.. _.,
307 .. 251 '.' 60.34
-'-----.-.;.. :-. --. --_.
238.7~.· 24.16·
• 392.0Df-:--:-"-~-I·IO~27
. . .
1,88.9.1 . 1.05
---~~-
307.04 . 62.19
..
344.52 7-9_69 ._._--
391,65 1\·0.56
. ---.---.--,> . . .
391.65 108.82 . __ . ..,.-_._',
390.00 0.00
---"-
.392.00 0.00
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EXISTING PRESSURE ANALYSIS DYNAMIC-2 W-F.rpt
page 1 , 4/4/2007 10:29:43 AM
**********************************************************************
EPA NET
Hydraulic and water Quality
Analysis'for pipe Networks
version 2.0 *********************************************************************~
Input File: EXISTING PRESSURE ANALYSIS DYNAMIC-2 W-F.net
CARLSBAD CORPORATE CENTER
Link -Node Table:
Link
ID
p-2
p-3
p-4
p-7
p-l
p-8
p-28
p-30
p-29
p-5
p-9
Node
Node
ID
J-1 ,
J-2 J-4
N-1
J-3 ,FH-4
FH-3 N-11
N-12
FH-5
R-2 R-1
Results:
page 2
Link Results:
L; nk
ID
p-2
p-3
p-4
p-7
p-1
p-8
p-28
P-30 p-29
P-5 p-9
Start
Node
J-1
N-11
J-4
R-2
N-12
R-l
J-1
N-1
N-11
J-3
FH-5
End Node
J-2
J-4
N-1
J-l
J-2
J-3
N-11
FH-4
FH-3
N-12
N-12
Length Diameter
ft in
285 12
165 10
'190 10
1 16
173 12
1 12
45 10
35 8 'is 8
120 12
15 6
Demand
GPM
Head Pressure Quality
0.00 0.00
0.00
0.00
0.00
7467.50
7467.50 0.00
0.00
0.00 -13798.45
-1136.55
ft psi
389.93 390.71
307.25
238.76
392.00
188.91 307.04 344.52
391. 65
391. 65 390.00
392.00
100.06 108.20
60.34
24.16
110.27
1.05 62.19 79.69
, 110.56
108.82 0.00
,0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00 0.00 Reservoir
, 0.00 Reservoi r
CARLSBAD CORPORATE CENTER
Flow velocityunit Headloss
GPM fps ft/Kft
1136.55
7467.50
7467.50
13798.45
1136.55
1136.55
14935.00
7467.50
7467.50
1136.55
0.00
3.22
30.50
30.50
22.02
3.22
3.22
61.01
47.66
47.6b
3.22
0.00
2.74
225.91
360.47
65.83
5.41
2.62
1009.15
1424.15
2499.11
2.89
0.00
page 1
Status
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EXISTING PRESSURE ANALYSIS DYNAMIC-2 W-F.rpt
page 2
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"I F. Hydraulic Analysis Proposed Water System (Static)
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CARLSBAD CORPORATE CENTER
Day 1, 12:0(
PROPOSED WATER SYSTEM (STATIC)
N-,1
WRIGHT PLACE
PALOMAR OAKS WAY
P-19
-+
R-1 ...
P-1~_27
N-12
P-9 FH-5
;l:<-P-5~
P~8 ~-3
) -PALOMAR AIRPORT ROAD
EPA NET 2
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CARLSBAD CORPOI~ATE CENTER
Network Table -Nodes
Elevation Base Demand Demand Head I Pressure !
Node ID ft GPM GPM ft i .PSI 1
June J-I 159 0 0.00 390.00· 100'.09 ----.--.. ---~ -----------.
June J-2 141 0 0.00 390.53 108.12
1
~--------j-~.-. --.. -.. -.-... '.
June J-4 168 0 0.00 390.12\ 96.24
'------_._. ----j_ .. -.... _. -.. -.
June N-l 183 0 0'.00 390.12 1 89.75
I------.. -------.--------q 0.00
:::1--.----'.-.--. --'-'
June J-3 137.5 0 392.00 I 11027
.:--.... ------------_.------------~----~·--T-· --... -.. --. ~~!~~~~~__ _____ I . 165.31 0 0.00 390.19, 97.45
-----_._ .... \---.--'----. ..
I 0.00\ 390.20\ 97.67 ,June N-4 1 164.8 ~ :.----'.".' ----------------------.1" .. -, - -.. --... -. -.'
June N-5 I 162.7 0 0.00 \ . __ !_~~.,~~,l~ _____ .... :,8 .. ~9, ._. ____ ... __ .. __ . ___ . ___ L --I---.
June N-6 161.1 0 0.00 390.27 99.30 ----_ .. -_. ---------.-
June N-7 160.6 0 0.00 390.41 99.58 _. -------~--_ .... --.-----_ .. ----_.
June N-8 160.5 0 0.00 390.41 1 ,' '99.62 , 1-------........ -
June N-9 160.4 0 0.00 390.421 _____ ._ .. _~.~.6: ----------------_.
June N-I0 160.4 0 0.00 390.42'\' 99.67
1------_.-+--_ .. _--.. --------
June CV-l 169.3 0 0.00 390.19\ 95.71
1---------_. . -~ -, ---_ .. --
I June FH-I 168.8 0 0.00 390.201 95.93
-------._------_._-----+-------_ ...... ...
June CY-2 164.7 0 0.00 390.23 ! 97.72
J-~;~·F-H-:2-· .. -· .----J ----------i---.. -·---. ..
165.1 0 0.00 I 390.27! 97.57
-." . ----_._------_ ..... -------._--_. __ ._.-.. -----1-... -, ... -.. -. -
June CY-3 I 164.6 0 0.00 390.41! 97.84
-.-------.. _-----~---,---:-----.-... ---.
June CY-4 164.5 0 0.00 390.41 97.89
.-.-------1--_ .. _----_. -"'-,
June CY-5 164.4 0 0.00 390.42 97.93 --'----.. -------390.42 J ,. -----.. 97 ~94 June. CY-6 164.4 0 0.00 -----.---.--.-. 1-·-----------_·_--
June FH-4 186.5 0 0.00 390.121 . ' 8S.23
390.03T
.. _,,----... ~ .... -.
June FH-3 163.5 0 0.00 98.15 I -~----.-.-----. I ~~---.--. ---.
JuneN-11. 160.6 0 0.00 390.03 1 99.41
.. _---------
JuneN-12 l..... 136.5 0 0.00 . 391.60[----"--1-.1.0.54
~~i~~~~_~:~=---f ~ ----140.5 0 0.00 391.60+ 1-08.80
160.3l
----------------------_.
JuneN-13 0 0.00 I 390.33, 1:)9.67
·1 EPA NET 2-
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Node ID
June CY-8
-.--.-~-
June CY-7 _._-._,
June N-14
---------.--
June .1-8 -----.~------_.
Resvr. R-2 ------,_._ .. _-----....
Resvr R-J
I EPANET2-
CARLSBAD CORPOI~TE CENTER
,
Elevation Base Demand Demand Head I Pressure
ft GPM GPM oft I psi
160.5 0 0.00 390.33 99.59
-----------.
160.5 0 0.00 390.33 ! 99.59
--------_._----
159.6 0 0.00 390.33 99.98
159.6 0 0.00 390.331 ·-------'99~98
390 #N/A 1220.26
r--'-_.------...... --
390.00 I 0.00
392 #N/A -1220.26
+--.... ------: :--..
392.001 0.00
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PROPOSED PRESSURE ANALYSIS STATIC-2.rpt "
page 1 4/4/2007 11:31:34 AM
**********************************************************************
-{,
EPA NET
Hydraulic and Water Quality
Analysis for pipe Networks
version 2.0
.'(
of:"fr i':"/:"I( "1:1:-;'(* -.':"1: -!: -1:'/: ... ,: "1:** * ... ':* * *-1: '1:"i: '/:* -/:* *** * ** * '1r * "l: '1( * ** * ****'1:** *** **'k"l: ***"'1: "lrat: of: ,)'('"1:*."1:
Input File: PROPOSED PRESSURE ANALYSIS STATIC-2.net
CARLSBAD CORPORATE CENTER
Link -Node Table:
Link
ID
Start
Node End Node Length Diameter ft in-
----------------------------------------------------------------------p-2 J-1 J-2 285' , 12
p-3 N-11 J-4 165 io p-4 J-4 N-1 190 ' 10
p-7 R-2 J-1 1 16 p-1 N-12 J-2 173 12 p-8 R-1 J-3 ,1 12
P-11 J-4 N-3 102 10 p-12 N-3 N-4 15 10 , p-13 N-4 N-5 54 10
p-14 N-5 N-6 47 10
P-15 N-6 N-13 77 10
p-16 N-7 N-8 15 10
P17 N-8 N-9 5 10
p-18 N-9 N-10 15 10
P-19 J-2 N-10 154 10
p-20 N-3 CV-1 40 4
p-21 N-4 FH-1 II' ,6
p-22 N-5 cV-2 40 4
p-23 N-6 FH-2 17 6
p-24 N-7 cv-3 25 4
p-25 N-8 CV-4 25 4
p-26 N-9 CV-5 25 4
p-27 N-10 cV-6 25 4
p-28 J-1 N-11 45 10'
p-30 N-1 FH-4 35, 8
p-29 N-11 FH-3 15 8
p-5 J-3 N-12 120 12
p-9 FH-5 N-12 15 6 p-6, N-13 N-14 43 8
p-17 N-14 CV-7 30 4
p-31 N-13 N-7 103 10 p-32 N-14 J-8 12 l3
p-33 J-8 cv-8 30 4
page 2 CARLSBAD CORPORATE CENTER
Node Results:
---------------------------------------------------~------------------Node Demand Head P,'essure Quality
ID GPM ft psi ----------------------------------------------------------------------J-1 0.00 390.00 100.09 0.00
J-2 0.00 390.53 108.12 0.00
J-4 0.00 390.12 96.24 0.00
N-1 0.00 390.12 89.75 0.00
J-3 0.00 392.00 110.27 0.00
N-3 0.,00 390.19 97.45 0.00
N-4 0.00 390.20 97.67 0.00
Page 1
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N-5
N-6
N-7
N-8
N-9
N-10 cV-l
FH-1
CV-2
FH-2
cV-3
CV-4
CV-5
CV-6
FH-4
FH-3
N-ll
N-12
FH-5
N-13
CV-8
CV-7 N-14
J-8 R-2
R-l
Link Results:
PROPOSED PRESSURE ANALYSIS STATIC-2.rpt·
0.00 390.23 98.59 0.00 0.00 390.27 99.30 0.00
0.00 390.41 99.58 0.00
0.00 390.41 99.62 0.00
0.00 390.42 99.67 0.00
0.00 390.42 99.67 0.00
0.00 390.19 95.71 0.00.
0.00 390.20 95.93 0.00
0.00 390.23 97.72 '0.00
0.00 390.27 97.57 0.00
0.00 390.41 97.84 0.00
0.00 390.41 97.89 0.00
0.00 390.42 97.93 0.00
0.00 390.42 97.94 0.00
0.00 390.12 88.23 0.00
0.00 390.03 98.15 0.00
0.00 390.03 99.41 0.00
0.00 391.60 110.54 0.00
0.00 391.60 108.80 0.00
0.00 390.33 99.67 0.00
0.00 390.33 99.59 0.00
0.00 390.33 99.59 0.00 0.00 390.33 99.98 0.00 0.00 390.33 99.98 0.00
1220.26 390.00 0.00 0.00 Reservoir
-1220.26 392.00 0.00 0.00 Reservoir
-----------------------------------------------------------~----------Link
ID
p-2'
p-3
p-4
p-7 p-1
p-8
P-ll
·p-12
page 3
Link Results:
Flow velocityunit Headloss
GPM fps ft/Kft Status
924.91 2.62 1.87 open
295.34 1. 21 b.55 open
0.00 0.00 0.00 Open
1220.26 1.95 0.73 open
1220.26 3.46 6.17 'open
1220.26 3.46 2.99 open
295.34 1. 21 0.70 open
295.34 1. 21 0.53 open
CARLSBAD CORPORATE CENTER (continued)
---------------------------------------_._-----------------------------
Link Flow velocityunit Headloss Status
ID GPM fps ft/Kft
----------------------------------------------------------------------
P-13 295.34 1.21 0.53 open p-14 295.34 1.21 0.91 open P-15 295.34 1. 21 0.82 open
P-16 295.34 1. 21 0.53 . open P17 295.34 1.21 0.52 open p-18 295.34 1.21 0.52 open p-19 295.34 1.21 0.70 open p-20 0.00 0.00 0.00 open p-21 0.00 0.00 0.00 open p-22 0.00 0.00 0.00 open P-23 0.00 0.00 0.00 open p-24 0.00 0.00 0.00 open p-25 0.00 0.00 0.00 open p-26 0.00 0.00 0.00 open p-27 0.00 0.00 D.OO open p-28 295.34 1.21 0.63 open p-30 0.00 0.00 0.00 open p-29 0.00 0.00 0.00 open
page 2
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p-9
p-6
p-17
p-31
p-32
p-33
PROPOSED PRESSURE ANALYSIS STATIC-2:rpt
1220.26 3.46 3.30 open
0.00 0.00 0.00 open
0.00 0.00 0.00 open
0.00 0.00 0.00 open
295.34 1.21 0.70 open'
0.00 0.00 0.00 Qpen
0.00 0.00 0.00 open
page 3
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G. Hydraulic Analysis Proposed vVater system Dynamic(~o Fire
Flow)
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CARLSBAD CORPORATE CENTER
, Qay 1, 12:0(
PROPOSED WATER SYSTEM (DYNAMIC)
UNDER PEAK HOUR DEMAND (NO FIRE FLOW)
N-1
~.
R-2
WRIGHT PLACE P-30 FH-4
PALOMAR OAKS WAY
P-19
P_1~ P-27
N-12
P-9 FH-5
P-5
PALOMAR AIRPORT ROAD'
EPA NET 2
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Node 10
June J-l
-----.. --~
June J-2 I
-_ .. ----------
June .1-4
i-----.
JuneN-I
------------
Junc J-3 ---_.-------
June N:3
----------
June N-4
------._-.... -
June N-5 ---_._------. ------
JUl1C N-6 ------'-'---.---_·_---_·_-1
June N-7
-.--,----.---.. --.-------I
June N-8 I
-, , .. -. __ .--_.-_._-----
June N-9 .-.-----~-----_._---
JuneN-I0
------_._--.-. ---"---.--
June CY-l -_. -_.---_.-_. ----.-.. -.-
June FH-I
. _.------_._--
June CY-2
--------.--.
JuneFH-2 . ___ , __ v_·~ __ · __ .. __ · __ . __ ._.
June CY-3 -_ .. _._-----.. _ .. __ .---.--
June CY-4
-... -.. ,. --.. ---. ---_._-----
June CY-5
___ v • __ •• -... _. ____ -, __ ._
June CY-6
.. --. --------------
June FH-4
--.---._.-----.--
June FH-3 -----.---------
JuneN-11
. --.---'----.--.. -----
JUl1eN-12
f-.. -.-----.. ----------
June FH-5
""
June N-13
EPANETZ
Network Table -Nodes
Elevation Base Demand Demand
ft GPM GPM
159 0 0.00
141 0 0.00
168 0 0.00
183 0 0.00
137.5 0 0.00
165.3 0 0.00
164.8 0 0.00
162.7 0 0.00
161.1 j--0.00
160.6 0.00 _l. __ ._
160.5 0 0.00
160.4 0 0.00
160.4 0 -0.00:
169.3 1.04 3.02
168.8 0 0.00
164.7 2.39 6.93
165.1 0 0.00
164.6 0.81 2.35
164.5 1.07 3.10
..
164.4 1.07 3.10 --
164.4 0.81 2.35
-~
186.5 0 0.00
163.5 0 0.00
160.6 0 0.00
-
136.~ 0 0.00
140.5 0 0.00
160.3 0 0.00
Head i' Pre~sure I ft ! pSI
I
390.00 : I 100-.09
I --·-----1 ---'--'--'''--. . -
390.53 ! .108.12 1--------390.11 96.24
____ __ -_._ Ow ~ __
390 . .11 i 89.74
--1--------. ----- . I
392.001 110.27
i -----------
390.18 1 97.44
-1--_.---... --.-
390.1 ~j _____ ._._. _~7:_~6
390.211_. __ .. '''''''_ ._~8:~ ~
390.26~ 99.29
·---1---.-·----.. ., ~ .. . .
I 99.57 390.39 1
---_. -'--~. --. . -
390.40! 99.62 ---------j--_. -_. -. -, -.. -.
390.40: 99.66 .. _---._+-.. _._-.... -._ .. -
I
390.4 1'1 99.66 --j -.-.,._-----------.......
390.18 ! 95.71 ---------t=---' -.. .. .. 390.19 95.93 -----_"._.-, 390.21~ 97.71 -..;. .. _ ... -------.-
390.261 97.56 .J ---... --.--..:. -.
390.391 97.84
'" -.-_. -.. -
390.401 97.88 I -_ .... -390.40T·-----97.93 --·----·-----t·---. -. --... -... -.
390.41 i 97.93 ----------_.-.. ; .•. _ ... --
390.11 ! 88.23 .-. -J _____ ._ ... v •• _-_ "-
"'900'" i j . j I 98.15 f----------' ---. .. .
390.03 99.41
. ----.-_ .. ---. -.-. --
391.60 IID.53 -----_. --
391.60 108.80 -----.-.
390.321 99.67
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Elevation Base Demand Demand Head' ' , f' pres'slII'e
Node ID ft GPM GPM "ft' i ' psi , ! ' i~~~_ ~;I::_:~ ~=~+---~ft~=-ic--~~-~-~~;'~~L--::'::
June N-14 159.6 0 0.00 390'.3'2-! ' ,99.97 . -,-_. -' .. -',' -.~ -,-'----, ----.. -------------,----,-------.-----~ .. -",,-:. --~---: ~ ... +-..... , "" '
June J-8 159.6 0 0.00, 390.321:: ,99.97
-, --.-----' -------, -.. -------------'------.-~--.--,--,.J. -.. '. , ' , I 1202.71 390.001 " 0.00.
-1223.57 392,OQI-__ ,~,c' ~,~"'-O~OO Resvr R-2 I 390 ----"--.------.. _-._-_._---'---j-'---------_._---+.
Resvr R-1 I 392
#N/A
#N/A
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PROPOSED PRESSURE ANALYSIS DYNAMIC N-F-2.rpt page 1 4/4/2007 11:34:24 AM
********************************************************************** .... ,
~', E P A N E T "i',
'I: Hydraulic and water Quality * -:: Analysis for pipe Networks "1:
'i" version 2.0
0
Input File: PROPOSED PRESSURE ANALYSIS DYNAMIC N-F-2.net
CARLSBAD CORPORATE CENTER
Length Diameter
Link -Node Table: ----------------------------------------------------------------------
Start
Node
End
Node ft in
----------------------------------------------------------------------285 12 p-2 J-l J-2
p-3 N-l1 J-4 ·165 10
p-4 J-4 N-l 190 10
p-7 R-2 J-1 1 16
p-l N-12 J-2 173 12
p-8 R-l J-3 1 12
p-ll J-4 N-3 102 10
p-12 N-3 N-4 15 10
p-13 N-4 N-5 54 10
p-14 N-5 N-6 47 10
p-15 N-6 N-13 77 10
p-16 N-7 N-8 15 10
p17 N-8 N-9 5 10
p-18 N-9 N-I0 15 10
p-19 J-2 N-I0 154 10
p-20 N-3 cV-l 40 4
p-21 N-4 FH-l 17 6
p-22· N-5 cV-2 40 4
p-23 N-6 FH-2 17 6
p-24 N-7 cv-3 25 4
p-25 N-8 cV-4 25 4
p-26 N-9 CV-5 25 4
.p-27 N-I0 cV-6 25 4
p-28 J-l N-l1 45 10
p-30 N-l FH-4 35 8
p-29 N-ll FH-3. 15 8
p-5 J-3 N-12 120 12
p-9 FH-5 N-12 15 6
p-6 N-13 N-14 43 8
p-17 N-14 cV-7 30 4
p-31 N-13 N-7 103 10
p-32 N-14 J-8 12 8
p-33 J-8 cv-8 30 4
page. 2 CARLSBAD CORPORATE CENTER
Node Results: --------------------------------------_._------------------------------Head pressure Quality Demand
GPM ft psi Node
ID' -------~-----------------------------------------------~--------------100.09 0.00 J-l 0.00 390.00
J-2 0.00 390.53 108.12 0.00
J-4 0.00 390.11 96.24 0.00
N-l 0.00 390.11 89.74 0.00
J-3 0.00 392.00 110.27 0.00
N-3 0.00 390.18 97.44 0.00
N-4 0.00 390.19 97.66 0.00
page 1
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N-S
N-6
N-7
N-8
N-9
N-10 cv-1
FH-1 cv-2
FH-2 cv-3
CV-4
cV-5 cV-6
FH-4 FH-3
N-11
N-12
FH-5
N-13
cV-8
CV-7
N-14
J-8
R-2
R-1
Link Results:
Link
ID
p-2
p-3
p-4
p-7
p-1
p-8
p-11
p-12
page 3
Link Results:
PROPOSED PRESSURE ANALYSIS DYNAMIC N-F-2~rpt
0.00 390.21 98.S8 0.00.
0.00 390.26 99.29 0.00
0.00 390.39 99.S7 0.00
0.00 390.40 99.62 0.00
0.00 390.40 99.66 0.00
0.00 ,390.41 99.66 0.00
3.02 390.18 95.71 0.00
0.00 390.19 95.93 0.00
6.93 390.21 97.71 0.00
0.00 390.26 97.56 '0.00
2.35 390.39 97.84 0.00
3.10 390.40 97.88 0.00,
3.10 390.40 97.93 0.00
2.35 390.41 97.93 0.00
0.00 390.11 88.23 0.00
0.00 390.03 98.15 0.00
0.00 390.03 99.41 0.00
0.00 391.60 110.53 0.00
0.00 391.60 108.80 0.00
0.00 390.32 99.67 0.00
0.00 390.32 99.S8 0.00 0.00 390.32 99.58 0.00
0.00 390.32 99.97 0.00
0.00 390.32 99.97 0.00 ,. 1202.71 390.00 0.00 0.00 Reservoi~
-1223.57 392.00 0.00 0.00 Reserv6ir
Flow velocityunit Headloss
GPM fps ft/Kft Status .
917.98 2.60 1. 84 open-
284.73 1.16 0.52 Open
0.00 0.00 0.00 Open
1202.71 1.92 0.73 Open
1223.S6 3.47 6.20 open
1223.57 3.47 3.02 Open
284.73 1.16 0.66 open
287.75 1.18 0.50 open
CARLSBAD CORPORATE CENTER (continued)
---------------------------------------------------------~------~-----Link Flow velocityunit Headloss Status
ID GPM fps ft/Kft
------~----------------------------------------------------~----------p-13 287.75 1.18 0.50 open
p-14 294.68 1.20 0.91 open p-15 294.68 1. 20 0.82 op~n p-16 297.03 1.21 0.53 Open p17 300.13 1.23 0.54 open p-18 303.23 1. 24 0.55 open p-19 305.58 1.25 0.7'S open p-20 3.02 0.08 0.01 -open p-21 0.00 0.00 0.00 open p-22 6.93 0.18 0.04 open p-23 0.00 0.00 0.00 Open p-24 2.35 0.06 0.01 open p-25 3.10 0.08 0.01 open p-26 3.10 0.08 0.01 Open p-27 2.35 0.06 0.01 open p-28 284.73 1.16 0.58 open p-30 0.00 0.00 0.00 open p-29 0.00 D.OO 0.00 open
page 2
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p-9
p-6
p-17
p-31
p-32
p-33
PROPOSED PRESSURE ANALYSIS
1223.57 3.47
0.00 0.00
0.00 0.00
0.00 0.00
294.68 1.20
0.00 0.00
0.00 0.00
DYNAMIC N-F-2.rpt
3.32 . open
0.00 open
0.00 open 0.00 open
0.70 open
0.00 open
0.00 open
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Maximum Day Demand (Plus Fire Flow) .
15
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CARLSBAD CORPOl~TE CENTER
PROPOSED WATER SYSTEM (DYNAMIC)
-UNDER MAXIMUM DAY DEMAND (PLUS FIRE PLOW)
R-2+-
WRIGHT PLACE
P-21
FH-1 _______ .-
PALOMAR OAKS WAY
P-19
P-9
ill--'\ ..j.:::-
R-1 ' P-8 J-3 PALOMAR AIRPORT ROAD
EPA NET 2
Day 1, 12:0(
N-1
FH-2
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CARLSBAD CORPORATE CENTER
Network Table .. Nodes
I I ! I Elevation Base Demand Demand Head· pf'essure I ! ,
Node ID ft GPM GPM ft I .psi. l'
Junc J-I 159 0 0.00 389.93j·' 1·00.06
. _--.. ~-.. -.------_. ---.,.._+_ ... --_. ----..
J lInc J-2 141 0 0.00 385.271 '105.84
-"-'--~-------' ... -....
326.46\
;
June J-4 168 0 0.00 . . 68·.66.
----.. -.->--_.-------. ..:1-. ____ :_ .... -__ ..
June N-l 183 0 0.00 303.11'! .' '. 52.07
. -------------'--. ·-T--.---'" ~ .
June J-3 137.5 0 0.00 39.1.991 .110 . .:.7 .. -.. -.... - ---.-.---.--. . .' I ~ . .:..~---... -... ...
June N-3 j 165.3 0 0.00 3,20.53 J 67.26
... --" -....... --.------------.: --i----...... '.'. ...
June N-4 , 164.8 0 0.00 319.94: 67:22
... ... -.. --------------;-------~-----.----. r------"-:-:-:-.---..,+ " ..... " .. .. .
~~l~~ ~_-: .. _. ________ .... ___ +__ 1627
1
0 0.00. 32033i 68.30 . q. -+ -"-'--"-"''' -.. -
0.00
. . I
320:98! 69.27 .-'-----+ -'-'-0"-'--"--'-' .~~~~-~~~ _ .. __ .... ---' : :~:~ : 0.00 . 350.871 . 82.44
. -.... ------.-,,--... -.----1-'--'--'-1-' --t-._--. -'-~"--j-.-; -~ ., ... --..
June N-8 160.5 Q 0.00 352.79i ... 83.32 _. -. .. .. -... ----.--'------'---'-'--~----'--_. ------. . -..
./une N-9 160.4 0 0.00 . 353,43l '83.64
--.-._----.--.----_ .. __ .
355:34 r-~~"" -8·4.4i June N-10 160.4 0 0.00 --.. --. -----.--------_. . .. ~~------...... -
./une CV-l 169.3 1.04 1.72 320.531 '" 65.53 ------.--~-.--. 4 -.. -.... -------
June FH-l 168.8 2575 4248.75 276.061 46.48 -.. ---_. __ .. _ .. __ ._._--------1--. ~-:-~ ... ----~
June CV-2 I 164.7 2.39 3.94 320.33t . 67.4.,
~-. __ .--------------_._-I ;----.--;---------.. _---...
June FH-2 I 165.1 2575 4248.75 277'.lo'i. .' -48.53 I -----..... -----_ .... _---_. I . ~-~.-:-: .. ,.-.-:--_ .. -I June CV-3 I 164.6 .81 1.34 350.87: -80.71
-.. _---_.-------·-·------1 --_. ._---.i-.-. -'--'-'--. .' i June CV-4 164.5 1.07 1.77 352.79'j 81'.59
I -.' I --.. -... ----.--------·----r ----r ---~. ~ -: -~ .. --.
June CV-5 164.4 1.07 1.77 353..4JI 81.91 -------------+ ~-.. -:--.--.....
June CV-6 164.4 .81 1.34 355.34 . 82.74
.. --------------'----. ----..,--.. -.
June FH-4 186.5 2575 4248.75 .. 28(j.42 43.30
--.... --. ---.-------------._. --_._----..... -
June FH-3 163.5 2575 4248.75 349.66 .80.66
.-._.-.. --------.... ;.-"'--.--
June N-11 160.6 0 0.00 362.06 87.29 ... ------------------i -\-_ .. _ .. --.... " .
136.5 0 0.00 I JuneN-12 390.16 1·09.91
_ .. .,----------------------------
June FH-5 140.5 0 0.00 390.16 J-OS.18
.. --------,---------------'--r-:-------.--. --. - -
June J-5 I 100 160.3 264.49 337.72 1 103.0·1
EPA NET 2
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CARLSBAD CORPORATE CENTER
! Elevation ! Demand T Head ; Base Demand I Pressure
I I I
Node ID ft GPM GPM ft ! pSI
! 159.6 0 0.00 337.72 j June J-6 _I 77.18
-.--~ -_. --... ----_._-----_ .. _---~ -e--.---------.-------------r --~. . . . -
JuneJ-7 159.6 0 0.00 337.72 i 77.18 --.. -----. -.. --.--.. --------J= --1-._---------j--------. -.
June J-8 160.5 0 0.00 337.721 76.79 _0. _______ ~. ______ . ___ .____ _. --~-.. -----_. --: .. --
. June .1-9 +-160.5 0 0.00 33~ ____ 7~_79 . _ ... -.--.. ---~. _.--.
ResvrR-2 390 #N/A -14504.77 390.00 -0.00 -------.... -" .. _--
I
-------"'-_. --.. ,~ -
Resvr R-I 392 #N/A -2766.59 392.00/ _ 0.00
EPANET2'
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PROPOSED PRESSURE ANALYSIS DYNAMIC W-F-2.rpt
page 1 4/4/2007 11:'28,: 02 AM
**************************************************************~*******
EPA NET
Hydraulic and Water Quality
Analysis for pipe Networks
version 2.0 '. ~
-;':
**********************************************************************
Input File: PROPOSED PRESSURE ANALYSIS DYNAMIC w-F-2.net
CARLSBAD CORPORATE CENTER
Link -Node Table:
----------------------------------------------------~-------~---------Link Start End Length Diamete'r
ID Node Node ft in
------------------------------------------------------~~------T--~----p-2 J-1 J-2 285 ' 12
p-3 N-11 J-4 165 ,:iO
p-4 J-4 N-l 190 " :10
P-7 R-2 J-1 1 i6 '
p-1 N-12 J-2 173 12 p-8 R-1 J-3 '1 12 p-l1 J-4 N-3 102 ',,10 '
p-12 N-3 N-4 15 10
P-13 N-4 N-5 54 10'
p-14 N-5 N-6 47 '10
p-15 N-6 J-5 77 ,10
p-16 N-7 N-8 15 ' 10
Pl? N-8 N-9 5 10
p-18 N-9 N-10 15 10
P-19 J-2 N-10 154 10,
p-20 N-3 cv-1 40 4
p-21 N-4 FH-1 17 6 p-22 N-5 CV-2 40 4 p-23 N-6 FH-2 17 6
p-24 N-7 cv-3 25 4
p-25 N-8 cV-4 25 4
P-26 N-9 cV-5 25 '4
P-27 N-10 CV-6 25 .4 p-28 J-1 N-11 45 ' 10
p-30 N-1 FH-4 35 8 p-29 N-11 FH-3 15 8:
P-5 J-3 N-12 120 12,
p-9 FH-5 N-12 15 6 p-10 J-5 N-7 103 10 p-17 J-5 J-6 43 '8 P-31 J-6 J-7 12 8 p-32 J-6 J-8 30 4. p-33 J-7 J-9 30 '4
page 2 CARLSBAD CORPORATE CENTER
Node Results:
---------------------------------------------------~-----------------~ Node
ID
J-1
J-2
J-4
N-1
J-3
N-3
N-4
Demand
GPM
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Head Pressure Quality
ft psi
389.93 100.06 0.00
385.27 105.84 0.00 326.46 68.66 0.00 303.17 52.07 0.00 391. 99 110.27 0.00
320.53 67.26 ',0.00
319.94 67.22 0.00
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N-5
N-6
N-7
N-8
N-9
N-10
cV-1
FH-1
cv-2
FH-2
cV-3
cV-4
cV-5
cV-6
FH-4
FH-3
N-ll
N-12
FH-5
)-5
)-6
)-7
)-8
J-9
R-2
R-l
Lil}k Results:
Link
.10
p-2
p-3
p-4
p-7
p-1
p-8
p-ll
p-12
page 3
Link Results:
PROPOSED PRESSURE ANALYSIS DYNAMIC W-F-2.rpt
0.00 320.33 68.30 0.00
0.00 320.98 69.27 0.00
0.00 350.87 82.44 0.00
0.00 352.79 83.32 0.00
0.00 353.43 83.64 0.00
0.00 355.34 84.47 0.00
1.72 320.53 65.53 0.00
4248.75 276.06 46.48 0.00
3.94 320.33 67.43 0.00
4248.75 277.10 48.53 0.00
1.34 350.87 80.71 0.00
1.77 352.79 81.59 0.00
1.77 353.43 81;91 0.00
1.34 355.34 82.74 0.00
4248.75 286.42 43.30 0.00
4248.75 349.66 80.66 O.DO 0.00 362.06 87.29 0.00
0.00 390.16 109.91 0.00
0.00 390.16 108.18 0.00
264.49 337.72 103.01 ·0.00
0.00 337.72 77.18 0.00
0.00 337.72 77.18 0.00
0.00 337.72 76.79 0.00
0.00 337.72 76.79 0.00
-14504.77 390.00 0.00 0.00 Reservoir
-2766.59 392.00 0.00 0.00 Reservoir
Flow velocityunit Headloss
GPM fps ft/Kft
Status
2970.62 8.43 16.33 open
7285.40 29.76 215.75 open
4248.75 17.36 122.57 open'
14504.77 23.15 72.20 open
2766.59 7.85 28.23 open
2766.59 7.85 13.64 open
3036.65 12.40 58.11 open
3034.93 12.40 39.33 open
CARLSBAD CORPORATE CENTER
(continued)
Link Flow velocityunit Headloss Status
10 GPM fps ft/Kft
----------------------------------------------------------------------
p-13 1213.82 4.96 7.20 open
p-14 1217.76 4.97 13.79 open
p-15 5466.51 22.33 217.50 open
p-16 5732.34 23.42 127.70 open
pI7 5734.11 23.42 127.77 op~n
p-18 5735.87 .23.43 127.85 open
p-19 5737.21 23.44 194.35 open
p-20 1.72 0.04 0.00 Open
p-21 4248.75 48.21 2581.19 open
p-22 3.94 0.10 0.02 Open
p-23 4248.75 48.21 2581.19 Open
p-24 1.34 0.03 0.00 open
p-25 1.77 0.05 0.00 Open
P-26 1.77 0.05 0.00 open
p-27 1.34 0.03 0.00 open
P-28 11534.15 47.12 619.38 open
p-30 4248.75 27.12 478.44 open
p-29 4248.75 27.12 826.43 open
page ;Z
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p-5
p-9
p-10
P-17
p-31 p-32
p-33
PROPOSED PRESSURE ANALYSIS DYNAMIC W~F-2.rpt
2766.59 7.85 15.23. Open
0.00 0.00 0.00 open
5731.01 23.41 127.65 open 0.00 0.00 0.00 open
0.00 0.00 0.00 open
0.00 0.00 0.00 open
0.00 0.00 0.00 open
page 3
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I. Hydraulic Analysis Head Loss Coefficients Design Parameters
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CARLSBAD CORPORATE CENTER
HYDRAULIC ANALYSIS LOSS COEFFICIENT
Loss Coefficient I Node Gate I Tee I 45-Deg I Total
Number Valve Elbow
P-1 0.2 ,'0.2 .
P-2 0.2 0.2
P-3 0.2 0.2
P-4 0.2 1.8 2.0 '
P-5 0.2 0.2 '
P-6 0.8 "0.8
P-9 0.2 0.6 0.8
P-11 0.2 0.6' 0.8
P-14 0.8 . '0 .. 8
P-15 0.2 O.S 1:0 .. , " P-19 0.2 ,0.6 0.4 1-.2
P-21 0.2 0.6 0.8
P-23 0.2 0.6 0.8 '
P-28 0.2 0.2
P-29 0.2 0.6 0.8
P-30 0.2 0.6 0.8
P-31 0.8 0.-8
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J. EPANET 2 Software Information
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C EA.A United States EPAl60'O/R-00I057 o "Environmental Protection Agency Septemb~r 2000
USERS M)~NUAL
By
Lewis A. Rossman
Water Supply and Water Resources Division
National Risk Management Research Laboratory
Cincinnati, OH 45268
NATIONAL RISK MANAGEMENT RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI,OH 45268 .
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Table 3.1 Pipe Headloss Fonnulas for Full Flow
(for headloss in feet and flow rate in cfs)
Resistance Coefficient Flow Exponent
Formula (A) (B)
Hazen-Williams 4.727 e L852 d4 .871 L 1.852 -
Darcy-Weisbach 0.0252 f(E,d,q)d-5L 2
Chezy-Manning 4.66 n2 d-5.33 L 2 -Notes: C = Hazen-Williams rougbness coefficient
E = Darcy-Weisbach roughness coefficient (ft)
f = friction factor (dependent on e, d, and q)
n = Manning roughness coefficient
d = pipe diameter (ft)
L = pipe length (ft)
q = flow tate (cfs)
Table 3.2 Roughness Coefficients for New Pipe
Material Hazen-Williams C Darcy-Weisbach e Manning!s'n
(unitless) (feet x 10-3) (unitless) -Cast Iron 130 -140 0.85 0.012 -0.015
Concrete or 120 -140 1.0 -10 0.012 -0.017
Concrete Lined
Galvanized Iron 120 0.5 O.oI5-0.017
Plastic 140 -150 0.005 0.011 -0.015
Steel 140 -150 0.15 0.Ql5 -0.017
Vitrified . Clay 110 0.013 -0.015
Pipes can be set open or closed at preset times or when specific conditions exist, such
as when tank levels fall below or above certain set points, or when nodal pressures
fall below or above certain values. See the discussion of Controls in Section' 3.2.
Minor Losses
Minor head losses (also called local losses) are caused by the added turbulence that
occurs at bends and fittings. The importance of including such losses depends on the
layout of the network and the degree of accuracy required. They can be accounted for
by assigning the pipe a minor loss coefficient. The minor headloss becomes the
product of this coefficient and the velocity head of the pipe, i.e.,
("/ J h~ = K 2g
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where K = minor loss coefficient, v = flow velocjty (Lengtbffime), and g ==
acceleration of gravity (Lengtb/Time2). Table 3.3 provides minor loss coefficients for
several types of fittings. " '
Table 3.3 Minor Loss Coefficients for Selected FittiJ:lgs
FITTING LOSS COEFFICIENT
Globe valve, fully open 10.0 -
Angle valve, fully open 5.0
Swing check valve, fully open 25 "
Gate valve, fully open 0.2
Short-radius elbow 0.9
Medium-radius elbow .-0.8
Long-radius elbow 0.6 .-'
45 degree elbow 0.4
Closed return bend 2.2 ;
Standard tee -flow through nm 0.6
Standard tee -flow through branch 1.8
Square entrance 0.5
Exit 1.0
Pumps
Pumps are links that impart energy to a fluid thereby raising its hyckaulic head. The
principal input parameters for a pump are its start and end nodes and its pump' curv~
(the combination of heads and flows that the pump can produce). In lieu of a pump
curve, the pump could be represented as a constant energy device, one that supplies ,a
constant amount of energy (horsepower or kilowatts) to the fluid for all, c9mbinations
of flow and head.
The principal output parameters are flow and head gain. Flow through. a pump i~ .
unidirectional and EP ANET will not allow a pump to operate outside the range .ofits
pump curve.
Variable speed pumps can also be considered by specifying that their speed setting be
changed under these same types of conditions. By definition, the original pump
curve supplied to the program has a relative speed setting of 1. If the 'pump 'speed
doubles, then the relative setting would be 2; if run at half speed, the relative ,setting
is 0.5 and so on. Changing the pump speed shifts the position and shape of the pump
curve (see the section on Pump Curves below).
As with pipes, pumps can be turned on anci off at preset times or when certain'
conditions exist in the nehvork. A pump's operation can also be described by
assigning it a time pattern of relative ~peed settings. EP ANET can also compute the
32
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K. Thrust Anchor Calculation
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l \0 pS,
o Z·I .... Co
-r -::-(). tS 0 ·-ftr ( l \. D ') ( l 0 ~ ) ( £( ~~ Z(t?«(P /1-. )
\ . ~T~ 30110 \\0
3,,2--Gr
USE:
, J i \. 4')< 6' >~. t ·.S .
I~-----------------~--~
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.. t '.
24'1
, TRENCH WIDTH ,
I "f l' 3" T~1f W I
If' , I
~W 8 "Il?
-.----r-•.• ' e: .' ... : 1
~m ::: :; ::.:'; \ I I II ( :.-<;:: ; I:..
iI::::JII~:'::"'" \ '&~ \ ,.,:::~>~ ~~RENCH rn= t .~:.~ l @f2 -4 -1 .;"·i.::·:·· f 80T 0 A I ~iT ;; :';::: ~ ~v \:. :.~\~~., .' I
~':' ' " '-f--.l/.": •. ' .rr.-:.: ~: . . ' '" ~>'::~,=;':: T .:'~~. ;,;=, T , .. ri~:t:::~-< ;~ C W'
)1t.: " .. ~, ... ;" .. , .. ; , ·.r··· .• ···I~i·ll~i·T:-L--"--
#4@12" oc EA FAC~-#6@12" OC EA FACE
---.:r;~..ttv. '('f' ":'. '. " ~' 1 •.• " ,'. " 1=1111-=1 Lt:=111 I-=n t::: . -= . 'i' ,,::.~: :.~·1~IFrrFm"""=. -II ~ .'.: , ..•. 1-"11 p. -' ... "
4 --111=:::11 r----. .
2 #4 EACH FACE & 2 #6 EACH FACE &
EACH SIDE OF PIPE EACH SIDE OF PIPE
ANCHOR BLOCK SECTION ANCHOR BLOCK ELEVATION
, 10' MIN. "I 45' TYP
;: 5' I V ~ .:: 1
AI liB
2 ~
10' MIN. 45' TYP
SLOPE SECTION
45)' TYP, r;:--;;-
. . . .
3
2
/-, / ,
--=7
/ \ OBSTACLE
ITEM
2
2 ~
DIP SECTION
I \./
f 1.,./ I r
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\ I \ I '-~ 12"
DESCRIPTION
STEEL PIPE, CML&C, WELDED JOINTS'
FLANGE X PUSH JOINT ADAPTOR
3 CONCRETE ANCHOR BLOCK WITH REINFORCING STEEL
4 1" THICK X 3" HIGH WELD STL RING
PIPE AISI·?jD ' \\
SIZ.E A-\~
4" ' \
ALL DIt.4ENSrONS .B:::2,0
6" .cALC))LA TEf:> . I
8"· BY ·ENGINEER .6:: \1?
10" AND SUBMITTED y::::-4/0\
12" . FOR APPROVAL
2
SPEC/DWG
REV. APPROVED DATE CARLSBAD MUNICIPAL VyATER DISTRICT ~L o/~ 6-04 '
I-----+----t---IWELDED STEEL PIPE SECTION WITH THRUST CITY -ENGINEER DATE •.
WALLS FOR SLOPES AND DIPS STANDARD ,owe. NO. W34