HomeMy WebLinkAboutSWMM Analysism
X
2
m
0
a
ao
mH
eaw
m
i
wZ
wZ
nZ
tm
wm��n
-m
Dm
p
>0
c
Q
,mDs�
N
(vD0i
:6
NODE0
IDENTI
FICATION0
a
a '
0
a°
�
p.
n
66
6
W6
m0a>m
n0
�0
o
o
Lo
o
a
�0
m
�>"
DRAINAGE AREA
QL
o
o
Wv,
�.U1,�
g
t00000000�H
^IMPERVIOUS
tno.tJn
.tJnm0000�oW
o>o
00000000000000000000
00...ii000�
COVER
c
m
T
Ntn
ODrn
QDA
AJ
O�I>
W
W
_'A
rn»
W
00>w
V
A
t0
m
m
m
t0
O
fD
m
m
K)
>
m"
W
i
CJ
iO
IV
W
m
m93
IV
m
n
y
Q10
d
W
O
J
m
m
m
A
m
N
W
N
N
W
m000
m
rnrn>t0>
W
W
tD
W
m
mmN
OQ
A
W
m
A
�Ot'0O
y
Q2$
tm0
J
00i
ton
�m
A
V
N
0
N
N
NrnJ�>�AAO
N
A
O
O
m
H
1OO
tW0
m
N�OAI
W
o
N
tOD�m
j
N
UNi
A
W
W
m
(0
A
N
m
m
J
m
m
_
COD
�°
c
PIPE OUTFALL
n
a
�
a
0
0
0
0
0
o
cno
mmmm
N>
>
W
N>
rr
W
m
A
>
+
+
+
+
+
+
m
m
+
a
aa3m
=km
m
atwo
A®
J°i
40
OVERLAND
OUTFLOW
omm�rn��w�
N
J
V
V
V
J
J
J
v
v
J
J
V
V
J
J
v
J�
N
V
V
N
J
?
OP OF GROUND
A
m
m
J
m
J
A
A
A
A
A
p
-,1
p
rn
rn
A
O
m
m
A
O
O1oomtwo
0o
aoo
�'
00
ELEVATION
tNnmmwotwnon0iw000
N@
JJ
JJ
vm
V
v
v1
V
Nvm
N
V
Y
tO�(T
W
N
Nc0>
O
t0
V
0)Jm
t0Of0
3
INVERT
m
rn
V
Ot0
W
m
m
O1
o
o
w
m
m
w
rn
w
rnio
o
0
0
t^
o
o
t"
0
0
�"--
ELEVATION
to
m
to
m
N
w
m
w
w
ow",N
No Storage is Provided at These Junctions
x
A
OLUMEE
NN
NNNNNN
N
NNNNN
NN
NNN
PEAK 10 YEAR
TW
tOJmmA
A
W
(OJ
WO
rm,_011
O;
.S. ELEVATION
m
m»moW
N
V>
A>
w
A
o000o0
0
^PEAK
IO YEAR
No Storage is Provided at These Junctions
m
N
N
m
O
O
0
o
.�STORAGE
DEPTH
q+
tWJ
010 PIPED -
�++
Yi
tN0
m
m
J
v.
A
m
J m
DISCHARGE
NIV
A
iJ>m
A<n
Ommm
.tmo
m O
N
OA
4,104
4
V
mom
N N
Q10 OVERLAND
0000000000
o
O
w
cn
o
rn
0
omi�omi
torn
DISCHARGE
C
O
O
O
O
O
O
O
O
O
O
O
J
O
0
0
Am
.O10
i
>�m
ow
m
m
O
000
00000000>WOWN
mW
ONim
WO
cow
N
N
N
N
N
N
N
N
N
NNN
N
NIrM-
NN
N
N
N
3
PEAK 25 YEAR
OoNW
�0
.S. ELEVATION
Tt0
mlJmO
to
t0mm
mN
m
m
mm0>JA
0
0
0
0
0
0
0
o
PEAK 25 YEAR
00
�
m
w
o0
w
a
0
No Storage is Provided at These Junctions
STORAGE DEPTH
Q25 PIPED
rn
m
74
cn
N
m
p
w
Jo
DISCHARGE
so
C.rn
i
W
W
m
A
w"w-+tD>
m
O�>t00Am
Om
mm>m
J
Q25 OVERLAND
c
Opp
wN>0000m
Co.
om0
w.nJi
0CCCoo(oo
0)
co
DISCHARGE
G
O
O
i
m
-I
0
0
6
0
0
N
m
i0
m
m
m
0
O
O
(O
A
-�
.ttOi,,nJi
O
O
OOOA>
V
OOOOOO.J
A
O
W
m
tON
O
Ato
J
W
N
N
N
N
NN
N;N
100 YEAR
JAfOJ
Jo
Jm
J'
m
0J`W.S.
J
J
�PEAK
ELEVATIONm
>Of0mmm
m
wu
0m>J
W
m>
w
m
rn
o
0
0
0
o
0
o
PEAK 100 YEAR
No Storage is Provided at These Junctions
two
w
m`
A
w
A
w
STORAGE DEPTH
N
t"'J
rn
rn�rnrn0to
Q100 PIPED
m
0
mrn
0o
m
^'
0
m
A
0
0
A
A
t0
W
E.
DISCHARGE
o
o
rn
u,
p
o
0
0
0
0
0
0
o
W
0
a
0
0
0
'o
m
o
N
0100 OVERLAND
0
00
o
m
�'0
00
0
0
0�
o
m
o
o
�°
koo
DISCHARGE
'oo
o
A
w
m
0
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-25exixP
Current Directory: C:\XPS\XP-UDD-1
Executable Name: C:\XPS\XP-UDD-1\swmmengw.exe
Read 0 line(s) and found 0 items(s) from your cfg file.
=___jXP-SWMM2000
Storm water Management Model
Version 8.05
I Developed by
I %P Software Inc. and Pty. Ltd. I
Based on the U.S. EPA
Storm Water Management Model Version 4.90
Originally Developed by
Metcalf 6 Eddy, Inc.
University of Florida
Camp Dresser d McKee Inc.
September 1940
EPA-SWMM is maintained by
Oregon State University
I Camp Dresser s McKee Inc I
XP Software October, 2000
Data File Version ---> 10.5
Input and Output file names by SWMM Layer
Input File
to Layer N 1 JIN.US
Output
File to Layer k 1 C:\XPS\XP-UDD2000\stewart-25ext.int
Input File
to Layer N 2 C:\XPS\XP-UDD2000\stewart-25exLint
Output
File to Layer M 2 JOT.US
Number
of
8ubcatchments in the Runoff Block (NW)....
9
Number
of
Channel/Pipes in the Runoff Block (NG)....
0
Runoff
Water
quality constituents (NRQ).............
0
Runoff
Land
Uses per Subcatchment (NLU).............
0
Number
of
Elements in the Transport Block (NET).....
0
Number
of
Storage Junctions in Transport (NTSE).....
o
Number
of
Input Hydrographs in Transport (NTH)......
o
Number
of
Elements in the Extras Block (NEE)........
20
Number
of
Groundwater Subcatchments in Runoff (NGW).
0
Number
of
Interface locations for all Blocks (NIE)..
20
Number
of
Pumps in Extran (NEP).....................
0
Number
of
Orifices in Extran (NEO)..................
0
Number
of
Tide Gates/Free Outfalls in Extran (NTG)..
1
Number
of
Extran Weirs (NEW) ........................
1
Number
of
son hydrograph points .....................
1441
Number
of
Extran printout locations (NPO)...........
o
Number
of
Tide elements in Extran (NTE).............
1
Number
of
Natural channels (NNC)....................
5
Number
of
Storage junctions in Extran (NYSE)........
0
Number
of
Time history data points in E%iran(NTVAL)-
0
Number
of
Variable storage elements in Extran (NVST)
0
Number
of
Input Hydrographs in Extran (MEN).........
0
Number
of
Particle sizes in Transport Block (NPS)...
0
Number
of
User defined conduits (NHW)...............
39
Number
of
Connecting conduits in Extran (NECC)......
20
Number
of
Upstream elements in Transport (NICE).....
10
Number
of
Storage/treatment plants (NSTU)...........
0
Number
of
Values for R1 lines in Transport (NRl)....
0
Number
of
Nodes to be allowed for (NNOD)............
20
Number
of
Plugs in a Storage Treatment Unit.........
1
RUNOFF TABLES IN THE OUTPUT FILE.
These are the more important tables in the output file.
You can use your editor to find the table numbers,
for example: search for Table R3 to check continuity.
This output file can be imported into a Word Processor
and printed on US letter or A4 paper using portrait
mode, courier font, a size of 8 St. and margins of 0.75
Table RI - Physical Hydrology Data
Table R2 - Infiltration data
Table R3 - Raingage and Infiltration Database Names
Table R4 - Groundwater Data
Table R5 - Continuity Check for Surface Water
Table R6 - Continuity Check for Channels/Pipes
Table R7 - Continuity Check for Subsurface Water
Table R8 - Infiltration/Inflow Continuity Check
Table R9 - Summary Statistics for Subcatchments
Table RID - Sensitivity anlysis for Subcatchments
Waterwood Condominiums - Owner: Jim Stewart
Appendix A3 A3_I
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
#####0####44#######90#000####8#############
# RUNOFF SOH CONTROL #
4#############0###################09#######
SnOwmelt parameter - ISNOW....................... 0
Number of rain gages - NROAO..................... I
Quality is not simulated - KWPLTY................ 0
Default evaporation rate used - IVAP............. 0
Hour of day at start of storm - NHR.............. 0
Minute of hour at start of storm - NMN........... 0
Time TZERO at start of storm (hours) ............. 0.000
Use U.S. Customary units for most 1/0 - METRIC... 0
Runoff input print control... o
Runoff graph plot control.... 0
Runoff output print control.. 0
Limit number of groundwater convergence messages to 10000
Month, day, year of start of storm is: 1/ 1/ 1
Wet time step length (seconds)....... 60.0
Dry time step length (seconds)....... 600.0
Wet/Dry time step length (seconds)... 60.0
Simulation length is...... 24.0 Hours
#########le#Rainfall Inter######
% Variable Rainfall intervals #
----> Start/End/Time in Minutes <----
Event <_-= Start Time =____> <____= Start Time =____> Duration
No. Year Mtn Day Hr Min Sec Year Mth Day Hr Min Sec (mine)
1 1970 1 1 0 0 0 1970 1 1 0 5 0 5.00
2 1970 1 1 0 5 0 1970 1 1 9 0 0 415.00
3 1970 1 1 7 0 0 1970 1 1 9 25 0 145.00
4 1970 1 1 9 25 0 1970 1 1 10 25 0 60.00
5 1970 1 1 10 25 0 1970 1 1 11 5 0 20.00
6 1970 1 1 11 5 0 1970 1 1 11 10 0 5.00
0 1900 1 1 11 10 0 1970 1 1 11 30 0 10.00
8 1970 1 1 11 30 0 1900 1 1 12 50 0 5.00
9 1970 1 1 12 50 0 1970 1 1 13 0 0 10.00
10 1900 1 1 13 0 0 1990 1 1 13 5 0 5.00
11 1900 1 1 13 5 0 1900 1 1 13 25 0 20.00
12 1900 1 1 13 25 0 1900 1 1 13 50 0 25.00
13 1970 1 1 13 50 0 1970 1 1 14 50 0 60.00
14 1970 1 1 14 50 0 1970 1 1 17 15 0 145.00
15 1970 1 1 19 15 0 1970 1 2 0 0 0 405.00
Rainfall printout for gage number.... 1
Time(mn) Rain(in) Time(mn) Rain(in) Time(mn) Rain(in) Time(mn) Rain(in)
0.00 0.0100 5.00 0.0200 420.00 0.0300 565.00 0.0400
625.00 0.0500 645.00 0.0700 665.00 0.0800 600.00 0.0900
680.00 0.1000 690.00 0.1400 695.00 0.1500 700.00 0.1700
'05.DD 0.2800 710.00 0.3300 715.00 0.5400 720.00 0.7500
325.00 0.3700 730.00 0.3000 335.00 0.1900 740.00 0.1600
745.00 0.1400 750.00 0.1100 755.00 0.1000 460.00 0.0900
765.00 0.0600 070.00 0.0700 780.00 0.0500 785.00 0.0400
805.00 0.0300 830.00 0.0200 890.00 0,0100 1035.00 0.0100
Table RlAl.
NN#####e#.S#########Nggeeee#########%#%#%%#q###
# U H CAT C H M E N T D A T A #
# Physical Hydrology Data #
M#r#t#####q###############N#NNNend#################
Deprs Deprs Print
Per- -sion -sion Zero
Subcatdvnent Channel Width Area cent Slope Stonge Strge Data.
Number Name or inlet ft ac Impery ft/ft Impry Pery Impry Pere -ticn
i66 1 PASWC#1 PASWC 830.00 19 310 57.80 0.011 0 0200.02060.000 0.000 0.00
2 NC3#1 NC3 185.00 2.1000 5.00 0.011 0.020 0.020 0.000 0.000 0.00
3 NC2#1 NOT 80.000 .33900 10.00 0.011 0.020 0.020 0.000 0.000 0.00
4 EA101 RAI 330.00 4.2800 0.00 0.013 0.020 0.020 0.000 0.000 0.00
5 EA1#2 EA1 80.000 .31400 0.00 0.011 0.020 0.020 0.000 0.000 0.00
6 EA3#1 SAY 110.00 1.7460 0.10 0.013 0.020 0.020 0.000 0.000 0.00
T EA4#1 EA4 140.00 1.4000 0.10 0.011 0.020 0.020 0.000 0.000 0.00
8 EAS#1 EAS 100.00 .96800 0.10 0.005 0.020 0.020 0.000 0.000 0.00
9 EA2#1 EA2 290.00 5.9100 0.00 0.010 0.020 0.020 0.000 0.000 0.00
Appendix A3 A3-2
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
#####N8#88####N##N##kk8#############N###RNNNNNNNN######kkNN##NN########N###NNNNN############
# Table R2. SUBCATCHNINT DATA
#
# Infiltration Data
#
# Infiltration Type In£1 #1 Infl #2
Infl #3
Infl #4 #
# SCS -> Comp IN Time Cone
Shape Factor
Depth or Fraction #
# SPUR -> Comp IN Time Cone
N/A
N/A #
# Green Ampt -> Suction Hydr Cond
Initial MD
N/A #
# Horton -> Max Rate MSn Rate Decay
Rate (1/sec)
N/A #
# Proportional -> Constant N/A
N/A
N/A #
# Initial/Copt Loss -> Initial Continuing
N/A
N/A #
# Initial/Proportional-> Initial Constant
N/A
N/A #
# Laurenson Paramters -> B Value Pervious Impervious
Cone
Exponent #
##################################N###############################################R######N##
Subcatchment Infl Intl In£1
Intl
Number Name 0 1 # 2 # 3
66
# 4
2 3 1 YASWC#1
90.4040 0.3333 484.0000
0.2000
2 NC3#1 80.9000 0.1667 484.0000
0.2000
3 NC2#1 81.8000 0.1667 484.0000
0.2000
4 EA1#1 80.0000 0.1661 484.0000
0.2000
5 RA1#2 80.0000 0.1667 484.0000
0.2000
6 EA3#1 80.0160 0.1667 484.0000
0.2000
7 EA401 80.0180 0.1664 484.0000
0.2000
8 EA501 80.0180 0.1664 484.0000
0.2000
9 EA2#1 80.0000 0.1917 484.0000
0.2000
############R3.
S#####8#HEN####A###########################
# Table A3. DATA
#
Rainfall
# Rainfall and Infiltration Database Names #
Subcatchment Gage Infltrn Routing
Rainfall Database Infiltration Database
Number Name No Type Type
mi1LPASWC#1
Name
Name
I SCS Method SCS curvilinear
PH 25YR
3SL---_------====®es
2 NC3#1 1 SOS Method SCS curvilinear
PH 25YR
3 NC241 1 SCS Method SCS curvilinear
PH 25YR
4 EA1#1 1 SCS Method SCS curvilinear
PH 25YR
5 EA1#2 1 SCS Method SCS curvilinear
PH 25YR
6 EA3#1 1 SCS Method SCS curvilinear
PH 25YR
9 EA4#1 1 SCS Method SCS curvilinear
PH 25YR
8 EA5#1 1 SCS Method SCS curvilinear
PH 25YR
9 RACK 1 Sc5 Method SCS curvilinear
PH 25YR
Total Number of Subcatchments... 9
Total Tributary Area (acres).... 31.37
Impervious Area (acres)......... 8.41
Pervious Area (acres)........... 22.95
Total Width (feet) .............. 2205.00
Percent Imperviousness.......... 26.82
####N#N#######N################################kk8#
# S U H C A T c H M E N T D A T A #
# Default, Ratio values for sub catchment data #
# Used with the calibrate node in the runoff. #
# - width 2 - area 3 - impervious § #
4
# 4 - slope 5 - imp - pery -In" #
9
q - imp ds 8 - pery ds 9 - let infil #
#10 - Ind infil it - Ord infil #
##N#NNNMNNMN#####################kMMMM###fl#########
column 1 2 3 4
5 6
7 8 9
10 11
Default 0.0000 0.0000 0.0000 0.0000 0.0000
0.0000
0.0000 0.0000 0.0000
0.0000 0.0000
Ratio 1.0000 1.0000 1.0000 1.0000 1.0000
1.0000
1.0000 1.0000 1.0000
1.0000 1.0000
a Hydrogranhs will be stored for the following 8 INLETS +
PASWC NIP NC2 EP.1 EA3 EA4
HAS EA2
+ Quality Simulation not included in this run
. Precipitation Interface File Summary a
a Number of precipitation station.... 1 +
Location Station Number
----------------------
1. 1
.........+++++rtar+...aaa..........::..++:++++++
+ End of time step DO -loop in Runoff `
Final Data (M./Day/Year1/ 2/ 1
Total number of time steps = 1441
Appendix A3 A3-3
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Final Julian Data s 1002
Final time of day 0. seconds.
Final time of day 0.00 hours.
Final running time = 24.0000 hours.
Final running time = 1.0000 days.
` Extrapolation Summary for Watersheds '
* Explains the number of time steps and iterations '
* used in the solution of the subcatchments. +
+ # Steps ==> Total Number of Extrapolated Steps `
` # Calls =_> Total Number of OVERLND Calls
....................... ............a...+... «aa......
Subcatchment # Steps # calls Subcatchment # Steps # Calls
-------------
------- ------ --------
PASWC#1 0 0 NC3#1
--------
0 0
NC2#1 0 0 EA1#1
0 0
EA1#2 0 0 EA3#1
0 0
EA401 0 0 EA5#1
0 0
EA2N1 0 0
###a######8inputusummary#######un8#s#Continuity
Chec#u#u#
# Rainfall input summary from Runoff Continuity Check
q
########C###888NNNCNggq#yy#######m##m8####q#quuqusgN#NMMu
Total rainfall read for gage # 1 is 4.6100
i
Total rainfall read for gage # 1 is 1035.00
minutes
` Table R5. CONTINUITY CHECK FOR SURFACE WATER
* Any continuity error can be fixed by lowering the *
+ wet and transition time step. The transition
time *
' should not be much greater than the wet time
r.....++a++.++aaa«aaaaaaraar♦...r.+.+++++a+a+rr++++aaaaaaa+a
step. *
Inches over
cubic feet
Total Basin
Total Precipitation (Rain plus Snow)
5.260434E+05
4.620
Total Infiltration
1.819355E+05
1.598
Total Evaporation
O.o00000E+00
0.000
Surface Runoff from Watersheds
3.460201E+05
3.039
Total Water remaining in Surface Storage
O.00oo00E+00
0.000
Infiltration over the Pervious Area...
1.819355E+05
2.184
Infiltration + Evaporation +
Surface Runoff + Snow removal +
Water remaining in Surface Storage +
Water remaining in Snow cover.........
5.2E+05
4.637
Total Precipitation + Initial Storage.
5.26043460439E+OS
4.620
The error in continuity is calculated as
` Precipitation + Initial Snow Cover '
+ - Infiltration
`Evaporation - Snow removal
`Surface Runoff from Watersheds
*water in Surface Storage -
*Water remaining in Snow Cover
* Precipitation + Initial Snow Cover
Percent Continuity Error ............... -0.364
' Table RE. continuity Check for Channel/Pipes
`
' You should have zero continuity error
*
' if you are not using runoff hydraulics
*
Inches o
cubic feet
Total Basin
Initial Channel/Pipe Storage ................
0.000000E+00
0.000
Final Channel/Pipe Storage. .................
0.0o00O0E+00
0.000
Surface Runoff from Watersheds. .............
3.460201E+05
3.039
Groundwater Subsurface Inflow. ..............
O.000000E+00
0.000
Evaporation Loss from Channels ..............
0.000000E+00
0.000
Channel/Pipe/Inlet Outflow...._ ...........
3.460201E+05
3.039
Initial Storage + Inflow.. ..................
3.960201E+05
3.039
Final Storage + Outflow..... ................
.+.+....aaaaaxxxa+aaaa+++a+++a+aaaaaaaaa««.r
3.460201E+05
3.039
a Final Storage + Outflow + Evaporation - *
a Watershed Runoff - Groundwater Inflow - *
* Initial Channel/Pipe Storage
----------------------------------
* Final Storage + Outflow + Evaporation
Percent Continuity Error ....................
0.000
Appendix A3 A34
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
8###NN###########N8#8Ratistchment###
q Table R9. Summary Statistics for Subcatchmen[s
q
##NN####q###################Ngkkq
kq#gtlq####kq k##kq
Note: Total Runoff Depth
includes pervious 6
impervious area
Pervious and Impervious Runoff Depth is
only the runoff
from those two areas.
Subcatchment...........
PASWC#1 NC3#1
NC2#1
EA1#1
Area (acres)...........
14.31000
2.10000
0.33900
4.28000
Percent Impervious.....
51.80000
5.00000
10.00000
0.00000
Total Rainfall (in)....
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr1 ..
9.00000
9.00000
9.00000
9.00000
Pervious Area
Total Runoff Depth (in)
1.50699
2.52910
2.46879
2.58249
Total Losses (to)......
1.04945
1.9517e
1.87690
2.03751
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
30.46799
9.89581
1.55816
20.60160
Total Impervious Area
Total Runoff Depth (in)
2.06378
0.13311
0.27431
0.00000
Peak Runoff Rate (cfs).
41-73104
0.52083
0.17313
0.00000
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
3.57055
2.66222
2.74310
2,58249
Peak Runoff Rate (cfs).
72.19903
10.41664
1.73128
20.60160
Unit Runoff (in/hr)....
5.04536
4.96031
5.10703
4.81346
Subcatchment...........
EA1#2 EA3#1
EA4N1
EA5#1
Area (acres)...........
0.31400
1.74600
1.40000
0.96800
Percent Impervious.....
0.00000
0.10000
0.10000
0.10000
Total Rainfall (in)....
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
9.00000
Pervious Area
Total Runoff Depth (in)
2.58249
2.58149
2.58149
2.58149
Total Losses (in)......
2.03751
2.03593
2.03593
2.03593
Remaining Depth (in1 ...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
1.51143
8.40101
6.73621
4.6561
Total Impervious Area
Total Runoff Depth (in)
0.00000
0.00258
0.00258
0.00258
Peak Runoff Rate (cfs).
0.00000
0.00841
0.00674
0.00466
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
2.58249
2.58407
2.58407
2.58407
Peak Runoff Rate (cfs).
1.51143
8.40942
6.74295
4.66227
Unit Runoff (in/hr)....
4.81346
4.81639
4.81639
4.81639
Subcatchment...........
EA2#1
Area (acres)...........
5.91000
Percent Impervious.....
0.00000
Total Rainfall (in)....
4.62000
Max Intensity (in/hr)..
9.00000
Pervious Area
Total Runoff Depth (in)
2.57401
Total Losses (in)......
2.04599
Remaining Depth (in)...
0.00000
Peak Runoff Rate (of$).
27.00666
Total Impervious Area
Total Runoff Depth (in)
0.00000
Peak Runoff Rate (cfs).
0.00000
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
Peak Runoff Rate (of$).
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
Peak Runoff Rate (cfs).
0.00000
Total Area
Total Runoff Depth (in)
2.57401
Peak Runoff Rate (cfs).
27.00666
Unit Runoff (in/hr)....
4.56965
#q8##N#######NI##o the ###R#URIC####IIISlock)##########
# Entry made to the HYDRAULIC Layer(Rtwar of SWMM d
# Last Updated Octobei,2000 by %P Software d
Waterwood Condominiums - Owner: Jim Stewart
Appendix A3 A3-5
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
HYDRAULICS TABLES IN THE OUTPUT FILE
These are the more important tables in the output file.
You can use your editor to find the table numbers,
for example: search for Table E20 to check continuity.
I This output file can be imported into a Word Processor
and printed on US letter or A4 paper using portrait
mode, courier font, a size of 8 pt. and margins of 0.75
1 Table E1 - Basic Conduit Data
I Table E2 - Conduit Factor Data
I Table E3a - Junction Data
I Table E3b - Junction Data
I Table E4 - Conduit Connectivity Data
I Table E4a - Dry Weather Flow Data
I Table E4b - Real Time Control Data
I Table ES - Junction Time Step Limitation Summary
I Table E5a - Conduit Explicit Condition Summary
Table E6 - Final Model Condition
Table E] - Iteration Summary
I Table E8 - Junction Time Step Limitation Summary
I Table E9 - Junction Summary Statistics
I Table E10 - Conduit Summary Statistics
I Table Ell - Area assumptions used in the analysis
I Table E12 - Mean conduit information
I Table E13 - Channel losses(HI and culvert info
I Table E13a - Culvert Analysis Classification
I Table E14 - Natural Channel Overbank Flow Information
I Table E15 - Spreadsheet Info List
I Table E15a - Spreadsheet Reach List
I Table E16 - New Conduit Output Section
I Table ES] - Pump Operation
I Table E16 - Junction Continuity Error
I Table E19 - Junction Inflow Sources
I Table E20 - Junction Flooding and Volume List
Table E21 - Continuity balance at simulation end
Table E22 - Model Judgement Section
Time Control from Hydraulics Jab Control
Year......... 1 Month....... 1
Day.......... 1 Hour........ 0
Minute....... 0 Second...... 0
Control information for simulation
Integration cycles .................
8640
Length of integration step is......
10.00
second.
Simulation length ..................
29.00
hours
Do not create equl,
0
Use U.S. customary units for I.....
its for 1/0...
0
Printing starts in cycle
1
Intermediate printout intervals of.
terval of.
cycles
Intermediate printout intervals of.
83.33
minutes
Summary printout intervals of......
500
cycles
Summary printout time interval of..
83.33
minutes
Hots
Hot start file parameter (REDO....
0
0
Initial time-_ ....................
0.00
hours
Iteration variables: SURTOL........
0.0001
SURJUN........
0.0060 mm or inch
QREF..........
1.0000
Minimum depth (m or ft)........
O.0000
Underrelaxation parameter......
0.8500
Time weighting parameter.......
0.8500
Courant Time Step Factor.......
1.0000
Default Expansion/Contraction K
0.0000
Default Entrance/Exit K........
0.0000
Routing Method. ................
Dynamic Wave
Default surface area of junctions..
12.57 square feet.
NJSW input hydrograph junctions....
0
or user defined hydrographs...
Flap Gate Conduit Information
--------------
Positive Flap Gate - Flow only allowed from the upstream
to the downstream junction
Negative Flap Gate - Flow only allowed from the
downstream to the upstream junction I
Conduit Type of Flap Gate
------- __-_
0+40 Positive Flap Gate
Natural Cross -Section information for Channel 0+40
Cross -Section IT (from XI card( .
Length 40.0 ft
Manning N 0.060 to Station 973.0
" " 0.040 in main Channel
1.0 Channel sequence number :
Maximum Elevation 274.00 ft.
Maximum depth 11.20 ft.
Maximum Section Area 1207.40 ft-2
Maximum hydraulic radius 3.40 ft.
Appendix A3 A3-6
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
"
0.060 Beyond station 1027.0
Max topwidth
351.00
ft.
Maximum Wetted Perimeter
3.55E+02
ft
Max left bank area
382.00
ft^2
Max right bank area
417.00
ft"2
Max center channel area
408.40
ft-2
Natural Cross -Section information for Channel
2+41
-Section 1D (from X1 card) 2.0
--Cross
Channelsequence number
2
Length
148.0 ft
Maximum Elevation
276.00
ft.
Maximum depth
6.00
ft.
Meaning
N 0.060 to Station 996.0
Maximum Section Area
582.00
ft"2
"
•' 0.040 in main Channel
Maximum hydraulic radius
2.32
£t.
0.060 Beyond station 1027.0
Max topwidth
250.00
ft.
Maximum Wetted Perimeter
2.51E+02
ft
Max left bank area
366.50
ft-2
Max right bank area
72.00
ft-2
Max center channel area
143.50
ft^2
Natural Crass -Section information for Channel
E
1+38
m Cross -Section ID (from xlcard) 3.0
Channel sequence number
3
Length
103.0 ft
Maximum Elevation
274.00
ft.
Maximum depth
5.00
ft.
Manning
N 0.060 to Station 986.0
Maximum Section Area
293.50
ft-2
"
0.040 in main Channel
Maximum hydraulic radius
1.15
ft.
"
0.060 Beyond station 1050.0
Max topwidth
254.00
ft.
Maximum Wetted Perimeter
2.55E+02
ft
Max left bank area
62.50
ft"2
Max right bank area
37.50
ft-2
Max center channel area
193.50
ft-2
Natural Cross -Section information for Channel
1+14
Cross -Section ID (from xl card) em ®i64.0
Channel sequence number
4
Length
24.0 ft
Maximum Elevation
273.00
ft.
Maximum depth
7.20
ft.
Manning
N 0.060 to Station 968.0
Maximum Section Area
529.20
ft-2
"
0.040 in main Channel
Maximum hydraulic radius
2.85
ft.
"
0.060 Beyond station 1018.0
Max topwidth
184.00
ft.
Maximum Wetted Perimeter
1.85E+02
ft
Max left bank area
202.00
ft^2
Max right bank area
53.00
ft-2
Max center channel area
274.20
ft^2
Natural Cross -Section information for Channel
3+89
Cross -Section IN (from X1 card) 5.0
Channel sequence number
5
Length
510.0 ft
Maximum Elevation
280.00
ft.
Maximum depth
4.00
ft.
Manning
N 0.060 to Station 992.0
Maximum Section Area
84.00
ft"2
0.040 in main Channel
Maximum hydraulic radius
2.00
ft.
"
0.060 Beyond station 1008.0
Max topwidth
40.00
ft.
Maximum Wetted Perimeter
4.20E+01
£t
Max left bank area
12.00
ft-2
Max right bank area
12.00
ft-2
Max center channel area
60.00
ft-2
====ass
a. -Bs_______________________________________________
ID
Table E1 - Conduit Data c
Trapezoid
Inp
Conduit Length Conduit
Area
Manning Max Width
Depth
Side
Nun
Name (ft) Class (ft'2)
------- ---------
Coef. (ft)
(ft)
Slopes
1
0+40 40.0000 Natural 1207.4000
0.0400 351.0000
-----
11.2000
-------
2
L56 390.0000 Tre.ezo id 12.0000
0.0140 24.0000
0.5000
0.0000
0.0000
3
L57 350.0000 Trapezoid 17.5000
0.0140 10.0000
0.5000
50.0000
50.0000
4
0512 302.0000 Circular 7.0686
0.0140 3.0000
3.0000
5
OS34 14.0000 Circular 9.6211
0.0140 3.5000
3.5000
6
0545 348.0000 Circular 9.6211
0.0140 3.5000
3.5000
7
OS23 210.0000 Circular 7.0686
0.0140 3.0000
3.0000
8
2+41 148.0000 Natural 582.0000
0.0400 250.0000
6.0000
9
1+38 103.0000 Natural 293.5000
0.0400 254.0000
5.0000
10
1+14 24.0000 Natural 529.2000
0.0400 184.0000
7.2000
11
3+89 510.0000 Natural 84.0000
0.0400 40.0000
4.0000
12
Culvert 55.0000 Rectangle 30.0000
0.0130 6.0000
5.0000
13
PipeKT2 270.0000 Circular 12.5664
0.0140 4.0000
4.0000
14
StreetKT2 270.0000 Trapezoid 3.6250
0.0140 1.0000
0.5000
25.0000
0.0000
15
PipeKT2 480.0000 Circular 12.5664
0.0140 4.0000
4.0000
16
StreetKT1 480.0000 Trapezoid 3.6250
0.0140 1.0000
0.5000
25.0000
0.0000
17
PipeKT3 228.0000 Circular 9.6211
0.0140 3.5000
3.5000
18
StreetKT3 228.0000 Trapezoid 3.6250
0.0140 1.0000
0.5000
25.0000
0.0000
Total length of all conduits .... 4450.0000
feet
Appendix A3 A3-7
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Table E2 - Conduit Factor Data
Time Low Flow Depth at
Conduit Number Entrance Exit Exp/CCn[c We Roughness Which Flow
Name of Barrels Loss Coal Lass CCef CCeffi.t Parameter Factor n Changes Routing
---------- ----------------- ----- -
Culvert 2.0000 0.5000 1.0000 0.2500 0.8500 0.0130 0.0000 Standard - Dynamic Wave
PipaKT2 2.0000 0.1250 0.1250 0.2000 0.8500 0.0130 0.0000 Standard - Dynamic Wave
PipeKTl 2.0000 0.1250 0.1250 0.2000 0.8500 0.0130 0.0000 Standard - Dynamic Wave
_ineKT3 2.0000 0.1250 0.1250 0.2000 0.8500 0.0130 0.0000 Standard - Dynamic Wave
I Table E3a - Junction Data I
Inp
Junction
Ground Crown Invert
ginst Initial
Interface
N.
--- ---
Name
Elevation Elevation Elevation
------ -------
Cis Depth-£t
Flow R)
1
D/S CULV
274.2000
274.2000 263.0000
----------------
0.0000 0.0000
---------
100.0000
2
SAS
273.0000
271.5000 263.5000
0.0000 0.0000
100.0000
3
Outfall
274.2000
274.0000 262.8000
0.0000 0.0000
100.0000
4
EA3
277.5000
277.5000 200.0000
0.0000 0.0000
100.0000
5
EA4
278.0000
278.0000 277.5000
0.0000 0.0000
100.0000
6
EAS
300.0000
1.0000 1.0000
0.0000 0.0000
100.0000
T
WP7
274.5000
274.5000 266.0100
11.6700 0.0000
100.0000
8
WP6
274.5000
274.5000 261.3600
0.0000 0.0000
100.0000
9
WP1
282.0000
279.5500 276.5500
31.3000 0.0000
100.0000
10
WP3
278.0000
275.7200 272.2200
15.5600 0.0000
100.0000
11
WP4
278.0000
275.6200 272.0000
3.8900 0.0000
100.0000
12
WPS
275.0000
274.5000 269.2600
10.1100 0.0000
100.0000
13
WP2
280.0000
277.1000 274.0000
0.0000 0.0000
100.0000
14
NC2
275.0000
275.0000 269.0000
0.0000 0.0000
100.0000
15
EA1
274.0000
274.0000 265.8000
0.0000 0.0000
100.0000
16
NC3
276.0000
276.0000 270.0000
0.0000 0.0000
100.0000
17
PASWC
280.0000
280.0000 276.0000
0.0000 0.0000
100.0000
Table E3b
- Junction Data
Inp
Junction
X Y
Ned
------------------
Name
-
Coord. Coord.
Type of Manhole
Type of
Inlet
1
D/S CULV
------
31.1983 399.4120
-------------- _-_
No PendingNormal
Inlet
2
SAS
31.1698 403.4669
No Ponding
Normal
Inlet
Outfall
31.0324 396.0777
No Ponding
Normal
Inlet
4
SAS
43.3006 421.9782
No Pending
Normal
Inlet
5
EA4
55.6898 422.2095
No Pending
Normal
Inlet
6
EAS
59.8034 427.3313
No Pending
Normal
Inlet
T
WP7
43.2825 403.4867
No Pending
Normal
Inlet
a
WEE
55.6075 403.3770
No Ponding
Normal
Inlet
9
WP1
68.2745 436.5901
No Finding
Normal
Inlet
10
WP3
68.1883 416.6765
No Finding
Normal
Inlet
11
WP4
70.2135 415.6436
No Ponding
Normal
Inlet
12
WPS
70.2998 403.4345
No Pending
Normal
Inlet
13
WP2
68.2745 42".3899
No Pending
Normal
Inlet
14
NC2
29.0856 409.2"74
No Pending
Normal
Inlet
15
EAS
30.9889 406.6131
Flooded Pending
Normal
Inlet
16
NC3
29.0199 412.9268
No Ponding
Normal
Inlet
17
PASWC
29.1319 426.3985
Flooded Ponding
Normal
Inlet
*
Table E4 -
Conduit Connectivity as
Input
Conduit
Upstream Downstream Upstream
Downstream
Number
Name
Node
Node Elevation
Elevation
1
0+40
D/S CULV Outfall 263.0000
262
8000 No
Design
2
L56
EAS
Ent 200.0000
274.0000
No
Design
3
L50
EA4
WP6 277.5000
274.0000
No
Design
4
OS12
WP1
WP2 276.5500
274.1000
No
Design
5
OS34
WP3
WP4 272.2200
272.1200
No
Design
6
OS45
WP4
WP5 272.0000
269.5100
No
Design
T
OS23
WP2
WP3 274.0000
272.5900
No
Design
8
2+41
NC3
NC2 270.0000
269.0000
No
Design
9
1+38
NC2
EA1 269.0000
265.8000
No
Design
10
1+14
EAS
EAS 265.8000
264.0000
No
Design
11
3+89
PASWC
NC3 276.0000
270.0000
No
Design
12
Culvert
EA2 D/S
CULV 263.5000
263.0000
No
Design
13
PipeKT2
WP6
WP7 267.3600
266.0100
No
Design
14
StreetKT2
WP6
WP7 274.0000
274.0000
No
Design
15
PipeKTl
WP7
EA2 266.0100
263.6100
No
Design
16
StreetKTl
WP7
EAZ 274.0000
271.0000
No
Design
17
PipaKT3
WPS
WP6 269.2600
267.8600
No
Design
18
StreetKT3
WP5
WEE 274.0000
274.0000
No
Design
Maximum Capacity
Appendix A3 A3-8
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Table E7 - Iteration Summary
Total number of time steps simulated............
8640
Total number of passes in the simulation........
44529
Total number of time steps during simulation....
43183
Ratio of actual N of time steps / NTCYC.........
4.998
Average number of iterations per time step......
1.031
Average time step s ize(.ec.ed.)................
2.001
Smallest time step size(seconds)................
2.000
Largest time step size(seconds)................
5.000
Average minimum Conduit Courant time step (sec).
1.894
Average minimum implicit time step (sec)........
1.893
Average minimum junction time step (sec).....,,,
1.893
Average Courant Factor If .......................
1.693
Number of times omega reduced.. .................
109
I Table E8 - Junction Time Step Limitation Summary I
I Not Convr = Number of times this junction did not e I
I converge during the simulation.
I Avg Con, = Average junction iterations.
I Conv err Mean convergence error.
Omega Cng = Change of omega during iterations
I Max Itern = Maximum number of iterations I
Junction Not Convr Avg Convr Total Itt Omega Cng Max Itern Ittrn >10 Ittrn >25 Ittrn >40
D/S CNLV
0
1.12
48213
13
8
0 0
EAE
0
1.16
50071
17
37
2 1
Curtail
0
1.55
6101"
0
9
0 0
EA3
0
1.16
49881
11
9
0 0
EA4
0
1.15
49610
6
8
0 0
EAS
0
1.00
43183
0
1
0 0
WPI
0
1.14
49201
4
12
3 0
WP6
0
1.11
49961
20
10
1 0
WP1
0
1.01
43784
9
211
8 1
WP3
0
1.02
43996
3
344
7 1
WP4
0
1.01
43825
7
12
8 0
WPS
0
1.02
43880
2
14
5 0
WP2
0
1.02
44157
13
244
9 3
NC2
0
1.42
61150
4
6
0 0
EA1
0
1.43
61648
0
6
0 0
NC3
0
1.35
58385
0
6
0 0
TRENT
0
1.26
54611
0
5
0 0
Total number of iterations
for
all junctions..
660586
Minimum number of
possible iterations.........
734111
Efficiency of the
simulation ..................
1.17
Good Efficiency
I Extras Efficiency is an indicator of the efficiency of I
I the simulation. Ideal efficiency is one iteration per I
I time step. Altering the underrelaxation parameter, I
I lowering the time step, increasing the flow and head I
I tolerance are good ways of improving the efficiency, I
another is lowering the internal time step. The lower thel
I efficiency generally the faster your model will run. I
I If your efficiency is less than 1.5 then you may try I
I increasing your time step so that your overall simulation)
I is faster. Ideal efficiency would be around 2.0
I
I Good Efficiency < .5 mean iterations I
2
I Excellent Efficiency < . and > .5 mean iterations I
I Good Efficiency < 4.0 and > 2.5 mean iterations I
I Fair Efficiency < and > .0 mean iterations I
7 55 4
I Poor Efficiency > .5 mean iterations I
I Table E9 - JUNCTION SUMMARY STATISTICS I
I The Maximum area is only the area
of the node, it I
I does not include the area of the surrounding conduitsl
Uppermost Maximum
Ground PipeCrown Junction
Juncties Elevation Elevation Elevation
Name feet feet feet
WE CULV 274.2000 274.2000 265.6243
EAE 273.0000 271.5000 266.7799
EA3 277.5000 277.5000 277.1377
EA4 278.0000 278.0000 277.6536
SAE 300.0000 1.0000 1.0000
WPO 274.5000 274.5000 267.9360
WP6 274.5000 274.5000 269.2492
WP1 282.0000 279.5500 278.3639
WP3 279.0000 275.7200 274-7311
WP4 278.0000 275,6200 274.3172
WPS 275.0000 274.5000 271.0013
WP2 280.0000 277.1000 205.8979
NC2 275.0000 275.0000 270.7488
Time Feet of Maximum
of Surcharge Freeboard Junction
OCCLLLERce at Max Of node Area
M, Min. Elevation feet ft-2
12 15 0.0000 8.5757 12.5660
12 15 0.0000 6.2201 12.5660
12 11 0.0000 0.3623 12.5660
12 12 0.0000 0.3464 12.5660
0 0 0.0000 299.0000 12.5660
11 53 0,0000 6.5640 12.5660
0 3 0.0000 5.2509 12.5660
0 1 0.0000 3.6361 12.5660
0 3 0.0000 3.2689 12.5660
0 3 0.0000 3.6828 12.5660
0 3 0.0000 3.9280 12.5660
0 2 0.0000 4.1021 12.5660
12 20 0.0000 4.2512 12.5660
Appendix A3 A3-9
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
EAl 274.0000 273.0000 267.1589 12 18 0.0000 6.8411 12.5660
NOS 276.0000 276.0000 272.5054 12 18 0.0000 3.4946 12.5660
PASWC 280.0000 260.0000 200.2753 12 18 0.0000 2.7247 12.5660
I Table Ric - CONDUIT SUMMARY STATISTICS
I Note: The peak flow may be less than the design flow
I and the conduit may still surcharge because Of the I
I downstream boundary conditions. I
Conduit Maximum Maximum Time Maximum Time Ratio of Maximum Depth >
Design Design Vertical Computed of Computed of Max. to at Pipe Ends
Conduit Flow Velocity Depth Flow Occurence Velocity Occurence Design Upstream Twist.
Name (cfs) (ft/s) (in) (cfs) Hr. Min. (ft/s) Hr. Min. Flow (ft) (ft)
------------ ------------------------------ __
0+40 7171.957 5.9400 134.4000 204.0409 12 16 5.8369 12 16 0.0284 265.6243 264.9249
L56 68.4848 5.7071 6.0000 8.1324 12 12 2.4627 12 12 0.1187 2??.1377 274.1375
1,51 81.6843 4.6670 6.0000 6.4318 12 12 2.3904 12 12 0.0092 277.6536 274.1529
OS12 55.7841 7.8918 36.0000 33.2430 0 1 7.7813 0 2 0,5959 276.3639 275.8979
OS34 53.9380 5.6062 42.0000 48.4617 0 2 7.0457 0 2 0.8985 274.1311 274.3172
0545 79.0252 8.2139 42.0000 53.1928 0 3 8.3814 0 4 0.6731 274.3172 271.6133
OS23 50,7494 9.1096 36.0000 33.0312 0 2 6.6417 0 2 0.6509 275.8979 274.7311
2+41 3114.728 5.3518 72.0000 79.0518 12 19 2.7147 12 19 0.0254 272.5054 200.7488
1+38 2108.498 7.1840 60.0000 80.0179 12 19 4.4187 12 19 0.0380 270.9488 261.1589
1+14 9688.877 18.3085 86.4000 95.3288 12 18 2.7352 12 23 0.0098 267.1589 266.7799
3+89 537.4013 6.3906 48.0000 72.0227 12 18 2.7435 12 18 0.1340 277.2753 2I2.5054
Culvert 402.0679 13.4023 60.0000 102.0185 12 15 5.6965 12 16 0.2537 266.7799 265.6243
PipaKT2 94.3161 7.5054 48.0000 33.6762 12 12 6.4160 0 3 0.3571 269.2492 267.9360
StreetKT2 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 267.9360 267.9360
PipaKT1 94.3161 7.5054 48.0000 43.5369 12 12 6.5236 13 is 0.4616 267.9360 266.7799
StreetKTl 12.3515 3.4073 6.0000 0.0000 0 0 0.0000 0 0 0.0000 266.7799 266.7799
PipeKT3 73.2069 76090 42.0000 32.2320 0 4 6.8916 0 4 0.4403 201,O713 269.4852
StreetKT3 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 269.2493 269.2493
Krenek Tap.l Unde£nd Undefnd Undefn 0.0000 0 0
FREE # 1 Undefnd Undefnd Undefn 204.0410 12 16
I Table Ell. Area assumptions used in the analysis[
I Subcritical and Critical flow assumptions from
Subroutine Head. See Figure 17-1 in the
manual for further information.
Length Length Length of Length of
of of Sub- Upstream Downstream Maximum Maximum Maximum
Conduit Dry Critical Critical Critical Hydraulic X-Sect Vel-D
Name Flow (min) Flow (min) Flow (min) Flow (min) Radius, Area(ft"2) (ft^2/s)
----------------- _ --------- ---------------------____-
0+40 0.3333 1439.6667 0.0000 0.0000 1.5930 34.9576 13.8601
L56 691.6000 0.0000 0.0000 748.4000 0.1361 3.3029 0.3388
L57 691.6667 0.0000 0.0000 748.3333 0.1069 2.7078 0.3663
OS12 0.0000 1438.8750 0.0000 1.1250 0.6225 4.3090 13.6088
OS34 0.0000 1.1000 0.0000 1438.9000 1.0203 6.9226 16.4670
0545 0.0000 0.0000 0.0000 1440.0000 0.9943 6.4073 18.3024
OS23 0.0417 1439.9583 0.0000 0.0000 0.6698 4.9922 13.2980
2+41 666.5000 773.5000 0.0000 0.0000 0.6182 29.1207 5.7716
1+38 670.6000 769.4000 0.0000 0.0000 0.5365 16.1097 6.8581
1+14 675.1000 764.9000 0.0000 0.0000 1.0186 35.7281 5.5451
3+89 666.5000 773.5000 0.0000 0.0000 1.3082 26.2546 5.1856
Culvert 0.0000 1440.0000 0.0000 0.0000 1.4913 17.9092 16.8161
PipeKT2 0.0000 1440.0000 0.0000 0.0000 0.9397 5.5780 11.0858
StreetKT2 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 83.7661 0.0000 1356.2333 1.0798 8.0403 13.7096
StreetKT3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 0.0000 0.0000 1440.0000 0.8647 4.7188 11.7254
StreetKT3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Table E12. Mean Conduit Flow Information
Mean Total Mean Low Mean Mean Mean Mean
Conduit Flow Flow Percent Flow Fronde Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weighting Number Radius Area Roughness
---------------- -------- ------------------------------
0+40 76.2265 6585969.5 0.0156 0.9998 0.5867 0.9535 19.2628 0.0400
L56 0.1898 16398.115 0.0008 0.5199 0.6737 0.0056 0.1339 0.0140
L53 0.1523 13155.413 0.0006 0.5199 0.7072 0.0055 0.0945 0.0140
OS12 31.2850 2703022.5 0.0026 1.0000 1.0493 D.8022 4.0750 0.0140
OS34 46.8273 4045880.6 0.0033 1.0000 0.8375 1.0110 6.7441 0.0140
0545 50.6908 4379682.2 0.0031 1.0000 1.0201 0.9761 6.1329 0.0140
OS23 31.2772 2702348.6 0.0023 1.0000 0.8539 0.8513 4.6086 0.0140
2+41 2.3831 205900.21 0.0073 0.5373 0.1090 0.0975 1.0965 0.0467
1+36 2.4214 209206.03 0.0034 0.5344 0.4171 0.0656 0, 6821 0.0425
1+14 2.9201 252299.49 0.0086 0.5314 0.0330 0.4098 3.3411 0.0400
3+89 2.1480 185585.07 0.0066 0.5373 0.0550 0.1281 1.9611 0.0420
Culvert 76.2385 6587002.4 0.0078 1.0000 0.4941 1.0984 10.4411 0.0130
PipeKT2 60.9121 5262809.3 0.0021 1.0000 0.7862 0,9153 5.3274 0.0140
StreetKT2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKTl 72.6864 6280103.9 0.0024 1.0000 0.8614 0.9421 5.6288 0.0140
StreetKTl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT3 60.7753 5250985.6 0.0018 1.0000 0.9510 0.8433 4.4913 0.0140
StreetKT3 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
Krenek Tap.l 0.0000 0.0000
FREE # 1 76.2256 6585894.5
Appendix A3 A3-10
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
I Table E14 - Natural Channel Overbank Flow Information I
Maximum Maximum Maximum Maximum Maximum Maximum Maximum Maximum Maximum
Conduit Left Bank REDD Bank Center Ch Left Bank Rght Bank Center Ch Left Bank Agar Bank Center Ch Maximum
Name Velocity Velocity Velocity Flow Flow Flow Area Area Area Depth
0+40 0.0000 0.0000 5.8368 0.0000 0.0000 204.0409 0.0000 0.0000 34.9516 2.4007
2+41 0.5258 0.5247 2.8773 0.8293 0.2309 77.9851 1.5]71 0.4401 27.1035 2.2453
1+38 0.0000 0.0000 4.4172 0.0000 0.0000 79.9934 0.0000 0.0000 18.1097 1.5734
1+14 0.0000 0.0000 2.6677 0.0000 0.0000 95.3133 0.0000 0.0000 35.7281 2.0645
3+89 0.0000 0.0000 2.7434 0.0000 0.0000 72.0224 0.0000 0.0000 26.2546 1.8899
<------- Existing Conveyance Condition -------> <----- Encroachment Conveyance Condition ----->
Conduit Left Centre Right Total Left Right Left Centre Right Total Left Right Flood
Name Bank Channel Bank Station Station Bank Channel Bank Station Station Depth
__________ _______ _______ _______ _______ _______ _______ _____ ------- _______ ------- _______-______
0+40 0.0000 1194.3 0.0000 1194.3 98740 1007.6 0.0000 1194.3 0.0000 1194.3 987.40 1007.6 0.0000 None
2+41 5.3202 610.03 1.4815 616.83 985.45 1029.9 5.3202 610.03 1.4815 616.63 985.45 1029.9 0.0000 None
1+38 0.0000 301.95 0.0000 301.95 997.27 1029.5 0.0000 301.95 0.0000 301.95 997.27 1029.5 0.0000 None
1+14 0.0000 930.08 0.0000 930.08 975.54 1008.3 0.0000 930.08 0.0000 930.08 975.54 1008.3 0.0000 None
3+89 0.0000 865.07 0.0000 865.09 992.11 1007.9 0.0000 865.00 0.0000 865.09 992.11 1007.9 0.0000 None
-5 is@g-c
I Table E15 - SPREADSHEET INFO LIST I
I Conduit Flow and Junction Depth Information for use in I
I spreadsheets. The maximum values in this table are the I
I true maximum values because they sample every time step-1
I The values in the review results may only be the
I maximum of a subset of all the time steps in the run.
I Note: These flows are only the flows in a single barrel.)
Conduit
Maximum
Total
Maximum ##
Junction
invert
Maximum
Name
Flow
Flow
Velocity ##
Name
Elevation
Elevation
_______________
__________
__________ __________
## _______________
---------
0+40
204.0409
6585969.494
5.6369 ##
D/S PULP
263.0000
265.6243
L56
8.1324
16398.1146
2.4627 #0
EA2
263.5000
266.7799
L51
6.4018
13155.4130
2.3904 ##
Outfall
262.8000
264.9249
OS12
33.2430
2703022.549
7-7813 ##
EA3
2770000
277.1377
OS34
48.4617
4045880.639
7.0457 ##
EA4
277.5000
277.6536
0545
53.1928
4379682.168
8.3814 ##
BAD
1.0000
1.0000
OS23
33,0312
2702348.611
6.6417 ##
WP7
266.0100
267.9360
2+41
79.0518
205900.2142
2.7147 ##
WP6
267.3600
269.2492
1+38
80.0179
209206.0263
4.4187 ##
SRI
276.5500
278.3639
1+14
95.3289
252299.4862
2.7352 #4
WP3
272.2200
274.7311
3+89
72.0227
185585.0716
2.7435 ##
WP4
272.0000
274.3172
Culvert
102.0185
6597002.353
5.6965 ##
WP5
269.2600
271.0713
PipsKT2
33.6762
5262809.293
6.4160 ##
WP2
274.0000
215.8979
StreetKT2
0.0000
0.0000
0.0000 ##
NC2
269.0000
270.7488
PipeKTI
43.5369
6280103.876
6.5236 ##
HA1
265.8000
267.1589
StreetKTl
0.0000
0.0000
0.0000 ##
NC3
270.0000
272.5054
_ PipeKT3
32.2320
5250985.584
6.8916 ##
BASSO
276.0000
277.2753
StreetKT3
0.0000
0.0000
0.0000 ##
Krenek Top.1
0.0000
0.0000
0.0000 ##
FREE # 1
204.0410
6585894.483 204038-7261
##
Table E15a
-SPREADSHEET REACH LIST
_
I Peak flow and
Total Flow
listed by Reach or
those I
I conduits
or diversions
having the same
I upstream
and downstream nodes.
upstream
Downstream
Maximum
Total
Node
Node Flow
Flow
D/S CULV
Cordell 204.0409
6585969.49
EA3
WP7 8.1324
16398.1146
EA4
WP6 6.4718
13155.4130
WP1
WP2 33.2430
2703022.55
WP3
WP4 48.4617
4045880.64
WP4
WFS 53.1928
4379682.17
WP2
W23 33.0312
2702348.61
NC3
NCO 79.0518
205900.214
NC2
HA1 80.0179
209206.026
HAI
FAO 95.3288
252299.486
BASSO
NC3 72.0227
185585.072
PAT
D/S
CULV 204.0369
6587002.35
WP6
WP7 67.3523
5262809.29
WP7
EA2 87.0737
6280103.88
WP5
WP6 64.4641
5250985.58
Appendix A3 A3-11
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Table E19 - Junction Inflow SOurees I
units are either ft'3 o m^3 1
depending on the units in your model.[
Constant
User
Interface
DWF
Junction
Inflow
Inflow
Inflow
Inlow
Outflow
Evaporation
Name
--------
to Node
----------
to Node
-----------
to Node
to Node
from Node
from Node
EA2
0.0000
0.0000
-----------
55220.7734
-----------
0.0000
-----------
0.0000
-----------
0.0000
Outfall
0.0000
0.0000
0.0000
0.0000
6.5859E+06
0.0000
EA3
0.0000
0.0000
16377.7161
0.0000
0.0000
0.0000
EA4
0.0000
0.0000
13132.1893
0.0000
0.0000
0.0000
SAS
0.0000
0.0000
9079.9709
0.0000
0.0000
0.0000
WPC
1008288.000
0.0000
0.0000
0.0000
0.0000
0.0000
WPI
2704320.000
0.0000
0.0000
0.0000
0.0000
0.0000
WP3
1344384.000
0.0000
0.0000
0.0000
0.0000
0.0000
WP4
336096.0000
0.0000
0.0000
0.0000
0.0000
0.0000
WP5
873504.0000
0.0000
0.0000
0.0000
0.0000
0.0000
NC2
0.0000
0.0000
3375.5627
0.0000
0.0000
0.0000
EA1
0.0000
0.0000
43065.9393
0.0000
0.0000
0.0000
NOT
0.0000
0.0000
20293.960
0.0000
0.0000
0.0000
PASWC
0.0000
0.0000
185472.3079
0.0000
0.0000
0.0000
Table E20
- Junction Flooding and Volume Listing.
The maximum volume is the total volume
in the node including the volume in the I
flooded storage area. This is the max I
volume at any time. The volume in the I
flooded storage area is the total volumel
above the ground elevation, where the I
flooded pond storage area starts. I
The fourth
column is instantaneous, the fifth is thel
um of the
flooded volume over the entire simulation[
Units are
either ft-3 or M-3 depending on the units.[
Out of
System Stored in System
Junction Surcharged Flooded Flooded Maximum Pending Allowed
Name Time (min) Time(min) Volume Volume Flood Pond Volume
--------------- ---------- --------- --------- --------- -----------------
D/S CULV 0.0000 0.0000 0.0000 32.9767 0.0000
EA2 0.0000 0.0000 0.0000 41.2153 0.0000
Outfall 0.0000 0.0000 0.0000 26.7020 0.0000
SAS 0.0000 0.0000 0.0000 1.7307 0.0000
EA4 0.0000 0.0000 0.0000 1.9299 0.0000
EA5 0.0000 0.0000 0.0000 0.0000 0.0000
WP7 0.0000 0.0000 0.0000 24.2020 0.0000
WP6 0.0000 0.0000 0.0000 23.7403 0.0000
WTI 0.0000 0.0000 0.0000 22.7942 0.0000
WP3 0.0000 0.0000 0.0000 31.5550 0.0000
WP4 0.0000 0.0000 0.0000 29.1175 0.0000
WP5 0.0000 0.0000 0.0000 22.7609 0.0000
WP2 0.0000 0.0000 0.0000 23.8497 0.0000
NC2 0.0000 0.0000 0.0000 21.9753 0.0000
EA1 0.0000 0.0000 0.0000 17.0756 0.0000
NC3 0.0000 0.0000 0.0000 31.4829 0.0000
PASWC 0.0000 0.0000 0.0000 16.0255 0.0000
--------------
I Simulation Specific Information I
s--_---____ .
Number of Input Conduits.......... 18 Number of Simulated Conduits...... 20
Number of Natural Channels........ 5 Number of Junctions ............... 17
Number of Storage Junctions....... 0 Number of Weirs ................... 1
Number of Orifices ................ o Number of Pumps................... 0
Number of Free Outfolls........... 1 Number of Tide Gate Outfalls...... 0
I Average 2 Change in Junction or Conduit is defined as: I
I Conduit 8 Change =-> 100.0 ( Q(n+l) - Q(n) ) / Qfull I
I Junction 8 Change =_> 100.0 ( Y(n+l) - Y(n) ) / Yfull I
The Conduit with the largest average change was..0+40 with 0.016 percent
The Junction with the largest average change was.EA2 with 0.012 percent
The Conduit with the largest sinuosity was....... OS34 with 0.944
I Table E21. Continuity balance at the end of the simulation
Junction inflow, Outflow or Street Flooding
Error = Inflow + Initial Volume - Outflow - Final Volume
Inflow Inflow Average
Junction Volume,ft^3 Inflow, ofs
EA2 55220.7430 0.6391
SAS 16377.7071 0.1896
EA4 13132.1821 0.1520
Appendix A3
A3-12
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
EA5
9079.9659
0.1051
WP7
1.00829E+06
11.6700
WPI
2.70432E+06
31.3000
WP3
1.34438E+06
15.5600
WP4
336096.0000
3.8900
WP5
873504.0000
10.1100
NOT
3375.5609
0.0391
EA1
43065.9156
0.4984
NC3
20293.9498
0.2349
PASWC
185472.2251
2.1467
Outflow
Outflow
Average
Junction
Volume,ft"3
Outflow, CIS
Outfall
6.50589E+06
76.2256
I Initial system
volume 3$
= 5.5050E-02
Cu Ft I
I Total system inflow volume
= 6.6126E+06
Cu Ft
I Inflow + Initial volume
= 6.6126E+06
Cu Ft
I Total system outflow
a 6.5859E+06
Cu ft I
I Volume left in
system
1.8630E+04
Cu ft I
I Evaporation
= 0.0000E+00
Cu ft I
I Outflow + Final
Volume
= 6.6045E+06
Cu ft I
I Total Model Continuity Error I
Error n Continuity, Percent 0.11642 1
Error in Continuity, ft13 = 7696.634 1
+ Error means a continuity loss, - a gain I
#k TableN#NNkN################N#Ngement section
# Table E22. Numerical Model judgement section #
#####k#NNNNNNNN#N#############NNBNNNeNe############
Your overall error was 0.1164 percent
Worst nodal error was in node EAT with 100.0000 percent
Of the total inflow this loss was 0.1373 percent
Your overall Continuity error was Excellent
Excellent Efficiency
Efficiency of the simulation 1.17
Most Number of Non Convergences at one Node 0.
Total Number Non Convergences at all Nodes 0.
Total Number of Nodes with Non Convergences 0.
___> Hydraulic model simulation ended normally.
___> XP-SWNM Simulation ended normally.
Your input file was named C:\XPS\stewart-25ext.DAT
Your output file was named C:\XPS\stewart-25ext.out
I SWMM Simulation Date and Time Summary I
Starting Date. April 9662003 Time 13 7 58 87 1
Ending Date... April 9, 2003 Time... 13: 8:20:84 1
1 Elapsed Ti..... 0.36617 minutes or 21.97000 seconds I
Appendix A3 A3-13
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-25-rev.XP
Current Directory: C:\XPS\XP-UDD-1
Executable Name: C:\XPS\XP-UDD-1\swmmengw.exe
Read 0 line(s) and found 0 items (a) from your ofg file.
XP-SWMM2000
Storm Water Management Model
Version 8.05
Developed by I
1= eae==_____--=1
I
XP Software Inc. and Pty. Ltd. I
I Hosed on the U.S. EPA 1
Storm Water Management Model Version 4.40 1
I Originally DevelEddy, Inc by
Metcalf y Eddy, Inc.
University of Florida
Camp Dresser s McKee Inc.
I September 1910 I
EPA-SW[M3 is maintained by
Oregon State University
Camp Dresser S McKee Inc. I
XP Software October, 2000
Data File Version ---> 10.5
I Input and Output file names by SW[M4 Layer I
Input File to Layer N 1 JIN.US
Output File to Layer 4 1 C:\XPS\XP-UDD2000\stewart-25rev.int
Input File to Layer 8 2 C:\xPS\XP-UDD2000\stewart-25rev.int
Output File to Layer 0 2 JOT.US
Number
of
Subcatchments in the Runoff Block (NW)....
19
Number
of
Channel/Pipes in the Runoff Block (NG)....
o
Runoff
Water
quality constituents (WHO) .............
0
Runoff
Land Uses per Subcatchment (NLU).............
0
Number
of
Elements in the Transport Block (NET).....
0
Number
of
Storage Junctions in Transport (NTSE).....
0
Number
of
Input Hydrogzaphs in Transport (NTH)......
0
Number
of
Elements in the Extran Block (NEE)........
45
Number
of
Groundwater Subcatchments in Runoff (NGW).
0
Number
of
Interface locations for all Blocks (NIE)..
45
Number
of
Pumps in Extran (HER) .....................
0
Number
of
Orifices in Extran (NEO)..................
0
Number
of
Tide Gates/Free Outfalls in Extran (NTG)..
1
Number
of
Extran Weirs (NEW) ........................
0
Number
of
scs hydrograph points .....................
1441
Number
of
Extran printout locations (NPO)...........
0
Number
of
Tide elements in Extran (NTE).............
1
Number
of
Natural channels (NNC)....................
8
Number
of
Storage junctions in Extran (NVSE)........
8
Number
of
Time history data points in Extrau(NTVAL).
0
Number
of
Variable storage elements in Extran (NVST)
15
Number
of
Input Hydzographe in Extran (NEB).........
0
Number
of
Particle sizes in Transport Block (NPS)...
0
Number
of
User defined conduits (NEW) ...............
49
Number
of
Connecting conduits in Extran (NECC)......
20
Number
of
Upstream elements in Transport (NTCC).....
10
Number
of
Storage/treatment plants (NSTU)...........
0
Number
of
Values for R1 lines in Transport (NR1)....
o
Number
of
Nodes to be allowed for NNOD)............
45
Number
of
Plugs in a Storage Treatment Unit.........
1
RUNOFF TABLES IN THE OUTPUT FILE.
These are the m important tables in the output file.
You can use your editor to find the table numbers,
for example: search for Table R3 to check continuity.
This output file can be imported into a Word Processor
and printed on US letter or A4 paper using portrait
mode, courier font, a size of 9 pt. and margins of 0.75
Table R1 - Physical Hydrology Data
Table R2 - Infiltration data
Table R3 - Raingage and Infiltration Database Names
Table R4 - Groundwater Data
Table R5 - Continuity Check for Surface Water
Table R8 - Continuity Check for Channels/Pipes
Table AV - Continuity Check for Subsurface Water
Table R8 - Infiltration/Inflow Continuity Check
Table R9 - Summary Statistics for Subcatchmenis
Table R10 - Sensitivity anlysis for Subcatchments
Waterwood Condominiums - owner: Jim Stewart
Appendix B3 113-1
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
N RUNOFF N######N###NNNUNOFF##############RNNN##N##
JOB CONTROL #
NNN#$######NN#NNN###k##############NNN##NNN
Snowmelt parameter - ISNOW....................... 0
Number of rain gages - NEGRO..................... 1
Quality is not simulated - REALTY, ............... 0
Default evaporation rate used - IVAP............. 0
Hour of day at start of storm - ERR .............. 0
Mlnnte of hour at start Of to. - NMN........... 0
Time TZERO at start of storm (hours) ............. 0.000
Use U.S. Customary units for most I/O - METRIC... 0
Runoff input print control... 0
Runoff graph plot control.... 0
Runoff output print control.. 0
Limit number of groundwater convergence messages to 10000
Month, day, year of start of storm is: 1/ 1/ 1
Wet time step length (seconds)....... 60.0
Dry time step length (seconds)....... 60.0
Wet/Dry time step length (seconds)... 60.0
Simulation length is...... 24.0 Hours
#############NNN####00##44##4###
# Variable Rainfall Intervals #
################################
----> Start/End/Time in Minutes <----
Event <____= Start Time =__-> <____= Start Time =___> Duration
No. Year Mth Day Hr Min Sec Year Mth Day Hr Min Sec (min.)
1 1970 1 1 0 0 0 1970 1 1 0 5 0 5.00
2 1970 1 1 0 5 0 1970 1 1 7 0 0 415.00
3 1900 1 1 9 0 0 1970 1 1 9 25 0 145.00
4 1970 1 1 9 25 0 1970 1 1 10 25 0 60.00
5 1970 1 1 10 25 0 1970 1 1 11 5 0 20.00
6 1970 1 1 11 5 0 1970 1 1 11 10 0 5.00
1970 1 1 11 10 0 1970 1 1 it 30 0 10.00
6 1970 1 1 11 30 0 1970 1 1 12 50 0 5.00
9 1970 1 1 12 50 0 1970 1 1 13 0 0 10.00
10 1970 1 1 13 0 0 1970 1 1 13 5 0 5.00
11 1970 1 1 13 5 0 1970 1 1 13 25 0 20.00
12 1970 1 1 13 25 0 1970 1 1 13 50 0 25.00
13 1970 1 1 13 50 0 1970 1 1 14 50 0 60.00
14 1970 1 1 14 50 0 1970 1 1 17 15 0 145.00
15 1970 1 1 17 15 0 1970 1 2 0 0 0 405.00
Rainfall printout for gage number.... 1
Time(mn) Rain(in) Time(mn) Rain (in) Time(mn) Rain (in) Time(mn) Rain (in)
0.00 0.0100 5.00 0.0200 420.00 0.0300 565.00 0.0400
625.00 0.0500 645.00 0.0700 665.00 0.0800 670.00 0.0900
680.00 0.1000 690.00 0.1400 695.DD 0.1500 700.00 0.1700
705.00 0.2000 710.00 0.3300 715.00 0.5400 720.00 0.7500
925.00 0.3900 730.00 0.3000 935.00 0.1900 740.00 0.1600
745.00 0.1400 750.00 0.1100 755.00 0.1000 760.00 0.0900
065.00 0.0800 770.00 0.0700 780.00 0.0500 385.00 0.0400
805.00 0.0300 630.00 0.0200 890.00 0.0100 1035.00 0.0100
############NNN#N#N#############################N##
# Table R1. S U B C A T C H M E N T D A T A #
# Physical Hydrology Data #
#########################N################NNN######
Deprs Deprs Prcnt
Per- - -sion Zero
Subcatchment Channel Width Area cent Slope "n- "n" Storge Strge Dated
Number Name or inlet £t aC imp., ft/ft Impry Per, Impry Pery -trod
1 PASWC#1 PASWC 830.00 14.310 51.80 0.011 0.020 0.020 0.000 0.000 0.00
2 NC3#1 NOS 185.00 2.1000 5.00 0.011 0.020 0.020 0.000 O.ODD 0.00
3 NC2#1 NC2 80.000 .33900 10.00 0.011 0.020 0.020 0.000 0.000 0.00
4 PA10#1 PA10 180.00 1.5420 75.00 0.008 0.020 0.020 0.000 0.000 0.00
5 PA9#1 PAR 175.00 1.5250 05.00 0.008 0.020 0.020 0.000 0.000 0.00
6 PAS#1 PAS 195.00 1.5180 05.00 0.008 0.020 0.020 0.000 0.000 0.00
7 PA7#1 PAJ 100.00 .79000 00.00 0.005 0.020 0.020 0.000 0.000 0.00
8 PA501 PAS 100.00 1.2430 70.00 0.005 0.020 0.020 0,000 0.000 0.00
9 PA6#1 PAR 51.000 .87400 70.00 0.010 0.020 0.020 0.000 0.000 0.00
10 PA1C#1 PA1C 57.000 .60100 56.00 0.009 0.020 0.020 0.000 0.000 0.00
11 PASB#1 FAIR 51.000 .59600 56.00 0.007 0.020 0.020 0.000 0.000 0.00
12 PASA#i PAIR 80,000 1.3150 75.00 0.005 0.020 0.020 0.000 0.000 0.00
14 Pond#1 Pond 1,0000 .64900 15.00 1.000 0.020 0.020 0.000 0.000 0.00
15 NCS#1 MCI 35.000 .78200 1900.0,008 0.020 0.020 0.000 0.000 0.00
16 NC1#2 NCI 80.000 .31400 0.00 0.011 0.020 0.020 0.000 0.000 0.00
17 PA2#1 PRO 30.000 .31300 50.00 0.005 0.020 0.020 0.000 0.000 0.00
18 PA4#1 PA4 20.000 .18700 50.00 0.005 0.020 0.020 0.000 0.000 0.00
19 PA11#1 PAll 90.000 .91600 $0.00 0.005 0.020 0.020 0.000 0.000 0.00
Appendix B3 B3-2
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
##############NNN########XXXX###############################X##N###########X###NN######qX###
# Table E2. SUBCATCHMENT
DATA
#
9 Infiltration Data
#
#
#
# Infil[ratioa Type Infl 41
Infl #2
Intl #3
Infl #4 #
# SCE -> Comp CM
Time Conc
Fac
Shape Factor
Depth or Fraction #
X -> Comp CN
Time Conc
N/A
N/A #
GSPUNreen
# AmpT -> Suction
Hydr
Initial MD
N/A #
Horton
# Horton -> Max Rate
RCondate
Min Rate Decay
Rate (1/sec)
N/A #
N Proportional -> Constant
N/A
N/A
N/A 8
# Initial/Pont Lo55 -> Initial
Continuing
N/A
N/A #
Initial
# Initialon
Constant
N/A
N/A #
Paramtersl->
ue
# L,crons0########
-> H Value Pervious Impervious C.bt####
Exponent #
#########
###############e###NXXN#NN#############N#N#####ggqq#qX##XNNN####q####N#XXX##NNM#NX##########
Subcatchment In£1
lnfl Infl
Infl
Number Name # 1
# 2 # 3
# 4
1 PASWC#1 ma 90.4040
0.3333 464.0000
0.2000
2 NC3#1 80.9000
0.1667 484.0000
0.2000
3 NC2#1 81.8000
0.1667 484.0000
0.2000
4 PA10#1 93.5000
0.1667 484.0000
0.2000
5 PA9#1 93.5000
0.1661 484.0000
0.2000
6 PA8#1 93.5000
0.166I 484.0000
0.2000
T PA7#1 92.6000
0.166I 484.0000
0.2000
8 PA5#1 92.6000
0.166I 484.0000
0.2000
9 PA01 92.6000
0.1661 484.0000
0.2000
10 PAIC#I 90.0800
0.1667 484.0000
0.2000
11 PA1S#1 90.0800
0.1667 484.0000
0.2000
12 PAIA#1 93.5000
0.1660 484.0000
0.2000
13 PA3#1 93.5000
0.1667 484.0000
0.2000
14 Pond#1 82.7000
0.166/ 484.0000
0.2000
15 NC1#1 83.4200
0.1664 484.0000
0.2000
16 NC1#2 80.0000
0.1663 484.0000
0.2000
17 PA2#1 89.0000
0.1661 484.0000
0.2000
18 PA4#1 89.0000
0.1667 484.0000
0.2000
19 PA11#1 94.4000
0.1667 484.0000
0.2000
####################N#####NX################################
# Table R3. SUBCATCHMENT DATA
#
# Rainfall and Infiltration
Database Names #
###################################a########################
Subcatckudent Gage Infltrn
Routing
Rainfall Database Infiltration Database
Number Name No Type
Type
Name
Name
1 PASWC#1 1 SCS Method
SCE curvilinear
as-=-
PH 25YR
_=_ =----s----=_
2 NC301 1 SCS Method
SCS curvilinear
PH 25YR
3 NC2#1 I SCS Method
SCE curvilinear
PH 25YR
4 PA10#1 1 SCS Method
SCS curvilinear
PH 25YR
5 PA9#1 1 SCS Method
SCS curvilinear
PH 25YR
6 PA8#1 1 SCS Method
SCE curvilinear
PH 25YR
7 PA7#1 1 SCE Method
SCS curvilinear
PH 25YR
8 PA5#I 1 SCS Method
SCS curvilinear
PH 25YR
9 PA6#1 1 SCS Method
SCS curvilinear
PH 25YR
10 PA1C#1 1 SCE Method
SCS curvilinear
PH 25YR
11 PA1B41 1 SCS Method
SCS curvilinear
PH 25YR
12 PAIA01 1 SCE Method
SCS curvilinear
PH 25YR
13 PA3#1 1 SCE Method
SCS curvilinear
PH 25YR
14 Pond#1 1 HIS Method
SCS curvilinear
PH 25YR
15 NC1#1 1 SCS Method
SCS curvilinear
PH 25YR
16 NC1#2 1 SCS Method
SCS curvilinear
PH 25YR
17 PA2#1 1 SCS Method
SCS curvilinear
PH 25YR
18 PA441 I SCS Method
SCS curvilinear
PH 25YR
19 PAl1N1 1 SCS Method
SCE curvilinear
PH 25YR
Total Number of Subcatchments...
19
Total Tributary Area (acres)....
31.23
Impervious Area (acres).........
17.76
Pervious Area (acres)...........
13.47
Total width (feet) ..............
2512.00
Percent Imperviousness..........
56.86
##################NNN####################X##XN#NNNN
# S U B C A T C H M E N T
D A T A N
# Default, Ratio values for sub catchment data #
# Used with the calibrate node in
the runoff. #
# - width 2 - area 3 -
impervious 8 #
4 6 -
# 4 - slope 5 - imp "We
env "n" #
# 0 - imp de 6 - perm ds 9 -
l
let infil #
#10 - Cod Irbil 11 -
3rd infil #
Column 1 2
3 4
5 6
7 8 9 10 11
Default 0.0000 0.0000 0.0000
0.0000 0.0000
0.0000
0.0000 0.0000 0.0000 0.0000 0.0000
Ratio 1.0000 1.0000 1.0000
1.0000 1.0000
1.0000
1.0000 1.0000 1.0000 1.0000 1.0000
...................a
+ Hydrographs will be stored for the
following 18 INLETS a
PASWC NC3 NC2 PA10
PA9 PAS
PA7 PAS PA6 FAIT
PAIR PAIA
PAT Pond Ncl PA2
PA4 PAll
Appendix B3
B3-3
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
` ..xQuality Simulation not included in this run
.xxx+a++a+a.+aax«+,,,++aaaa...«xxxxxaa+++++++
* Precipitation Interface File Summary `
' Number of precipitation station.... 1
Location Station Number
-------- --------------
1.
..+......++++++++++++..x+a++a++++aa.++,+++++++++
* End of time step DO -loop in Runoff
Final Data (M./Day/Year) = 1/ 2/ 1
Total number of time steps = 1441
Final Julian Date = 1002
Final time of day = 0. seconds.
Final time of day = 0.00 hours.
Final running time 24.0000 hours.
Final running time = 1.0000 days.
' Extrapolation Summary for Watersheds '
* Explains the number of time steps and iterations '
* used in the solution of the subcatchments. '
* # Steps Total Number of Extrapolated Steps '
* # Calls =_> Total Number of OVERLND Calls '
Subcatchment # Steps 0 Calls Subcatchment # Steps # Calls
------------- ------- ------------- _-_-
PASWC#1 0 0 NC301 0 0
NC2#1 0 0 PA10#1 0 0
PA9#1 0 0 PA8#1 0 0
PA7#1 0 0 PA541 0 0
PA6#1 0 0 PA1C#1 0 0
PA1B#1 0 0 PAlA#1 0 0
PA3#1 0 0 Pond#1 0 0
NC1#1 0 0 NC1#2 0 0
PA201 0 0 PA4#1 0 0
PA11N1 0 0
##Rainfa#######M####################8#######ity Ch##N##N#
# Rainfall input summary from Runoff Continuity Check #
8#R#################N#M################q####MM#MNN#N##NNN
Total rainfall read for gage # 1 is 4.6100
i
Total rainfall read for gage # 1 is 1035.00
minutes
* Table A5. CONTINUITY CHECK FOR SURFACE WATER
'
' Any continuity error can be fixed by lowering the *
* wet and transition time step. The transition
time *
* should not be much greater than the wet time
step. *
Inches over
cubic feet
Total Basin
Total Precipitation (Rain plus Snow)
5.237961E+05
4.620
Total Infiltration
1.218214E+05
1.074
Total Evaporation
0.000000E+00
0.000
Surface Runoff from Watersheds
4.044866E+05
3.568
Total Water remaining in Surface Storage
0.000000E+00
0.000
Infiltration over the Pervious Area...
1.218214E+05
2.491
Infiltration + Evaporation +
Surface Runoff + Snow removal +
Water remaining in Surface Storage +
Water remaining in Snow cover.........
Total Precipitation + Initial Storage.
The error in continuity is calculated as
+ Precipitation + Initial Snow Cover +
+ - Infiltration - +
'Evaporation - Snow removal -
*Surface Runoff from Watersheds
*Water in Surface Storage - '
*Water remaining in Snow Cover '
* Precipitation + Initial Snow Cover
Percent Continuity Error............
* Table R6. Continuity Check for Channel/Pipes '
* You should have zero continuity error *
* if you are not using runoff hydraulics *
5.263080E+05 4.642
5.237961E+05 4.620
-0.480
Inches over
cubic feet Total Basin
Appendix B3 B34
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Initial Channel/Pipe Storage ................
0.000000E+00
0.000
Final Channel/Pipe Storage.... ..............
O.000000E+00
0.000
Surface Runoff from Watersheds.... ..........
4.044866E+05
3.568
Groundwater Subsurface Inflow ...............
0.000000E+00
0.000
Evaporation Loss from Channels ..............
0.000000E+00
0.000
Channel/Pipe/Inlet Outflow ..................
4.044866E+05
3.566
Initial Storage + Inflow ....................
4.044866E+05
3.568
Final Storage + Outflow .....................
a aaa+a+++a+a+a««++aaaaaaa+a++a«a+++++++++oar
4,044866E+05
3.568
' Final Storage + Outflow + Evaporation
a Watershed Runoff - Groundwater Inflow
' Initial Chaddel/Pipe Storage +
+ Final Storage + Outflow Evaporation +
Percent Continuity Error.... __ ............ 0.000
##################################################
# Table R9. Summary Statistics for Subcatchments
#
##################################################
Note: Total Runoff Depth
includes pervious 6
impervious area
Pervious and Impervious
Runoff Depth is
only the runoff from those two areas.
Subcatchment..........
PASWC#1 NC301
NC2#1
PA10#1
Area (acres)...........
14.31000
2.10000
0.33900
1.54200
Percent Impervious.....
51.80000
5.00000
10.00000
75.00000
Total Rainfall (in)....
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
9.00000
Pervious Area
Total Runoff Depth (in)
1.5067
2.52910
2.46879
0.97675
Total Losses (in)......
1.04945
1.95778
1.87690
0.?1296
Remaining Depth (in)..,
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
30.46799
9.89581
1.55816
2.64390
Total Impervious Area
Total Runoff Depth (in)
2.06378
0.13311
0.27431
2.93026
Peak Runoff Rate (cfs).
41.73104
0.52083
0.17313
7.93170
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs)-
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
3.57055
2.66222
2J4310
3.90702
Peak Runoff Rate (cfs).
72.19903
10.41664
1.73128
10.57560
Unit Runoff (in/hr)....
5.04536
4.96031
5.10703
6.85636
Subcatchment...........
PA9#1 PA8#1
PA701
PAS#1
Area (acres)...........
1.52500
1.51800
0.79000
1.24300
Percent Impervious.....
75.00000
75.00000
70.00000
70.00000
Total Rainfall (in)....
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
9.00000
Pervious Area
Total Runoff Depth (in)
0.97675
0.97675
1.14289
1.14289
Total Losses (in)......
0.71298
0.71298
0.81036
0.81036
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
2.61475
2.60275
1.59787
2.51412
Total Impervious Area
Total Runoff Depth (in)
2.93026
2.93026
2.66675
2.66675
Peak Runoff Rate (cfs).
7.84425
7.80825
3.72837
5.86629
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
3.90702
3.90702
3.80964
3.80964
Peak Runoff Rate (cfs).
10.45901
10.41100
5.32625
8.38042
Unit Runoff (in/ha)....
6.85836
6.65836
6.74209
6.74209
Subcatchment...........
PA6#1 PAIC#1
PA1E#1
PAIA#1
Area (aa¢es)...........
0.87400
0.60100
0.59600
1.31500
Percent Impervious.....
70.00000
56.00000
56.00000
75.00000
Total Rainfall (in)....
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
9.00000
P 2rvipu5 Area
Total Runoff Depth (in)
1.14289
1.55946
1.55946
0.9?65
Total Losses (in)......
0.81036
1.07576
1.07576
0.71298
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
1.96778
1.69255
1.6/847
2.25469
Total Impervious Area
Peak Runoff Rate (cfs).
4.I2481
2.15416
2.13624
6.76406
Impervious Area with depression storage
Total Runoff Depth (in)
0,00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
3.80964
3.54424
3.54424
3.90702
Peak Runoff Rate (cfs).
5.89258
3.84671
3.61471
9.01875
Unit Runoff (in/hr)....
6.74209
6.40052
6.40052
6.85836
Appendix B3 B3-5
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Subcatchment...........
PA3#1 Pond#1
NCI#1
NC1N2
Area (acres)...........
1.31900
0.64900
0.78200
0.31400
percentImpervious.....
75.00000
15.00000
19.O0000
0.00000
Total Rainfall (in)...,
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
9.00000
Pervious Area
Total Runoff Depth (in)
0.97675
2.40139
2.34225
2.58249
Total Losses (in)......
0.71298
1-79483
1.72833
2.03751
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
2.26155
2.89805
3.40155
1.51143
Total Impervious Area
Total Runoff Depth (in)
2.93026
0.42377
0.54942
0.00000
Peak Runoff Rate (c£s).
6.78464
0.51142
0.99789
0.00000
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate Ic£s).
0.00000
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0,00000
Total Area
Peak Runoff Rate (cfs).
9.04618
3.40947
4.19944
1.51143
Unit Runoff (in/hr)....
6.85836
5.25342
5.37013
4.81346
Subcatchment...........
PA2#1 PA4#1
PA11#1
Area (acres)...........
0.31300
0.18700
0.91600
Percent Impervious.....
50.00000
50.00000
80.00000
Total Rainfall (in)....
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
Pervious Area
Total Runoff Depth (in)
1.71685
1J1685
0.80116
Total Losses (in)......
1.18631
1.18631
0.61420
Remaining Depth (in)...
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.97707
0.58375
1.27626
Total Impervious Area
Total Runoff Depth (in)
1.71685
1.71685
3.20464
Peak Runoff Rate (cfs).
0.90707
0.58375
5.10503
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
O.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
3.43369
3.43369
4.00580
Peak Runoff Rate (cfs).
1.95414
1.16749
6.38129
Unit Runoff (in/hr)....
6.24326
6.24326
6.96647
##8##############NN###NN#################ock)
# Entry made to the HYDRAULIC LED
of SEEM 4
ofSEE #
8 Last Updated Octobez,2000 by xP Software
Software
#
Waterwood Condominiums - owner: Jim Stewart
I HYDRAULICS TABLES IN THE OUTPUT FILE I
I These are the more important tables in the output file. I
I You can use your editor to find the table numbers, I
I for example: search for Table E20 to check continuity. I
This output file can be imported into a Word Processor I
I and printed on US letter or A4 paper using portrait I
I mode, courier font, a size of 8 pt. and margins of 0.75 1
1 1
1 Table 21 - Basic Conduit Data
I Table E2 - Conduit Factor Data
I Table E3a - Junction Data 1
I Table E33o - Junction Data
I Table E4 - Conduit Connectivity Data
I Table E4a - Dry Weather Flow Data
I Table E41, - Real Time Control Data
I Table E5 - Junction Time Step Limitation Summary I
I Table Eta - Conduit Explicit Condition Summary
I Table E6 - Final Model Condition
I Table E1 - Iteration Summary
I Table ES - Junction Time Step Limitation Summary
I Table E9 - Junction Summary Statistics
I Table E30 - Conduit Summary Statistics
I Table Ell - Area assumptions used in the analysis
I Table E12 - Mean conduit information
I Table E13 - Channel losses(H) and culvert info
I Table E13m - Culvert Analysis Classification
I Table E14 - Natural Channel Overbank Flow Information I
I Table E15 - Spreadsheet Info List
I Table E15a - Spreadsheet Reach List
I Table E16 - New Conduit Output Section
I Table E17 - Pump Operation
I Table E18 - Junction Continuity Error
I Table E19 - Junction Inflow Sources
I Table E20 - Junction Flooding and Volume List
I Table E21 - Continuity balance at sr mulation end I
I Table E22 - Model Judgement SectionI
------------------------------------------------
Time Control from Hydraulics Job Control
Year......... 1 Month....... 1
Appendix B3 B3-6
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Day.......... 1 Hour........ 0
Minute....... 0 Second...... 0
Control information for simulation
Integration cycles .................
8640
Length of integration step is......
10.00
seconds
Simulation length ..................
24.00
hours
Do act create equiv. pipes (NEQUAL).
0
Use U.S. Customary units for I/0...
0
Printing starts in cycle...........
1
Intermediate printout intervals of.
500
cycles
Intermediate printout intervals of.
83.33
minutes
Summary printout intervals of......
500
cycles
Summary printout time interval of..
83.33
minutes
Hot start file parameter (REDO)....
0
Initial time .......................
0.00
hours
Iteration variables: SURTOL........
0.0001
SURJUN........
0.0060
mm or inch
=I..........
1.0000
Minimum depth (m or ft)........
0.0000
Underrelaxation parameter......
0.8500
Time weighting parameter.......
0.8500
Courant Time Step Factor.......
1.0000
Default Expansion/Contraction K
0.0000
Default Entrance/Exit K........
0.0000
Routing Method. ................
Dynamic
Wave
Default surface area 0f junctions..
12.57
square feet.
NJSW input hydrograph junctions....
0
or user defined hydrographs...
I Flap Gate conduit Information
-----------------------------
I Positive Flap Gate - Flow only allowed from the upstream
to the downstream junction
I Negative Flap Gate - Flow only allowed from the
I downstream to the upstream junction I
Conduit Type of Flap Gate
0+40 Positive Flap Gate
Natural Cross -Section information for Channel 0+40
s Cross -Section ID (from X1 card) x1.0 Channel sequence number 1
Length 40.0 ft Maximum Elevation 274.00 ft.
Maximum depth 11.20 ft.
Manning N 0.060 to Station 973.0 Maximum Section Area 1207.40 ft-2
" 0.040 in main Channel Maximum hydraulic radius 3.40 ft.
" 0.060 Beyond station 1027.0 Max topwidth 351.00 ft.
Maximum Wetted Perimeter 3.55E+02 £t
Max left bank area 382.00 ft-2
Max right bank area 417.00 £t"2
Max center channel area 406.40 ft"2
Natural Cross -Section information for Channel 2+41
oII9 Cross -Section ID (from X1 card) 2.0 Channel sequence number 2
Length 148.0 ft Maximum Elevation 276.00 ft.
Maximum depth 6.00 ft.
Manning N 0.060 to Station 996.0 Maximum Section Area 582.00 ft-2
0.040 in main Channel Maximum hydraulic radius 2.32 ft.
0.060 Beyond station 1027.0 Max topwidth 250.00 ft.
Maximum Wetted Perimeter 2.51E+02 ft
Max left bank area 366.50 ft-2
Max right bank area 72.00 ft-2
Max center channel area 143.50 ft`2
Natural Cross -Section information for Channel 1+38
a
Cross Section ID (from X1 card) 3.0 Channel sequence number 3
Length 103.0 ft Maximum Elevation 274.00 ft.
Maximum depth 5.00 ft.
Manning N 0.060 to Station 986.0 Maximum Section Area 293.50 ft"2
" 0.040 in main Channel Maximum hydraulic radius 1.15 ft.
0.060 Beyond station 1050.0 Max topwidth 254.00 ft.
Maximum Wetted Perimeter 2.55E+02 ft
Max left bank area 62.50 ft^2
Max right bank area 37.50 ft^2
Max center channel area 193.50 ft^2
Appendix B3 B3-7
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Natural Cross -Section information for Channel
1+14
Cross -Section ID (from X1 card) :
4.0 Channel sequence number
4
Length
24.0 ft
Maximum Elevation
273.00
ft.
Maximum depth
7.20
ft.
Manning N
0.060 to Station 968.0
Maximum Section Area
529.20
ft^2
"
0.040 in main Channel
Maximum hydraulic radius
2.85
ft.
0.060 Beyond station 1018.0
Max topwidth
184.00
ft.
Maximum Wetted Perimeter
1.85E+02
ft
Max left bank area
202.00
ft-2
Max right bank area
53.00
ft^2
Max center channel area
274.20
ft"2
Natural
II
Cross -Section information for Channel
S5
mam
Cross -Section ID (from XI card) :5.0
3
Channel sequence number
5
Length
235.0 ft
Maximum Elevation
279.42
ft.
Maximum depth
0.50
£t.
Manning N
0.015 to Station
0.0
Maximum Section Area
9.04
ft^2
"
0,015 in main Channel
Maximum hydraulic radius
0.43
£t.
0.015 Beyond station
40.1
Max topwidth
20.18
ft.
Maximum Wetted Perimeter
2.09E+01
ft
Max left bank area
0.00
ft^2
Max right bank area
0.00
ft"2
Max center channel area
9.04
ft"2
Natural
Cross -Section information for Channel
S4
Cross -Section ID (from XI card)
�� 6.0 Channel sequence number
6
Length
230.0 ft
Maximum Elevation
278.23
ft.
Maximum depth
0.50
ft.
Manning N
0.015 to Station
0.0
Maximum Section Area
13.03
ft-2
"
0.015 in main Channel
Maximum hydraulic radius
0.42
ft.
0.015 Beyond station
40.1
Max topwidth
30.16
ft.
Maximum Wetted Perimeter
3.07E+01
£t
Max left bank area
0.00
£t-2
Max right bank area
0.00
£t-2
Max center channel area
13.03
ft`2
Natural
--=--- ------------------
Cross -Section information for Channel
------___________
S3
-------------===-
Cross -Section ID (from xl card)
7.0 Channel sequence number
7
Length
65.0 ft
Maximum Elevation
277.08
ft.
Maximum depth
0.50
£t.
Manning N
0.015 to Station
0.0
Maximum Section Area
14.99
ft-2
"
0.015 in main Channel
Maximum hydraulic radius
0.37
ft.
'•
0.015 Beyond station
40.1
Max topwidth
40.03
£t.
Maximum Wetted Perimeter
4.04E+01
ft
Max left bank area
0.00
ft-2
Max right bank area
0.00
ft-2
Max center channel area
14.99
ft'2
Natural
Cross -Section information for Channel
3+89
Cross -Section
ID (from X1 card)
8.0 Channel sequence number
8
Length
510.0 ft
Maximum Elevation
280.00
ft.
Maximum depth
4.00
ft.
Manning N
0.060 to Station 992.0
Maximum Section Area
84.00
ft-2
"
0.040 in main Channel
Maximum hydraulic radius
2.00
ft.
"
0.060 Beyond station 1008.0
Max topwidth
40.00
ft.
Maximum Wetted Perimeter
4.20E+01
ft
Max left bank area
12.00
ft'2
Max right bank area
12.00
ft^2
Max center channel area
60.00
ft-2
I Table
----------------------------
E1 - Conduit Data
I
Trapezoid
Iap Conduit Length Conduit
Area
Manning Max Width
Depth
Side
N.
----
Name (ft) Class
-------
(ft-2)
_
Coef. (ft)
(ft)
-----
Slopes
1
0+40 40.0000 Natural
1207.4000
0.0400 351.0000
11.2000
-------
2
P1 28.0000 Circular
1.7671
0.0130 1.5000
1.5000
3
2+41 148.0000 Natural
582.0000
0.0400 250.0000
6.0000
4
1+38 103.0000 Natural
293.5000
0.0400 254.0000
5.0000
5
1+14 24.0000 Natural
529.2000
0.0400 184.0000
7.2000
6
P2 105.0000 Circular
7.0686
0.0140 3.0000
3.0000
7
61 45.0000 Circular
4.9087
0.0130 2.5000
2.5000
8
70UT 185.0000 Circular
0.7854
0.0100 1.0000
1.0000
9
BOUT 55.0000 Circular
0.7854
0.0100 1.0000
1.0000
10
POUT 55.0000 Circular
0.7654
0.0100 1.0000
1.0000
11
100UT 55.0000 Circular
0.7854
0.0100 1.0000
1.0000
12
S2 95.0000 Trapezoid
10.0000
0.0140 20.0000
0.5000
0.0000 0.0000
13
$1 120.0000 Trapezoid
10.0000
0.0140 20.0000
0.5000
0.0000 0.0000
14
S5 235.0000 Natural
9.0410
0.0150 20.1800
0.5000
15
54 230.0000 Natural
13.0273
0.0150 30.1550
0.5000
16
12 115.0000 Circular
3,1416
0.0140 2.0000
2.0000
17
23 230.0000 Circular
2.4053
0.0140 1.7500
1.7500
Appendix B3 B3-8
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
18 34 235.0000 Circular 1.7671 0.0140 1.5000 1.5000
19 53 85.0000 Natural 14.9885 0.0150 40.0300 0.5000
20 OS12 302.0000 Circular 3.0686 0.0140 3.0000 3.0000
21 OS34 14.0000 Circular 9.6211 0.0140 3.5000 3.5000
22 OS45 346.0000 Circular 9.6211 0.0140 3.5000 3.5000
23 OS23 210.0000 Circular 7.0686 0.0140 3.0000 3.0000
24 11OUT 30.0000 Circular 0.7854 0.0100 1.0000 1.0000
25 3,89 510.0000 Natural 84.0000 0.0400 40.0000 4.0000
26 Culvert 55.0000 Rectangle 30.0000 0.0140 6.0000 5.0000
21 Orifice 110.0000 Circular 1.7671 0.0140 1.5000 1.5000
28 Weir 20.0000 Trapezoid 10.0000 0.0140 20.0000 0.5000 0.0000 0.0000
29 30UT.1 105.0000 Circular 0.7854 0.0100 1.0000 1.0000
30 overflOw3 15.0000 Trapezoid 12.5000 0.0140 25.0000 0.5000 0.0000 0.0000
31 6OUT.1 75.0000 Circular 7.0686 0.0140 3.0000 3.0000
32 overflow6 80.0000 Trapezoid 17.1250 0.0180 0.5000 0.5000 135.0000 0.0000
33 5OUT.1 125.0000 Circular 1.7671 0.0100 1.5000 1.5000
34 overflow5 85.0000 Trapezoid 25.0000 0.0140 25.0000 0.5000 50.0000 50.0000
35 overflows 20.0000 Trapezoid 12.5000 0.0140 25.0000 0.5000 0.0000 0.0000
36 varfl.W9 20.0000 Trapezoid 12.5000 0.0140 25.0000 0.5000 0.0000 0.0000
37 overflow10 20.0000 Trapezoid 12.5000 0.0140 25.0000 0.5000 0.0000 0.0000
38 overflow7 145.0000 Trapezoid 12.7500 0.0140 0.5000 0.5000 0.0000 100.0000
39 PipaxT2 270.0000 Circular 12.5664 0.0140 4.0000 4.0000
40 StreetAT2 270.0000 Trapezoid 3.625D 0.0140 1.0000 0.5000 25.0000 0.0000
41 PipaKT3 228.0000 Circular 9.6211 0.0140 3.5000 3.5000
42 StreetKT3 228.0000 Trapezoid 3.6250 0.0140 1.0000 0.5000 25.0000 0.0000
43 PipeKT3 460.0000 Circular 12.5664 0.0140 4.0000 4.0000
44 StreetKT3 480.0000 Trapezoid 3.6250 0.0140 1.0000 0.5000 25.0000 0.0000
Total length of all conduits .... 6433.0000 feet
-----------------------
Table E2 - Conduit Factor Data {
--ass Time Low Flow Depth at
Conduit Number Entrance Exit Exp/Conic Weighting Roughness Which Flow
Nade of Barrels Loss Coef Loss Goof Coefficnt Parameter Factor n Changes Routing
__________ _________ __________________ _________ _________ _________ _______
P2 1.0000 0.1250 0.1250 0.2000 0.8500 1,0000 0.0000 Standard - Dynamic Wave
61 1.0000 0.1250 0.1250 0.2000 0.6500 1.0000 0.0000 Standard - Dynamic Wave
"LOUT 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
BOUT 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
90UT 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
SOOUT 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
12 1.0000 0.1250 0,1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
23 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
34 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
OS12 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
OS34 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
0545 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
OS23 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
11OUT 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
Culvert 2.0000 0.5000 1.0000 0.2500 0.8500 0.0130 0.0000 Standard - Dynamic Wave
Orifice 2.0000 0.5000 1.0000 0.2500 0.8500 0.0130 0.0000 Standard - Dynamic Wave
3OUT.1 2.0000 0.1250 0.1250 0.2000 0.8500 0.0130 0.0000 Standard - Dynamic Wave
60UT.1 2.0000 0.1250 0.1250 0.2000 0.8500 0.0130 0.0000 Standard - Dynamic Wave
5OUT.1 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
PipeKT2 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
PipaKT3 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
PipeKTl 1.0000 0.1250 0.1250 0.2000 0.8500 1.0000 0.0000 Standard - Dynamic Wave
Inp
N.
2
3
4
5
6
8
9
10
11
12
13
14
15
16
10
18
19
20
21
22
23
24
25
26
21
28
Table E3a - Junction Data
Junction Ground Crown Invert Qiust Initial Interface
Name Elevation Elevation Elevation cfs Depth-ft Flow M
_________________ _________ _________________ ________ _________
D/5 CDLV 274.2000 274.2000 263.0000 0.0000 0.0000 100.0000
U/5 CULV 274.0000 271.5000 263.5000 0.0000 0.0000 100.0000
Outfall 274.2000 274.0000 262.8000 0.0000 0.0000 100.0000
Pond 274.5000 274.5000 269.0000 0.0000 0,0000 100.0000
NC2 275.0000 275.0000 269.0000 0.0000 0.0000 100.0000
PAS 275.3500 275.3500 2]0.1500 0.0000 0.0000 100.0000
11 275.0500 275.0500 269.1400 0.0000 0.0000 100.0000
NC1 274.5000 274.5000 265.8000 0.0000 0.0000 100.0000
NC3 276.0000 276.0000 270.0000 0.0000 0.0000 100.0000
PA1A 276.0000 276.0000 269-26DO 0.0000 0.0000 100.0000
PA6 276.5500 276.5500 269.4500 0.0000 0.0000 100.0000
PAS 276.1700 206.1700 271.3300 0.0000 0.0000 100.0000
JI 276.9000 272.8500 270.3500 0.0000 0.0000 100.0000
PA7 278.3800 278.3800 272.8800 0.0000 0.0000 100.0000
J2 277.3500 273.5000 271.5000 0.0000 0.0000 100.0000
PAS 277.2500 277.2500 272.7800 0.0000 0.0000 100.0000
J3 278.5200 274.6500 272.9000 0.0000 0.0000 100.0000
PA9 278.3900 278.3900 273.9300 0.0000 0.0000 100.0000
J4 279.4200 275.8300 274.3300 0.0000 0.0000 100.0000
PAID 279.5600 279.5600 275.1000 0.0000 0.0000 100.0000
PASC 279.5200 279.5200 278.9200 0.0000 0.0000 SOD.DOD0
PASS 278.3300 278.3300 277.7300 0.0000 0.0000 100.0000
JOE 277.1800 277.1600 276.5800 0.0000 0.0000 100.0000
CIS 276.9000 276.9000 276.2000 0.0000 0.0000 100,0000
WPC 274.5000 274.5000 266.0100 11.6100 0.0000 100.0000
WP6 274.5000 274.5000 261.3600 0.0000 0.0000 100.0000
WP1 282.0000 279.5500 276.5500 31.3000 0.0000 100.0000
WP3 278.0000 205.7200 272.2200 15.5600 0.0000 100.0000
Appendix B3 B3-9
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
29 WP4
278.0000
275.6200
272.0000
3.8900
0.0000
100.0000
30 WP5
275.0000
274.5000
269.2600
10.1100
0.0000
100.0000
31 WP2
280.0000
277.1000
274.0000
0.0000
0.0000
100.0000
32 PASI
279.0000
277.1500
276.1500
0.0000
0.0000
100.0000
33 PASWC
280.0000
280.0000
276.0000
0.0000
0.0000
100.0000
Table E3b - Junction Data
Inp
Junction
%
y
N.
___ ---------------
Name
Coord.
---------------
Coord.
Type of Manhole
Type of
Inlet
2
U/S CULV
31.3713
403.4715
____
No Ponding
__---------
Normal
Inlet
3
Outfall
30.2189
394.9844
No Pending
Normal
Inlet
4
Pond
34.6643
409.7850
Sealed Manhole
Normal
Inlet
5
NC2
29.0856
409.2774
No Pending
Normal
Inlet
6
PA3
42.9920
406.2595
Sealed Manhole
Normal
Inlet
T
I1
31.6030
408.3731
No Pending
Normal
Inlet
8
MCI
31.0751
406.5374
Flooded Pending
Normal
Inlet
9
NC3
29.0199
412.9268
No Pending
Normal
Inlet
10
PAIR
31.7259
413.4204
No Pending
Normal
Inlet
11
PAS
31.8679
417.3895
Flooded Pending
Normal
Inlet
12
PA5
32.5244
417.3849
Flooded Pending
Normal
Inlet
13
Jl
43.7848
417.4229
Sealed Manhole
Normal
Inlet
14
PA7
43.8313
421.9669
Flooded Pending
Normal
Inlet
"
J2
48.9458
417.4536
Sealed Manhole
Normal
Inlet
I6
PAS
48.9419
422.0419
Flooded Pending
Normal
Inlet
19
J3
57.2047
417.4536
Sealed Manhole
Normal
Inlet
18
PAD
57.1408
422.0420
Flooded Pending
Normal
Inlet
19
J4
64.6846
417.5143
Sealed Manhole
Normal
Inlet
20
PAID
64.6517
421.8616
Flooded Pending
Normal
Inlet
21
PAIC
61.8455
415.9680
Flooded Pending
Normal
Inlet
22
PAIB
54.1493
415.9833
Flooded Ponding
Normal
Inlet
23
J2S
45.5719
415.9833
Flooded Pending
Normal
Inlet
24
JIB
40.7092
416.0007
Flooded Pending
Normal
Inlet
25
WPT
45.4248
403.4502
No Pending
Normal
Inlet
26
WP6
55.6015
403.3770
No Pending
Normal
Inlet
27
WP1
70.9313
429.9543
No Pending
Normal
Inlet
28
WP3
70.9289
415.3945
Sealed Manhole
Normal
Inlet
29
WP4
72.9541
413.2982
Sealed Manhole
Normal
Inlet
30
WP5
72.9566
403.4345
No Pending
Normal
Inlet
31
WP2
70.9313
423.5366
Sealed Manhole
Normal
Inlet
32
PAll
66.3787
423.5436
No Pending
Normal
Inlet
33
PASWC
29.0457
426.3985
Flooded Pending
Normal
Inlet
a
Table E4 -
Conduit
Connectivity
a
A
I
Input
Conduit
Upstream
Downstream Upstream
Downstream
Number
ne
Name
Node
aas
Node Elevation
Elevation
1
0+40
D/S CULV
Outfall 263.0000
262.8000
No
Design
2
P1
I1
Pond 269.1400
269.0000
No
Design
3
2+41
NOS
NC2 270.0000
269.0000
No
Design
4
1+38
NC2
NCI 269.0000
265.8000
No
Design
5
1+14
NCI
U/S CULV 265.8000
264.0000
No
Design
6
P2
PAIR
Pond 269.2600
269.0000
No
Design
7
61
J1
PAfi 270.3500
269.9500
No
Design
8
TOUT
PA]
J1 272.8600
271.8500
No
Design
9
BOUT
PAS
J2 272.7800
272.5000
No
Design
10
BOUT
PAS
J3 273.9300
273.6500
No
Design
11
100UT
PAID
J4 2?5.1000
274.8300
No
Design
12
S2
CIS
PAIR 276.2000
275.5000
No
Design
13
Sl
PAIR
11 275.5000
274.5500
No
Design
14
S5
PAIC
PASS 278.9200
277.7300
No
Design
15
S4
PA1B
J2S 277.7300
276.5800
No
Design
16
12
J2
J1 271.5000
270.8500
No
Design
13
23
J3
J2 272.9000
271.7500
No
Design
18
34
J4
J3 274.3300
273.1500
No
Design
19
53
J2S
J1S 276.5800
276.2000
No
Design
20
0512
WP1
WP2 276.5500
274.1000
No
Design
21
OS34
WP3
WP4 272.2200
272.1200
No
Design
22
0545
WP4
WP5 272.0000
269.5100
No
Design
23
0523
WIT
WP3 274.0000
272.5900
No
Design
24
110UT
PAll
WP2 276.1500
276.0000
No
Design
25
3+89
PASWC
NC3 276.0000
270.0000
No
Design
26
Culvert
U/S CULV
D/S CULV 263.5000
263.0000
No
Design
27
Orifice
Pond
NC1 269.0000
267.6300
No
Design
28
Weir
Pond
NCI 274.0000
274.0000
No
Design
29
30UT.1
PAD
I1 270.1500
269.6400
No
Design
30
overflaw3
PAS
I1 274.8500
274.5500
No
Design
31
60UT.1
PA6
PAIR 269.4500
269.2600
No
Design
32
overflow6
PAS
PAIR 276.0500
275.5000
No
Design
33
50UT.1
PAS
PA6 271.3300
270.9500
No
Design
34
overflow5
IRS
PAS 275.6700
274.5800
No
Design
35
overflow8
PAS
J2S 276.7500
276.5800
No
Design
36
overfloW9
BAD
FRIB 277.6900
277.7300
No
Design
31
overflow10
PAIC
PAIC 279.0600
276.9200
No
Design
38
overflow')
PAS
JIS 277.8800
276.2000
No
Design
39
PLpeKT2
WP6
WP7 267.3600
266.0100
No
Design
40
StreetAT2
WP6
WP] 274.0000
274.0000
No
Design
41
PipeKT3
WP5
WP6 269.2600
267.8600
No
Design
Maximum Capacity
Appendix B3 B3-10
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
42 StreetKT3 WP5 WP6 2I4.0000 274.0000 No Design
43 PipaKTl WP9 U/S CULV 266.0100 263.6100 No Design
44 StreetKTI WPV U/S CULV 274.0000 2I1.0000 No Design
Storage Sanction Data
MAXIMUM OR PEAK OR CROWN DEPTH
STORAGE JUNCTION JUNCTION CONSTANT SURFACE CONSTANT VOLUME ELEVATION STARTS
NUMBER OR NAME TYPE AREA (FT2) (CUBIC FEET) (FT) FROM
Pond
Stage/Area
17859.6000
PA3
Stage/Area
16335.0000
PRE
Stage/Area
4007.5200
PAS
Stage/Area
6751.8000
PA7
Stage/Area
2831.4000
PAS
Stage/Area
12240.3600
TAB
Stage/Area
11369.1600
PA10
Stage/Area
10759.3200
Variable storage data for node (Pond
62084.2613 274.5000 Node Invert
4002.4733 215.3500 Node Invert
931.3687 2I6,5500 Node Invert
2365.0934 276.1700 Node Invert
705.2196 278.3800 Node Invert
3178.1285 277.2500 Node Invert
2636.4962 28.3900 Node Invert
2182.4779 279.5600 Node Invert
Data
Elevation
Depth
Area
Volame
Point
z61
ft
It
ft^2
ft-3
269.0000
0.0000
3267.0000
0.0000
2
269.5000
0.5000
4138.2000
1847.0145
3
270.0000
1.0000
5183.6400
4102.5738
4
270.5000
1.5000
6229.0800
7021.7552
5
2I1.0000
2.0000
7405.2000
10426.0900
6
271.5000
2.5000
8537.7600
14408.4735
7
2/2.0000
3.0000
9888.1200
19010.8145
8
272.5000
3.5000
11238.4800
24288.8645
9
273.0000
4.0000
12893.7600
30317,1881
30
213.5000
4.5000
14549.0400
37173.7243
11
274.0000
5.0000
16291.4400
44879.7393
12
274.5000
5.5000
17336.6600
53285.4648
13
275.0000
6.0000
17859.6000
62084.2613
----------------
I Variable storage
*Data
data for
node IPA3
}
------------------------
Elevation
Depth
Area
Volume
Point
ft
ft
£t^2
ft^3
1
2I0.1500
0.0000
8.7120
0.0000
2
274.4000
4.2500
43.5600
101.6496
3
274.4500
4.3000
217.8000
107.6289
4
274.5000
4.3500
653.4000
128.4363
5
274.5500
4.4000
1350.3600
177.4806
6
274.6000
4.4500
2308.6800
267.8993
9
274.6500
4.5000
4007.5200
423.8647
B
274.7000
4.5500
5837.0400
668.5496
9
274.7500
4.6000
7753.6800
1007.1851
10
274.8000
4.6500
9496.0800
1437-6945
11
274.8500
4.7000
11151.3600
1953.3266
12
275.0000
4.8500
16335.0000
4002.4733
-------------------
I Variable storage
A
data for
node IPAS
H6
Data
Elevation
Depth
==ate.
Area
Volume
Point
ft
ft
ft-2
ft-3
1
269.4500
0.0000
8.7120
0.0000
2
2I4.1300
4.6800
8.0120
40.7722
3
274.1800
4.7300
87.1200
42.8285
4
274.2300
4.7800
174.2400
49.2380
5
214.2800
4.8300
261.3600
60.0546
6
274.3300
4.8800
435.6000
77.2942
7
274.3800
4.9300
609.8400
103.3083
B
214.4300
4.9800
871.2000
140,1406
9
274.4800
5.0300
1132.5600
190.0920
10
214.5300
5.0800
1524.6000
256.2787
11
214.6300
5.1800
2439.3600
452.6934
12
214.7800
5.3300
4007.5200
931.3687
Variable storage
'D-s_s-
data for
node IPAS
ata
Elevation
Depth
asst
Area
Volume
Point
ft
ft
ft"2
ft^3
1
2I1.3300
0.0000
8.7120
0.0000
2
274.8800
3.5500
8.7120
30.9276
3
2I4.9300
3.6000
87.1200
32.9840
4
214.9800
3.6500
261.3600
41.3069
5
215.0300
3.7000
479.1600
59.5470
6
2I5.0800
3.0500
784.0800
90.8167
7
275.1300
3.8000
1176.1200
139.4916
8
275.1800
3.8500
1568.1600
207.8641
9
2I5.2300
3.9000
1916.6400
294.8385
Appendix B3 B3-11
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
10 275.2800 3.9500 2308.6800 400.3196
12 275.3800 4.0500 3179.8800 674.4572
13 275.5300 4.2000 4530.2400 1249.7369
14 275.6800 4.3500 6098.4000 2043.9769
15 275.7300 4.4000 6751.8000 2365.0934
I Variable storage
+Data $Elevation
data for
node IPA]
+
m®Depth
Area
Volume
Point
9272.8800
to
ft
ft-2
ft-3
1
0.0000
8.7120
0.0000
2
277.4300
4.5500
8.7120
39.6396
3
27'.4800
4.6000
130.6800
42.5252
4
27?.5300
4.6500
304.9200
53.1121
5
277.5800
4.7000
522.7200
73.5600
6
277.6300
4.7500
784.0800
106.0100
7
277.6600
4.8000
958.3200
149.4972
8
277.7300
4.8500
1219.6800
203.8160
9
277.7800
4.9000
1481.0400
271.2284
10
277.8300
4.9500
1829.5200
353.8391
11
277.8600
5.0000
2178.0000
453.9006
12
200.9300
5.0500
2526.4800
571.4049
13
277.9800
5.1000
2831.4000
705.2796
Variable storage data for node IPAB
Data
Elevation
Depth
Area
Volume
Point
p272.T800
ft
ft
ft^2
ft"3
1
0.0000
8.7120
0.0000
2
276.2500
3.4]00
8.3120
30.2306
3
276.3000
3.5200
87.1200
32.2870
4
276.3500
3.5700
304.9200
41.5374
5
276.4000
3.6200
653.4000
64.9487
6
276.4500
3.6700
1263.2400
112.0347
3
276.5000
3.7200
2178.0000
197.0339
8
276.5500
3.7700
3310.5600
333.2636
9
276.6000
3.8200
5009.4000
539.6018
30
276.6500
3.8700
6403.3200
824.4078
11
276.7000
3.9200
7710.1200
1176-7385
12
276.]500
3.9700
8973.3600
1593.4264
13
276.9000
4.1200
12240.3600
3178.1285
h Variable storage
=
data for
node IPAR
}
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
£t-3
19
273.9300
0.0000
8.0120
0.0000
2
277.3900
3.4600
8.7120
30.1435
3
27.4400
3.5100
87.1200
32.1999
4
277.4900
3.5600
304.9200
41.4503
5
277.5400
3.6100
653.4000
64.8616
6
277.5900
3.6600
1263.2400
111.9475
7
277.6400
3.7100
2178.0000
196.9468
8
277.6900
3.7600
3441.2400
336.2292
9
277.7400
3.8100
5140.0800
549.3469
10
277.7900
3.8600
6490.4400
839.4544
11
211.8400
3.9100
7797.2400
1196.1473
12
277.8900
3.9600
9060.4800
1617.1953
13
277.9900
4.0600
11369.1600
2636.4962
` Variable storage
'
data for
node IPA10
`
Data
Elevation
➢
Depth
Area
Volume
Point
ft
it
ft"2
ft^3
x1
275.1000
0.0000
8.7120
0.0000
2
278.5600
3.4600
B-7120
30.1435
3
278.6100
3.5100
43.5600
313394
4
278.6600
3.5600
217.8000
37.3188
5
278.7100
3.6100
522.7200
55.2844
6
278.7600
3.6600
1350.3600
100.5049
278.8300
3.7100
2134.4400
186.8803
8
278.8600
3A600
3223.4400
319.8953
9
278.9100
3.8100
4268.8800
506.5925
10
278.9600
3.8600
5401.4400
747.7959
11
279.0100
3.9100
6577.5600
1046.7886
12
279.0600
3.9600
7710.1200
1403.6060
13
279.2100
4.1100
10759.3200
2782.4779
Title from first computational layer:
water wood condominiums - owner: Jim Stewart
Title from immediately preceding computational layer
Waterwo0d Condominiums - owner: Jim Stewart
Name of preceding layer: ................ Runoff Layer
Appendix B3 B3-12
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Initial Julian date (IBATEZ)...................... 1001
Initial time of day in seconds (TZER0)............ 0.0
No. Transfered input locations .................... 18
No. Transfered pollutants ......................... 0
Site of total catchment area (acres) .............. 31.23
#################################################
# Element numbers of interface inlet locations: #
###0#4######################0#404################
PASWC NOS NC2 PA10
PAS PA6 PA1C PAIR
NCI PA2 PA4 PAll
Table E7 - Iteration Summary
Total number of time steps simulated............
8640
Total number of passes in the simulation........
44337
Total number of time steps during simulation....
43183
Ratio of actual # Of time steps / NTCYC.........
4.998
Average number of iterations per time step......
1.020
Average time step size(seconds)................
2.001
Smallest time step sl.c(secands)................
2.000
Largest time step size(seconds)................
5.000
Average minimum Conduit Courant time step (sec).
1.892
Average minimum implicit time step (sec)........
1.891
Average minimum junction time step (sec)........
1.891
Average Courant Factor If .......................
1.891
Number of times omega reduced ...................
1576
Table 98 - Junction Time Step Limitation Summary I
= I Not Convr = Number of times this junction did not I
I converge during the simulation. I
I Avg CORVr = Average junction iterations.
I Conv err = Mean convergence error.
I Omega Cng = Change of omega during iterations
I Max Stein = Maximum number of iterations
Junction Not Convr Avg Convr Total Itt Omega Cng Max Itern
D/S CULV
0
1.13
48612
14
9
U/S CULV
0
1.17
50488
20
36
Outfall
0
1.63
00285
0
9
Pond
0
1.43
61564
5
30
NC2
0
1.42
61305
T
7
PA3
0
1.18
51136
0
6
11
1
1.37
59121
0
501
NCI
0
1.47
63333
0
6
NC3
0
1.34
57728
0
6
PAIA
0
1.44
62314
732
10
PA6
0
1.45
62431
590
30
PAS
0
1.20
51911
0
7
J1
0
1.33
57610
10
73
PAO
0
1.13
48967
0
8
J2
0
1.34
57687
26
10
PAS
0
1.20
51772
8
36
J3
0
1.29
55658
16
12
PAP
0
1.17
50537
5
47
J4
0
1.24
53475
6
13
PA30
0
1.10
50481
9
29
PAIL
0
1.15
49486
0
13
PA1B
0
1.18
51134
0
19
J25
0
1.22
52685
0
13
J15
0
1.20
54863
33
10
WP7
0
1.03
44645
10
14
WP6
0
1.03
44264
11
10
WP1
0
1.01
43583
10
22
WP3
0
1.03
44489
3
344
WP4
0
1.04
44793
24
266
WOE
0
1.10
47559
25
319
WP2
0
1.13
48697
12
306
PAli
o
1.13
48960
0
5
PASWC
o
1.26
54611
0
5
Total number of iterations for
all junctions..
1756186
Minimum number of
possible iterations.........
1425039
Efficiency of the
simulation ..................
1.23
Good Efficiency
PAR PAS PA]
PAIA PAS Pond
Ittrn >10 Ittrn >25 Itton >40
0 0
2 1
0 0
1 0
0 0
0 0
2 1
0 0
0 0
1 0
0
0 0
2 2
0 0
1 0
9 2
2 0
5 3
5 0
11 1
1 0
2 0
2 0
3 0
4 0
4 0
7 0
1
16 2
27 0 9
10 1
0 0
0 0
Appendix B3 B3-13
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Extran Efficiency is an indicator of the efficiency of I
the simulation. Ideal efficiency is one iteration per I
I time step. Altering the underrelexation parameter, I
lowering the time step, increasing the flow and head
tolerance are good ways of improving the efficiency,
pother is lowering the internal time step. The lower the[
I efficiency generally the faster your model will run.
If your efficiency is less than 1.5 then you may try
I increasing your time stem so that your overall simulation)
I is faster. Ideal efficiency would be around 2.0
I Good Efficiency < .5 mean iterations
2
I Excellent Efficiency < . and > 1,5 m iterations 4I
I Good Efficiency < .0 and > 2.5 mean iterations I
I Pair Efficiency < 7.5 and > 4.0 mean iterations I
I Poor Efficiency > 7.5 mean iterations I
I Table E9 - JUNCTION SUMMARY STATISTICS I
I The Maximum area is only the a aof the node, it I
I does not include the area of the surrounding conduits)
Uppermost Maximum Time Feet of Maximum
Ground PipeCrown Junction of Surcharge Freeboard Junction
Junction Elevation Elevation Elevation Occurence at Max of node Area
Name feet feet feet Hr. Min. Elevation feet ft"2
------------------------- --- -------------------
D/S CULV 274.2000 274.2000 265.5532 12 19 0.0000 8.6468 12.5660
CIS DULY 274.0000 271.5000 266.6276 12 19 0.0000 ].3]24 12.5660
Outfall 274.2000 274.0000 264.8576 12 19 0.0000 9.3424 12.5660
Pond 274.5000 274.5000 274.1599 12 31 0.0000 0.3401 16625.813
NC2 275.0000 275.0000 270.6800 12 19 0.0000 4.3200 12.5660
PAS 275.3500 275.3500 274.4469 12 12 0.0000 0.9031 207.1157
I1 275.0500 275.0500 274.2138 12 30 0.0000 0.8362 12.5660
NCI 274.5000 2]4.5000 267.2498 12 19 0.0000 0.2502 12.5660
NC3 276.0000 2]6.0000 272.5205 12 19 0.0000 3.4795 12.5660
PAIA 276.0000 276.0000 274.6755 12 25 0,0000 1.3245 12.5660
RAG 276.5500 276.5500 274.8072 12 25 0.0000 1.7428 4007.5200
PAS 276.1700 276.1700 274.9665 12 21 0.0000 1.2035 214.4199
J1 276.9000 272.8500 274.9622 12 24 2.1122 1.9378 12.5660
PA7 278.3800 278.3800 2]].1994 12 10 0.0000 1.1806 8.7120
J2 2]].3500 273.5000 275.7692 12 24 2.2692 1.5808 12.5660
PAB 2]].2500 2]],2500 276.0757 12 18 0.0000 0.3743 11711.295
J3 278.5200 274.6500 2]].0872 12 21 2.4372 1.432E 12.5660
PAR 278.3900 278.3900 2]].9780 12 16 0.0000 0.4120 11092.886
J4 279.4200 275.8300 278.0822 12 18 2.2522 1.3378 12.5660
PA10 279.5600 279.5600 279.1481 12 14 0.0000 0.4119 9500.1471
PAID 279.5200 279.4200 279,1252 12 14 0.0000 0.3948 12.5660
PA1B 278.3300 278.2300 2]].9732 12 16 0.0000 0.3568 12.5660
J2S 277.1900 2]].0800 276.8748 12 18 0.0000 0.3052 12.5660
its 276.9000 276.7000 276.3998 12 19 0.0000 0.5002 12.5660
WPP 274.5000 274.5000 269.1827 12 10 0.0000 5.3173 12.5660
WP6 274.5000 274.5000 270.3480 12 11 0.0000 4.1520 12.5660
WP1 282.0000 279.5500 278.3746 0 1 0.0000 3.6254 12.5660
WP3 278.0000 275.7200 274.8573 12 10 0.0000 3.1427 12.5660
WP4 278.0000 275.6200 274.3426 o 2 0.0000 3.6574 12.5660
WP5 275.0000 274.5000 2]2.1649 12 11 0.0000 2.6351 12.5660
WP2 280.0000 277.1000 276.0668 12 9 0.0000 3.9332 12.5660
PA11 279.0000 2]].1500 2]].8315 12 9 0.6815 1.1605 12.5660
PASWC 280.0000 280.0000 2]].2753 12 18 0.0000 2.]24] 12.5660
Table E10 - CONDUIT SUMMARY STATISTICS I
I Note: The peak flow may he less than the design flow I
I and the conduit may still surcharge because of the I
I downstream boundary conditions. I
Conduit Maximum Maximum
Design Design Vertical Computed
Conduit Flow Velocity Depth Flow
Name (cfs) (ft/s) (in) (cfs)
----------------------
0+40 7171.957 5.9400 134.4000 191.0539
P1 ].1]58 4.0607 18.0000 6.8666
2+41 3114.728 5.3518 72.0000 76.9337
1+38 2108.498 7.1840 60.0000 80.0792
1+14 9688.8]] 18.3085 96.4000 113.8949
P2 30.8193 4.3600 36.0000 50.0229
61 38.6713 7.8781 30.0000 22.7520
7OUT 3.4560 4.4003 12.0000 5.299]
BOUT 3.3047 4.20]] 12.0000 7.4806
GOUT 3.3047 4.20]] 12.0000 6.6440
1000T 3.2452 4.1319 12.0000 6.2983
S2 55.5604 5.5560 6.0000 12.2691
S1 57.5903 5.7590 6.0000 0.0000
SS 36.4346 4.0299 6.0000 6.2692
S4 51.5100 3.9540 6.0000 11.6375
12 15.7929 5.0270 24.0000 19.2199
23 10.4038 4.3254 21.0000 12.3499
34 6.9118 3.9113 18.0000 6.0085
Time Maximum Time Ratio of Maximum Depth >
of Computed of Max. to at Pipe Ends
Occurence Velocity Occurence Design Upstream Dwnstrm
Hr. Min. (ft/c) Hr. Min. Flow (ft) (ft)
--------------------------' -------
12 19 5.6921 12 19 0.0266 265.5532 264.8576
12 9 4.9696 12 9 1.2356 274.2138 274.1599
12 19 2.7362 12 19 0.0253 272.5205 270.6800
12 19 4.4107 12 19 0.0380 270.6800 267.2498
12 19 3.3059 12 20 0.0118 267.2498 266.6276
12 9 7.0346 12 10 1.6231 274.6754 274.1599
12 5 4.9378 11 43 0.5883 274.9622 274.8072
12 9 6.6479 12 9 1.5335 277.1994 274.9622
12 3 9.4257 12 3 2.2636 276.8757 275.7692
12 42 8.3540 12 42 2.0105 277.9]60 277.0872
12 2 7.9233 12 2 1.9408 279.1483 278.0822
12 20 3.0722 12 20 0.2208 276.3998 275.6997
0 0 0.0000 0 0 0.0000 274.2136 274.2138
12 14 1.8305 12 13 0.1721 279.1252 2]].9732
12 16 2.0464 12 14 0.2259 2]].9732 276.8748
12 3 6.1842 12 2 1.2170 275.7692 274.9622
12 2 5.0139 12 2 1.1871 2]].0873 275.7692
12 2 3.6453 11 55 0.8693 278.0822 2]].0872
Appendix B3 B3-14
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
S3 51.2406 3.4180 6.0000 12.4026 12 18 2.2011 12 18 0.2420 276.8748 276.3998
OS12 55.7841 7.8918 36.0000 33.3835 0 1 7.7885 0 2 0.5984 278.3746 276.0668
OS34 53.9380 5.6062 42.0000 53.2388 12 10 7.3284 12 10 0.9870 274.9573 274.4018
OS45 79.0252 8.2130 42.0000 57.1388 12 10 8.1016 0 3 0.7230 274.3426 272.1649
OS23 50.7494 7.1796 36.0000 30.6789 12 10 6.9343 12 10 0.7424 276.0668 274.8513
110UT 3.2751 4.1699 12.0000 6.3849 12 9 8.1102 12 9 1.9495 200.8315 277.0000
3+89 537.4013 6.3976 46.0000 72.0225 12 18 2.4286 12 18 0.1340 237.2753 272.5205
Culvert 373.3488 12.4450 60.0000 95.5267 12 19 5.5491 12 19 0.2559 266.6276 265.5532
Orifice 10.8855 6.1599 18.0000 15.5598 12 30 8.8286 12 30 1.4294 274.1599 269.0412
Weir 2.0468 0.0000 6.0000 3.0021 12 31 1.1748 12 31 1.4667 274.1599 274.0885
30UT.1 3.2279 4.1099 12.0000 4.4572 12 9 5.5770 12 9 1.3808 274.4469 274.2138
ov erflow3 81.4251 6.5140 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.2138 2'4.2138
60UT.1 31.1729 4.4101 36.0000 18.1255 12 9 2.5566 12 9 0.5815 274.8072 274.6755
overflow6 46.5192 2.7164 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.6055 274.6055
50UT.1 9.5292 4.2607 18.0000 8.3564 12 9 4.6968 12 9 1.1099 274.9665 274.8072
erflow5 144.4492 5.7780 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.8072 2?4.6072
overflows 61.2946 4.9036 6.0000 1.1708 12 20-0.4204 12 12 0.0289 276.8757 296.V48
overflow9 59.4645 4.7502 6.0000 2.8079 12 16 0.7182 12 17 0.0472 277.9780 277.9732
ver£1ow10 55.6240 4.4499 6.0000 3. 144" 12 14 0.8937 12 14 0.0565 279.1481 279.1252
over£low7 57.8075 4.5339 6.0000 0.0000 0 0 0.0000 0 0 0.0000 276.3998 276.3996
PipeKT2 94.3161 7.5054 48.0000 67.2609 12 12 7.1373 0 3 0.0131 270.3480 269.1827
StreetKT2 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 269.1827 269.1827
PipeKT3 73.2069 7.6090 42.0000 67.2311 12 11 8.3040 12 12 0.9184 272.1649 270.4285
StreetKT3 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 270.3480 270.3480
PipeKTl 94.3161 7.5054 48.0000 79.1610 12 12 7.8995 12 9 0.8393 269.1827 266.6276
StreetKTl 12.3515 3.4093 6.0000 0.0000 0 0 0.0000 0 0 0.0000 266.6276 266.6276
FREE 0 1 Undefnd Undefnd Undefn 191.0539 12 19
I Table Ell. Area assumptions used in the analysis)
I Subcritical and critical flow assumptions from I
I Subroutine Head. See Figure17-1 in the
annual for further information.
-----------------------------
Length Length Length of Length of
of of Sub- Upstream Downstream Maximum Maximum Maximum
Conduit Dry critical Critical Critical Hydraulic %-Sect vet+D
Name Flow (min) Flow (Min) Flow (.is) Flow (min) Radius-m Area(ft^2) (ft-2/s)
---------- ----------------------------- -- --------- ____----
0+40 0.1667 1439.8333 0.0000 0.0000 1.5391 33.5649 13.1225
21 647.3000 792.3000 0.0000 0.0000 0.4557 1.8515 19.4214
2+41 666.5000 773.5000 0.0000 0.0000 0.6081 28.6419 5.7467
1+38 670.7333 769.2667 0.0000 0.0000 0.5426 18.1559 6.9022
1+14 662.4333 777.5661 0.0000 0.0000 0.9922 34.4596 6.7384
P2 643.9000 796.1000 0.0000 0.0000 0.9090 7.3726 29.9446
61 650.7000 104.4667 0.0000 684.8333 0.]570 5.1313 18.3764
TOUT 650.8333 66.6000 0.0000 722.5667 0.3026 0.8087 22.7907
BOUT 643.5661 60.0000 0.0000 736.4333 0.3004 0.8070 25.8059
BOUT 643.5667 47.6333 0.0000 748.8000 0.3026 0.8192 24.8073
16DUT 643.5661 41.7000 0.0000 754.7333 0.3036 0.8233 24.2220
32 683.1661 0.0000 0.0000 756.8333 0.1958 3.9943 0.6134
S1 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
55 666.8000 003.2000 0.0000 0.0000 0.1690 3.4392 0.4075
S4 666.8000 003.2000 0.0000 0.0000 0.1966 5.9473 0.5248
12 646.9000 75.8000 0.0000 717.3000 0.5985 3.2288 20.1793
23 646.9000 76.4667 0.0000 716.6333 0.5309 2.4730 16.8988
34 646.9000 67.9000 0.0000 725.2000 0.4529 1.8525 11.2849
33 612.9333 761.0667 0.0000 0.0000 0.1702 5.6388 0.5410
OS12 0.0000 1438.9167 0.0000 1.0833 0.8240 4.3314 13.6542
OS34 0.0000 0.6000 0.0000 1439.4000 1.0350 7.2647 18.0243
OS45 0.0000 1437.6333 0.0000 2.1667 1.0308 7.1711 19.6569
OS23 0.0417 1439.9583 0.0000 0.0000 0.8939 5.4341 15.0253
110UT 635.9661 0.0000 0.0000 804.0333 0.3023 0.0803 10.8684
3+89 666.5000 773.5000 0.0000 0.0000 1.3089 26.4009 5.1773
Culvert 0.0000 1440.0000 0.0000 0.0000 1.4629 17.2147 15.7616
Orifice 661.3333 0.0000 0.0000 778.6667 0.4350 1.7624 29.0043
Weir 1420.3333 0.0000 0.0000 19.6661 0.1260 2.5556 0.1459
BOUT .1 643.6661 102.6333 0.0000 693.7000 0.2884 0.8077 21.5291
overflows 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
60UT.1 653.8333 786.1667 0.0000 0.0000 0.9127 7.4099 11.0991
cv erflow6 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
50UT.1 650.5667 79.5661 0.0000 709.8667 0.4548 1.8525 15.5479
overflows 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
overflows 1408.1000 18.0000 13.9000 0.0000 0.1980 5.0446 0.0039
overflow9 1413.8000 19.3661 6.8333 0.0000 0.1554 3.9469 0.1139
oerflow10 1416.3000 19.4667 5.2333 0.0000 0.1369 3.5189 0.1310
overflow7 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT2 0.0000 1440.0000 0.0000 0.0000 1.2097 10.3422 20.0271
StreetKT2 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 0.0000 0.0000 1440.0000 1.0573 8.0971 22.7227
StreetKT3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKTl 0.0000 27.3000 0.0000 1412.7000 1.2094 10.2669 23.4082
StreetKTl 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
I Table E12. Mean Conduit Flow Information I
---.esm®-Mean Total Mean Low Mean Mean Mean Mean
Conduit Flow Flow Percent Flow Froude Hydraulic Cross Conduit
Name (cfs) (ft'3) Change Weighing Number Radius Area Roughness
--------------- -------- -------- -------- -------- ------------------------------
0+40 76.9437 6647936.5 0.0144 0.9999 0.5876 0.9578 19.3633 0.0400
P1 0.2165 18701.346 0.0009 0.5503 0.1991 0.0477 0.1448 0.0130
Appendix B3 B3-15
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
2+41 2.3853 206090.64 0.0073 0.5373 0.1119 0.0965 1.0859 0.0467
1+38 2.4243 209455.45 0.0074 0.5344 0.3665 0.0672 0.7024 0.0424
1+14 4.4560 385061 .45 0.0105 0,5402 0.0493 0.4177 3.6650 0.0400
P2 1.6169 139695.95 0.0047 0.5530 0.3078 0.0675 0.4964 0.0140
61 0.8414 72696.211 0.0023 0.5483 0.6907 0.0616 0.3046 0.0130
BOUT 0.1254 10837.846 0.0005 0.5477 0.5771 0.0247 0.0435 0.0100
BOUT 0.2480 21430.305 0.0009 0.5530 0.5292 0.0299 0.0516 0.0100
SOUP 0.2331 20140.680 0.0009 0,5530 0.5314 0.0299 0.0486 0.0100
100UT 0.2347 20276.335 0.0007 0.5530 0.5243 0.0301 0.0487 0.0100
S2 0.2211 19103.684 0.0011 0.5258 0.6656 0.006I 0.1358 0.0140
S1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
SS 0.1102 9522.0956 0.0006 0.5372 0.1691 0.0074 0.1079 0.0150
S4 0.2187 18899.558 0.0011 0.5372 0.1604 0.0097 0.1979 0.0150
12 0.7136 61656.985 0.0020 0.5509 0.4978 0.0545 0.1957 0.0140
23 0.4661 40268.195 0.0013 0.5500 0.4761 0.0464 0.1302 0.0140
34 0.2343 20244.125 0.0010 0.5506 0.4822 0.0360 0.0872 0.0140
S3 0.2212 19109.705 0.0011 0.5329 0.3462 0.0081 0.1647 0.0150
OS12 31.2851 2I03032.0 0.0026 1.0000 1.0486 0.8026 4.0802 0.0140
OS45 50.8462 4393109.6 0.0039 1.0000 0.9545 0.9972 6.4944 0.0140
O923 31.4315 2715683.5 0.0029 1.0000 0.8545 0.8580 4.8189 0.0140
IIOUT 0.1542 13319.393 0.0006 0.5584 0.5416 0.0273 0.037D 0.0100
3+89 2.1480 185585.95 0.0066 0.5373 0.0548 0,1283 1.9687 0.0420
Culvert 76.9556 6648959.5 0.0072 1.0000 0.4922 1.1029 10.5099 0.0140
Orifice 1.8812 162533.43 0.0014 0.5409 0.6077 0.0520 0.1424 0.0140
Weir 0.0225 1947.0406 0.0003 0.0137 0.0086 0.0012 0.0234 0.0140
30UT.1 0.2161 18669.998 0.0004 0.5526 0.5315 0.0269 0.0568 0.0100
overflow3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
6OUT.1 1.1800 101955.61 0.0018 0.5461 0.1520 0.0845 0.4933 0.0140
overflow6 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0180
50UT.1 0.1981 17116.997 0.0008 0.5481 0.5092 0.0361 0.1046 0.0100
overflow5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0016 0.0003 0.0140
overflows 0,0025 218.7629 0.0003 0.0222 0.0015 0.0177 0.0781 0.0140
overflow9 0.0192 1656.7956 0.0003 0.0182 0.0043 0.0132 0.0551 0.0140
ver£1ow10 0.0208 1799.2726 0.0003 0.0164 0.0049 0,0107 0.0440 0.0140
overflow7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0044 0.0002 0.0140
PipeKT2 60.9125 5262838.2 0.0040 1.0000 0.6234 1.1897 9.6123 0.0140
StreetKT2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT3 60.9275 5264137.7 0.0041 1.0000 0.9095 1.047e 7.5579 0.0140
StrestK73 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipaKTl 72.5078 6264612.3 0.0041 1.0000 0.8456 1.1786 9.4084 0.0140
StreetKTl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
FREE # 1 76.9429 6647867.6
I Table3E14 - Natural ChannelmOverbank Flow Information I
Maximum
Maximum
Maximum Maximum
Maximum
Maximum
Maximum Maximum
Maximum
Conduit
Left Bank
Rght Bank Center Ch Left
Bank Rght Bank
Center Ch
Left Bank Rght
Bank Center Ch
Maximum
Name
__
__
Velocity
Velocity Velocity Flow
_ ---------
Flow
Flow
Area Area
Area
Depth
0+40
0.0000
0.0000
5,6921 0.0000
__
0.0000
___
191.0539
__
0.0000 0.0000
__ _
33.5649
2.3320
2+41
0.5228
0.5217
2.6946 0.7876
0.2193
37.9250
1.5063 0.4204
26.9212
2.2394
1+38
0.0000
0.0000
4.4104 0.0000
0.0000
60.0742
0.0000 0.0000
18.1559
1.5189
1+14
0.0000
0.0000
3.3051 0.0000
0.0000
113.8931
0.0D00 0.0000
34.4596
2.0268
S5
0.0000
0.0000
1.8261 0.0000
0.0000
6.2692
0.0000 0.0000
3.4392
0.2216
S4
0.0000
0.0000
1.9959 0.0000
0.0000
11.6374
0.0000 0.0000
5.9473
0.2648
S3
0.0000
0.0000
2.2001 0.0000
0.0000
12.4010
0.0000 0.0000
5.6388
0.2524
3+89
0.0000
0.0000
2.7283 0.0000
0.0000
72.0221
0.0000 0.0000
26.4009
1.8992
<-------
Existing
Conveyance
Condition ------->
<----- Encroachment
Conveyance Condition ----->
Conduit
Left
Centre
Right Total
Left
Right
Left
Centre
Right Total
Left
Right
Flood
Name
----------
Bank
--
Channel
Bank
------ --
Station Station
Bank
Channel
Bank Station
Station
Depth
0+40
0.0000
1121.6
0.0000 1121.6
9e7.43
------
1007.6
'
0.0000
-------
1121.6 0.0000
--------------
1121.6
961.43
-------
10076
-------
0.0000 None
2+41
4.9868
603.21
1.3887 609.58
985.71
1029.9
4.9868
603.21 1.3887
609.58
985.71
1029.9
0.0000 None
1+38
0.0000
303.18
0.0000 303.18
997.26
1029.5
0.0000
303.18 0.0000
303.18
997.26
1029.5
0.0000 None
1+14
0.0000
883.36
0.0000 883.36
9T5.69
1008.1
0.0000
883.36 0.0000
883.36
975.69
1008.1
0.0000 None
S5
0.0000
70.083
0.0000 70.083
19.956
40.024
0.0000
70.093 0.0000
70.083
19.956
40.024
0.0000 None
54
0.0000
134.10
0.0000 134.10
9.9938
40.033
0.0000
134.10 0.0000
134.10
9.9838
40.033
0.0000 None
S3
0.0000
116.34
0.0000 116.34
7.4408
40.030
0.0000
116.34 0.0000
116.34
7.4408
40.030
0.0000 None
3+89
0.0000
872.29
0.0000 872.29
992.10
1OO7.9
0.0000
872.29 0.0000
872.29
992.10
1007.9
0.0000 None
I Table E15 - SPREADSHEET INFO LIST
I Conduit Flaw and Junction Depth Information for use in
I spreadsheets. The maximum values in this table are the
I true maximum values because they sample every time step.)
I The values in the review results may only be the I
I maximum of a subset of all the time steps in the run. I
I Note: These flows are only the flows in a single barrel.)
Conduit
Maximum
Total
Maximum
##
Junction
Invert
Maximum
Name
Flow
Flow
Velocity
#0
Name
Elevation
Elevation
_______
----------
##----------------
-------
0+40
191.0539
6647936.477
5.6921
#k
D/S CULV
263.0000
265.5532
P1
8.8666
18701.3464
4.9698
#N
U/S CULV
263.5000
266.6276
2+41
78.9337
206090.6442
2.7362
##
Outfall
262.8000
264.8516
1+38
80.0792
209455.4529
4,4107
#0
Pond
269.0000
214.1599
1+14
113.8949
385061.4498
3.3059
##
NCO
269.0000
210.6800
P2
50.0229
139695.9524
7.0346
##
SA3
210.1500
214.4469
61
22.7520
72696.2107
4.9378
##
11
269.1400
274.2138
70UT
5.2997
10837.8455
6.6479
##
Ncl
265.8000
267.2498
Appendix B3 B3-16
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
BOUT
7.4806
21430.3053
9.4257
00
NC3
270.0000
272.5205
POUT
6. 6440
20140.6796
8.3540
##
PAIR
269.2600
274.6755
1000T
6.2983
20276.3355
7.9233
##
PAR
269.4500
274.8072
52
12.2691
19103.6845
3.0722
##
PAS
271.3300
274.9665
S1
0.0000
0.0000
0.0000
##
it
270.3500
274.9622
S5
6.2692
9522.0956
1.8305
##
PA7
272.8800
277.1994
54
11.6375
18899.5577
2.0464
##
J2
211.5000
275.7692
12
19.2199
61656.9851
6.1842
##
PAS
272.7600
276.8757
23
12.3499
40268.1952
5.0139
##
J3
272.9000
277.OB72
34
6.0085
20244.1247
3.6453
##
PAR
273.9300
277.9780
S3
12.4026
19109.7049
2.2011
##
J4
274.3300
278.0822
OS12
33.3835
2703031.951
7.7885
##
PA10
275,1000
279.1481
OS34
53.2388
4059219.958
7.3284
##
PA1C
278.9200
279.1252
OS45
57.1388
4393109.605
8.1016
4#
PA1B
277.7300
277.9732
OS23
37.6789
2715683.469
6.9343
##
J2S
276.5800
276.8748
110UT
6.3849
13319.3934
8.1102
##
J15
276.2000
276.3998
3+89
72.0225
185585.9479
2.7286
##
WP7
266.0100
269.1827
Culvert
95.5267
6648959.530
5.5491
##
WP6
267.3600
270.3480
Orifice
15.5598
162533.4347
8.8286
##
WP1
276.5500
278.3746
Weir
3.0021
1947.0406
1.1748
##
WP3
272.2200
274.8573
30UT.1
4.4572
18669.9984
5.5770
##
WP4
272.0000
274.3426
overflow3
0.0000
0.0000
0.0000
##
WPS
269.2600
272,1649
60UT.1
18.1255
101955.6115
2.5566
##
WP2
274.0000
276.0668
overflow6
0.0000
0.0000
0.0000
#0
PAll
276.1500
277.8315
50UT.1
8.3564
17116.9974
4.6968
##
PASWC
276.0000
277.2753
overflows
0.0000
0.0000
0.0000
##
overflow8
1.7708
218.7629
-0.4204
##
overflow9
2.8079
1656.7956
0.7182
##
overflow10
3.1447
1799.2726
O.B937
##
overflow?
0.0000
0.0000
0.0000
##
PipaKT2
67.2609
5262838.226
7.1373
##
StreetKT2
0.0000
0.0000
0.0000
##
PipeKT3
67.2311
5264137.709
8.3040
##
StreetKT3
0.0000
0.0000
0.0000
##
PipaKTI
79.1610
6264672.324
7.8995
##
StreetKT1
0.0000
0.0000
0.0000
##
FREE # 1
191.0539
6647867.607 191053.5060
#0
I Table E15a
-zSPREADSHEET REACH LIST
I Peak flow and
Total Flow listed
by Reach or
those
I conduits
or diversions
having the same
I upstream
and downstream
nodes.
Upstream
Downstream
Maximum
Total
Node
-------------
Node
Flow
Flow
D/S CULV
------
Outfall
----------
191.0539
-----___-
6647936.48
I1
Pond
8.8666
18701.3464
NOS
NCO
78.9337
206090.644
NOE
NCI
80.0792
209455.453
NCI
U/S CULV
113.8949
385061.450
FRIA
Pond
50.0229
139695.952
it
PAR
22.7520
72696.2107
PA7
J1
5.2997
10837.8455
RAG
J2
7.4806
21430.3053
PAS
J3
6.6440
20140.6796
PAID
J4
6.2983
20276.3355
its
PAIR
12.2691
19103.6845
PA1C
PAID
6.2692
9522.0956
PASS
J2S
11.6375
18899.5577
J2
11
19.2199
61656.9851
J3
J2
12.3499
40268.1952
J4
J3
6.0085
20244.1247
J25
its
12.4026
19109.7049
WP1
WP2
33.3835
2703031.95
WP3
WP4
53.2388
4059219.96
WP4
WP5
57.1388
4393109.60
WP2
WP3
37.6789
2715683.47
PAll
WP2
6.3849
13319.3934
PASWC
NIP
72.0225
185585.948
U/S CULV
D/S CULV
191.0533
6648959.53
Pond
NCI
34.1172
164480.475
PAR
I1
8.9145
18669.9984
RAG
PAIA
36.2509
101955.611
PAS
PAS
8.3564
17116.9974
PAS
J29
1.7708
218.7629
PAS
PAID
2.8079
1656.7956
PA10
PAIC
3.1447
1799.2726
WP6
WP7
67.2609
5262838.23
WP5
WP6
67.2311
5264137.71
WP7
U/S CULV
79.1610
6264672.32
I Table E19 -
Junction Inflow
Sources
Units are either
ft^3
or m-3
depending on the
units
in your
model.)
Constant User Interface DWF
Junction Inflow Inflow Inflow Inlow, Outflow Evaporation
Name to Node to Node to Node to Node from Node from Node
___ ____ -------- -------G -------------
Outfall 0.0000 0.0000 0.0000 0.0000 6.6479E+06 0.0000
Appendix B3 B3-17
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Pond
0.0000
0.0000
6655.6881
0.0000
0.0000
0.0000
NC2
0.0000
0.0000
3375.5627
0.0000
0.0000
0.0000
PA3
0.0000
0.0000
18706.6085
0.0000
0.0000
0.0000
NCI
0.0000
0.0000
11151.9841
0.0000
0.0000
0.0000
NC3
0.0000
0.0000
20293.9607
0.0000
0.0000
0.0000
PAIA
0.0000
0.0000
18649.8788
0.0000
0.0000
0.0000
PAD
0.0000
0.0000
12086.4867
0.0000
0.0000
0.0000
PAS
0.0000
0.0000
17189,3627
0.0000
0.0000
0.0000
PA7
0.0000
0.0000
10924.8564
0.0000
0.0000
0.0000
PAP
0.0000
0.0000
21528.9095
0.0000
0.0000
0.0000
PAR
0.0000
0.0000
21628.1864
0.0000
0.0000
0.0000
PA10
0.0000
0, 0000
21869.2875
0.0000
0.0000
0.0000
PASC
0.0000
0.0000
7732.1816
0.0000
0.0000
0.0000
PAIR
0.0000
0.0000
7667.8539
0.0000
0.0000
0.0000
WPC
1008288.000
0.0000
0.0000
0.0000
0.0000
0.0000
WP1
2704320.000
0.0000
0.0000
0.0000
0.0000
0.0000
WIG
1344384.000
0.0000
0.0000
0.0000
0.0000
0.0000
WP4
336096.0000
0.0000
0.0000
0.0000
0.0000
0.0000
WPS
873504.0000
0.0000
0.0000
0.0000
0.0000
0.0000
?All
0.0000
0.0000
13319.5355
0.0000
0.0000
0.0000
PA9WC
0.0000
0.0000
185472,3079
0.0000
0.0000
0.0000
Table E20
- Junction Flooding and Volume Listing. I
The maximum volume is the total volume I
n the node including the volume in the I
flooded storage area. This is the max I
volume at any time. The volume in the I
flooded storage area is the total volumel
above the ground elevation, where the I
flooded pond storage area starts. I
The fourth
column i instantaneous,the fifth is thel
sum of the
flooded volume over the entire simulation)
Units are
either ft-3 or m13 depending on the units.[
Out of
System
Stored
in System
Junction
Surcharged
Flooded
Flooded
Maximum
Donning
Allowed
Name
Time (min)
Time(min)
Volume
Volume
Flood
Pond Volume
D/S CULV
0.0000
0.0000
0.0000
32.0829
0.0000
U/5 CULV
0.0000
0.0000
0.0000
39.3020
0.0000
Outfall
0.0000
0.0000
0.0000
25.8564
0.0000
Pond
0.0000
0.0000
0.0000
40511.7513
0.0000
NC2
0.0000
0.0000
0.0000
21.1106
0.0000
PAR
0.0000
0.0000
0.0000
107.0573
0.0000
I1
0.0000
0.0000
0.0000
63.7577
0.0000
NCI
0.0000
0.0000
0.0000
18.2185
0.0000
NC3
0.0000
0.0000
0.0000
31.6728
0.0000
FAIA
0.0000
0.0000
0.0000
68.0498
0.0000
PAR
0.0000
0.0000
0.0000
931.3687
0.0000
PAS
0.0000
0.0000
0.0000
38,3200
0.0000
J1
57-2000
0.0000
0.0000
57.9574
0.0000
PA7
0.0000
0.0000
0.0000
37.6311
0.0000
J2
52.5333
0.0000
0.0000
53.6469
0.0000
PAS
0.0000
0.0000
0.0000
2869.7333
0.0000
J3
42.8333
0.0000
0.0000
52.6170
0.0000
PAR
0.0000
0.0000
0.0000
2502.7708
0.0000
J4
41.3333
0.0000
0.0000
47.1498
0.0000
PAID
0.0000
0.0000
0.0000
2159.9802
0.0000
PAIC
0.0000
0.0000
0.0000
2.5762
0.0000
PAIR
0.0000
0.0000
0.0000
3.0566
0.0000
J25
0.0000
0.0000
0.0000
3.7043
0.0000
JIG
0.0000
0.0000
0.0000
2.5102
0.0000
WP7
0.0000
0.0000
0.0000
39.8683
0.0000
WP6
0.0000
0.0000
0.0000
37.5469
0.0000
WP1
0.0000
0.0000
0.0000
22.9288
0.0000
WP3
0.0000
0.0000
0.0000
33.1400
0.0000
WP4
0.0000
0.0000
0.0000
29.4374
0.0000
WP5
0.0000
0.0000
0.0000
36.5027
0.0000
WP2
0.0000
0.0000
0.0000
25.9714
0.0000
PAll
17.9667
0.0000
0.0000
21.1303
0.0000
PASWC
0.0000
0.0000
0.0000
16.0255
0.0000
I Simulation Specific Information I
+-
----------------------------- -----------------------------s
Number of Input Conduits..........
44
Number of
Simulated Conduits......
45
Number of Natural
Channels........
8
Number of
Junctions
...............
33
Number of Storage
Junctions.......
8
Number of
Weirs
...................
0
Number of Orifices
................
0
Number of
Pumps...................
0
Number of Free Outfalls...........
1
Number of
Tide Gate Outfalls......
0
I Average % Change
'
in Junction
or Conduit is
defined as
I
I Conduit % Change
=m> 100.0
(Q(n+l) - Q(n)
7 / Qfull
I
I Junction % Change =_> 100.0
( Y(n+l) - Y(n)
--------------------
) / Yfull
The Conduit with the
largest average
change was.. FRNE #
1 with
0.014
percent
The Junction with
the largest
average change
was.PAIA
With
0.026
percent
The Conduit with the largest sinuosity
was.......
ROUT
with
5.700
Appendix B3 133-18
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Table E21. Continuity balance at the end of the simulation I
Junction Inflow, Outflow or Street Flooding
Error = Inflow + Initial volume - Outflow - Final Volume
Inflow Inflow Average
Junction Vo1ume,ft"3 Inflow, cfs
"--------' -------- -------------
Pond 6655.6846 0.0770
NC2 3375.5609 0.0391
PA3 18706.6007 0.2165
NC3 20293.9498 0.2349
PAIA 18649.8710 0.2159
PAP 12086.4816 0.1399
PAS 17189.3554 0.1990
PA7 10924.8518 0.1264
PAY 21528.9005 0,2492
PAP 21626.1774 0.2503
PA10 21869.2784 0.2531
PA1C 7732.1781 0.0895
PAIS 7667.6505 0.0887
WP7 1.00829E+06 11.6700
Wei 2.70432E+06 31.3000
WP3 1.34438E+06 15.5600
WP4 336096.0000 3.8900
WPS 873504.0000 10.1100
PA11 13319.5300 0.1542
PASWC 185472.2251 2.140
Outflow Outflow Average
Junction Volume,ft^3 Outflow, ofs
Outfall 6.64787E+06 76.9429
I Initial system volume =
6.8570E-02
Cu
Ft
I Total system inflow volume =
6.6648E+06
Cu
Ft
I Inflow + Initial volume =
6.6648E+06
Cu
Ft I
I Total system outflow
6.6479E+06
On
ft I
I volume left in system =
1.7363E+04
Cu
ft I
I Evaporation =
0.0000E+00
Cu
ft I
I Outflow + Final Volume
6.6652E+06
Cu
ft I
I Total Model Continuity Error I
I Error in Continuity, Percent =-0.00578 1
1 Error in Continuity, ft^3 =-385.408 1
1 + Error means a continuity loss, - a gain I
#N##N#8N#NN## NumericalNModel ######88NNsectio NNNNN#
% Table E22. Numerical Model judgement section #
#####p#%%####N#NN#NNNNpppp##p####%%%%##N#NNN#gNNNNN
Your overall error was
-0.0058 percent
Worst nodal error was in node WP4 with
0.0125 percent
Of the total inflow this loss w
0.0165 percent
Your overall continuity error was
Excellent
Excellent Efficiency
Efficiency of the simulation
1.23
Most Number of Non Convergences at one Node
1.
Total Number Non Convergences at all Nodes
1.
Total Number of Nodes with Non Convergences
1.
___> Hydraulic model simulation ended normally.
--> XP-SWMM Simulation ended normally.
===> Your input file was named C:\XPS\stewart-25-rev.DAT
___> Your output file was named C:\XPS\stewart-25-rev.out
I SWNM Simulation Date and Time Summary
®6 Starting Date... April 9, 2003 Time. 14:41:12: 7 1
Ending Date... April 9, 2003 Time... 14:41:48:78 1
Elapsed Time... 0.61183 minutes or 36.71000 seconds I
Appendix B3 B3-19