HomeMy WebLinkAboutDrainage AnalysisWaterwood Townhomes
Drainage Analysis
March 2003
Prepared for the City of College Station
AITCHELLdc/*ORGAN, LLP
Engineers & Constructors
511 University Drive, Suite 204
College Station, Texas 77840
Office (979) 260-6963
Fax (979) 260-3564
FILE
CERTIFICATION
I hereby certify that this report for the drainage design for Waterwood Townhomes was
prepared under my supervision in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners thereof.
COMPLIANCE
JUL 0 2 2003
COLLEGE STATION
WATER WOOD CONDOMINIUMS DRAINAGE
ANALYSIS
INTRODUCTION
The purpose of this drainage report is to present analysis of the necessary drainage
infrastructure for the proposed Waterwood Condominiums in College Station, Texas.
The owner, Mr. Jim Stewart intends to develop this property in four phases over the next
2-3 years. This drainage report is intended to provide analysis for the development in its
entirety, which includes full development of the approximately 14.3 acre tract. This
acreage includes the 60' right of way at the northeast end of the property. Per the City of
College Station Drainage Policy and Design Standards (DPSD) the parameters used for
design and analysis of pre- vs. post -developed include adherence the stated zero peak
flowrate increase set fourth in the guidelines. Changes to the proposed site layout that
affect impervious cover, drainage patterns or storage volume will be addressed in
addendum letters in order to analyze the effect of changes and to assure compliance with
the DPDS.
GENERAL LOCATION AND DESCRIPTION
The Waterwood Condominium development is situated in College Station, Texas on
Krenek Tap Road across the street from Central Park as shown in Exhibit Al. The
properties include Lot 1 & Lot 2, Block 1 of the E&M Jones Farm Place Subdivision.
Both tracts include a combined 14.3 acres. The Windsor Pointe Development is north of
the Waterwood Condominiums and Beautiful Savior Lutheran Church is situated to the
east along Krenek Tap.
PRIMARY DRAINAGE BASIN DESCRIPTION
As seen on Exhibit A2, this property is located in the Bee Creek drainage basin, but no
portion of this site lies within the 100-year floodpiain per the Federal Emergency
Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 144, with an
effective date of July 1992. Currently the site drains in a southerly direction to a culvert,
located at the south corner of the property, and crosses Krenek Tap Road, discharging
into a small, intermittent tributary of Bee Creek. In addition to this flow, the culvert has
been sized to carry stormwater discharges from the Lot 1 of the neighboring Williams -
Winder -King property, Southwest Crossing and from the Windsor Pointe Development.
DRAINAGE DESIGN CRITERIA
All drainage design is in accordance with the City of College Station DPDS. As such:
• Design rainstorm events consist of the 10 and 100-year, 24 hour duration
hypothetical storm events to analyze the effectiveness of detention facilities.
• Flow calculations are based on the Natural Resource Conservation Service
(MRCS) curve number loss method and a time of concentration of 10 minutes.
-- • The target peak runoff rate for the post -development condition of the property is
that of the pre -development peak flow rate at the analysis confluence, which is
identified as the culvert crossing Krenek Tap on the south end of the property.
DRAINAGE FACILITY DESIGN
Predevelopment Drainage Analysis
Per Exhibit 131, the project site is subdivided into 5 predevelopment drainage basins (EA1
to EA5). Synthetic rainfall events were created using a hypothetical precipitation event
developed using National Weather Service TP-40 depth -duration data, which was
generated from HEC-1 using values for the 10-, 25- and 100-year frequency events. Due
to the complex nature of XP-SWMM modeling, 5- and 50- year storm events were not
modeled; however, the 10- and 100-year events were determined to be representative of
the system reaction to a both minor and significant rainfall events. Runoff calculations
for these areas were performed using the NRCS curve number loss method. Pervious
curve number (CN) areas have been estimated at 80 due to the fact that the soils in the
area are generally of Type `D' classification. In addition, percent impervious cover
-- values were applied where required. Due to the relatively small area of most of the
drainage basins, times of concentration of 10 minutes were used for all basins with the
-- exception of the Southwest Crossing development. Predevelopment hydrologic and
- _ hydraulic analyses were performed using XP-SWMM version 8.05. This enabled
- Mitchell & Morgan to apply dynamic routing techniques to the flow in the drainage
- channel adjacent to the proposed site as well as integrate the hydrologic flow data with
the hydraulic model. In addition, the existing storm sewer was modeled to more
- accurately reflect existing conditions in the culvert at Krenek Tap Rd., which will serve
as the confluence for this drainage study. The existing culvert consists of 2-6'x5'
Reinforced Concrete Box Culverts (RCBC). Summarized results for the predevelopment
- conditions can be seen in Table 1 or in more detail in Exhibit C1 and Appendices Al-A2.
Post Development Drainage Analysis
Development of the Waterwood Condominiums will result in the creation of 11 post
development drainage basins (PAI to PA11). Many of these are reflective of parking
areas designed for various phases of the development and can be seen in Exhibit B2.
Post development drainage patterns include a marked increase in peak runoff flowrates
due to the approximately 9.1 acre increase in impervious cover. As with the
predevelopment drainage analysis, XP-SWMM software was used for hydrologic and
hydraulic calculations. The use of a dynamic routing package was necessitated by the
design of a complex system involving seven separate detention ponds located in parking
areas as well as a large detention/retention facility adjacent to an existing drainage
easement. The XP-SWMM model provided the ability to determine the backwater
effects caused by the water surface at the pond outfall. The pre- and post development
flows and total increase can be seen in the table below.
Peak Discharge from Waterwood Condominiums
Flow Conditions
Drainage
Area
Impervious
Area
10-Year
Flowrate
100-Year
Flowrate
Waterwood Townhomes Site
PreDevelopment
14.3
0.0
52.66
89.01
PostDevelopment
14.3
66.1
79.02
113.40
Flow Increase
26.36
24.39
Total Contributing Area
PreDevelopment
31.4
26.8
123.25
196.38
PostDevelopment
31.4
56.8
149.61
220.76
Flow Increase
26.36
24.38
Routed Flows
PreDevelopment Routed Flows
31.4
26.8
169.02
262.37
PostDevelopment Routed Flows
31.4
56.8
165.20
244.28
Flow Increase
0.00
0.00
Table 1. Peak Discharge Summaries
As mentioned in the previous section, a series of detention ponds were designed to
provide storage for the excess stormwater volume. The Grading Plan provided as Exhibit
- D demonstrates the storage volume provided by each of the parking areas. All of the
parking areas are designed with 12" PVC outfall pipes with the exception of PA5, which
has been specified as an 18" PVC. After being routed through the parking area detention
ponds, stormwater runoff is discharged into the primary detention basin at the south
comer of the project site. The retention/detention facility includes a permanent pool
approximately 7 feet at its deepest point. The permanent pool will serve both an aesthetic
and stormwater pollution reduction function. In addition to the permanent pool volume,
an additional 54,400 cubic feet of storage volume is located above the permanent pool.
The pond includes a two -stage outfall structure. The first stage includes an 18"
Reinforced Concrete Pipe (RCP), with an invert elevation of 269.00 ft. set at the top of
the proposed permanent pool. The second stage consists of an emergency concrete
spillway 20' wide and 6" deep set at an elevation of 274.00 ft. The emergency spillway
is only topped during a major rainfall event, such as the 100-year storm. Detention pond
side slopes range from a maximum 4:1 slope to as low as 12:1 in order to provide for ease
of maintenance and functionality as a seating/lounging/play area. Cross sections of the
detention pond are shown in sheets Exhibits D and E. Side slopes of the permanent pool
are a uniform 3:1 slope. XP-SWMM hydrologic and hydraulic analysis reports for pre -
and post -development conditions are available in Appendices `A' and `13' respectively.
Tables to focus on in the SWMM report are:
• Table RI: Subcatchment Data- Physical hydrology data
• Table R9: Summary Statistics for Subcatchments- Results of hydrologic analysis
• Table E 1: Conduit Data- Summary of data for all conduits including pipes, streets
and natural channels
• Table E4: Storage Junction Data- Data for storage nodes including depth area
relationships and total volume
• Table E15: Spreadsheet Infonnation List- Summary of peak discharges for all
conduits and maximum elevations for all junctions
CONCLUSION
The development of the Waterwood Condominiums will cause a substantial increase in
peak discharge rates and volume due to the addition of approximately 9.1 acres of
impervious cover to the property. The analysis of existing and proposed storm sewer
infrastructure simultaneously yields a more accurate picture of the drainage conditions
during a substantial rainfall event. As such, the use of a complex, dynamic stormwater
model, such as XP-SWMM, is appropriate. One important item to note is the intricate
nature of the model outputs. Due to the size and detail of the report, a spreadsheet
summarizing the model results has been provided as Exhibit Cl. In addition, Exhibits C2
and C3 have been provided to clarify XP-SWMM outputs summarized in Exhibit Cl.
Review of the stormwater analysis indicates that the drainage design presented in this
report will provide ample conveyance and detention to meet the drainage objectives of
the City of College Station DPDS.
OFFRAMp
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``'' �J i,,,% jf 76.7z GRADING PLAN NOTES
\`,\v� \>•\\ >`\ \\\\ \ \ , �, c )/ /// /// I : // \ I 4 e 276:3, 2769,
\ \ \ ,\ : \ \� i J + // // /// DRAINAGE AND TENTION CALCULATIONS.
® -' �:? \ \\ \ \ ' / / / SEE FlN6H SFLO R NIE °' \ DE
' ,^J \ ;;i `�,\ ` \ \\ .\ \ / // / • // 27532 27s99 I rUWK ELEV. 277.20 DETAIL i nl 2% \ I I i i
:, - � 1�77.. \- / // / /% _ .. .. ..... ro pEraL 3 (7y{'•% a`j ,. I .. I I
. z7a.5o ,+'\ \ ' N .,. ERWOOD
+ SEE FINISH a ! 0 1 GRADES SHOWN HEREON FOR PHASE I OF THE WA a..l -
_ _ _
275.46 -.t(
A' \\. \ �. ' 2 .r f \\\``t `�, /�[L �// /// ?/// % 275.68 \- T'= - - - - - - - 278., / �27657 . DETNLE I I I CONDOMINIUMS ARE FINAL CONSTRUCTION GRADES.T i i i ___.
PL t ;
7450' \, ,,, / '' `. �/ � 27559 2X - ,. 75.62 � . 4a' 2 5.86 275.9 2X 278.0 +.r �. $' r '� 1 I
,. ''\ \ \ \ ' l / / l/ /J/,// :1, m 7r - - � ,,,:., .,` 275.96 / i / I I - I I
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'' ',�, 1 / / / / / // �` 'n ,ri 27559 27550 - `••.. 275.77 _ / / I : I
q q i�t / / = I _ _ -I - _ _ 2 7�' .�� u „ I DESIGN OF DRAINAGE INFRASTRUCTURE AND DETENTION FACILITIES. THE
.PoP.-RAP :.' ` ' i / / �, /// // / \ 275.89 \ \ \6• . SEE FINISH I: .. $ . ' I I
I , II�-r / •��- ,4.66 274.St \ '',, 275.49 I s FOOR 12.W. � - GRADES FOR THESE PHASES ARE SUBJECT TO CHANGE AT THE TIME OF THEIR - I i
: •-` I i I { i I /' // (/ / 74 /27525 752 27 \ RESPECTIVE FINAL DESIGN STAGES.
2 3 \ 5.52
': I I i f I I I r., `, /: I l ///j �_ _-.. '-'*� I \ \ \ ` \ \ 275.90 276.72 I I I
I \ \ \ DETAIL 4
• Ii I I III ,�'v 7.j; /� // //` �' - 275.27 M1 ? 27458 \ 27533 275.78 \ \ 2759 \ I i I I I
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- ++,., 275.77 275 OB w ,�3/ 275.78 FLOOR ELEV.
' �`...' � \ `�., 4, 214~ 274.90+ \\., '•,,� L 2
/ ?75.33 I
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SEE FINISH
277.02
FLOOR ELEV.
i
PROJECT BENCHMARK: Square cut in light standard. Located
across from the East corner of property fronting Krenek Tap
Road. X= 3566020.02, Y= 10209307.72, Elevation=274.69
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------------------------z7772 4� ----"="`ter -+cam 23s F0 EXISTING SIDEWALK --- 2733 - 33 EXISTING `SIDEWALK_-_ -- -------------- -
IS�TIG SIDEWALK 2zt�--27i�� ___zt7 r �� -----------
-------- --- - ------------------------------ - _-_-------------------- - -------- -
--- k-r-------- ----- ----- ------ -- - _..
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+ I z7,.62 .'272.24 \ -,, -SEE INSET "A" a - - - _
KRENEK TAP RD. ,--- __.-
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277.,, - ZZL - --�'I�-� �7- -" 277.,,
276.40
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SEE FINISH
SEE FINISH
`\".'-
DETAILLL2
DE,FFlEEV.
----_QWQ_---
.. w( -max(
-y . -g
.. _y(_ .. _R
X-PVC-EC -
000-00 Proposed Top of
+ Concrete/Ground
Elevation
Property Line
Setbacks
Existing Grade
Proposed Grade
Existing Gas Lines
Existing Electrical Lines
Existing Sanitary Sewer Lines
Existing Water Lines
Proposed Sanitary Sewer Lines
Pro osed Water Lines
P
Proposed Gas Lines
Proposed x" b PVC
Electric Conduit
xx.xxx Proposed
Top of Curb
Elevation
GRADING PLAN NOTES .
EXCAVATION AND EMBANKMENT:
1. P,rior to any excavation activity, the top six inches (6") of topsoil shall be removed
and stockpiled for reuse on the completed surface as directed by the Engineer.
2. All embankment within the building and pavement areas shall conform to City of
College Station Specification No. 103_ Each six inch (6") layer shall be compacted to 95
% maximum dry density per ASTM D698 (Standard Procter.) The contractor shall have the
option of placing either 12" of select fill or 6" of Lime stabilized subgrade immediately
beneath the 6" concrete pavement. Select fill shall have a Plasticity Index between 5 and
17. Lime Stabilized subgrade shall have enough lime to produce a pH of 12.4. See the
Geotechnical Investigation for additional information and requirements_
3. In Landscape areas, each layer of embankment shall be composed of material so
graded that the density and uniformity of the surface layer may be secured by the
Ordinary Compaction Method_ Ordinary Compaction consists of rolling and sprinkling each
embankment layer to the extent direct by the engineer, Each layer shall not exceed eight
inches, (8") of loose depth and shall be compacted with rolling equipment approved by the
engineer. Compaction shall continue until there is no evidence of further compaction.
Prior to and in conjunction with the rolling operation, each layer shall be brought to the
moisture content directed by the engineer and shall be kept leveled with suitable
equipment to insure uniform compaction of the entire layer. Should the subgrade, for any
reason or cause, lose the required stability of finish, it shall be re -compacted and
refinished at the contractor's expense.
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Utility Planning & Design
Site Planning & Design
Street Design
Subdivision Planning & Design
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O Ln
Q
� °v
z
O °o
3
Of 13 Sheets
f
PROJECT BENCHMARK: Square cut In light standard. Located
across from the East corner of property fronting Krenek Top
Road. X= 3566020.02, Y= 10209307.72, Elevation=274.69
T/W=2'76.5 —T(
B
L- h-- 4- — — — — — — — — — —
I 271,
I I
1 I
I,
1 I
I I
POND CONSTRUCTION NOTES:
Match grade to
sidewalk
1. All vegetation, limbs, trees and other foreign matter shall be removed from the construction and
borrow areas of the earth embankment— A minimum of 12—in. thickness or upper surface
(SEE PLAN)
2%
material within construction limits shall be stripped and stockpiled. All exposed subgrade shall be
sidewalk
inspected by the Project Engineer and, following approval, shall be disced, wetted or dried to a
moisture content between —1 and +3 percent of optimum, and recom acted to a d densityof
at least 95 percent of maximum as determined by ASTM D 698. This compacted subgrade shall
be lightly scarified and wetted prior to the placement of the first lift of fill.
��j��jX�j��\
2. All fill shall be placed in maximum 8—in. loose lifts, wetted or dried to a moisture content within
—1 to +3 percent of optimum, processed by disc or plow, and compacted to a dry density of
at least 95 percent of maximum as determined by ASTM D 698. Following compaction, each lift
shall be scarified and lightly watered before placement of successive lifts.
3. Embankment fill jshall consist of select material from excavation of the detention pond approved
by the Project Engineer. The select embankment material shall conform to the following
specifications:
Atterberg Limits: Liquid Limit ...........................<20
Plasticity Index.......................>15
Percent Passing the No. 200 Sieve .........................>50
Match grade to
USCS Classification ...........................................CL or CH
sideSEE walk
(
4. All test should be performed in accordance with current ASTM (or Corps of Engineers for
%PLAN)Varies
Permeability) Standards. Material conformance testing shall be performed at a minimum for each
5,000 CY of fill � material placed. In —place moisture and density tests shall be performed on each
�2q,
sidewalk -
lift of fill placed, at a minimum of one test per 5,000 sq. ft.
N 11:1
1+00 2+00
r pn c� c:� :::�,-r Tln w A A
H: 1 "=50'
V: 1 "= 5'
----__ == ------------- ---- — -----------------
— — i
(Finish Floor Elevation)
FF= (SEE PLAN)
(Finish Floor Elevation)
FF= (SEE PLAN)
- - Stt INStI A 260 _ _ .
RD.
Match grade to U
sidewalk
(SEE PLAN) 4.57- 0 (Finish Floor Elevation)
(Max) FF= (SEE PLAN)
2% -F--
sidewalk ,,. R�YfIf lkn Sf.aR
273.26 273.33 /
\ EXISTING SIDEWALK /
INSET $$A"
000.00 _
gas
ELEC
ss
WL
ss
WL
gos
X—PVC—EC —
000.00+ Proposed Top of
Concrete/Ground
Elevation
Property Line
Setbacks
Existing Grade
Proposed Grade
Existing Gas Lines
Existing Electrical Lines
Existing Sanitary Sewer Lines
Existing Water Lines
Proposed Sanitary Sewer Lines
Proposed Water Lines
Proposed Gas Lines
Proposed x" O PVC
Electric Conduit
:XX-:XXDX, Proposed
Top of Curb
Elevation
CROSS SECTION C-C
H: 1 "=50'
V: 1 "= 5'
GRADING PLAN NOTES
EXCAVATION AND EMBANKMENT:
1. Prior to any excavation activity, the top six inches (6") of topsoil shall be removed
and stockpiled for reuse on the completed surface as directed by the Engineer.
2. All embankment within the building and pavement areas shall conform to City of
College Station Specification No. 103. Each six inch (6") layer shall be compacted to 95
% 'maximum dry density per ASTM D698 (Standard Procter.) The contractor shall have the
option of placing either 12" of select fill Or 6" of Lime stabilized subgrade immediately
beneath the . 6" concrete pavement. Select fill shall have a Plasticity Index between 5 and
17. Lime Stabilized subgrade shall have enough lime to produce a pH of 12.4. See the
Geotechnical Investigation for additional information and requirements.
3. In Landscape areas, each layer of embankment shall be composed of material so
raded that the density and uniformity of the surface layer may be secured by the
Ordinary Compaction Method. Ordinary Compaction consists of rolling and sprinkling each
embankment layer to the extent direct by the engineer. Each layer shall not exceed eight
inches (8") of loose depth and shall be compacted -wit ' h rolling equipment approved by the
engineer. Compaction shall continue until there is no vidence of further compaction.
Prior to and in conjunction with the rolling operation, .each layer shall be brought to the
moisture content directed by the engineer and shall be kept leveled with suitable
equipment to insure uniform, compaction of the entire layer. Should the subgrade, for any
reason or cause, lose the required stability. of finish, it shall be re —compacted and
refinished at the contractor's expense.
WATER WOOD TOWNHOMES
EXISTING XP-SWMMANALYSES
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-10exLXP
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 Ofg file.
---- _________________________r
XP-SWMM2000
Storm Water Management Model I
Version 8.05
Developed by
XP Software Inc. and Pty. Ltd.
Based on the U.S. EPA
Storm Water Management Model Version 4.40
Originally Developed by
Metcalf a Eddy, Irtc.
University of Florida
Camp Dresser 6 McKee Inc.
September 1970
EPA-SWMM is maintained by
Oregon State University
Camp Dresser 6 McKee Inc.
XP Software -� ==October, 2000 --
Data File Version ---> 10.5
Input and Output file names by SWMM Layer
Input File
to Layer # 1 JIN.Us
Output
File
to Layer # 1 C:\XPS\XP-UDD2000\stewart-10ext.int
Input File
to Layer # 2 C:\XPS\XP-UDD2000\stewart-10ext.int
Output
File
to Layer # 2 JOT.US
Number
of
Sub Catchments in the Runoff Block (NW1....
9
Number
of
Channel/Pipes in the Runoff Block (NG)..-.
0
Runoff
Water
quality constituents (NRQ).............
0
-- Runoff
Land
Uses per Subcatchment (NLU).............
o
Number
of
Elements in the Transport Block (NET).....
o
Number
of
Storage Junctions in Transport (NTSE).....
0
Number
of
Input Hydrographs in Transport (NTH)......
0
Number
of
Elements in the Extran Block (NEE)........
20
Number
of
Groundwater Subcatchments in Runoff (NOW).
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 (NTG1..
1
Number
of
Extran Weirs (NEW) ........................
1
Number
of
new hydrograph points .....................
1441
Number
of
Extran printout locations (NPO)......... _
0
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 Extran(NTVAL).
0
Number
of
Variable storage elements in Extran (NVST)
0
Number
of
Input Hydrographs in Extran (MEN).........
o
Number
of
Particle sizes in Transport Block (NPS)...
0
Number
of
User defined conduits (NNW) ...............
39
Number
of
Connecting conduits in Extran (NECC).... _
20
Number
of
Upstream elements in Transport (NTCC).....
to
Number
of
Storage/treatment plants (NSTU)—.........
0
` Number
of
Values for R1 lines in Transport (NR1)...,
0
Number
of
Nodes to be allowed for (NNOD)............
20
_ Number
of
Plugs in a Storage Treatment Unit.........
1
==RUNOFF TABLES IN THE OUTPUT gFILE. --_-m==G=G=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 for example: search for Table R3 to check continuity.
I This
output file can be imported into a word Processor
and printed
on US letter or A4 paper using portrait
I
I mode,
courier font, a size of 8 pt. and margins of 0.05
1
1 Table
R1
- Physical Mydrology Data
_.. I Table
R2
- Infiltration data
Table
NO
- Raingage and Infiltration Database Names
Table
R4
- Groundwater Data
,.. I Table
RE
- Continuity Check for Surface Water
I Table
R6
- Continuity Check for Channels/Pipes
I Table
R7
- Continuity Check for Subsurface Water
I Table
R8
- Infiltration/inflow Continuity Check
I Table
R9
- Summary Statistics for Subcatchments
I Table
R10
- Sensitivity anlysis for Subcatchments
I
Waterwood Condominiums - Owner: Jim Stewart
Appendix Al AM
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
###########N############N##N###############
# RUNOFF JOB CONTROL #
Snowmelt parameter - ISNOW....................... p
Number of rain gages - NRGAG..................... 1
Quality is not simulated - RWALTY................ 0
Default evaporation rate used - IVAP............. 0
--- Hour of day at start of storm - MRR.............. 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 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)....... 600,0
Wet/Dry time step length (seconds)... 60.0
Simulation length is...... 24.0 Hours
##k#N#NNN####N#####NN te#
N Variable Rainfall Intervals
$
"' ----> Start/End/Time in Minutes -----
Event <____= Start Time =_--- > <____= Start Time =____> Duration
" NO. Year Mi, Day Hr Min Sec Year Mth Day No Min Sec (rains)
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 8 10 0 485.00
3 1970 1 1 8 SO 0 1970 1 1 10 15 0 125.00
4 1990 1 1 10 15 0 1970 1 1 10 35 0 20.00
5 1970 1 1 10 35 0 1970 1 1 11 0 0 25.00
6 1970 1 1 11 0 0 1970 1 1 it 20 0 20.00
' 0 1970 1 1 11 20 0 1970 1 1 11 30 0 10.00
8 1970 1 1 11 30 0 1970 1 1 12 35 0 5.00
9 1970 I 1 12 35 0 1970 1 1 12 45 0 10.00
10 1970 1 1 12 45 0 1900 1 1 12 50 0 5.00
11 1970 1 1 12 50 0 1970 1 1 13 5 0 15.00
12 1900 1 1 13 5 0 1970 1 1 13 15 0 10.00
13 1970 1 1 13 15 0 1970 1 1 13 35 0 20.00
14 1910 1 1 13 35 0 1930 1 1 14 0 0 25.00
IS 1970 1 1 14 0 0 1970 1 1 16 0 0 120.00
16 1910 1 1 16 0 0 1970 1 2 0 0 0 480.00
Rainfall printout for gage number.... 1
Time (me) Rain (in) Time (am) Rain (in) Time Lon) Rain (in) Time(mn) Rain (I.)
0.00 0.0100 5.00 0.0200 490.00 0.03D➢ 615.O0 0.0400
635.00 0.0500 660.00 0.0600 680.00 0.0700 690.00 0.0600
695.00 0.1200 700.00 0.1400 705.00 0.1500 710.00 0.2500
015.00 0.2900 020.00 0.4500 725.00 0.6600 930.00 0.3100
" 735.00 0.2700 940.00 0.1700 745,00 0.1400 750.00 0.1300
955.00 0.0800 765.00 0.0700 770.00 0.0600 785.00 0.0500
795.00 0.0400 815.00 0.0300 840.00 0.0200 960.00 0.0100
NN#N#Nee#####NNN#N##e####NN#NN####N#N##########NNN#
N Table R1. S U H C A T C H M E N T D A T A #
# Physical Hydrology Data #
#######qN#####NNNBNNN######ANB#NXN#####NMNNNq######
Capra Capra Prcnt
Per- -sion -sion Zero
Subcatchment Channel Width Area cent Slope "n" "n" Storge Strge Date.
Number Name or inlet ft ac Impery ft/ft IOP, Pery Impry Pero -tion
____----- __ ___ ==_--- ====n ---__ _____ _-___ ====a ----e
______
1 PASWC#1 PASWC 830.00 14.310 57.80 0.011 0.020 0.020 0.000 0.000 D.00
2 NC301 NC3 185.00 2.1000 S.OD 0.011 0.020 0.020 0.000 0.000 0.00
3 NC2#1 NOS 80.000 .33900 10.00 0.011 0.020 0.020 0.000 0.000 0.00
4 EAS#1 EAS 330.00 4.2800 0.00 0.013 0.020 0.020 0.000 0.000 0.00
5 EAS#2 EA1 80.O00 .31400 0.00 0.011 0.020 0.020 0.000 0.000 0.00
6 EA301 HAS 170.00 1.7460 0.10 0.013 0.020 0.020 0.000 0.000 0.00
,. _. 7 EA4#1 EA4 140.O0 1.4000 0.10 0.011 0.020 0.020 0.000 0.000 0.00
8 EA5#1 EAS 100.00 .96800 0.10 0.005 0.020 0.020 0.000 0.000 0.00
9 EA201 HAS 290.00 5.9100 0.00 0.010 0.020 0.020 0.000 0.000 0.00
Appendix Al AI-2
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
######q#k####XXN#N##########NN########NN######NNN#####N#NNN##NkMMM#########q##dN NN#####Xk8#q
# Table R2.
N T DATA
Infiltration #
Data #
# #
-- X Infiltration Type Infl Nl Infl N2 Infl A3 Infl #9 #
# SCS -> Comp IN Time Conc Shape Factor Depth or Fraction #
N SBUH -> Comp IN Time Cann N/A N/A #
- k Green Ampt -> Suction Hydr Cord Initial MD N/A #
# Horton -> Max Rate Min Rate Decay Rate (1/sec) N/A N
# Proportional -> Constant N/A N/A N/A #
# Initial/Coat Loss -> Initial Continuing N/A N/A #
# Initial/Proportional-> Initial Constant N/A N/A #
# Laureason Paramters -> B Value Pervious "n- Impervious Coat Exponent #
Subcatchment Infl Infl In£1 Infl
Number Name # 1 N 2 # 3 # 4
m
1 PASWC#1 90.4040 0.3333 489 0000 a0.2000
2 NC3#1 80.9000 0.1667 484.0000 0.2000
3 NC241 81.8000 0.1661 484.0000 0.2000
4 EA1#1 80.0000 0.1667 484.0000 0.2000
5 EA1#2 80.0000 0.1667 484.0000 0.2000
6 EA3#1 80.0180 0.1667 484.0000 0.2000
'1 EA4N1 80.0180 0.1667 484.0000 0.2000
8 EA5#1 80.0180 0.1667 484.0000 0.2000
9 RA291 80.0000 0.1917 464.0000 0.2000
k###k#####994#4############NN#N#N#0################8########
µ Table R3. SUBCATCHMENT DATA #
# Rainfall and Infiltration Database Names #
######N#NNBk#NR######X#####################N#BkNN#N#####N#X#
Subcatchment Gage Infltrn Routing Rainfall Database Infiltration Database
Number Name No Type Type Name Name
____ --====___---- ----- _---_===______-
'"'"' 1 PASWC#1 1 SCS Method SCS curvilinear PH 1YR
2 NC3#1 1 SCS Method SCS curvilinear PH 1
0YR
3 Nc2N1 1 SCS Method SCS curvilinear PH 10YR
"- 4 EA101 1 SCS MethodSCS curvilinear PH lOYR
5 EA182 1 SCS Method
SCS curvilinear PH SOYA
6 EA3#1 1 SCS Method SCS curvilinear PH 10YR
EA1 1 SCS Method SCS curvilinear PH lOYR
a EA5#S#1 1 SCS Method ITS curvilinear PH IYR
9 EA201 1 SCS Method SCS curvilinear PH SOYR
Total Number of Subcatchments... 9
Total Tributary Area (acres).... 31.37
Impervious Area (acres)......... 8.41
Pervious Area (aeres)........... 22.95
Total Width (feet) .............. 2205.00
- Percent Imperviousness.......... 26.82
N S U B C A T C H M E N T D A T A k
# Ratio values for sub catchment data #
Used with
# Used with the calibrate node in the runoff. #
# 3 - width 2 - area 3 - impervious 8 #
_ # 4 - slope 5 - imp "ds 6 - pery i #
N 0 - imp ds 8 -pery ds 9 - 1st infil #
N10 - Fad infil 11 - 3rd infil k
__., N#NNtlN##NqN##gANXNX#NNM#Mk###N#M#Nke#gNM##XNNN##qNN
Column 1 2 3 4 5 6 0 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
` Hydrographs will be stored for the following 8 INLETS
PASWC NC3 NC2 EAS EA EA4
EAS EAT
..._ ♦aaa.+ay.a xaa+aaray+«ra,a a.««.++++++aaa «:r.:,
Quality Simulation not included in this run `
,..... ` Precipitation Interface File Summary a
` Number of precipitation station.... 1 `
Location Station Number
1. 1
«a:,aaaaaa a...++++aaaaa+aa+++xxaaaaaa+a.+...a+a+
End of time step DO -loop in Runoff a
Appendix Al A1-3
WATERWOOD CONDOMINWS
10 YEAR EXISTING XP-SWMM ANALYSIS
Final Date (MO/Day/Year) = 1/ 2/ 1
- Total number of time steps 1441
Final Julian Date m 1002
Final time of day = 0. sec onus.
....- Final time of day = 00hours.
Final running time = 2.0000 hours.
1
Final running time 1. 0000 days.
• ++a+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 a
.... ` # Calls =_> Total Number of OVERLMD Calls `
-- Subcatchment # Steps # Calls Subcatchment # Steps # Calls
__ _______________________ ________
PASWC#1 0 0 NC301 0 0
NC2#1 0 0 EA1#1 0 0
EAS#2 0 0 EA3#1 0 0
EA4#1 0 0 EA5#1 0 0
########8###########N#N#N from Ru#N####ontinuNNN##########
., # Rainfall input summary from Runoff Continuity Check #
##########################fl NNNN##NN##########NN#N#N######
-- Total rainfall read for gage # 1 is 3.7900 in
Total rainfall read for gage # 1 is 960.00 minutes
*+Table +RS.+CONTINUITY*CHECK FOR SURFACEWATER•�����+++++
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. `
a„+,a+araa..r«.:.:r,++a++++aaa..«„a„+++a+a+.++«..««.«
Inches over
cubic feet Total Basin
Total Precipitation (Rain plus Snow) 4.326764E+05 3.800
--- Total Infiltration 1.7188?4E+05 1.510
Total Evaporation 0.000000E+00 0.000
Surface Runoff from Watersheds 2.622328E+05 2.303
-._ Total Water remaining in Surface Storage O.o00000E+00 0.000
Infiltration over the Pervious Area... 1.718874E+05 2.063
--- Infiltration + Evaporation +
Surface Runoff + Snow removal +
Water remaining in Surface Storage +
Water remaining in Snow Cover......... 4.341202E+05 3.813
Total Precipitation + Initial Storage. 4.326764E+05 3.800
The error in continuity is calculated as
` Precipitation + Initial Snow Cover
` - Infiltration
,Evaporation - Snow removal - - 'Surface Runoff from Watersheds
'water in Surface Storage - `
a Water remaining in Snow Cover `
--------------------------------------
` Precipitation + Initial Snow Cover `
--- Percent Continuity Error...... ......... -0.334
.. Table *R6'* Continuity + Check• for`• Channel/Pipes••`•*`
` You should have zero continuity error .
--- a if you are not using runoff hydraulics `
Inches over
-- cubic feet Total Basin
Initial Channel/Pipe Storage ................ 0.000000E+00 0.000
Final Channel/Pipe Storage .................. 0.000000E+00 0.000
-- Surface Runoff from Watersheds .............. 2.622328E+05 2.303
Groundwater Subsurface Inflow ............... 0.000000E+00 0.O00
Evaporation Loss from Channels .............. 0.000000E+00 0.000
_ Channel/Pipe/Inlet Outflow .................. 2.622328E+05 2.303
Initial Storage + Inflow .................... 2.622328E+05 2.303
Final Storage + Outflow ..................... 2.622328E+05 2.303
.. _.....+.......aaw+a»«
. Final Storage + Outflow + Evaporation - `
` Watershed Runoff - Groundwater Inflow - `
--' ` Initial Channel/Pipe Storage +
----------------------------------
Final Storage + Outflow + Evaporation
+++
Percent Continuity Error .................... 0.000
Appendix Al A14
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
#################4#N##N####000#4###0.####00#0######
# Table AS. 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 NC3#1
NC2#1
PA1#1
Area (acres)...........
14.31000
2.10000
0.33900
4.28000
Percent Impervious.....
57.80000
5.00000
10.00000
0.00000
' Total Rainfall (in)....
3.80000
3.80000
3.80000
3.80000
Max Intensity (in/hr)..
7.92000
7.92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
1.17435
1.86262
1.82853
1.89103
Total Losses (in)......
1.01710
1.83935
1.76831
1.90897
Remaining Depth (in)...
0.00000
0.000DO
0.00000
0.00000
Peak Runoff Rate (cfs).
25.24851
7.79293
1.23465
16,12121
Total Impervious Area
Total Runoff Depth (in)
1.60847
0.09803
0.20317
0.00000
' Peak Runoff Rate (cfs).
34.58208
0.41015
0.13718
0.00000
Impervious Area with depression storage
Total Runoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (ofs).
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 (c£s).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
2.OB282
1.96065
2,03169
1.89103
Peak Runoff Rate (cfs).
59.83060
8.20309
1.37183
16.12121
Unit Runoff (in/hr)....
4.18103
3.90623
4.04671
3.76664
Subcatchment...........
EA1#2 EA3#1
EA4#1
EA5#1
Area (acres)...........
0.31400
1,74600
1.40000
0.96600
Percent Impervious.....
0.00000
0.10000
0.10000
0.10000
Total Rainfall (in)....
3.80000
3.80000
3.80000
3.80000
Max Intensity (in/hi)..
7.92000
7.92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
1.89103
1.89052
1.89052
1.89052
Total Losses (in)......
1.90897
1.90759
1.90759
1.90759
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs),
1.18272
6.57482
5,27191
3.64515
Total Impervious Area
Total Runoff Depth (in)
0.00000
0.00189
0.00109
0.00189
Peak Runoff Rate (cfs).
0.00000
0.00658
0.00528
0.00365
Impervious Area with depression
storage
Total Aunoff Depth (in)
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (c£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 (ofs).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
1.89103
1.89241
1.89241
1.89241
Peak Runoff Rate (cfs).
1.18272
6.58141
5.27719
3.64880
Unit Runoff (in/hr)....
3.76664
3.76942
3.76942
3.76942
Subcatchment.. .........
EA2#1
Area (acres)...........
5.91000
Percent Impervious.....
0.00000
Total Rainfall (in)....
3.BOOoo
Max Intensity (in/hr)..
7.92000
Pervious Area
Total Runoff Depth (in)
1.88482
Total Losses (in)......
1.91518
Remaining Depth (in)...
0.00000
Peak Runoff Rate (off).
21.03681
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 (ifs).
0.00000
Impervious Area without
depression storage
Total Runoff Depth (in)
0.00000
Peak Runoff Rafe (cfs).
0,00000
Total Area
,_. Total Runoff Depth (in)
1.68482
Peak Runoff Rate (cfs).
21.03681
Unit Runoff (in/hr)....
3.55953
.-...#######################################N#Nock)
# Entry made to the HYDRAULIC Layer(Block)
of SWMM #
of SWND1#
# Last Updated Octobei,2000
by XP Software
#
Water wood condominiums
- owner: Jim Stewart
Appendix Al A1-5
WATERWOOD CONDOMINIUS
10 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 I
and printed on US letter or A4 paper using portrait I
mode, courier font, a size of 8 pt. and margins of 0.75 1
Table E1 - BasicConduit Data
Conduit
Table £2 - Conduit Factor Data
Table E3a - Junction Data
Table E36 - Junction Data
Table £9 - Conduit Connectivity Date
Table E4a - Dry Weather Flow Data 1
Table ES - Real Time Control Data
Table ES - Junction Time Step Condition
Su Summary
Table ESa - Conduit del Explicit Condition summary
Table E6 - Final Model Condition
Table E- Iteration Summary
Table E8 - Junction Time Step Limitation Summary
Table E9 - Junction summary Statistics I
Table E- Conduit Summary Statistics I
Table Ell
- Area assumptions used in the analysis
Table E12 - Mean conduit s(H) and cu
Table E33 - Channel Analysis) and culvert info
Table E13a - Culvert Analysis Classification 1
Table E1- Natural Channel Overbank Flow Information
Table E15 - Spreadsheet Info List
Table E15a - Spreadsheet Reach List
Table E16 - New Conduit Output Section
Table E18 - Pump Operation
Table E1- Junction Continuity Error
Table E19 - Junction Inflow sources
Table B2D - Junction Flooding and Volume List
Table E22 - Model Judgement
balance at simulation and
Table E22 -Model Judgement Section
Time Control from Hydraulics Job 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
seconds
Simulation length ..................
24.00
hours
-- Do not 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
. .:: QREF..........
1.O000
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 of 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 I
I
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
_______==_--as-=______________-______________-
for Channel 0+40
Cross -Section ID (from %1 card)
1.0
Channel sequence number
I
Length 40.0
ft
Next= Elevation
204.00 ft.
Maximum depth
11.20 ft.
Manning N O.060
to Station
903.0
Maximum Section Area
1207.40 ft^2
_.. " 0.040
in main Channel
Maximum hydraulic radius
3.40 ft.
Appendix Al A1-6
WATERWOOD CONDOMINIUS
`
10 YEAR EXISTING XP-SWMM
ANALYSIS
0.060
Beyond station 1021.0
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
__==___s_----_===a®e-____=====
2+41
.--- ern ---=-===_am--__
,...., Cross -Section ID (from XS 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
592.00
ft^2
0.040
in main Channel
Maximum hydraulic radius
2.32
ft.
<..... " " 0.060
Beyond station 1021.0
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
Cross -Section I➢ (from Xl card) 3.0 Channel sequence number
3
Length 103.0
ft
Maximum Elevation
214.00
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
30.50
ft-2
-'
Max center channel area
193.50
ft-2
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
213.00
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
£t.
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
53.0
ft-2
Max center charnel area
274.20
ft^2
Natural Cross -Section information for Channel
3+89
--- g Cross -Section ID (from X1 card) 5.0Channel sequence number
5
Length 510.0
ft
Maximum Elevation
260.00
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
1200.
ft^2
Max right bank area
12.00
ft^2
Max center channel area
60.00
£t^2
s Table ES affiConduit
Data
------------
Trapezoid
Inp 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 L56
390.0000 Trapezoid 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 OS12
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
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 54.0000
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 PipsKT2
480.0000 Circular 12.5664
0.0140 4.0000
4.0000
16 StreetKTI
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
I Table E2 - Conduit Factor Data '
Time Low Flow Depth at
Appendix Al A1_7
WATERWOOD CONDOMINIUS
`
10 YEAR EXISTING XP-SWMM ANALYSIS
Conduit Number
Entrance Exit Exp/Conic Weighting Roughness
Which
Flow
_______________
Name of Barrels
__________
Loss Coef Loss Goof Coefficnt Parameter Factor
______ __ _________ _________ _________
n Changes
Routing
Culvert 2.0000
0.5000 1.0000 0.2500
0.8500 0.0130
--____ _______
0.0000 Standard
- Dynamic Wave
PipeKT2 2.0000
0.1250 0.1250 0.2000
D. a Bo0 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
PipeKT3 2.0000
0,1250 0.1250 0.2000
0.8500 0.0130
0.0000
Standard
- Dynamic Wave
Table E3a
- Junction Data
Inp
Junction
Ground Crown Invert
Qinst Initial
Interface
Num
-_-
Name
___
Elevation Elevation Elevation
_________ _________
cfs Depth-ft
FloW
M
-....
I
D/S CULV
274.2000
_________
274.2000 263.0000
________ ________
0.0000 0.0000
---------
100.0000
2
BAD
273.D000
271.5000 263.5000
0.0000 0.0000
100.0000
--- 3
Outfall
274.2000
274.0000 262.6000
0.0000 0.0000
100.0000
4
MRS
277.5000
277.5000 277.0000
0.0000 0.0000
100.0000
5
EA4
278.0000
276.0000 277.5000
0.0000 0.0000
100.0000
--- 6
EA5
300.0000
1.0000 1.0000
0.0000 0.0000
100.0000
7
WF1
274.5000
274.5000 266.0100
10.2800 0.0000
100.0000
B
W26
274.5000
274.5000 267.3600
0.0000 0.0000
100.0000
9
WP1
282.0000
2?9.5500 276.5500
27.5�00 0.0000
100.0000
10
WP3
278.0000
275.7200 272.2200
13.7000 0.0000
100.0000
11
WP4
278.0000
275.6200 272.0000
3.4300 0.0000
100.0000
-- 12
WP5
275.0000
274.5000 269.2600
8.9100 0.0000
100.0000
13
WP2
280.0000
277.3000 274.0000
0.0000 0.0000
100.0000
14
NC2
275.0000
275.0000 269.0000
0.0000 0.0000
100.0000
15
EA1
214.0000
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
_
s________-ze_____=-____---
Table E3b
- Junction Data
Inp
Junction
x Y
N.
-:-. ___
Name
_______________
___________
Coord. Coord.
___________ ___________________
Type of Manhole
Type of
Inlet
Maximum Capacity
1
D/S CULV
31.1983 399.4120
No Bonding
_______________
Normal
Inlet
___________--___
2
EA2
31.1698 403.4669
No Bonding
Normal
Inlet
3
Outfall
31.0324 396.0777
No Bonding
Normal
Inlet
4
SAS
43.3006 421.9782
No Ponding
Normal
Inlet
5
EA4
55.6898 422.2095
No Podding
Normal
Inlet
'-" 6
SAS
59.8034 427.3313
No Ponding
Normal
Inlet
'1
WPT
43.2825 403.4867
No Forcing
Normal
Inlet
8
WP6
55.6075 403.3170
No Ponding
Normal
Inlet
"- 9
Wei
66.2745 436,5901
No Ponding
Normal
Inlet
30
WP3
68.1883 418-6765
No Ponding
Normal
Inlet
11
WP4
70.2135 415.6436
No Ponding
Normal
Inlet
' 12
WP5
70.2998 403.4345
No Bonding
Normal
Inlet
13
WP2
68.2745 427.3899
No Funding
Normal
Inlet
14
NC2
29.0856 409.274
No Bonding
Normal
Inlet
-- 15
EAl
30.9889 406.6131
Flooded Bonding
Normal
Inlet
16
Nc3
29.0199 412.9268
No Podding
Normal
Inlet
17
PASWC
29.1319 426.3985
Flooded Podding
Normal
Inlet
•____====was
Table LE4 -
_______________ai�e___��_==__amems�_
Conduit 9Connectivity
r
Input
Conduit
Upstream Downstream
Upstream Downstream
Number
Name
m
gim-L
Node
Node Elevation
Elevation
0+40
SS9 D/S CULV Outfall
263.0000
262.8000
No
Design
2
L56
EA3
WF] 277.0000
274.0000
No
Design
3
L51
EA4
WP6 277.5000
274.0000
No
Design
4
0512
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
OS23
WP2
WP3 274.0000
272.5900
No
Design
8
2+41
NC3
MCC 270.0000
269.0000
No
Design
9
1+38
NC2
EAl 269.0000
265.8000
No
Design
10
1+14
MA1
EA2 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
PipeK72
WP6
WPG 267.3600
266.0100
No
Design
14
StreetKT2
WP6
WPC 274.0000
214.0000
No
Design
,... 15
PipeKTl
WPC
EA2 266.0100
263.6100
No
Design
16
StreetKTI
WP]
EA2 274.0000
271.0000
No
Design
17
PipeKT3
WP5
WP6 269.2600
267.8600
No
Design
18
StreetKT3
WP5
WF6 274.0000
274.0000
No
Design
_._
Table E7 - Iteration Summary
Total
number of time steps
simulated............
8640
Total
number of passes
in the
simulation........
44920
Total
number of time steps
during simulation ....
43119
Ratio
of actual p of time
steps
/ NTCYC.........
4,998
Appendix Al A1-8
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
Average number of iterations per time step......
1.040
Average time step size(seconds)................
2.001
Smallest time step size(seconds)................
2.000
Largest time step s ize(dadomd.)................
5.000
Average minimum Conduit Courant time step (sec).
1.903
--- Average minimum implicit time step (sec)........
1.931
Average minimum junction time step (sec)........
1.971
Average Courant Factor If .......................
1.971
--- Number of times omega reduced.. .................
120
a==___=n----==--------==-=--s-_-___==a
I Table E8 - Junction Time Step Limitation Summary
- Not Convr = Number of times this junction did
not
converge during the simulation.
I Avg Convr = Average junction iterations.
I Conv err = Mean convergence error.
I Omega Cog = Change of omega during iterations
I Max Itern Maximum number of iterations
ea
Junction Not Convr Avg Convr Total Ito Omega Cup Max
______________ _________ _________ _________
Itern
Ittrn >10
Ittro >25
Ittrn >40
_______
" D/S CULV 0 1.11 47919
14
-
295
_________
1
1
1
EA2 0 1.15 49546
20
35
2
1
0
Outfall 0 1.52 65560
0
9
0
0
0
"'- SAG 0 1.13 48951
6
9
0
0
0
EA4 0 1.13 48602
6
8
0
0
0
EAS 0 1.00 43109
0
1
0
0
0
WP7 0 1.12 48163
3
12
2
0
0
WP6 0 1.09 47246
23
9
0
0
0
WPI 0 1.01 43579
9
21
7
0
0
WP3 0 1.02 43992
6
358
0
1
1
WP4 0 1.01 43813
6
12
8
0
0
WP5 0 1.02 43868
2
14
6
0
0
WP2 0 1.02 43862
9
256
6
1
1
NC2 0 1.38 59731
7
7
0
0
0
EAS 0 1.39 60000
9
6
0
0
0
NC3 a 1.30 56260
0
6
0
0
0
PASWC 0 1.24 53654
0
6
0
0
0
Total number of iterations for all junctions..
849929
Minimum number of possible iterations.........
734043
Efficiency of the simulation.. ........ .......
1.16
Good Efficiency
Extras efficiency is an indicator of the efficiency of I
the simulation. Ideal efficiency is one iteration per I
time step. Altering the underrelaxation parameter, I
lowering the time step, increasing the flow and head
tolerance a e good ways of improving the efficiency,
another is lowering the internal time step. The lower the[
efficiency generally the faster your model will run. I
If your efficiency is less than 1.5 then you may try I
increasing your time step so that you overall simulation)
s faster. Ideal efficiency would be your
2.0
r I
Good Efficiency < 1.5 mean iterations
Excellent Efficiency < 2.5 and > 1.5 mean iterations
Good Efficiency < 4.0 and > 2.5 can iterations
Fair Efficiency < 7.5 and > 4.0 mean iterations
Poor Efficiency > 9.5 mean iterations
I Table E9 - JUNCTION SUMMARY STATISTICS I
I The Maximus, area is only the area of the node, it I
I does not include the area of the surrounding conduits]
uppermost Maximum
Ground PipeCrown Junction
Junction Elevation Elevation Elevation
Name feet feet feet
________ _________ ________ ________
D/S CULV 274.2000 274.2000 265.4275
EA2 273.0000 271.5000 266.3774
Outfall 274.2000 274.0000 264.7435
EA3 277.5000 277.5000 277.1181
EA4 279.0000 278.0000 277.6352
GAS 300.0000 1.0000 1.0000
WP7 2]4.5000 274.5000 267.7985
WP6 274.5000 274.5000 269.1222
WPI 282.0000 279.5500 278.2199
WP3 278.0000 275.7200 274.5569
WP4 278.0000 275.6200 274.1340
WPS 275.0000 274.5000 270.9398
WP2 260.0000 277.1000 275.7245
NC2 275.0000 275.0000 270.7025
EA1 274.0000 273.0000 267.0652
NC3 276.0000 276.0000 272.3931
PASWC 280.0000 280.0000 277.1390
Time Feet of Maximum
of Surcharge Freeboard Junction
Occurence at Max of node Area
Hr. Min. Elevation feet ft"2
________ _________________--------
12 22 0.0000 8.7725 12.5660
12 21 0.0000 6.6226 12.5660
12 22 0.0000 9.4565 12.5660
12 17 0.0000 0.3819 12.5660
12 17 0.0000 0.3648 12.5660
0 0 0.0000 299.0000 12.5660
12 3 0.0000 6.7015 12.5660
0 3 0.0000 5.3778 12.5660
0 1 0.0000 3.7801 12.5660
0 2 0.0000 3.4411 12.5660
0 3 0.0000 3.8660 12.5660
0 3 0.0000 4.0602 12.5660
0 2 0.0000 4.2755 12.5660
12 26 0.0000 4.2975 12.5660
12 24 0.0000 6.9348 12.5660
12 24 0.0000 3.6069 12.5660
12 23 0.0000 2.8610 12.5660
Appendix Al A1-9
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
Table E10 - CONDUIT SUMMARY STATISTICS
Note: The peak flow may be less than the design flow
and the conduit may still surcharge because of the
downstream boundary conditions.
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 Dwnstrm
Name (cfs) (ft/s) (in) (cfs) Hr. Min. (ft/s) Hr. Min. Flow (ft) (ft)
------------------------------------------------------------------------------------------------
0+40 7171.957 5.9400 134.4000 169.0250 12 22 5.4267 12 22 0.0236 265.4275 264.7435
L56 68.4848 5.7071 6.0000 6.3024 12 17 2.2253 12 17 0.0920 277.1181 274.1179
L57 81.6843 4.6677 6.0000 5.0296 12 17 2.2274 12 17 0.0616 277.6352 274.1345
OS12 55.7841 7.8918 36.0000 29.2323 0 2 7.6214 0 2 0.5240 278.2199 275.7245
OS34 53.9380 5.6062 42.0000 42.8380 0 2 6.7236 0 2 0.7942 274.5589 274.1575
OS45 79.0252 8.2137 42.0000 47.0505 0 3 8.1567 0 3 0.5954 274.1341 271.4548
OS23 50.7494 7.1796 36.0000 29.2809 0 2 6.5312 0 2 0.5770 275.7245 274.5589
2+41 3114.728 5.3518 72.0000 65,1186 12 24 2.6088 12 24 0.0209 272.3931 270.7025
1+38 2108.498 7.1840 60.0000 65.8818 12 24 4.1116 12 24 0.0312 270.7025 267.0651
1+14 9688.877 18.3085 86.4000 77.8868 12 24 2.8526 12 28 0.0080 267.0651 266.3774
3+89 537.4013 6.3976 48.0000 59.6295 12 23 2.4779 12 23 0.1110 277,1390 272.3931
Culvert 402.0679 13.4023 60.0000 84.5120 12 22 5.2662 12 22 0.2102 266,3774 265.4275
PipeKT2 94.3161 7.5054 48.0000 29.7648 0 4 6.2349 0 4 0.3156 269.1222 267.7985
StreetKT2 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 267.7985 267.7985
PipeKT1 94.3161 7.5054 48.0000 37.5870 12 18 6.3365 13 9 0.3985 267.7985 266.3774
StreetKTl 12.3515 3.4073 6.0000 0.0000 0 0 0.0000 0 0 0.0000 266.3774 266.3774
PipeKT3 73.2069 7.6090 42.0000 28.4549 0 4 6.6922 0 4 0.3887 270.9397 269.3747
StreetKT3 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 269.1222 269.1222
Krenek Tap.l Undefnd Undefnd Undefn 0.0000 0 0
FREE # 1 Undefnd Undefnd Undefn 169.0249 12 22
Table Ell. Area assumptions used in the analysisl
I Subcritical and Critical flow assumptions from
I Subroutine Head. See Figure 17-1 in the
I 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-m Area(ft^2) (ft"2/s)
-------------------------------------------------------------------------------
0+40 0.3333 1439,6667 0.0000 0.0000 1.4455 31.1469 11.8601
L56 702.3333 0.0000 0.0000 737.6667 0.1169 2.8325 0.2626
L57 702.4000 0.0000 0.0000 737.6000 0.0961 2.2584 0.3003
OS12 0.0000 1438.8333 0.0000 1.1667 0.7839 3.8804 12.1913
OS34 0.0000 0.0000 0.0000 1440.0000 0.9908 6.3718 14,7111
OS45 0.0000 0.0000 0.0000 1440.0000 0.9560 5.8280 16.4372
OS23 0.0417 1439.9583 0.0000 0.0000 0.8359 4.4997 11.9648
2+41 684.4333 755.5667 0.0000 0.0000 0.5891 24.9624 5.3402
1+38 688.0667 751.9333 0.0000 0.0000 0.4797 16.0240 6.0961
1+14 694,0333 745.9667 0.0000 0.0000 0.8823 27.7777 5.1208
3+89. 683.4333 756.5667 0.0000 0.0000 1.2470 24.0782 4.3733
Culvert 0.0000 1440.0000 0.0000 0.0000 1.4116 16.0496 13.9668
PipeKT2 0.0000 1440.0000 0.0000 0.0000 0.8859 4.9966 10.0280
StreetKT2 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKTl 0.0000 65.1667 0.0000 1374.8333 1.0336 7.0737 11.9918
StreetKT1 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 0.0000 0.0000 1440.0000 0.8242 4.2930 10.5756
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 Froude Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weightng Number Radius Area Roughness
--------------- -------- -------- -------- -------- ------------------------------
0+40 66.6647 5759830.8 0.0128 0.9998 0.5740 0.8893 17.7458 0.0400
L56 0.1393 12033.034 0.0006 0.5125 0.6747 0.0046 0.1106 0.0140
L57 0.1117 9646.8358 0.0005 0.5125 0.7087 0.0047 0.0759 0.0140
OS12 27.5564 2380874.1 0.0025 1.0000 1.0725 0.7621 3.6585 0.0140
OS34 41.2408 3563208.2 0.0032 1.0000 0.8254 0.9817 6.2304 0.0140
OS45 44.6467 3857477.4 0.0029 1.0000 1.0310 0.9361 5.5614 0.0140
OS23 27.5498 2380305.6 0.0022 1.0000 0.8803 0.8202 4,3175 0.0140
2+41 1.8481 159674.52 0.0060 0.5249 0.1044 0.0905 0.8904 0.0469
1+38 1.8763 162109.31 0.0061 0.5223 0.4097 0.0605 0.5535 0.0425
1+14 2.2416 193675.25 0.0072 0.5183 0.0396 0.3633 2.5218 0.0400
3+89 1.6746 144684.86 0.0055 0.5256 0.0509 0.1154 1.7352 0.0420
Culvert 66.6759 5760800.0 0.0064 1.0000 0.4833 1.0513 9.7489 0.0130
PipeKT2 53.6314 4633753.6 0.0019 1.0000 0.7989 0.8655 4.8058 0.0140
StreetKT2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKTl 63.9730 5527263.4 0.0021 1.0000 0.8728 0.8946 5.0999 0.0140
StreetKTl 0.0000 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000 0.0140
PipeKT3 53.5336 4625302.9 0.0017 1.0000 0.9558 0.8018 4.0794 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 66.6640 5759769.1
Appendix Al Al-10
WATERWOOD CONDOMINILj S
10 YEAR EXISTING XP-SWMM ANALYSIS
Table E14 - Natural Channel Overbank Flow Information
---------------
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 5.4266 0.0000 0.0000 169.0218 0.0000 0.0000 31.1469 2.2120
2+41 0.3882 0.3874 2.6713 0.2083 0.0580 64.8483 0.5366 0.1498 24.2760 2.1540
1+38 0.0000 0.0000 4.1108 0.0000 0.0000 65.8713 0.0000 0.0000 16.0240 1.5112
1+14 0.0000 0.0000 2.8036 0.0000 0.0000 77.8777 0.0000 0.0000 27.7777 1.8125
3+89 0.0000 0.0000 2.4771 0.0000 0.0000 59.6281 0.0000 0.0000 24.0782 1.7509
<------- 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 998.96 0.0000 998.96 987.49 1007.5 0.0000 998.96 0.0000 998.96 987.49 1007.5 0.0000 None
2+41 1.5377 507.62 0.4282 509.59 989.38 1028.8 1.5377 507.62 0.4282 509.59 989.38 1028.8 0.0000 None
1+38 0.0000 248.58 0.0000 248.58 997.47 1029.1 0.0000 248.58 0.0000 248.58 997.47 1029.1 0.0000 None
1+14 0.0000 639.99 0.0000 639.99 976.55 1007.1 0.0000 639.99 0.0000 639.99 976.55 1007.1 0.0000 None
3+89 0.0000 760.53 0.0000 760.53 992.25 1007.8 0.0000 760.53 0.0000 760.53 992.25 1007.8 0.0000 None
Table E15 - SPREADSHEET INFO LIST
Conduit Flow and Junction Depth Information for use in
spreadsheets. The maximum values in this table are the
true maximum values because they sample every time step.)
The values in the review results may only be the
maximum of a subset of all the time steps in the run.
Note: These flows are only the flows in a single barrel.1
Conduit Maximum Total Maximum ## Junction Invert Maximum
Name Flow Flow Velocity ## Name Elevation Elevation
---------------------------------------------#ff ----------------------------------
0+40 169.0250 5759830.823 5.4267 ## D/S CULV 263.0000 265.4275
L56 6.3024 12033.0337 2.2253 ## EA2 263.5000 266.3774
L57 5.0296 9646.8358 2.2274 ## Outfall 262.8000 264.7435
OS12 29.2323 2380874.085 7.6214 ## EA3 277.0000 277.1181
OS34 42,8380 3563208.228 6.7236 ## EA4 277.5000 277.6352
OS45 47.0505 3857477.430 8.1567 #4 EA5 1.0000 1.0000
OS23 29.2809 2380305.645 6.5312 ## WP7 266.0100 267.7985
2+41 65.1186 159674.5169 2.6088 #4 WP6 267.3600 269.1222
1+38 65.8818 162109.3133 4.1116 ## WP1 276.5500 278.2199
1+14 77.8868 193675.2464 2.8526 ## WP3 272.2200 274.5589
3+89 59.6295 144684.8574 2.4779 ## WP4 272.0000 274.1340
Culvert 84.5120 5760799.969 5.2662 ## WP5 269.2600 270.9398
PipeKT2 29.7648 4633753.560 6.2349 ## WP2 274.0000 275.7245
StreetKT2 0.0000 0.0000 0.0000 ## NC2 269.0000 270.7025
PipeKT1 37.5870 5527263.444 6.3365 ## EA1 265.8000 267.0652
StreetKT1 0.0000 0.0000 0.0000 ## NC3 270.0000 272.3931
PipeKT3 28.4549 4625302.938 6.6922 ## PASWC 276.0000 277.1390
StreetKT3 0.0000 0.0000 0.0000 ##
Krenek Tap.l 0.0000 0.0000 0.0000 ##
FREE # 1 169.0249 5759769.091 169024.4128 ##
Table E15a - SPREADSHEET 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 169.0250 5759830.82
EA3 WP7 6.3024 12033.0337
EA4 WP6 5.0296 9646.8358
WP1 WP2 29,2323 2380874.08
WP3 WP4 42.8380 3563208.23
WP4 WP5 47.0505 3857477.43
WP2 WP3 29.2809 2380305.65
NC3 NC2 65.1186 159674.517
NC2 EA1 65,8818 162109.313
EA1 EA2 77.8868 193675.246
PASWC NC3 59.6295 144684.857
EA2 D/S CULV 169.0240 5760799.97
WP6 WP7 59.5296 4633753.56
WP7 EA2 75.1740 5527263.44
WP5 WP6 56.9099 4625302.94
Appendix Al Al-11
WATERWOOD CONDOMINIUS
10 YEAR EXISTING
XP-SWMM ANALYSIS
Table E19 -
Junction Inflow Sources I
I
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
EA2
-----------
0.0000 0.0000 40435.4501
0.0000
----------------------
0.0000
0.0000
Outfall
0.0000 0.0000 0.0000
0.0000
5.7598E+06
0.0000
EA3
0.0000 0.0000 11993.9992
0.0000
0.0000
0.0000
EA4
0.0000 0.0000 9617.1815
0.0000
0.0000
0.0000
EA5
0.0000 0.0000 6649.5941
0.0000
0.0000
0.0000
WP7
888192.0000 0.0000 0.0000
0.0000
0.0000
0.0000
WP1
2382048.000 0.0000 0.0000
0.0000
0.0000
0.0000
WP3
1183680.000 0.0000 0.0000
0.0000
0.0000
0.0000
WP4
296352.0000 0.0000 0.0000
0.0000
0.0000
0.0000
WP5
769824.0000 0.0000 0.0000
0.0000
0.0000
0.0000
NC2
0.0000 0.0000 2500.1283
0.0000
0.0000
0.0000
EA1
0.0000 0.0000 31535.1046
0.0000
0.0000
0.0000
NC3
0.0000 0.0000 14945.9672
0.0000
0.0000
0.0000
PASWC
0.0000 0.0000 144553.9904
0.0000
0.0000
0.0000
-----------------------------------------------------
I Table E20 -
Junction Flooding and Volume Listing. l
I
The maximum volume is the total volume
i
in the node including the volume in the l
I
flooded storage area. This is the max I
I
volume at any time. The volume in the I
I
flooded storage area is the total volume)
above the ground elevation, where the
flooded pond storage area starts.
The fourth column
is instantaneous, the fifth is thel
I sum of the flooded
volume over the entire simulation)
Units are either
ft^3 or MA depending on the units.)
-------------------------------------
Out of
System
Stored in System
Junction
Surcharged Flooded Flooded
Maximum
Ponding Allowed
Name
---------------
Time (min) Time(min) Volume
----------
Volume
Flood Pond Volume
D/S CULV
---------------------------
0.0000 0.0000 0.0000
30.5042
-----------------
0.0000
EA2
0.0000 0.0000 0.0000
36.1571
0.0000
Outfall
0.0000 0.0000 0.0000
24.4222
0.0000
EA3
0.0000 0.0000 0.0000
1.4843
0.0000
EA4
0.0000 0.0000 0.0000
1.6984
0.0000
EA5
0.0000 0.0000 0.0000
0.0000
0.0000
WP7
0.0000 0.0000 0.0000
22,4748
0.0000
WP6
0.0000 0.0000' 0.0000
22.1439
0.000C
WP1
0.0000 0.0000 0.0000
20.9844
0.000C
WP3
0.0000 0.0000 0.0000
29.3910
0.000C
WP4
0.0000 0.0000 0.0000
26.8165
0.000C
WP5
0.0000 0.0000 0.0000
21.1077
0.000C
WP2
0.0000 0.0000 0.0000
21.6698
0.0000
NC2
0.0000 0.0000 0.0000
21.3940
0.0000
EA1
0.0000 0.0000 0.0000
15.8979
0.0000
NC3
0.0000 0.0000 0.0000
30.0714
0.0000
PASWC
0.0000 0.0000 0.0000
14.3131
0.0000
----------------------
Simulation Specific Information i
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 ................ 0 Number of Pumps...................
0
Number of Free Outfalls........... 1 Number of Tide Gate Outfalls......
0
Average % Change in Junction or Conduit is defined as:
i
i Conduit % Change =_> 100.0 ( Q(n+l) - Q(n) ) / Qfull
I
1 Junction % Change =_> 100.0 ( Y(n+l) - Y(n) ) / Yfull
1
The Conduit with
the largest average change was..FREE # 1
with
0.013 percent
The Junction with the largest average change was.NC3
with
0.011 percent
The Conduit with
the largest sinuosity was ....... OS34
with
0.839
-------------------------------------
I Table E21. Continuity balance at the end of the simulation
I
I Junction Inflow, Outflow or Street Flooding
i Error = Inflow
+ Initial Volume - Outflow - Final Volume
I
Inflow
Inflow Average
Junction
---------------
Volume, ft^3 Inflow, cfs
EA2
-------------------------
40435.4257 0.4680
Appendix Al
Al-12
WATERWOOD CONDOMINIUS
10 YEAR EXISTING XP-SWMM ANALYSIS
EA3 11993.9920 0.1388
EA4 9617.1757 0.1113
EA5 6649.5901 0.0770
WP7 888192.0000 10.2800
WPl 2.38205E+06 27.5700
WP3 1.18368E+06 13.7000
WP4 296352.0000 3.4300
WP5 769824.0000 8.9100
NC2 2500.1269 0.0289
EA1 31535.0856 0.3650
NC3 14945,9584 0.1730
PASWC 144553.9217 1.6731
Outflow Outflow Average
Junction Volume, ft^3 Outflow, cfs
---------------------------------------
Outfall 5.75977E+06 66.6640
Initial system volume = 5.5050E-02 Cu Ft
Total system inflow volume = 5.7823E+06 Cu Ft
Inflow + Initial volume = 5.7823E+06 Cu Ft
---------------- - -
----------------------------------------------
Total system outflow = 5.7598E+06 Cu ft
Volume left in system = 1.6857E+04 Cu ft
I Evaporation = 0.0000E+00 Cu ft
Outflow + Final Volume = 5.7766E+06 Cu ft
-------------------
Total Model Continuity Error
Error in Continuity, Percent = 0.09269
Error in Continuity, ft^3 = 5359.449
+ Error means a continuity loss, - a gain i
# Table E22. Numerical Model judgement section #
###################################################
Your overall error was 0.0927 percent
Worst nodal error was in node EA5 with 100,0000 percent
Of the total inflow this loss was 0.1150 percent
Your overall continuity error was Excellent
Excellent Efficiency
Efficiency of the simulation 1.16
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-SWMM Simulation ended normally.
Your input file was named : C:\XPS\stewart-10ext.DAT
Your output file was named : C:\XPS\stewart-10ext.out
------------------------------------
SWMM Simulation Date and Time Summary
I Starting Date... March 6, 2003 Time... 10:17:10:96
1 Ending Date... March 6, 2003 Time... 10:17:31:46
I Elapsed Time... 0.34167 minutes or 20.50000 seconds
Appendix Al
Al-13
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-100ext.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(s) from your cfg file.
XP-SWMM2000
I Storm Water Management Model
I Version 8.05
-----------------------------------------
Developed by
-------- - - - -
--------- ----- - -----------
I I
XP Software Inc. and Pty. Ltd.
I I
Based on the U.S. EPA
Storm Water Management Model Version 4.40
I
I Originally Developed by
I Metcalf & Eddy, Inc.
I University of Florida
Camp Dresser & McKee Inc.
I September 1970
I
I EPA-SWMM is maintained by
Oregon State University
i Camp Dresser & McKee Inc. i
-------------------------- ----------------
I XP Software October, 2000 I.
I Data File Version ---> 10.5
Input and Output file names by SWMM Layer
Input File to Layer # 1 JIN.US
Output File to Layer # 1 C:\XPS\XP-UDD2000\stewart-100ext.int
Input File to Layer # 2 C:\XPS\XP-UDD2000\stewart-100ext.int
Output File to Layer # 2 JOT.US
Number of Subcatchments 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)..... 0
Number of Input Hydrographs in Transport (NTH)...... 0
Number of Elements in the Extran 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 scs hydrograph points ..................... 1441
Number of Extran printout locations (NPO)........... 0
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 Extran(NTVAL). 0
Number of Variable storage elements in Extran (NVST) 0
Number of Input Hydrographs in Extran (NEH)......... 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 (NTCC)..... 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. I
I You can use your editor to find the table numbers,
for example: search for Table R3 to check continuity.
I This output file can be imported into a Word Processor
and printed on US letter or A4 paper using portrait
I mode, courier font, a size of 8 pt. and margins of 0.75
I I
Table Rl - Physical Hydrology Data
I Table R2 - Infiltration data
Table R3 - Raingage and Infiltration Database Names
Table R4 - Groundwater Data
I Table R5 - Continuity Check for Surface Water
I Table R6 - Continuity Check for Channels/Pipes
Table R7 - Continuity Check for Subsurface Water
Table R8 - Infiltration/Inflow Continuity Check i
Table R9 - Summary Statistics for Subcatchments
Table R10 - Sensitivity anlysis for Subcatchments
Waterwood Condominiums - Owner: Jim Stewart
Appendix A2 A2-1
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
###########################################
# RUNOFF JOB CONTROL #
###########################################
Snowmelt parameter - ISNOW....................... 0
Number of rain gages - NRGAG..................... 1
Quality is not simulated - KWALTY................ 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 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)....... 600.0
Wet/Dry time step length (seconds)... 60.0
Simulation length is...... 24.0 Hours
################################
# 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 (mins)
----- ---- --- --- --- --- --- ---- --- --- --- --- ------------
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 6 5 0 360.00
3 1970 1 1 6 5 0 1970 1 1 8 5 0 120.00
4 1970 1 1 8 5 0 1970 1 1 9 10 0 65.00
5 1970 1 1 9 10 0 1970 1 1 10 5 0 55.00
6 1970 1 1 10 5 0 1970 1 1 10 55 0 50.00
7 1970 1 1 10 55 0 1970 1 1 11 5 0 10.00
8 1970 1 1 11 5 0 1970 1 1 11 10 0 5.00
9 1970 1 1 11 10 0 1970 1 1 11 20 0 10.00
10 1970 1 1 11 20 0 1970 1 1 12 50 0 5.00
11 1970 1 1 12 50 0 1970 1 1 13 0 0 10.00
12 1970 1 1 13 0 0 1970 1 1 13 5 0 5.00
13 1970 1 1 13 5 0 1970 1 1 13 20 0 15.00
14 1970 1 1 13 20 0 1970 1 1 14 10 0 50.00
15 1970 1 1 14 10 0 1970 1 1 15 5 0 55.00
16 1970 1 1 15 5 0 1970 1 1 16 10 0 65.00
17 1970 1 1 16 10 0 1970 1 1 18 5 0 115.00
18 1970 1 1 18 5 0 1970 1 2 0 0 0 355.00
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 365.00 0.0300 485.00 0.0400
550.00 0.0500 605.00 0.0600 655.00 0.0900 665.00 0.1000
670.00 0.1100 680.00 0.1200 685.00 0.1300 690.00 0.1700
695.00 0.1900 700.00 0.2200 705.00 0.3500 710.00 0.4100
715.00 0.6300 720.00 0.8700 725.00 0.4400 730.00 0.3800
735.00 0.2300 740.00 0.2000 745.00 0.1800 750.00 0.1300
755.00 0.1200 760.00 0.1100 765.00 0.1000 770.00 0.0900
780.00 0.0600 785.00 0.0500 800.00 0.0400 850.00 0.0300
905.00 0.0200 970.00 0.0100 1085.00 0.0100
###################################################
# Table R1. S U B C A T C H M E N T D A T A #
# Physical Hydrology Data #
###################################################
Deprs Dep:rs Prcnt
Per- -sion -sion Zero
Subcatchment Channel Width Area cent Slope "n" "n" Storge Strge Deten
Number Name or inlet ft ac Impery ft/ft Impry Pery Impry Pery -tion
1 PASWC#1 PASWC 830.00 14.310 57.80 0.011 0.020 0.020 0.000 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 NC2 80.000 .33900 10.00 0.011 0.020 0.020 0.000 0.000 0.00
4 EA1#1 EA1 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 EA3 170.00 1.7460 0.10 0.013 0.020 0.020 0.000 0.000 0.00
7 EA4#1 EA4 140.00 1.4000 0.10 0.011 0.020 0.020 0.000 0.000 0.00
8 EA5#1 EA5 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 A2 A2_2
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
############################################################################################
# Table R2. SUBCATCHMENT DATA
#
# Infiltration Data
#
# Infiltration Type Infl #1 Infl #2 Infl #3
Infl. #4 #
# SCS -> Comp CN Time Conc Shape Factor
Depth or Fraction #
# SBUH -> Comp CN Time Conc N/A
N/A #
# Green Ampt -> Suction Hydr Cond Initial MD
N/A #
# Horton -> Max Rate Min Rate Decay Rate (1/sec)
N/A #
# Proportional -> Constant N/A N/A
N/A #
# Initial/Cont Loss -> Initial Continuing N/A
N/A #
# Initial/Proportional-> Initial Constant N/A
N/A #
# Laurenson Paramters -> B Value Pervious "n" Impervious Cont
Exponent #
############################################################################################
Subcatchment Infl Infl Infl Infl
Number Name # 1 # 2 # 3 # 4
1 PASWC#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 0.1667 484.0000 0.2000
5 EA1#2 80.0000 0.1667 484.0000 0.2000
6 EA3#1 80.0180 0.1667 484.0000 0.2000
7 EA4#1 80.0180 0.1667 484.0000 0.2000
8 EA5#1 80.0180 0.1667 484.0000 0.2000
9 EA2#1 80.0000 0.1917 484.0000 0.2000
############################################################
# Table R3. SUBCATCHMENT DATA #
# Rainfall and Infiltration Database Names #
############################################################
Subcatchment Gage Infltrn Routing Rainfall Database
Infiltration Database
Number Name No Type Type Name
Name
1 PASWC#1 1 SCS Method SCS curvilinear PH 100YR
-
2 NC3#1 1 SCS Method SCS curvilinear PH 100YR
- 3 NC2#1 1 SCS Method SCS curvilinear PH 100YR
4 EA1#1 1 SCS Method SCS curvilinear PH 100YR
5 EA1#2 1 SCS Method SCS curvilinear PH 100YR
6 EA3#1 1 SCS Method SCS curvilinear PH 100YR
7 EA4#1 1 SCS Method SCS curvilinear PH 100YR
8 EA5#1 1 SCS Method SCS curvilinear PH 100YR
9.EA2#1 1 SCS Method SCS curvilinear PH 100YR
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
###################################################
# S U B C A T C H M E N T D A T A #
# Default, Ratio values for subcatchment data #
# Used with the calibrate node in the runoff. #
# 1 - width 2 - area 3 - impervious % #
# 4 - slope 5 - imp "n" 6 - pery "n" #
# 7 - imp ds 8 - pery ds 9 - 1st infil #
#10 - 2nd infil 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
* Hydrographs will be stored for the following 8 INLETS
***********************************************************
PASWC NC3 NC2 EAl EA3 EA4
EA5 EA2
************************************************
* Quality Simulation not included in this run
* Precipitation Interface File Summary
* Number of precipitation station.... 1
***************************************************
Location Station Number
--------
--------------
1. 1
* End of time step DO -loop in Runoff
************************************************
Final Date (Mo/Day/Year) = 1/ 2/ 1
Total number of time steps = 1441
Appendix A2 A2-3
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
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 # 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
EA4#1 0 0 EA5#1 0 0
EA2#1 0 0
#########################################################
# Rainfall input summary from Runoff Continuity Check #
#########################################################
Total rainfall read for gage # 1 is 5.7900 in
-- Total rainfall read for gage # 1 is 1085.00 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 step.
************************************************************
Inches over
cubic feet Total Basin
Total Precipitation (Rain plus Snow) 6.604008E+05 5.800
Total Infiltration 1.925600E+05 1.691
Total Evaporation 0.000000E+00 0.000
Surface Runoff from Watersheds 4.704527E+05 4.132
Total Water remaining in Surface Storage 0.000000E+00 0.000
Infiltration over the Pervious Area... 1.925600E+05 2.311
Infiltration + Evaporation +
Surface Runoff + Snow removal +
Water remaining in Surface Storage +
Water remaining in Snow Cover......... 6.630127E+05 5.823
Total Precipitation + Initial Storage. 6.604008E+05 5.800
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 ............... -0.395
****************************************************
* Table R6. Continuity Check for Channel/Pipes
* You should have zero continuity error *
* if you are not using runoff hydraulics *
****************************************************
Inches over
cubic feet Total Basin
Initial Channel/Pipe Storage ................ 0.000000E+00 0.000
Final Channel/Pipe Storage .................. 0.000000E+00 0.000
Surface Runoff from Watersheds .............. 4.704527E+05 4.132
Groundwater Subsurface Inflow ............... 0.000000E+00 0.000
Evaporation Loss from Channels .............. 0.000000E+00 0.000
Channel/Pipe/Inlet Outflow .................. 4.704527E+05 4.132
Initial Storage + Inflow .................... 4.704527E+05 4.132
Final Storage + Outflow ..................... 4.704527E+05 4.132
********************************************
* Final Storage + Outflow + Evaporation - *
* Watershed Runoff - Groundwater Inflow - *
* Initial Channel/Pipe Storage
* ----------------------------------
Final Storage + Outflow + Evaporation
********************************************
Percent Continuity Error .................... 0.000
Appendix A2 A24
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
##################################################
# Table R9. Summary Statistics for Subcatchments #
##################################################
Note: Total Runoff Depth includes pervious &
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.....
57.80000
5.00000
10.00000
0.00000
Total Rainfall (in)....
5.80000
5.80000
5.80000
5.80000
Max Intensity (in/hr)..
10.44000
10.44000
10.44000
10.44000
Pervious Area
Total Runoff Depth (in)
1.99182
3.53242
3.42929
3.62714
Total Losses (in)......
1.08005
2.08166
1.98967
2.17286
- Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
37.77551
12.93649
2.02182
27.13757
Total Impervious Area
Total Runoff Depth (in)
2.72813
0.18592
0,38103
0.00000
Peak Runoff Rate (cfs).
51.73991
0.68087
0.22465
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)
4.71995
3.71834
3.81033
3.62714
Peak Runoff Rate (cfs).
89.51542
13.61736
2.24646
27.13757
Unit Runoff (in/hr)....
6.25544
6.48446
6.62673
6.34055
Subcatchment........... EA1#2
EA3#1
EA4#1
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)....
5.80000
5.80000
5.80000
5.80000
Max Intensity (in/hr)..
10.44000
10.44000
10.44000
10.44000
Pervious Area
Total Runoff Depth (in)
3.62714
3.62532
3.62532
3.62532
Total Losses (in)......
2.17286
2.17105
2.17105
2.17105
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
1.99093
11,06458
8.87194
6.13432
Total Impervious Area
Total Runoff Depth (in)
0.00000
0.00363
0.00363
0.00363
Peak Runoff Rate (cfs).
0,00000
0.01108
0.00888
0.00614
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)
3.62714
3.62895
3.62895
3.62895
Peak Runoff Rate (cfs).
1.99093
11.07566
8.88083
6.14046
Unit Runoff (in/hr)....
6.34055
6.34345
6.34345
6.34345
Subcatchment........... EA2#1
Area (acres)...........
5.91000
Percent Impervious.....
0.00000
Total Rainfall (in)....
5.80000
Max Intensity (in/hr)..
10.44000
Pervious Area
Total Runoff Depth (in)
3.61524
Total. Losses (in) ......
2.18476
Remaining Depth (in)...
0.00000
Peak Runoff Rate (cfs).
35.78164
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 (cfs).
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)
3.61524
Peak Runoff Rate (cfs).
35.78164
Unit Runoff (in/hr)....
6.05442
#######################################################
# Entry made to the HYDRAULIC
Layer(Block)
of SWMM #
# Last Updated October,2000
by XP Software
#
Waterwood Condominiums - Owner:
Jim Stewart
Appendix A2 A2_5
WATERWOOD CONDOMINIUMS
100 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.
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
Table El - Basic Conduit Data
Table E2 - Conduit Factor Data
Table E3a - Junction Data
Table E3b - Junction Data
I Table E4 - Conduit Connectivity Data
Table E4a - Dry Weather Flow Data
Table E4b - Real Time Control Data
Table E5 - Junction Time Step Limitation Summary
I Table E5a - Conduit Explicit Condition Summary
Table E6 - Final Model Condition
Table E7 - Iteration Summary
Table E8 - Junction Time Step Limitation Summary
Table E9 - Junction Summary Statistics
Table E10 - Conduit Summary Statistics
Table Ell - Area assumptions used in the analysis
Table E12 - Mean conduit information
Table E13 - Channel losses(H) and culvert info
Table E13a - Culvert Analysis Classification
Table E14 - Natural Channel Overbank Flow Information
Table E15 - Spreadsheet Info List
Table E15a - Spreadsheet Reach List
Table E16 - New Conduit Output Section
Table E17 - Pump Operation
I Table E18 - 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 Job 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 seconds
Simulation length .................. 24.00 hours
Do not create equiv. pipes(NEQUA-L). 0
Use U.S. customary units for 1/0 ... 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
QREF .......... 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 of junctions.. 12.57 square feet.
NJSW input hydrograph junctions.... 0
or user defined hydrographs ...
Flap Gate Conduit Information
-----------------------------
I 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
Conduit Type of Flap Gate
-------
-----------------
0+40 Positive Flap Gate
Natural Cross -Section information for Channel 0+40
Cross -Section ID (from X1 card) 1.0 Channel sequence number
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 ftA 2
0.040 in main Channel Maximum hydraulic radius
3.40 ft.
Appendix A2 A2-6
WATERWOOD CONDOMINIUMS
100 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
41.7.00
ft^2
Max center channel area
408.40
ft^2
Natural Cross -Section information for Channel
2+41
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
it110.040
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
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
it "
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 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
ifit0.040
in main Channel
Maximum hydraulic radius
2.85
ft.
if
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 ID (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
to it
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 El - Conduit Data
Trapezoid
Inp
Conduit Length Conduit Area
Manning Max Width
Depth
Side
Num
--------------------
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 Trapezoid 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
OS12 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
OS45 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
PipeKT1 480.0000 Circular 12.5664
0.0140 4.0000
4.0000
16
StreetKT1 480.0000 Trapezoid 3.6250
0.0140 1.0000
0.5003
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 A2 A2-7
..............
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
Table E2 - Conduit
Factor Data
---------------------
Time Low
Flow Depth at
Conduit Number
Entrance Exit Exp/Conte Weighting Roughness
Which Flow
Name of Barrels
Loss Coef Loss Coef Coefficnt Parameter
Factor n Changes Routing
Culvert 2.0000
0.5000 1.0000 0.2500 0.8500
0.0130 0.0000 Standard
- Dynamic Wave
PipeKT2 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
PipeKT3 2.0000
0.1250 0.1250 0.2000 0.8500
0.0130 0.0000 Standard
- Dynamic Wave
i
Table E3a
- Junction Data
Inp
Junction
Ground Crown Invert
Qinst Initial
Interface
Num
Name
Elevation Elevation Elevation
cfs Depth-ft
Flow (o)
1
D/S CULV
274.2000 274.2000 263.0000
0.0000 0.0000
100.0000
2
EA2
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 277.0000
0.0000 0.0000
100.0000
5
EA4
278.0000 278.0000 277.5000
0.0000 0.0000
100.0000
6
EA5
300.0000 1.0000 1.0000
0.0000 0.0000
100.0000
7
WP7
274.5000 274.5000 266.0100
15.0000 0.0000
100.0000
8
WP6
274.5000 274.5000 267.3600
0.0000 0.0000
100.0000
9
WP1
282.0000 279.5500 276.5500
40.2300 0.0000
100.0000
10
WP3
278.0000 275.7200 272.2200
20.0000 0.0000
100.0000
11
WP4
278.0000 275.6200 272.0000
5.0000 0.0000
100.0000
12
WP5
275.0000 274.5000 269.2600
13.0000 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
Num
------------------
Name
Coord. Coord.
----------------------
Type of Manhole
.Type of Inlet
Maximum Capacity
1
D/S CULV
-------------------
31.1983 399.4120
No Ponding
----------------
Normal Inlet
----------------
2
EA2
31.1698 403.4669
No Ponding
Normal Inlet
3
Outfall
31.0324 396.0777
No Ponding
Normal Inlet
4
EA3
43.3006 421.9782
No Ponding
Normal Inlet
5
EA4
55.6898 422.2095
No Ponding
Normal Inlet
6
EA5
59.8034 427.3313
No Ponding
Normal Inlet
7
WP7
43.2825 403.4867
No Ponding
Normal Inlet
8
WP6
55.6075 403.3770
No Ponding
Normal Inlet
9
WP1
68.2745 436.5901
No Ponding
Normal Inlet
10
WP3
68.1883 418.6765
No Ponding
Normal Inlet
11
WP4
70.2135 415.6436
No Ponding
Normal Inlet
12
WP5
70.2998 403.4345
No Ponding
Normal Inlet
13
WP2
68.2745 427.3899
No Ponding
Normal Inlet
14
NC2
29.0856 409.2774
No Ponding
Normal Inlet
15
EA1
30.9889 406.6131
Flooded Ponding
Normal Inlet
16
NC3
29.0199 412.9268
No Ponding
Normal Inlet
17
PASWC
29.1319 426.3985
Flooded Ponding
Normal Inlet
I
Table E4 -
Conduit Connectivity
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
EA3
WP7 277.0000
274.0000 No Design
3
L57
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
7
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
EA1
EA2 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
StreetKT1
WP7
EA2 274.0000
271.0000 No Design
17
PipeKT3
WP5
WP6 269.2600
267.8600 No Design
18
StreetKT3
WP5
WP6 274.0000
274.0000 No Design
Appendix A2 A2-8
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
------------------------
Table E7 - Iteration Summary
Total number of time steps simulated............
8640
Total number of passes in the simulation........
44646
Total number of time steps during simulation....
43188
Ratio of actual 4 of time steps / NTCYC.........
4.999
Average number of iterations per time step......
1.034
Average time step size(seconds)................
2.001
Smallest time step size(seconds)................
2.000
Largest time step size(seconds)................
5.000
Average minimum Conduit Courant time step (sec).
1.751
Average minimum implicit time step (sec)........
1.750
Average minimum junction time step (sec)........
1.750
Average Courant Factor Tf.......................
1.750
Number of times omega reduced ...................
116
Table E8 - Junction Time Step Limitation Summary I
-------------------------------------------
I Not Convr = Number of times this junction did
not l
I converge during the simulation.
l
Avg Convr = Average junction iterations.
i
Conv err = Mean convergence error.
Omega Cng = Change of omega during iterations
I
Max Itern = Maximum number of iterations
------ --------------------------------------------------
Junction Not Convr Avg Convr Total Itt Omega Cng Max
--------------------------------
Itern
Ittrn >10
Ittrn >25
-----------------
D/S CULV 0 1.13 48602
---------
17
9
---------
0
---------
0
EA2 0 1.19 51218
15
45
4
2
Outfall 0 1.62 69806
0
10
13
0
EA3 0 1.17 50473
16
9
0
0
EA4 0 1.16 50036
8
9
0
0
EA5 0 1.00 43188
0
1
0
0
WP7 0 1.19 51189
13
13
4
0
WP6 0 1.13 48658
11
10
1
0
WP1 0 1.01 43574
11
23
6
0
WP3 0 1.02 44051
4
380
7
1
WP4 0 1.01 43798
5
13
6
0
WP5 0 1.02 43849
2
16
8
0
WP2 0 1.02 44165
9
281
9
2
NC2 0 1.41 61111
5
7
0
0
EA1 0 1.44 62207
0
6
0
0
NC3 0 1.38 59387
0
6
0
0
PASWC 0 1.28 55324
0
5
0
0
Total number of iterations for all junctions..
870636
Minimum number of possible iterations.........
734196
Efficiency of the simulation ..................
1.19
Good Efficiency
I Extran Efficiency is an indicator of the efficiency of I
I the simulation. Ideal efficiency is one iteration per l
I time step. Altering the underrelaxation parameter,
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
increasing your time step so that your overall simulation)
I is faster. Ideal efficiency would be around 2.0 i
I I
1 Good Efficiency < 1.5 mean iterations I
I Excellent Efficiency < 2.5 and > 1.5 mean iterations l
I Good Efficiency < 4.0 and > 2.5 mean iterations
I Fair Efficiency < 7.5 and > 4.0 mean iterations
Poor Efficiency > 7.5 mean iterations I
----------------------------------
I Table E9 - JUNCTION SUMMARY STATISTICS l
The Maximum area is only the area of the node, it
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 265.9238 12 15 0.0000 8.2762 12.5660
EA2 273.0000 271.5000 267.4069 12 15 0.0000 5.5931 12.5660
Outfall 274.2000 274.0000 265.2015 12 15 0.0000 8.9985 12.5660
EA3 277.5000 277.5000 277.1635 12 11 0.0000 0.3365 12.5660
EA4 278.0000 278.0000 277.6769 12 11 0.0000 0.3231 12.5660
EA5 300.0000 1.0000 1.0000 0 0 0.0000 299.0000 12.5660
WP7 274.5000 274.5000 268.5544 12 14 0.0000 5.9456 12.5660
WP6 274.5000 274.5000 269.5315 0 3 0.0000 4.9685 12.5660
WP1 282.0000 279.5500 278.7452 0 1 0.0000 3.2548 12.5660
WP3 278.0000 275.7200 275.2102 0 2 0.0000 2.7898 12.5660
WP4 278.0000 275.6200 274.7755 0 3 0.0000 3.2245 12.5660
Ittrn >40
0
1
0
0
0
0
0
0
0
1
0
0
2
0
0
0
0
Appendix A2 A2-9
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
StreetKT1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT3 78.1253 6750026.9 0.0022 1.0000 0.9378 0.9263 5.4409 0.0140
StreetKT3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
Krenek Tap.1 0.0000 0.0000
FREE # 1 98,2758 8491029.1
Table E14 - Natural Channel Overbank Flow Information
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 6.4220 0.0000 0.0000 262.3567 0.000C 0.0000 40.8529 2.6916
2+41 0.6856 0.6841 3.1232 2.0967 0.5839 96.5625 3.0585 0.8535 30.9178 2.3683
1+38 0.0000 0.0000 4.7952 0.0000 0.0000 100.2610 0.000C 0.0000 20.9088 1.6627
1+14 0.0000 0.0000 2.4250 0.0000 0.0000 120.8910 0.000C 0.0000 49.8521 2.4728
3+89 0.1656 0.1656 3.0604 0.0031 0.0031 89.3706 0.018E 0.0186 29.2022 2.0751
< ------- 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 1520.1 0.0000 1520.1 987.25 1007.7 0.0000 1520.1 0.0000 1520.1 987.25 1007.7 0.0000 None
2+41 15.732 759.73 4.3809 779.84 980.16 1031.4 15.732 759.73 4.3809 779.84 980.16 1031.4 0.0000 None
1+38 0.0000 377.17 0.0000 377.17 997.01 1030.0 0.0000 377.17 0.0000 377.17 997.01 1030.0 0.0000 None
1+14 0.0000 1516.2 0.0000 1516.2 973.91 1010.1 0.0000 1516.2 0.0000 1516.2 973.91 1010.1 0.0000 None
3+89 0.03136 1021.0 0.03136 1021.0 991.55 1008.5 0.03136 1021.0 0.03136 1021.0 991.55 1008.5 0.0000 None
Table E15 - SPREADSHEET INFO LIST
Conduit Flow and Junction Depth Information for use in
spreadsheets. The maximum values in this table are the
true maximum values because they sample every time step.)
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.1
Conduit Maximum Total Maximum ## Junction Invert Maximum
Name Flow Flow Velocity ## Name Elevation Elevation
--------------- ---------- ---------- ---------- ## ---------------- --------- ---------
0+40 262.3739 8491119.847 6.4226 ## D/S CULV 263.0000 265.9238
L56 10.8089 22992.1408 2.7573 ## EA2 263.5000 267.4069
L57 8.6035 18441.0980 2.5861 ## Outfall 262.8000 265.2015
OS12 43.0817 3474302.897 8.0247 ## EA3 277.0000 277.1635
OS34 61.4002 5200328.734 7.7313 ## EA4 277.5000 277.6769
OS45 67.1337 5629499.703 8.7256 ## EA5 1.0000 1.0000
OS23 42.2363 3473353.752 6.8548 ## WP7 266.0100 268.5544
2+41 99.2515 273706.4409 2.8552 ## WP6 267.3600 269.5315
1+38 100.2610 278317.1847 4.7954 ## Wpi 276.5500 278.7452
1+14 120.9077 338829.2472 2.5124 #* WP3 272.2200 275.2102
3+89 89.3909 245294.0440 3.0574 ## WP4 272.0000 274.7755
Culvert 131.1830 8492291.379 6.3110 ## WP5 269.2600 271.3642
PipeKT2 43.3881 6766806.946 6.7809 ## WP2 274.0000 276.3780
StreetKT2 0.0000 0.0000 0.0000 ## NC2 269.0000 270.8138
PipeKT1 55.7866 8076796.462 6.8973 ## EAl 265.8000 267.3253
StreetKT1 0.0000 0.0000 0.0000 ## NC3 270.0000 272.6562
PipeKT3 40.8922 6750026.868 7.2804 ## PASWC 276.0000 277.4512
StreetKT3 0.0000 0.0000 0.0000 ##
Krenek Tap.1 0.0000 0.0000 0.0000 #4
FREE ft 1 262.3734 8491029.082 262367.9934 ##
Table E15a SPREADSHEET REACH LIST
Peak flow and Total Flow listed by Reach or those
conduits or diversions having the same
upstream and downstream nodes.
Upstream Downstream Maximum Total
Node Node Flow Flow
--------------- ---------------- ---------- ---------
D/S CULV Outfall 262.3739 8491119.85
EA3 WP7 10.8089 22992,1408
EA4 WP6 8.6035 18441.0930
WPl WP2 43.0817 3474302.90
WP3 WP4 61.4002 5200328.73
WP4 WP5 67.1337 5629499.70
WP2 WP3 42.2363 3473353.75
NC3 NC2 99.2515 273706.441
NC2 EAl 100.2610 278317.185
EAl EA2 120.9077 338829.247
PASWC NC3 89.3909 245294.044
EA2 DIS CULV 262.3660 8492291.38
WP6 WP7 86.7762 6766806.95
WP7 EA2 111.5732 8076796.46
WP5 WP6 81.7844 6750026.87
Appendix A2 A2-11
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
Table E2 - Conduit Factor Data
Time Low
Flow Depth at
Conduit Number Entrance Exit Exp/Contc Weighting Roughness
Which Flow
Name of Barrels Loss Coef Loss Coef Coefficnt Parameter
Factor n Changes Routing
Culvert 2.0000 0.5000 1.0000 0.2500 0.8500
0.0130 0.0000 Standard
- Dynamic Wave
PipeKT2 2.0000
0.1250 0.1250 0.2000 0.8500
0.0130 0.0000 Standard
- Dynamic Wave
PipeKT1 2.0000
0.1250 0.1250 0.2000 0.8500
0.0130 0.0000 Standard
- Dynamic Wave
PipeKT3 2.0000
0.1250 0.1250 0.2000 0.8500
0.0130 0.0000 Standard
- Dynamic Wave
I
-------
Table E3a
--------------------------------------
- Junction Data
Inp
Junction
Ground Crown Invert
Qinst Initial
Interface
Num
Name
Elevation Elevation Elevation
cfs Depth-ft
Flow M
1
D/S CULV
274.2000 274,2000 263.0000
0.0000 0.0000
100.0000
2
EA2
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 277.0000
0.0000 0.0000
100.0000
5
EA4
278,0000 278.0000 277.5000
0.0000 0.0000
100.0000
6
EA5
300.0000 1.0000 1.0000
0.0000 0.0000
100.0000
7
WP7
274.5000 274.5000 266.0100
15.0000 0.0000
100.0000
8
WP6
274.5000 274.5000 267.3600
0.0000 0.0000
100.0000
9
WP1
282.0000 279.5500 276.5500
40.2300 0.0000
100.0000
10
WP3
278.0000 275.7200 272.2200
20.0000 0.0000
100.0000
11
WP4
278.0000 275.6200 272.0000
5.0000 0.0000
100.0000
12
WP5
275.0000 274.5000 269.2600
13.0000 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
Num.
------------------
Name
Coord. Coord.
----------------------
Type of Manhole
Type of Inlet
Maximum Capacity
1
D/S CULV
-------------------
31.1983 399.4120
No Ponding
----------------
Normal Inlet
----------------
2
EA2
31.1698 403.4669
No Ponding
Normal Inlet
3
Outfall
31.0324 396.0777
No Ponding
Normal Inlet
4
EA3
43.3006 421.9782
No Ponding
Normal Inlet
5
EA4
55.6898 422.2095
No Ponding
Normal Inlet
6
EA5
59.8034 427.3313
No Ponding
Normal Inlet
7
WP7
43.2825 403.4867
No Ponding
Normal Inlet
8
WP6
55.6075 403.3770
No Ponding
Normal Inlet
9
WP1
68.2745 436.5901
No Ponding
Normal Inlet
10
WP3
68.1883 418.6765
No Ponding
Normal Inlet
11
WP4
70.2135 415.6436
No Ponding
Normal Inlet
12
WP5
70.2998 403.4345
No Ponding
Normal Inlet
13
WP2
68.2745 427.3899
No Ponding
Normal Inlet
14
NC2
29.0856 409.2774
No Ponding
Normal Inlet
15
EA1
30.9889 406.6131
Flooded Ponding
Normal Inlet
16
NC3
29.0199 412.9268
No Ponding
Normal Inlet
17
PASWC
29.1319 426.3985
Flooded Ponding
Normal Inlet
I
Table E4 -
Conduit Connectivity
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
EA3
WP7 277.0000
274.0000 No Design
3
L57
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
7
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
EAl
EA2 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
PipeKT1
WP7
EA2 266.0100
263.6100 No Design
16
StreetKT1
WP7
EA2 274.0000
271.0000 No Design
17
PipeKT3
WP5
WP6 269.2600
267.8600 No Design
18
StreetKT3
WP5
WP6 274.0000
274.0000 No L.esign
Appendix A2
A2-8
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
Table E7 - Iteration Summary
Total number of time steps simulated............ 8640
Total number of passes in the simulation........ 44646
Total number of time steps during simulation.... 43188
Ratio of actual 4 of time steps / NTCYC ......... 4.999
Average number of iterations per time step...... 1.034
Average time step size(seconds) ................ 2.001
Smallest time step size(seconds) ................ 2.000
Largest time step size(seconds) ................ 5.000
Average minimum Conduit Courant time step (sec). 1.751
Average minimum implicit time step (sec) ........ 1.750
Average minimum junction time step (sec) ........ 1.750
Average Courant Factor Tf ....................... 1.750
Number of times omega reduced ................... 116
Table E8 Junction Time Step Limitation Summa . ry
Not Convr = Number of times this junction did not
converge during the simulation.
Avg Convr = Average junction iterations.
Conv err = Mean convergence error.
Omega Cng = Change of omega during iterations
Max Itern = Maximum number of iterations
Junction Not Convr Avg Convr Total Itt Omega Cng Max Itern Ittrn >10 Ittrn >25 Ittrn >40
-------------- --------- --------- --------- -------- --------- --------- --------- ---------
D/S CULV 0 1.13 48602 17 9 0 0 0
EA2 0 1.19 51218 15 45 4 2 1
Outfall 0 1.62 69806 0 10 13 0 0
EA3 0 1.17 50473 16 9 0 0 0
EA4 0 1.16 50036 8 9 0 0 0
EA5 0 1.00 43188 0 1 0 0 0
WP7 0 1.19 51189 13 13 4 0 0
WP6 0 1.13 48658 11 10 1 0 0
WP1 0 1.01 43574 11 23 6 0 0
WP3 0 1.02 44051 4 380 7 1 1
WP4 0 1.01 43798 5 13 6 0 0
WP5 0 1.02 43849 2 16 8 0 0
WP2 0 1.02 44165 9 281 9 2 2
NC2 0 1.41 61111 5 7 0 0 0
EA1 0 1.44 62207 0 6 0 0 0
NC3 0 1.38 59387 0 6 0 0 0
PASWC 0 1.28 55324 0 5 0 0 0
Total number of iterations for all junctions.. 870636
Minimum number of possible iterations......... 734196
Efficiency of the simulation .................. 1.19
Good Efficiency
Extran Efficiency is an indicator of the efficiency of
the simulation. Ideal efficiency is one iteration per
I time step. Altering the underrelaxation parameter,
lowering the time step, increasing the flow and head
tolerance are good ways of improving the efficiency,
another is lowering the internal time step. The lower thel
efficiency generally the faster your model will run.
I If your efficiency is less than 1.5 then you may try
increasing your time step so that your overall simulation)
is faster. Ideal efficiency would be around 2.0
Good Efficiency < 1.5 mean iterations
Excellent Efficiency < 2.5 and > 1.5 mean iterations
Good Efficiency < 4.0 and > 2.5 mean iterations
Fair Efficiency < 7.5 and > 4.0 mean iterations
Poor Efficiency > 7.5 mean iterations
Table E9 - JUNCTION SUMMARY STATISTICS
The Maximum area is only the area of the node, it
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 265.9238 12 15 0.0000 8.2762 12.5660
EA2 273.0000 271.5000 267.4069 12 15 0.0000 5.5931 12.5660
Outfall 274.2000 274.0000 265.2015 12 15 0.0000 8.9985 12.5660
EA3 277.5000 277.5000 277.1635 12 11 0.0000 0.3365 12.5660
EA4 278.0000 278.0000 277.6769 12 11 0.0000 0.3231 12.5660
EA5 300.0000 1.0000 1.0000 0 0 0.0000 299.0000 12.5660
WP7 274.5000 274.5000 268.5544 12 14 0.0000 5.9456 12.5660
WP6 274.5000 274.5000 269.5315 0 3 0.0000 4.9685 12.5660
Wpi 282.0000 279.5500 278.7452 0 1 0.0000 3.2548 12.5660
WP3 278.0000 275.7200 275.2102 0 2 0.0000 2.7898 12.5660
WP4 278.0000 275.6200 274.7755 0 3 0.0000 3,2245 12.5660
Appendix A2 A2-9
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
WP5 275.0000 274.5000 271.3642 0 3 0.0000 3.6358 12.5660
WP2 280.0000 277.1000 276.3780 0 2 0.0000 3.6220 12.5660
NC2 275.0000 275.0000 270.8138 12 19 0.0000 4.1862 12.5660
EAl 274.0000 273.0000 267.3253 12 14 0.0000 6.6747 12.5660
NC3 276.0000 276.0000 272.6562 12 18 0.0000 3.3438 12.5660
PASWC 280.0000 280.0000 277.4512 12 18 0.0000 2.5488 12.5660
I Table E10 - CONDUIT SUMMARY STATISTICS
( Note: The peak flow may be less than the design flow I
I and the conduit may still surcharge because of the
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 Dwnstrm
Name (cfs) (ft/s) (in) (cfs) Hr. Min. (ft/s) Hr. Min. Flow (ft) (ft)
0+40 7171.957 5.9400 134.4000 262.3739 12 15 6.4226 12 15 0.0366 265.9238 265.2015
L56 68.4848 5.7071 6.0000 10.8089 12 11 2.7573 12 11 0.1578 277.1635 274.1633
L57 81,6843 4.6677 6.0000 8.6035 12 11 2.5861 12 12 0.1053 277.6769 274.1765
OS12 55.7841 7.8918 36.0000 43.0817 0 1 8.0247 0 1 0.7723 278.7452 276.3780
OS34 53.9380 5.6062 42.0000 61.4002 0 2 7.7313 0 2 1.1383 275.2103 274.7755
OS45 79.0252 8.2137 42.0000 67.1337 0 3 8.7256 0 3 0.8495 274.7755 271.9892
OS23 50.7494 7.1796 36.0000 42.2363 0 2 6.8548 0 2 0.8323 276.3780 275.2103
2+41 3114.728 5.3518 72.0000 99.2515 12 18 2.8552 12 17 0.0319 272.6562 270.8138
1+38 2108.498 7.1840 60.0000 100.2610 12 19 4.7954 12 19 0.0476 270.8138 267.3253
1+14 9688.877 18.3085 86.4000 120.9077 12 17 2.5124 12 20 0.0125 267.3253 267.4069
3+89 537.4013 6.3976 48.0000 89.3909 12 18 3.0574 12 18 0.1663 277.4512 272.6562
Culvert 402.0679 13.4023 60.0000 131.1830 12 15 6.3110 12 15 0.3263 267.4069 265.9238
PipeKT2 94.3161 7.5054 48.0000 43.3881 12 12 6.7809 0 3 0.4600 269,5315 268.5544
StreetKT2 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 268.5544 268.5544
PipeKT1 94.3161 7.5054 48.0000 55.7866 12 14 6.8973 13 26 0.5915 268.5544 267.4069
StreetKT1 12.3515 3.4073 6.0000 0.0000 0 0 0.0000 0 0 0.0000 267.4069 267.4069
PipeKT3 73.2069 7.6090 42.0000 40.8922 0 3 7.2804 0 4 0.5586 271.3641 269.7301
StreetKT3 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 269.5315 269.5315
Krenek Tap.l Undefnd Undefnd Undefn 0.0000 0 0
FREE # 1 Undefnd Undefnd Undefn 262.3734 12 15
------------------------------
I Table Ell. Area assumptions used in the analysis)
i Subcritical and Critical flow assumptions from I
I Subroutine Head. See Figure 17-1 in the
i manual for further information. I
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-m Area (ft^2) (ft^2/s)
-------------------------------------------------------------------------------
0+40 0.2500 1439.7500 0.0000 0.0000 1.8080 40.8529 17.1001
L56 681.1000 0.0000 0.0000 758.9000 0.1612 3.9210 0.4503
L57 681.3667 0.0000 0.0000 758.6333 0.1203 3.3276 0.4568
OS12 0.0000 1439.0000 0.0000 1.0000 0.8929 5.3936 17.1584
OS34 0.0000 1437.8000 0.0000 2.2000 1.0590 8.3356 20.7794
OS45 0.0000 0.0000 0.0000 1440.0000 1.0525 7.7556 22.6893
OS23 0.0417 1439.9583 0.0000 0.0000 0.9118 6.1784 16.8442
2+41 658.0000 782.0000 0.0000 0.0000 0.6583 34.8298 6.3587
1+38 662.5000 777.5000 0.0000 0.0000 0.6087 20.9088 7.8736
1+14 667.8667 772.1333 0.0000 0.0000 1.2474 49.8521 6.0461
3+89 658.0000 782.0000 0.0000 0.0000 1.3881 29.2395 6.2784
Culvert 0.0000 1440.0000 0.0000 0.0000 1.5996 20.7869 21.5537
PipeKT2 0.0000 1440.0000 0.0000 0.0000 1.0742 7.3973 13.5352
StreetKT2 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT1 0.0000 101.9333 0.0000 1338.0667 1.1480 10.1775 17.3691
StreetKT1 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 0.0000 0.0000 1440.0000 0.9431 5.6594 14.3365
StreetKT3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Table E12. Mean Conduit Flow Information I
-------------------------------------------
Mean Total Mean Low Mean Mean Mean Mean
Conduit Flow Flow Percent Flow Froude Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weightng Number Radius Area Roughness
--------------- -------- -------- -------- -------- ------------------------------
0+40 98.2769 8491119.8 0.0200 0.9999 0.6228 1.0840 22.3409 0.0400
L56 0.2661 22992.141 0.0010 0.5271 0.6653 0.0070 0.1700 0.0140
L57 0.2134 18441.093 0.0008 0.5270 0.6881 0.0068 0.1230 0.0140
OS12 40.2118 3474302.9 0.0031 1.0000 0.9877 0.8784 5.1413 0.0140
OS34 60.1890 5200328.7 0.0039 1.0000 0.8253 1.0558 8.0635 0.0140
OS45 65.1562 5629499.7 0.0035 1.0000 0.9820 1.0466 7.5110 0.0140
OS23 40.2009 3473353.8 0.0026 1.0000 0.7782 0.9081 6.0337 0.0140
2+41 3.1679 273706.44 0.0092 0.5431 0.1141 0.1119 1.3963 0.0466
1+38 3.2213 278317.18 0.0093 0.5399 0.4172 0.0766 0.8599 0.0424
1+14 3.9216 338829.25 0.0116 0.5364 0.0316 0.4884 5.5410 0.0400
3+89 2.8391 245294.04 0.0084 0.5432 0.0617 0.1488 2.3211 0.0420
Culvert 98.2904 8492291.4 0.0100 1.0000 0.5164 1.1925 11.9321 0.0130
PipeKT2 78.3195 6766806.9 0.0026 1.0000 0.7547 1.0188 6.5658 0.0140
StreetKT2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT1 93.4814 8076796.5 0.0031 1.0000 0.8528 1.0377 6.8457 0.0140
Appendix A2 A2-10
WATERWOOD C0ND0MINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
I Table E19
- Junction Inflow Sources I
I
Units are either ft^3 or MA I
I
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 77558.4248
0.0000
----------------------
0.0000 0.0000
Outfall
0.0000 0.0000 0.0000
0.0000
8.4910E+06 0.0000
EA3
0.0000 0.0000 23000.1262
0.0000
0.0000 0.0000
EA4
0.0000 0.0000 18442.2547
0.0000
0.0000 0.0000
EA5
0.0000 0.0000 12751.5018
0.0000
0.0000 0.0000
WP7
1296000.000 0.0000 0.0000
0.0000
0.0000 0.0000
WP1
3475872.000 0.0000 0.0000
0.0000
0.0000 0.0000
WP3
1728000.000 0.0000 0.0000
0.0000
0.0000 0.0000
WP4
432000.0000 0.0000 0.0000
0.0000
0.0000 0.0000
WP5
1123200.000 0.0000 0.0000
0.0000
0.0000 0.0000
NC2
0.0000 0.0000 4688.8516
0.0000
0.0000 0.0000
EA1
0.0000 0.0000 60486.6505
0.0000
0.0000 0.0000
NC3
0.0000 0.0000 28344.7812
0.0000
0.0000 0.0000
PASWC
0.0000 0.0000 245178.0778
0.0000
0.0000 0.0000
Table E20 -*Junction
Flooding and Volume Listing. I
I
The maximum volume is the total volume I
I
in the node including the volume in the i
I
flooded storage area. This is the max
I
volume at any time. The volume in the I
i
flooded storage area is the total volume)
I
above the ground elevation, where the
I
flooded pond storage area starts. I
The fourth column is instantaneous, the fifth is the►
sum of the flooded volume over the entire simulation)
I Units are either ft^3 or m^3 depending on the units.)
Out of
System
Stored in System
Junction
Surcharged Flooded Flooded
Maximum
Ponding Allowed
Name
Time (min) Time(min) Volume
Volume
Flood Pond Volume
D/S CULV
0.0000 0.0000 0.0000
36.7409
0.0000
EA2
0.0000 0.0000 0.0000
49.0942
0.0000
Outfall
0.0000 0.0000 0.0000
30.1772
0.0000
EA3
0.0000 0.0000 0.0000
2.0544
0.0000
EA4
0.0000 0.0000 0.0000
2.2224
0.0000
EA5
0.0000 0.0000 0.0000
0.0000
0.0000
WP7
0.0000 0.0000 0.0000
31.9735
0.0000
WP6
0.0000 0.0000 0.0000
27.2874
0.0000
WP1
0.0000 0.0000 0.0000
27.5850
0.0000
WP3
0.0000 0.0000 0.0000
37.5755
0.0000
WP4
0.0000 0.0000 0.0000
34.8770
0.0000
WP5
0.0000 0.0000 0.0000
26.4406
0.0000
WP2
0.0000 0.0000 0.0000
29.8823
0.0000
NC2
0.0000 0.0000 0.0000
22.7918
0.0000
EAl
0.0000 0.0000 0.0000
19.1673
0.0000
NC3
0.0000 0.0000 0.0000
33.3782
0.0000
PASWC
0.0000 0.0000 0.0000
18.2361
0.0000
Simulation Specific
Information I
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
................ 0 Number of Pumps...................
0
Number of Free Outfalls...........
1 Number of Tide Gate Outfalls...... 0
Average % Change
in Junction or Conduit is defined as:
I
Conduit % Change
=_> 100.0 ( Q(n+1) - Q(n) ) / Qfull
I
I Junction % Change =_> 100.0 ( Y(n+1) - Y(n) ) / Yfuil
I
The Conduit with
the largest average change was..0+40
with
0.020 percent
The Junction with the largest average change was.EA2
with
0.014 percent
The Conduit with
the largest sinuosity was ....... OS34
with
1.186
--------------------------
-----------------------------
Table E21. Continuity balance at the end of the simulation
Junction Inflow, Outflow or Street Flooding
I
Error = Inflow
+ Initial Volume - Outflow - Final Volume
---------------------------
Inflow
Inflow Average
Junction
---------------
Volume,ft^3 Inflow, cfs
EA2
-------------------------
77558.3885 0.8977
EA3
23000.1155 0.2662
Appendix A2 A2-12
WATERWOOD CONDOMINIUMS
100 YEAR EXISTING XP-SWMM ANALYSIS
EA4 18442.2461 0.2135
EA5 12751.4959 0.1476
WP7 1.29600E+06 15.0000
WP1 3.47587E+06 40.2300
WP3 1.72800E+06 20.0000
WP4 432000.0000 5.0000
WP5 1.12320E+06 13.0000
NC2 4688.8495 0.0543
EAl 60486.6222 0.7001
NC3 28344.7681 0.3281
PASWC 245177.9822 2.8377
Outflow Outflow Average
Junction Volume,ft^3 Outflow, cfs
---------------------------------------
Outfall 8.49103E+06 98.2758
-----------------------------------------
Initial system volume = 5.5050E-02 Cu Ft
Total system inflow volume = 8.5255E+06 Cu Ft I
I Inflow + Initial volume - 8.5255E+06 Cu Ft
-------------------------- --- ---- - -
---- I Total system outflow = 8.4910E+06 Cu ft I
Volume left in system = 2.2751E+04 Cu ft
Evaporation = 0.0000E+00 Cu ft I
I Outflow + Final Volume = 8.5138E+06 Cu ft
------- -----------------------------------
Total Model Continuity Error
I Error in Continuity, Percent = 0.13221 I
I Error in Continuity, ft^3 = 11271.716 I
+ Error means a continuity loss, - a gain I
------ ----------------------
###################################################
# Table E22. Numerical Model judgement section #
###################################################
Your overall error was 0.1322 percent
Worst nodal error was in node EA5 with 100.0000 percent
Of the total inflow this loss was 0.1496 percent
Your overall continuity error was Excellent
Excellent Efficiency
Efficiency of the simulation 1.19
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-SWMM Simulation ended normally.
Your input file was named : C:\XPS\stewart-100ext.DAT
Your output file was named : C:\XPS\stewart-100ext.out
I SWMM Simulation Date and Time Summary
------ -----------------------------------------------------
Starting Date... March 12, 2003 Time... 12: 7:39:65 i
I Ending Date... March 12, 2003 Time... 12: 8: 1:14
I Elapsed Time... 0.35817 minutes or 21.49000 seconds I
Appendix A2 A2-13
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-25ext.XP
Current Directory: C:\XPS\XP-UDD-1
Executable Name: C:\XPS\XP-UDD-l\swmmengw.exe
Read 0 line(s) and found 0 items(s) from your cfg file.
XP-SWMM2000
I Storm Water Management Model
I Version 8.05
---------------- - - - -
I Developed by
I I
XP Software Inc. and Pty. Ltd. I
I
Based on the U.S. EPA
Storm Water Management Model Version 4.40
I
I Originally Developed by
I Metcalf & Eddy, Inc.
I University of Florida
I Camp Dresser & McKee Inc.
September 1970
i
EPA-SWMM is maintained by I
Oregon State University I
I Camp Dresser & McKee Inc.
I XP Software October, 2000 I
I Data File Version ---> 10.5
---------------------
I Input and Output file names by SWMM Layer I
---------------------------------------------------------
Input File to Layer # 1 JIN.US
Output File to Layer # 1 C:\XPS\XP-UDD2000\stewart-25ext.int
Input File to Layer # 2 C:\XPS\XP-UDD2000\stewart-25ext.int
Output File to Layer # 2 JOT.US
Number of Subcatchments 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)..... 0
Number of Input Hydrographs in Transport (NTH)...... 0
Number of Elements in the Extran 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 scs hydrograph points ..................... 1441
Number of Extran printout locations (NPO)........... 0
Number of Tide elements in Extran (NTE)............. 1
Number of Natural channels (NNC).................... 5
Number of Storage junctions in Extran (NVSE)........ 0
Number of Time history data points in Extran(NTVAL). 0
Number of Variable storage elements in Extran (NVST) 0
Number of Input Hydrographs in Extran (NEH)......... 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 (NTCC)..... 10
Number of Storage/treatment plants (NSTU)........... 0
Number of Values for Rl lines in Transport (NR1).... 0
Number of Nodes to be allowed for (NNOD)............ 20
Number of Plugs in a Storage Treatment Unit......... 1
I RUNOFF TABLES IN THE OUTPUT FILE.
I These are the more important tables in the output file.
You can use your editor to find the table numbers,
I for example: search for Table R3 to check continuity. I
I This output file can be imported into a Word Processor
and printed on US letter or A4 paper using portrait
I mode, courier font, a size of 8 pt. and margins of 0.75
I I
Table Rl - Physical Hydrology Data
Table R2 - Infiltration data
j Table R3 - Raingage and'Infiltration Database Names
Table R4 - Groundwater Data
I Table R5 - Continuity Check for Surface Water I
I Table R6 - Continuity Check for Channels/Pipes i
Table R7 - Continuity Check for Subsurface Water I
Table R8 - Infiltration/Inflow Continuity Check I
Table R9 - Summary Statistics for Subcatchments
Table R10 - Sensitivity anlysis for Subcatchments
------------------
Waterwood Condominiums - Owner: Jim Stewart
Appendix A3 A3-1
WATERWOOD CONDOMINIUMS
25 YEAR
EXISTING XP-SWMM ANALYSIS
###########################################
# RUNOFF JOB CONTROL
#
###########################################
Snowmelt parameter - ISNOW........................
0
Number of rain gages - NRGAG.....................
1
Quality is not simulated - KWALTY................
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 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/
l/ 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
# 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
--- ------------
(mins)
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 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
7 1970 1 1 11 10 0 1970
1 1 11
30
0
10.00
8 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
695.00
0.1500 700.00
0.1700
705.00 0.2800 710.00
0.3300
715.00
0.5400 720.00
0.7500
725.00 0.3700 730.00
0.3000
735.00
0.1900 740.00
0.1600
745.00 0.1400 750.00
0.1100
755.00
0.1000 760.00
0.0900
765.00 0.0800 770.00
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 R1. S U B C A T C H M E N T
D A T A
#
# Physical Hydrology Data
#
###################################################
Deprs Deprs
Prcnt
Per-
-sion -sion
Zero
Subcatchment Channel Width
Area
cent
Slope
"n" "n" Storge Strge
Deten
Number Name or inlet ft
ac
Impery
ft/ft Impry Pery Impry Pery
-tion
1 PASWC#1 PASWC 830.00
14.310
57.80
0.011
0.020 0.020 0.000 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 NC2 80.000
.33900
10.00
0.011
0.020 0.020 0.000 0.000
0.00
4 EA1#1 EA1 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 EA3 170.00
1.7460
0.10
0.013
0.020 0.020 0.000 0.000
0.00
7 EA4#1 EA4 140.00
1.4000
0.10
0.011
0.020 0.020 0.000 0.000
0.00
8 EA5#1 EA5 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
######################################.######################################################
# Table R2. SUBCATCHMENT DATA #
# Infiltration Data #
# Infiltration Type Infl #1 Infl #2 Infl #3 Infl #4 #
# SCS -> Comp CN Time Conc Shape Factor Depth or Fraction #
# SBUH -> Comp CN Time Conc N/A N/A #
# Green Ampt -> Suction Hydr Cond Initial MD N/A #
# Horton -> Max Rate Min Rate Decay Rate (1/sec) N/A #
# Proportional -> Constant N/A N/A N/A #
# Initial/Cont Loss -> Initial Continuing N/A N/A #
# Initial/Proportional-> Initial Constant N/A N/A #
# Laurenson Paramters -> B Value Pervious "n" Impervious Cont Exponent #
############################################################################################
Subcatchment Infl Infl Infl Infl
Number Name # 1 # 2 # 3 # 4
1 PASWC#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 0.1667 484.0000 0.2000
5 EA1#2 80.0000 0.1667 484.0000 0.2000
6 EA3#1 80.0180 0.1667 484.0000 0.2000
7 EA4#1 80.0180 0.1667 484.0000 0.2000
8 EA5#1 80.0180 0.1667 484.0000 0.2000
9 EA2#1 80.0000 0.1917 484.0000 0.2000
############################################################
# Table R3. SUBCATCHMENT DATA #
# Rainfall and Infiltration Database Names #
############################################################
Subcatchment Gage Infltrn Routing Rainfall Database Infiltration Database
Number Name No Type Type Name Name
1 PASWC#1 1 SCS Method SCS curvilinear PH 25YR
2 NC3#1 1 SCS Method SCS curvilinear PH 25YR
3 NC2#1 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
7 EA4#1 1 SCS Method SCS curvilinear PH 25YR
8 EA5#1 1 SCS Method SCS curvilinear PH 25YR
9 EA2#1 1 SCS 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
###################################################
# S U B C A T C H M E N T D A T A #
# Default, Ratio values for subcatchment data #
# Used with the calibrate node in the runoff. #
# 1 - width 2 - area 3 - impervious % #
# 4 - slope 5 - imp "n" 6 - pery "n" #
# 7 - imp ds 8 - pery ds 9 - 1st infil #
#10 - 2nd infil 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 0.0300 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
***********************************************************
* Hydrographs will be stored for the following 8 INLETS
***********************************************************
PASWC NC3 NC2 EA1 EA3 EA4
EAS EA2
************************************************
* Quality Simulation not included in this run
************************************************
***************************************************
* Precipitation Interface File Summary
* Number of precipitation station.... 1
***************************************************
Location Station Number
----------------------
1. 1
************************************************
* End of time step DO -loop in Runoff
************************************************
Appendix A3 A3-3
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Final Date (Mo/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 # 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
EA4#1 0 0 EA5#1 0 0
EA2#1 0 0
# Rainfall input summary from Runoff Continuity Check #
#########################################################
Total rainfall read for gage # 1 is 4.6100 in
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 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 0.000000E+00 0.000
Surface Runoff from Watersheds 3.460201E+05 3.039
Total Water remaining in Surface Storage 0.000000E+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......... 5.279556E+05 4.637
Total Precipitation + Initial Storage. 5.260434E+05 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 R6. Continuity Check for Channel/Pipes
* You should have zero continuity error *
* if you are not using runoff hydraulics *
Inches over
cubic feet Total Basin
Initial Channel/Pipe Storage ................ 0.000000E+00 0.000
Final Channel/Pipe Storage .................. 0.000000E+00 0.000
Surface Runoff from Watersheds .............. 3.460201E+05 3.039
Groundwater Subsurface Inflow ............... 0.000000E+00 0.000
Evaporation Loss from Channels .............. 0.000000E+00 0.000
Channel/Pipe/Inlet Outflow .................. 3.460201E+05 3.039
Initial Storage + Inflow .................... 3.460201E+05 3.039
Final Storage + Outflow ..................... 3.460201E+05 3.039
********************************************
* Final Storage + Outflow + Evaporation - *
* Watershed Runoff - Groundwater Inflow - *
* Initial Channel/Pipe Storage
* ----------------------------------
Final Storage + Outflow + Evaporation
********************************************
Percent Continuity Error .................... 0.000
Appendix A3
A3-4
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
##################################################
# Table R9. Summary Statistics for Subcatchments #
##################################################
- Note: Total Runoff Depth includes pervious &
impervious area
Pervious and Impervious
Runoff Depth is
only the runoff from those two areas.
Subcatchment........... PASWC#1 NC341
NC2#1
EAl#1
Area (acres),,,,,,,,,,,
14.31000
2.10000
0.33900
4.28000
Percent Impervious.....
57.80000
5.00000
10.00000
0.00000
Total Rainfall (in)....
4.62000
4.62000
4.62000
4.62000
Max Intensity (in/hr)..
9.00000
9.00000
9.00000
9.0000C
Pervious Area
Total Runoff Depth (in)
1.50677
2.52910
2.46879
2.58249
Total Losses (in)......
1.04945
1.95778
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
EA4#1
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 (in)...
0.00000
0.00000
0.00000
0,00000
Peak Runoff Rate (cfs).
1.51143
8.40101
6.73621
4.65761
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 (cfs).
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 (cfs).
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
#######################################################
# Entry made to the HYDRAULIC
Layer(Block)
of SWMM #
# Last Updated October,2000
by XP Software
#
Waterwood Condominiums - Owner; Jim Stewart
Appendix A3 A3-5
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
I HYDRAULICS TABLES IN THE OUTPUT FILE
These are the more important tables in the output file. I
I You can use your editor to find the table numbers,
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
I
Table E1 - Basic Conduit Data
Table E2 - Conduit Factor Data
Table E3a - Junction Data
I Table E3b - Junction Data
Table E4 - Conduit Connectivity Data
Table E4a - Dry Weather Flow Data
Table E4b - Real Time Control Data
Table E5 - Junction Time Step Limitation Summary I
I Table E5a - Conduit Explicit Condition Summary
I Table E6 - Final Model Condition
Table E7 - Iteration Summary
Table E8 - Junction Time Step Limitation Summary
Table E9 - Junction Summary Statistics I
Table E10 - Conduit Summary Statistics
Table Ell - Area assumptions used in the analysis I
Table E12 - Mean conduit information
Table E13 - Channel losses(H) and culvert info
Table E13a - Culvert Analysis Classification
I Table E14 - Natural Channel Overbank Flow Information
Table E15 - Spreadsheet Info List
Table E15a - Spreadsheet Reach List
Table E16 - New Conduit Output Section
Table E17 - Pump Operation
Table E18 - Junction Continuity Error
Table E19 - Junction Inflow Sources
Table E20 Junction Flooding and Volume List I
Table E21 - Continuity balance at simulation end I
Table E22 - Model Judgement Section
Time Control from Hydraulics Job 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 seconds
Simulation length..... 24.00 hours
Do not 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
QREF.......... 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 of junctions.. 12.57 square feet.
NJSW input hydrograph junctions.... 0
or user defined hydrographs...
I Flap Gate Conduit Information I
I------------------------------
I Positive Flap Gate - Flow only allowed from the upstream I
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
Cross -Section ID (from Xl card) 1.0 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
if110.040 in main Channel Maximum hydraulic radius 3.40 ft.
Appendix A3 A3-6
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
if " 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
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
ft if 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
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
it it 0.040 in main Channel Maximum hydraulic radius 1.15 ft.
itit0.060 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 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
itif0.040 in main Channel Maximum hydraulic radius 2.85 ft.
if 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 ID (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
if it 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
-----------------------
Table E1 - Conduit Data
Inp
Conduit
Length
Conduit
Area
Manning
Max Width
Num
----
Name
----------------
(ft)
Class
(ft^2)
Coef.
(ft)
1
0+40
----------
40.0000
----------
Natural
-------
1207.4000
-------
0.0400
---------
351.0000
2
L56
390.0000
Trapezoid
12.0000
0.0140
24.0000
3
L57
350.0000
Trapezoid
17.5000
0.0140
10.0000
4
OS12
302.0000
Circular
7.0686
0.0140
3.0000
5
OS34
14.0000
Circular
9.6211
0.0140
3.5000
6
OS45
348.0000
Circular
9.6211
0.0140
3.5000
7
OS23
210.0000
Circular
7.0686
0.0140
3.0000
8
2+41
148.0000
Natural
582.0000
0.0400
250.0000
9
1+38
103.0000
Natural
293.5000
0.0400
254.0000
10
1+14
24.0000
Natural
529.2000
0.0400
184.0000
11
3+89
510.0000
Natural
84.0000
0.0400
40.0000
12
Culvert
55.0000
Rectangle
30.0000
0.0130
6.0000
13
PipeKT2
270.0000
Circular
12.5664
0.0140
4.0000
14
StreetKT2
270.0000
Trapezoid
3.6250
0.0140
1.0000
15
PipeKT1
480.0000
Circular
12.5664
0.0140
4.0000
16
StreetKT1
480.0000
Trapezoid
3.6250
0.0140
1.0000
17
PipeKT3
228.0000
Circular
9.6211
0.0140
3.5000
18
StreetKT3
228.0000
Trapezoid
3.6250
0.0140
1.0000
Total
length of all conduits ....
4450.0000
feet
Trapezoid
Depth Side
(ft) Slopes
11.2000
0.5000 0.0000 0.0000
0.5000 50.0000 50.0000
3.0000
3.5000
3.5000
3.0000
6.0000
5.0000
7.2000
4.0000
5.0000
4.0000
0.5000 25.0000 0.0000
4.0000
0.5000 25.0000 0.0000
3.5000
0.5000 25.0000 0.0000
Appendix A3 A3-7
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING
XP-SWMM ANALYSIS
I
Table E2 - Conduit Factor Data
Time Low
Flow Depth at
Conduit Number Entrance Exit Exp/Contc
Weighting Roughness
Which Flow
Name of Barrels Loss Coef Loss Coef Coefficnt
Parameter Factor n Changes Routing
Culvert 2.0000
0.5000 1.0000 0.2500
0.8500 0.0130
0.0000 Standard
- Dynamic Wave
PipeKT2 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
O.00CO Standard
- Dynamic Wave
PipeKT3 2.0000
0.1250 0.1250 0.2000
0.8500 0.0130
0.0000 Standard
- Dynamic Wave
Table E3a
- Junction Data
Inp
Junction
Ground Crown Invert
Qinst Initial
Interface
Num
Name
Elevation Elevation Elevation
cfs Depth-ft
Flow (%)
1
D/S CULV
274.2000 274.2000 263.0000
0.0000 0.0000
100.0000
2
EA2
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 277.0000
0.0000 0.0000
100.0000
5
EA4
278.0000 278.0000 277.5000
0.0000 0.0000
100.0000
6
EA5
300.0000 1.0000 1.0000
0.0000 0.0000
100.0000
7
WP7
274.5000 274.5000 266.0100
11.6700 0.0000
100.0000
8
WP6
274.5000 274.5000 267.3600
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
WP5
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
I
Table E3b
------------------
- Junction Data
'Inp
Junction
X y
Num
---
Name
---------------
Coord. Coord.
----------------------
Type of Manhole
Type of Inlet
Maximum Capacity
1
D/S CULV
-------------------
31.1983 399.4120
No Ponding
---------------
Normal Inlet
----------------
2
EA2
31.1698 403.4669
No Ponding
Normal Inlet
3
Outfall
31.0324 396.0777
No Ponding
Normal Inlet
4
EA3
43.3006 421.9782
No Ponding
Normal Inlet
5
EA4
55.6898 422.2095
No Ponding
Normal Inlet
6
EA5
59,8034 427.3313
No Ponding
Normal Inlet
7
WP7
43.2825 403.4867
No Ponding
Normal Inlet
8
WP6
55.6075 403.3770
No Ponding
Normal Inlet
9
WPl
68.2745 436.5901
No Ponding
Normal Inlet
10
WP3
68.1883 418.6765
No Ponding
Normal Inlet
11
WP4
70.2135 415.6436
No Ponding
Normal Inlet
12
WP5
70.2998 403.4345
No Ponding
Normal Inlet
13
WP2
68.2745 427.3899
No Ponding
Normal Inlet
14
NC2
29.0856 409.2774
No Ponding
Normal Inlet
15
EA1
30.9889 406.6131
Flooded Ponding
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
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
EA3
WP7
277.0000
274.0000
No
Design
3
L57
EA4
WP6
277.5000
274.0000
No
Design
4
OS12
WPl
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
7
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
EA1
EA2
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
StreetKT1
WP7
EA2
274.0000
271.0000
No
Design
17
PipeKT3
WP5
WP6
269.2600
267.8600
No
Design
18
StreetKT3
WP5
WP6
274.0000
274.0000
No
Design
Appendix A3 A3-8
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
I 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 # of time steps / NTCYC......... 4.998
Average number of iterations per time step...... 1.031
Average time step size(seconds)................ 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 Tf....................... 1.893
Number of times omega reduced ................... 109
Table E8 - Junction Time Step Limitation Summary I
Not Convr = Number of times this junction did not
converge during the simulation. I
Avg Convr = Average junction iterations. I
I Conv err = Mean convergence error.
Omega Cng = Change of omega during iterations l
I Max Itern = Maximum number of iterations
Junction Not Convr Avg Convr Total Itt Omega Cng Max Itern Ittrn >10 Ittrn >25 Ittrn >40
-------------------------------------------------------------------------------------
D/S CULV 0 1.12 48213 13 8 0 0 0
EA2 0 1.16 50077 17 37 2 1 0
Outfall 0 1.55 67017 0 9 0 0 0
EA3 0 1.16 49881 11 9 0 0 0
EA4 0 1.15 49610 6 8 0 0 0
EA5 0 1.00 43183 0 1 0 0 0
WP7 0 1.14 49201 4 12 3 0 0
WP6 0 1.11 47961 20 10 1 0 0
WP1 0 1.01 43784 9 211 8 1 1
WP3 0 1.02 43996 3 344 7 1 1
WP4 0 1.01 43825 7 12 8 0 0
WP5 0 1.02 43880 2 14 5 0 0
WP2 0 1.02 44157 13 244 9 3 3
NC2 0 1.42 61157 4 6 0 0 0
EA1 0 1.43 61648 0 6 0 0 0
NC3 0 1.35 58385 0 6 0 0 0
PASWC 0 1.26 54611 0 5 0 0 0
Total number of iterations for all junctions.. 860586
Minimum number of possible iterations......... 734111
Efficiency of the simulation .................. 1.17
Good Efficiency
Extran Efficiency is an indicator of the efficiency of l
the simulation. Ideal efficiency is one iteration per
time step. Altering the underrelaxation parameter,
I lowering the time step, increasing the flow and head i
I tolerance are good ways of improving the efficiency, l
another is lowering the internal time step. The lower thel
efficiency generally the faster your model will run. I
I If your efficiency is less than 1.5 then you may try I
increasing your time step so that your overall simulation)
is faster. Ideal efficiency would be around 2.0 l
I I
1 Good Efficiency < 1.5 mean iterations
Excellent Efficiency < 2.5 and > 1.5 mean iterations I
I Good Efficiency < 4.0 and > 2.5 mean iterations I
I Fair Efficiency < 7.5 and > 4.0 mean iterations
I Poor Efficiency > 7,5 mean iterations
Table E9 - JUNCTION SUMMARY STATISTICS I
I The Maximum area is only the area of the node, it 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 265.6243 12 15 0.0000 8.5757 12.5660
EA2 273.0000 271.5000 266.7799 12 15 0.0000 6.2201 12.5660
Outfall 274.2000 274.0000 264.9249 12 16 0.0000 9.2751 12.5660
EA3 277.5000 277.5000 277.1377 12 11 0.0000 0.3623 12.5660
EA4 278.0000 278.0000 277.6536 12 12 0.0000 0.3464 12.5660
EA5 300.0000 1.0000 1.0000 0 0 0.0000 299.0000 12.5660
WP7 274.5000 274.5000 267.9360 11 53 0.0000 6.5640 12.5660
WP6 274.5000 274.5000 269.2492 0 3 0.0000 5.2508 12.5660
WP1 282.0000 279.5500 278.3639 0 1 0.0000 3.6361 12.5660
WP3 278.0000 275.7200 274.7311 0 3 0.0000 3.2689 12.5660
WP4 278.0000 275.6200 274.3172 0 3 0.0000 3.6828 12.5660
WP5 275.0000 274.5000 271.0713 0 3 0.0000 3.9287 12.5660
Appendix A3
A3-9
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
WP2 280.0000 277.1000 275.8979 0 2 0.0000 4.1021 12.5660
NC2 275.0000 275.0000 270.7488 12 20 0.0000 4.2512 12.5660
EAl 274.0000 273.0000 267.1589 12 18 0.0000 6.8411 12.5660
NC3 276.0000 276.0000 272.5054 12 18 0.0000 3.4946 12.5660
PASWC 280.0000 280.0000 277.2753 12 18 0.0000 2.7247 12.5660
I Table E10 - CONDUIT SUMMARY STATISTICS !
I Note: The peak flow may be less than the design flow
! and the conduit may still surcharge because of the !
! downstream boundary conditions.
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 Dwnstrm
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 277.1377 274.1375
L57 81.6843 4.6677 6.0000 6.4718 12 12 2.3904 12 12 0.0792 277.6536 274.1529
OS12 55.7841 7.8918 36.0000 33.2430 0 1 7.7813 0 2 0.5959 278.3639 275.8979
OS34 53.9380 5.6062 42.0000 48.4617 0 2 7.0457 0 2 0.8985 274.7311 274.3172
OS45 79.0252 8.2137 42.0000 53.1928 0 3 8.3814 0 4 0.6731 274.3172 271.6133
OS23 50.7494 7.1796 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 270.7488
1+38 2108.498 7.1840 60.0000 80.0179 12 19 4.4187 12 19 0.0380 270.7488 267.1589
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 6.3976 48.0000 72.0227 12 18 2.7435 12 18 0.1340 277.2753 272.5054
Culvert 402.0679 13.4023 60.0000 102.0185 12 15 5.6965 12 16 0.2537 266.7799 265,6243
PipeKT2 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
PipeKTl 94.3161 7.5054 48.0000 43.5369 12 12 6.5236 13 18 0.4616 267.9360 266.7799
StreetKT1 12.3515 3.4073 6.0000 0.0000 0 0 0,0000 0 0 0.0000 266.7799 266.7799
PipeKT3 73.2069 7.6090 42.0000 32.2320 0 4 6.8916 0 4 0.4403 271.0713 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.1 Undefnd Undefnd Undefn 0.0000 0 0
FREE 4 1 Undefnd Undefnd Undefn 204.0410 12 16
! Table Ell. Area assumptions used in the analysis!
! 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-m 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 0.8225 4.3097 13.6088
OS34 0.0000 1.1000 0.0000 1438.9000 1.0203 6.9226 16.4670
OS45 0.0000 0.0000 0.0000 1440.0000 0.9943 6.4073 18.3024
OS23 0.0417 1439.9583 0.0000 0.0000 0.8698 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 18.1097 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 1.4917 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
PipeKTl 0.0000 83.7667 0.0000 1356.2333 1.0798 8.0403 13.7096
StreetKTl 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 Froude Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weightng 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 0.6777 0.0056 0.1339 0.0140
L57 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 0.8022 4.0750 0.0140
OS34 46.8273 4045880.6 0.0033 1.0000 0.8375 1.0110 6.7441 0.0140
OS45 50.6908 4379682.2 0.0031 1.0000 1.0201 0.9767 6.1329 0.0140
OS23 31.2772 2702348.6 0.0023 1.0000 0.8537 0.8573 4.8086 0.0140
2+41 2.3831 205900.21 0.0073 0.5373 0.1090 0.0975 1.0965 0.0467
1+38 2.4214 209206.03 0.0074 0.5344 0.4171 0.0656 0.6827 0,0425
1+14 2.9201 252299.49 0.0088 0.5314 0.0370 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
PipeKT1 72.6864 6280103.9 0.0024 1.0000 0.8674 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
Appendix A3 A3-10
WATERWOOD CONDOMINIUMS
25 YEAR EXISTING XP-SWMM ANALYSIS
Krenek Tap.1 0.0000 0.0000
FREE # 1 76.2256 6585894.5
-------------------------
( Table E14 - Natural Channel Overbank Flow Information
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 5.8368 0.0000 0.0000 204.0409 0.0000 0.0000 34.9576 2.4007
2+41 0.5258 0.5247 2.8773 0.8293 0.2309 77.9851 1.5771 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 1.5774
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 1194.3 987.40 1007.6 0.0000 1194.3 0.0000 11.94.3 987.40 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 616.83 985.45 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 865.07 992.11 1007.9 0.0000 865.07 0.0000 865.07 992.11 1007.9 0.0000 None
------------------------------
Table E15 - SPREADSHEET INFO LIST
I Conduit Flow and Junction Depth Information for use in
( 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
maximum of a subset of all the time steps in the run. I
Note: These flows are only the flows in a single barrel.I
Conduit Maximum Total Maximum ## Junction Invert Maximum
Name Flow Flow Velocity ## Name Elevation Elevation
--------------- ---------- ----- --------------- ##----------------------------------
0+40 204.0409 6585969.494 5.8369 ## D/S CULV 263.00CO 265.6243
L56 8.1324 16398.1146 2.4627 ## EA2 263.5000 266.7799
L57 6.4718 13155.4130 2.3904 ## Outfall 262.8000 264,9249
OS12 33.2430 2703022.549 7.7813 ## EA3 277.0000 277.1377
OS34 48.4617 4045880.639 7.0457 ## EA4 277.5000 277.6536
OS45 53.1928 4379682.168 8.3814 ## EA5 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 ## WPl 276.5500 278.3639
1+14 95.3288 252299.4862 2.7352 ## WP3 272.2200 274.7311
3+89 72.0227 185585.0716 2.7435 ## WP4 272.0000 274.3172
Culvert 102.0185 6587002.353 5.6965 ## WP5 269.2600 271.0713
PipeKT2 33.6762 5262809.293 6.4160 ## WP2 274.0000 275.8979
StreetKT2 0.0000 0.0000 0.0000 ## NC2 269.0000 270.7488
PipeKT1 43.5369 6280103.876 6.5236 ## EA1 265.8000 267.1589
StreetKT1 0.0000 0.0000 0.0000 ## NC3 270.0000 272.5054
PipeKT3 32.2320 5250985.584 6.8916 ## PASWC 276.0000 277.2753
StreetKT3 0.0000 0.0000 0.0000 ##
Krenek Tap.l 0.0000 0.0000 0.0000 ##
FREE # 1 204.0410 6585894.483 204038.7261 ##
I Table E15a - SPREADSHEET 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. I
Upstream Downstream Maximum Total
Node Node Flow Flow
D/S CULV Outfall 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 WP5 53.1928 4379682.17
WP2 WP3 33.0312 2702348.61
NC3 NC2 79.0518 205900.214
NC2 EA1 80.0179 209206.026
EAl EA2 95.3288 252299.486
PASWC NC3 72.0227 185585.072
EA2 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
I Table E19 - Junction Inflow Sources I
I Units are either ft^3 or m^3 I
I depending on the units in your model.I
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
EA5 0.0000 0.0000 9079.9709 0.0000 0.0000 0.0000
WP7 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
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
NC3 0.0000 0.0000 20293.9607 0.0000 0.0000 0.0000
PASWC 0.0000 0.0000 185472.3079 0.0000 0.0000 0.0000
I Table E20 - Junction Flooding and Volume Listing. I
I The maximum volume is the total volume I
I in the node including the volume in the I
I flooded storage area. This is the max i
I volume at any time. The volume in the
I flooded storage area is the total volume)
I above the ground elevation, where the I
I flooded pond storage area starts. I
The fourth column is instantaneous, the fifth is thel
sum 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 Ponding 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
EA3 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
WPi 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
Simulation Specific Information I
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 ................ 0 Number of Pumps................... 0
Number of Free Outfalls........... 1 Number of Tide Gate Outfalls...... 0
Average % Change in Junction or Conduit is defined as: I
I Conduit % Change =_> 100.0 ( Q(n+1) - Q(n) ) / Qfull I
I Junction % 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 I
Junction Inflow, Outflow or Street Flooding i
Error =. Inflow + Initial Volume - Outflow - Final Volume I
------ ------------------------------------------------------------
Inflow Inflow Average
Junction Volume,ft^3 Inflow, cfs
.----------------------------------------
EA2 55220.7430 0.6391
EA3 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
WP1 2.70432E+06 31.3000
WP3 1.34438E+06 15.5600
WP4 336096.0000 3.8900
WP5 873504.0000 10.1100
NC2 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, cfs
---------------------------------------
Outfall 6.58589E+06 76.2256
-------------------------
Initial system volume = 5.5050E-02 Cu Ft I
Total system inflow volume = 6.6126E+06 Cu Ft I
Inflow + Initial volume = 6.6126E+06 Cu Ft I
------------------------------------ ---------
Total system outflow = 6.5859E+06 Cu ft I
I Volume left in system = 1.8630E+04 Cu ft I
Evaporation = 0.0000E+00 Cu ft
Outflow + Final Volume = 6.6045E+06 Cu ft I
------------------------------
-------------------------
Total Model Continuity Error
I Error in Continuity, Percent = 0.11642 I
Error in Continuity, ft^3 = 7698.634
I + Error means a continuity loss, - a gain I
------- -----------------------------------
###################################################
# Table E22. Numerical Model judgement section #
###################################################
Your overall error was 0.1164 percent
Worst nodal error was in node EA5 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-SWMM Simulation ended normally.
Your input file was named C:\XPS\stewart-25ext.DAT
Your output file was named C:\XPS\stewart-25ext.out
-----------------------------------------
SWMM Simulation Date and Time Summary
----------------------------------------
Starting Date... April 9, 2003 Time... 13: 7:58:87 I
Ending Date... April 9, 2003 Time... 13: 8:20:84 I
Elapsed Time... 0.36617 minutes or 21.97000 seconds
Appendix A3 A3-13
WATER WOOD TO WNHOVES
PROPOSED XP-S WUM ANAL YSES
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-10-rev.XP
Current Directory: C:\XPS\XP-UDD-1
Executable Name: C:\XPS\XP-UDD-l\swmmengw.exe
Read 0 line(s) and found 0 items(s) from your cfg file.
I XP-SWMM2000
I Storm Water Management Model
I Version 8.05
---------------------- ---------------------
I Developed by
----------- - - - -
I I
XP Software Inc. and Pty. Ltd. I
I I
I Based on the U.S. EPA I
Storm Water Management Model Version 4.40 I
I I
i Originally Developed by I
I Metcalf & Eddy, Inc. I
I University of Florida I
Camp Dresser & McKee Inc. I
I September 1970
I
EPA-SWMM is maintained by I
I Oregon State University I
I Camp Dresser & McKee Inc. I
-------------- - - - ---
XP Software October, 2000 I
I Data File Version ---> 10.5 I
---------------------------------------------------------
I Input and Output file names by SWMM Layer I
Input File to Layer # 1 JIN.US
Output File to Layer # 1 C:\XPS\XP-UDD2000\stewart-10rev.int
Input File to Layer # 2 C:\XPS\XP-UDD2000\stewart-10rev.int
Output File to Layer # 2 JOT.US
Number of Subcatchments in the Runoff Block (NW).... 19
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)..... 0
Number of Input Hydrographs 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 (NEP)..................... 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 (NYSE)........ 8
Number of Time history data points in Extran(NTVAL). 0
Number of Variable storage elements in Extran (NVST) 15
Number of Input Hydrographs in Extran (NEH)......... 0
Number of Particle sizes in Transport Block (NPS)... 0
Number of User defined conduits (NHW)............... 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 Rl lines in Transport (NRZ).... 0
Number of Nodes to be allowed for (NNOD)............ 45
Number of Plugs in a Storage Treatment Unit......... 1
I RUNOFF TABLES IN THE OUTPUT FILE.
These are the more important tables in the output file. I
I You can use your editor to find the table numbers,
for example: search for Table R3 to check continuity. I
I This output file can be imported into a Word Processor 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 I
i I
I Table R1 - Physical Hydrology Data
Table R2 - Infiltration data
I Table R3 - Raingage and Infiltration Database Names
I Table R4 - Groundwater Data
I Table R5 - Continuity Check for Surface Water
Table R6 - Continuity Check for Channels/Pipes I
I Table R7 - Continuity Check for Subsurface Water I
I Table R8 - Infiltration/Inflow Continuity Check I
I Table R9 - Summary Statistics for Subcatchments
I Table R10 - Sensitivity anlysis for Subcatchments
Waterwood Condominiums - Owner: Jim Stewart
Appendix B1 B1-1
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
###########################################
# RUNOFF JOB CONTROL
#
Snowmelt parameter - ISNOW.......................
0
Number of rain gages - NRGAG.....................
1
Quality is not simulated - KWALTY................
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 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
# 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
--- ------------
(mins)
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 8
10
0
485.00
3 1970 1 1 8 10 0 1970
1 1 10
15
0
125.00
4 1970 1 1 10 15 0 1970
1 1 10
35
0
20.00
5 1970 1 1 10 35 0 1970
1 1 11
0
0
25.00
6 1970 1 1 11 0 0 1970
1 1 11
20
0
20.00
7 1970 1 1 11 20 0 1970
1 1 11
30
0
10.00
8 1970 1 1 11 30 0 1970
1 1 12
35
0
5.00
9 1970 1 1 12 35 0 1970
1 1 12
45
0
10.00
10 1970 1 1 12 45 0 1970
1 1 12
50
0
5.00
11 1970 1 1 12 50 0 1970
1 1 13
5
0
15.00
12 1970 1 1 13 5 0 1970
1 1 13
15
0
10.00
13 1970 1 1 13 15 0 1970
1 1 13
35
0
20.00
14 1970 1 1 13 35 0 1970
1 1 14
0
0
25.00
15 1970 1 1 14 0 0 1970
1 1 16
0
0
120.00
16 1970 1 1 16 0 0 1970
1 2 0
0
0
480.00
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
490.00
0.0300
615.00
0.0400
635.00 0.0500 660.00
0.0600
680.00
0.0700
690.00
0.0800
695.00 0.1200 700.00
0.1400
705.00
0.1500
710.00
0.2500
715.00 0.2900 720.00
0.4500
725.00
0.6600
730.00
0.3100
735.00 0.2700 740.00
0.1700
745.00
0.1400
750.00
0.1300
755.00 0.0800 765.00
0.0700
770.00
0.0600
785.00
0.0500
795.00 0.0400 815.00
0.0300
840.00
0.02.00
960.00
0.0100
###################################################
# Table R1. S U B C A T C H M E N T
D A T A
#
# Physical Hydrology Data
#
###################################################
Deprs Deprs
Prcnt
Per-
-sion -sion
Zero
Subcatchment Channel Width
Area
cent
Slope
"n" "n" Storge Strge
Deten
Number Name or inlet ft
ac
Impery
ft/ft Impry Pery Impry Pery
-tion
1 PASWC#1 PASWC 830.00
14.310
57.80
0.011
0.020 0.020 0.000
0.000
0.00
2 NC341 NC3 185.00
2.1000
5.00
0.011
0.020 0.020 0.000
0.000
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 PA9 175.00
1.5250
75.00
0.008
0.020 0.020 0.000
0.000
0.00
6 PA8#1 PA8 175.00
1.5180
75.00
0.008
0.020 0.020 0.000
0.000
0.00
7 PA7#1 PA7 100.00
.79000
70.00
0.005
0.020 0.020 0.000
0.000
0.00
8 PA5#1 PA5 100.00
1.2430
70.00
0.005
0.020 0.020 0.000
0.000
0.00
9 PA6#1 PA6 57.000
.87400
70.00
0.010
0.020 0.020 0.000
0.000
0.00
10 PA1C#1 PAIC 57.000
.60100
56.00
0.007
0.020 0.020 0.000
0.000
0.00
11 PA1B#1 PAlB 57.000
.'59600
56.00
0.007
0.020 0.020 0.000
0.000
0.00
12 PAlA#1 PAlA 80.000
1.3150
75.00
0.005
0.020 0.020 0.000
0.000
0.00
13 PA3#1 PA3 180.00
1.3190
75.00
0.005
0.020 0.020 0.000
0.000
0.00
14 Pond41 Pond 1.0000
.64900
15.00
1.000
0.020 0.020 0.000
0.000
0.00
15 NC1#1 NC1 35.000
.78200
19.00
0.008
0.020 0.020 0.000
0.000
0.00
16 NC1#2 NC1 80.000
.31400
0.00
0.011
0.020 0.020 0.000
0.000
0.00
17 PA2#1 PA2 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 PA11 90.000
.91600
80.00
0.005
0.020 0.020 0.000
0.000
0.00
Appendix B 1
B 1-2
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
############################################################################################
# Table R2. SUBCATCHMENT DATA #
# Infiltration Data #
# Infiltration Type Infl 41 Infl #2 Infl #3 Infl #4 #
# SCS -> Comp CN Time Conc Shape Factor Depth or Fraction #
# SBUH -> Comp CN Time Conc N/A N/A #
# Green Ampt -> Suction Hydr Cond Initial MD N/A #
# Horton -> Max Rate Min Rate Decay Rate (1/sec) N/A #
# Proportional -> Constant N/A N/A N/A #
# Initial/Cont Loss -> Initial Continuing N/A N/A #
# Initial/Proportional-> Initial Constant N/A N/A #
# Laurenson Paramters -> B Value Pervious "n" Impervious Cont Exponent #
############################################################################################
Subcatchment Infl Infl Infl Infl
Number Name # 1 # 2 # 3 # 4
1 PASWC#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 PA10#1 93.5000 0.1667 484.0000 0.2000
5 PA9#1 93.5000 0.1667 484.0000 0.2000
6 PA8#1 93.5000 0.1667 484.0000 0.2000
7 PA7#1 92.6000 0.1667 484.0000 0.2000
8 PA5#1 92.6000 0.1667 484.0000 0.2000
- 9 PA6#1 92.6000 0.1667 484.0000 0.2000
10 PA1C#1 90.0800 0.1667 484.0000 0.2000
11 PA1B#1 90.0800 0.1667 484.0000 0.2000
12 PA1A#1 93.5000 0.1667 484.0000 0.2000
13 PA3#1 93.5000 0.1667 484.0000 0.2000
14 Pond#1 82,7000 0.1667 484.0000 0.2000
15 NC1#1 83.4200 0.1667 484.0000 0.2000
16 NC1#2 80,0000 0.1667 484.0000 0.2000
17 PA2#1 89.0000 0.1667 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
############################################################
# Table R3. SUBCATCHMENT DATA #
# Rainfall and Infiltration Database Names #
############################################################
Subcatchment Gage Infltrn Routing Rainfall Database Infiltration Database
Number Name No Type Type Name Name
1 PASWC#1 1 SCS Method SCS curvilinear PH 10YR
2 NC3#1 1 SCS Method SCS curvilinear PH 10YR
3 NC2#1 1 SCS Method SCS curvilinear PH 10YR
4 PA10#1 1 SCS Method SCS curvilinear PH 10YR
5 PA9#1 1 SCS Method SCS curvilinear PH 10YR
6 PA8#1 1 SCS Method SCS curvilinear PH 10YR
7 PA7#1 1 SCS Method SCS curvilinear PH 10YR
8 PA5#1 1 SCS Method SCS curvilinear PH 10YR
9 PA6#1 1 SCS Method SCS curvilinear PH 10YR
10 PA1C#1 1 SCS Method SCS curvilinear PH 10YR
11 PA1B#1 1 SCS Method SCS curvilinear PH 10YR
12 PA1A#1 1 SCS Method SCS curvilinear PH 10YR
13 PA3#1 1 SCS Method SCS curvilinear PH 10YR
14 Pond#1 1 SCS Method SCS curvilinear PH 10YR
15 NC1#1 1 SCS Method SCS curvilinear PH 10YR
16 NC142 1 SCS Method SCS curvilinear PH 10YR
17 PA2#1 1 SCS Method SCS curvilinear PH 10YR
18 PA4#1 1 SCS Method SCS curvilinear PH 10YR
19 PA11#1 1 SCS Method SCS curvilinear PH 10YR
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
###################################################
# S U B C A T C H M E N T D A T A #
# Default, Ratio values for subcatchment data #
# Used with the calibrate node in the runoff. #
# 1 - width 2 - area 3 - impervious % #
# 4 - slope 5 - imp lint# 6 - pery "n" #
# 7 - imp ds 8 - pery ds 9 - 1st infil #
#10 - 2nd infil 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
* Hydrographs will be stored for the following 18 INLETS
PASWC NC3 NC2 PA10 PA9 PA8
PA7 PA5 PA6 PA1C PA1B PA1A
Appendix B 1 B 1-3
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
PA3 Pond NC1 PA2 PA4 PA11
* Quality Simulation not included in this run
* Precipitation Interface File Summary
* Number of precipitation station.... 1
***************************************************
Location Station Number
1. 1
* End of time step DO -loop in Runoff
Final Date (Mo/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 # Calls Subcatchment # Steps # Calls
PASWC#1 0 0 NC3#1 0 0
NC2#1 0 0 PA10#1 0 0
- PA9#1 0 0 PA8#1 0 0
PA7#1 0 0 PA5#1 0 0
PA6#1 0 0 PA1C41 0 0
PA1B#1 0 0 PA1A#1 0 0
PA3#1 0 0 Pond#1 0 0
NC1#1 0 0 NC1#2 0 0
-- PA2#1 0 0 PA4#1 0 0
PA11#1 0 0
#########################################################
# Rainfall input summary from Runoff Continuity Check #
#########################################################
Total rainfall read for gage # 1 is 3.7900 in
Total rainfall read for gage # 1 is 960.00 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 step.
************************************************************
Inches over
cubic feet Total Basin
Total Precipitation (Rain plus Snow) 4.308280E+05 3.800
Total Infiltration 1.171871E+05 1.034
Total Evaporation 0.000000E+00 0.000
Surface Runoff from Watersheds 3.155993E+05 2.784
Total Water remaining in Surface Storage 0.000000E+00 0.000
Infiltration over the Pervious Area... 1.171871E+05 2.396
Infiltration + Evaporation +
Surface Runoff + Snow removal +
Water remaining in Surface Storage +
Water remaining in Snow Cover......... 4.327864E+05 3.817
Total Precipitation + Initial Storage. 4.308280E+05 3.800
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 ............... -0.455
****************************************************
* Table R6. Continuity Check for Channel/Pipes
Appendix B 1 B 1-4
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
You should have zero
continuity
error *
if you are not using
runoff hydraulics
*
Inches over
cubic feet
Total Basin
Initial Channel/Pipe Storage ................
0.000000E+00
0.000
Final Channel/Pipe Storage ..................
0.000000E+00
0.000
Surface Runoff from Watersheds
..............
3.155993E+05
2.784
Groundwater Subsurface Inflow
................
0.000000E+00
0.000
Evaporation Loss from Channels
..............
0.000000E+00
0.000
Channel/Pipe/Inlet Outflow ..................
3.155993E+05
2.784
Initial Storage + Inflow ....................
3.155993E+05
2.784
Final Storage + Outflow .....................
3.155993E+05
2.784
• Final Storage + Outflow + Evaporation - *
• Watershed Runoff - Groundwater
Inflow - *
Initial Channel/Pipe Storage
-----l----------------------------
* Final Storage + Outflow +
Evaporation
Percent Continuity Error ....................
0.000
# Table R9. Summary Statistics for Subcatchments
#
##################################################
Note: Total Runoff Depth includes pervious &
impervious
area
Pervious and Impervious
Runoff Depth is
only the
runoff from those
two areas.
Subcatchment ........... PASWC#1 NC3#1
NC2#1
PA10#1
Area (acres)..
14.31000
2.10000
0.33900
1.54200
Percent Impervious.....
57.80000
5.00000
10.00000
75.00000
Total Rainfall (in) ....
3.80000
3.80000
3.80000
3.80000
Max Intensity (in/hr)..
7.92000
7.92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
1.17435
1.86262
1.82853
0.77470
Total Losses (in) ......
1.01718
1.83935
1.76831
0.70118
Remaining Depth (in) ...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
25.24851
7.79293
1.23465
2.24178
Total Impervious Area
Total Runoff Depth (in)
1.60847
0.09803
0.20317
2.32411
Peak Runoff Rate (cfs).
34.58208
0.41015
0.13718
6,72535
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)
2.78282
1.96065
2.03169
3.09882
Peak Runoff Rate (cfs).
59.83060
8.20309
1.37183
8.96714
Unit Runoff (in/hr) ....
4.18103
3.90623
4.04671
5.81526
Subcatchment ........... PA9#1
PA8#1
PA7#1
PA5#1
Area (acres)...........
1.52500
1.51800
0.79000
1.24300
Percent Impervious.....
75.00000
75.00000
70.00000
70.00000
Total Rainfall (in) ....
3.80000
3.80000
3.80000
3.80000
Max Intensity (in/hr)..
7.92000
7,92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
0.77470
0.77470
0.90190
0.90190
Total Losses (in) ......
0.70118
0.70118
0.79367
0.79367
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
2.21707
2.20689
1.35012
2.12430
Total Impervious Area
Total Runoff Depth (in)
2.32411
2.32411
2.10443
2,10443
Peak Runoff Rate (cfs).
6.65121
6.62068
3.15027
4.95669
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)
3.09882
3.09882
3.00633
3.00633
Peak Runoff Rate (cfs).
8.86828
8.82757
4.50038
7.08098
Unit Runoff (in/hr) ....
5.81526
5.81526
5.69669
5.69669
Subcatchment ........... PA6#1
PA1C#1
PA1B#1
PAlA#1
Area (acres) ...........
0.87400
0.60100
0.59600
1.31500
Percent Impervious.....
70.00000
56.00000
56.00000
75.00000
Total Rainfall (in) ....
3.80000
3.80000
3.80000
3.80000
Max Intensity (in/hr)...
7.92000
7.92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
0.90190
1.21318
1.21318
0.77470
Total Losses (in) ......
0.79367
1.04277
1.04277
0.70118
Remaining Depth (in) ...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
1.49367
1.41129
1.39955
1.91177
Total Impervious Area
Total Runoff Depth (in)
2.10443
1.54405
1.54405
2.32411
Peak Runoff Rate (cfs).
3.48523
1.79619
1.78124
5.73530
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
Appendix B1
B1-5
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
Peak Runoff Rate (cfs).
0.00000
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
3.00633
2.75723
2.75723
3.09882
Peak Runoff Rate (cfs).
4.97891
3.20747
3,18079
7.64707
Unit Runoff (in/hr) ....
5.69669
5.33689
5.33689
5.81526
Subcatchment ...........
PA3#1 Pond#1
NC1#1
NC1#2
Area (acres)..
1.31900
0.64900
0.78200
0.31400
Percent Impervious.....
75.00000
15.00000
19.00000
0.00000
Total Rainfall (in) ....
3.80000
3.80000
3.80000
3.80000
Max Intensity (in/hr)..
7.92000
7.92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
0.77470
1.78856
1.75223
1.89103
Total Losses (in) ......
0.70118
1.69581
1.63676
1.90897
Remaining Depth (in) ...
0.00000
0,00000
0.00000
0.00000
Peak Runoff Rate (cfs).
1.91758
2.31025
2.72447
1.18272
Total Impervious Area
Total Runoff Depth (in)
2.32411
0.31563
0.41102
0,00000
Peak Runoff Rate (cfs).
5.75275
0.40769
0.63907
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)
3.09882
2.10419
2.16324
1.89103
Peak Runoff Rate (cfs).
7.67033
2.71794
3.36355
1.18272
Unit Runoff (in/hr) ....
5.81526
4.18789
4.30121
3,76664
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) ....
3.80000
3.80000
3.80000
Max Intensity (in/hr),.
7.92000
7.92000
7.92000
Pervious Area
Total Runoff Depth (in)
1.32738
1.32738
0.63865
Total Losses (in) ......
1.14524
1.14524
0.60676
Remaining Depth (in)...
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
0.80975
0.48378
1.08622
Total Impervious Area
Total Runoff Depth (in)
1.32738
1.32738
2.55459
Peak Runoff Rate (cfs).
0.80975
0.48378
4.34488
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).
0.00000
0.00000
0.00000
Total Area
Total Runoff Depth (in)
2.65476
2.65476
3.19324
Peak Runoff Rate (cfs).
1.61950
0.96756
5.43110
Unit Runoff (in/hr) ....
5.17411
5.17411
5.92915
PLOT OF
INFILTRATION RATE
Runoff simulation ended
normally.
##############################4########################
# Entry made to the HYDRAULIC
Layer(Block)
of SWMM #
# Last Updated October,2000
by XP Software
#
Waterwood Condominiums - owner: Jim Stewart
HYDRAULICS TABLES IN THE OUTPUT FILE
I 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
I and printed on US letter or A4 paper using portrait
I mode, courier font, a size of 8 pt. and margins of 0.75
Table El - Basic Conduit Data
Table E2 - Conduit Factor Data
Table E3a - Junction Data
Table E3b - Junction Data
Table E4 - Conduit Connectivity Data
Table E4a - Dry Weather Flow Data
Table E4b - Real Time Control Data
Table ES - Junction Time Step Limitation Summary
Table E5a - Conduit Explicit Condition Summary
Table E6 - Final Model Condition
Table E7 - Iteration Summary
Table E8 - Junction Time Step Limitation Summary
I Table E9 - Junction Summary Statistics
Table E10 - Conduit Summary Statistics
Table Ell - Area assumptions used in the analysis
Table E12 - Mean conduit information
Table E13 - Channel losses(H) and culvert info
Table E13a - Culvert Analysis Classification
Table E14 - Natural Channel Overbank Flow Information
Table E15 - Spreadsheet Info List
Table E15a - Spreadsheet Reach List
Table E16 - New Conduit Output Section
Appendix B1
B1-6
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
I Table E17 - Pump Operation
Table E18 - Junction Continuity Error
I Table E19 - Junction Inflow Sources
Table E20 - Junction Flooding and Volume List
Table E21 - Continuity balance at simulation end
Table E22 - Model Judgement Section
Time Control from Hydraulics Job 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 seconds
Simulation length .................. 24.00 hours
Do not 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
QREF.......... 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 of junctions.. 12.57 square
feet.
NJSW input hydrograph junctions.... 0
or user defined hydrographs...
----------------------------------------------------
Flap Gate Conduit Information
-----------------------------
I Positive Flap Gate - Flow only allowed from the upstream
I to the downstream junction
Negative Flap Gate - Flow only allowed from the
I downstream to the upstream junction
Conduit Type of Flap Gate
0+40 Positive Flap Gate
Natural Cross -Section information for Channel
0+40
Cross -Section ID (from X1 card) 1.0 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
ifit0.040 in main Channel
Maximum hydraulic radius
3.40 ft.
It
" . 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
Cross -Section ID (from Xl 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
ifit0.040 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
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
IfIt
. 0.040 in main Channel
Maximum hydraulic radius :
1.15 ft.
" 0.060 Beyond station 1050.0
Max topwidth ;
254.00 ft.
Appendix B1 B1-7
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
Maximum Wetted Perimeter
2.55E+02
ft
Max left bank area
62.50
ftA 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) 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
ftA 2
it it
0.040 in main Channel
Maximum hydraulic radius
2.85
ft.
it
0.060 Beyond station 1018.0
Max topwidth
184.00
ft.
Maximum Wetted Perimeter
1,85E+02
ft
Max left bank area
2C2.00
ft*2
Max right bank area
53.00
ftA 2
Max center channel area
274.20
ft"2
Natural
Cross -Section information for Channel
S5
Cross -Section ID (from XI card) 5.0 Channel
sequence number
5
Length
235.0 ft
Maximum Elevation
279.42
ft.
Maximum depth
0.50
ft.
Manning N
0.015 to Station 0.0
Maximum Section Area
9.04
ftA2
11
0.015 in main Channel
Maximum hydraulic radius
0.43
ft.
0.015 Beyond station 40.1
Max topwidth
20.18
ft.
Maximum Wetted Perimeter
2.09E+01
ft
Max left bank area
0.00
ftA 2
Max right bank area
0.00
ftA 2
Max center channel area
9.04
ftA 2
Natural
Cross -Section information for Channel
S4
Cross -Section ID (from X1 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
ftA 2
if 11
0.015 in main Channel
Maximum hydraulic radius
0.42
ft.
It
0.015 Beyond station 40.1
Max topwidth
30.16
ft.
Maximum Wetted Perimeter
:.3.07E+01
ft
Max left bank area
0.00
ftA 2
Max right bank area
0.00
ftA 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
85.0 ft
Maximum Elevation
277.08
ft.
Maximum depth
0.50
ft.
Manning N
0.015 to Station 0.0
Maximum Section Area
14.99
ftA2
if if
0.015 in main Channel
Maximum hydraulic radius
0.37
ft.
if
0.015 Beyond station 40.1
Max topwidth
40.03
ft.
Maximum Wetted Perimeter
4.04E+01
ft
Max left bank area
0.00
ftA2
Max right bank area
0.00
ftA 2
Max center channel area
14.99
ftA 2
Natural
Cross -Section information for Channel
3+89
Cross -Section ID (from Xl card) 8.0 Channel sequence number
8
Length
510.0 ft
Maximum Elevation
2810.00
ft.
Maximum depth
4.00
ft.
Manning N
0.060 to Station 992.0
Maximum Section Area
84.00
ftA 2
ft it
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
ftA 2
Max right bank area
12.00
ftA 2
Max center channel area
60.00
ftA 2
Table
El - Conduit Data
Trapezoid
Inp Conduit Length Conduit Area
Manning Max Width
Depth
Side
Num
---- ----------------
Name (ft) Class (ftA 2)
---------- ---------- -------
Coef. (ft)
-------
(ft)
Slopes
1
0+40 40.0000 Natural 1207.4000
---------
0.0400 351.0000
-----
11.2000
-------
2
Pi 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
80UT 55.0000 Circular 0.7854
0.0100 1.0000
1.0000
10
90UT 55,0000 Circular 0.7854
0.0100 1.0000
1.0000
11
10OUT 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
Appendix B1 BI-8
10 YEAR PROPOSED XP-SWMM ANALYSIS
� z,
az 120.0000 Trapezoid
10.0000
0.0140
20.0000
o.s000
0.0000
0.0000
14
oo 235.0000 matp=z
9.0410
0.0150
20.1800
0.50co
15
ox 230.0000 Natural
13.0273
0.0150
30.1550
0.50Co
1e
12 115.0000 oir=z=
3.1416
0,0140
2.0000
2.00Go
o
zs 230.0000 Circular
2.4053
0.0140
1.7500
z.,mm
� zn
34 235.0000 Circular
1.7671
0.0140
1.5000
1.5000
ze
ao 85.0000 Natural
14.9885
0.0150
40.0300
0.5000
oo
oo12 302.00,00 Circular
7.0686
0.0140
3.0000
3.0000
zz
oss^ z^.0000 Circular
9.6211
o.uz«o
3.5000
3.5000
oo
OS45 348.0000 Circular
9.6211
0.0140
3.5000
3.5000
o,
oS23 210'0000 CircularCircular`o�s
o�^n
au�o
smmo
�- u^
z�o aoo�o Circular
0.7854
0.0100
1.0000
1�mo
\ os
3+89 s1n�o�o m��=
u«�n�o
o��oo
^o�o�o
^�0000
c*
Culvert 55.0000 Rectangle
30.0000
0.0140
6.0000
5,0000
27
Orifice 110.0000 Circular
1.7671
0.0140
1.5000
1,5000
28
Weir z0.0000 Trapezoid
zo.0000
o.oz^o
20.0000
0.5000
0.0000
0.0000
- us
�o z 105'0000 Circular
0.7854
o'ozoo
1'0000
,'0000
\[30
"��� 1u�0000 Trapezoid
zo�s000
o�o1^o
os0000
o�s000
0.0000
o'0000
az
s�r.1 750000 Circular
70686
oozoo
s�0000
00000
32
overflowoverflow6 80.0000 Trapezoid
17.1250
0.0180
0.5000
0.5000
135.0000
0.0000
so
50Ur.1 125.0000 Circular
1.7671
0.0100
1.5000
1.5000
34
overflows 85.0000 Trapezoid
25.0000
0.0140
25.0000
0.5000
50.0000
50.0000
oa
overfl"w8 20.0000 Trapezoid
12.5000
0.0140
25.0000
0.5000
0.0000
0.0000
| ss
overflow20.0000 z=pe=°^u
12.5000
0.0140
25.0000
0.5000
0.0000
0.0000
] 37
ove=rz=zo 20.0000 T=pe,=^u
,a.s000
0.0140
25.0000
0.5000
0.0000
0.0000
�- sa
ove=flow7 z^o.0000 r=pe,=^d
12.7500
o.oz«o
0.5000
0.5000
0.0000
100.0000
se
vipeKro 270.0000 Circular
12.5664
0.0140
4.0000
^.n000
oo
StreetKT2 270.0000 Trapezoid
3.6250
o.oz^o
1.0000
0.5000
25.0000
0.0000
oz
ripeKrs 228.0000 ci==l=
e.6211
0.0140
3.5000
3.5000
/ «o
otreetKT3 zoa.0000 ^d
s.�oo
o.o1oo
1.0000
0.5000
25.0000
0.0000
^a
r��r1 ^no 0000 Circular
�o ~s�
o�o�«o
^
^�oouo
^�0000
^^
e���r1 ^uo�000u r=�=o=
s��so
5000
25.0000
0.0000
`�=
l��u of all =��^� .... s^ss.0000
feet
J �
Table E2 Conduit Factor Data
/
Time
Low Flow
Depth at
Conduit Number Entrance Exit
oxp/oont=
Weighting
Roughness
Which
Flow
Name of Barrels Loss o=ec z="s o=ef
---------- ---------
u,efficnt
Parameter
Factor
n Changes
Routing
V---------------
---------
s1 1.0000 0.1250 0.1250
---------
0.2000
---------
0.8500
---------
1.0000
---------
0.0000
----
Standard
�=Dynamic w�
`�T 1�0000 o�zoso o�1zso
o�z000
n�asoo
z�0000
o�0000
Standard �
Dynamic Wave
"OUT 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
ot=*=u
Dynamic Wave
90Uo 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
ot=u=d
Dynamic Wave
10OUT 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
ot=u=d
Dynamic Wave
|
zo 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard
Dynamic °=e
zo z.=000 0.1250 0.1250
0,2000
0.8500
1.0000
o."o=o
Standard
Dynamic Wave
s^ 1.0000 0.1250 0.1250
0.2000
0.6500
1.0000
0.0000
Standard
Dynamic Wave
=ozc 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
at=u=u
Dynamic Wave
oos^ 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard
Dynamic Wave
OS^s 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard
Dynamic Wave
�
oous 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard
Dynamic °=e
11oUT 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard
Dynamic Waveoul.ert
2.0000 0.5000 1.0000
0.2500
0.8500
0.0130
0.0000
ot=u=d
Dynamic W==
o=^ci"e 2.0000 0.5000 1.0000
0.2500
0.8500
0.0130
0.0000
Standard
Dynamic Wave
30UT.1 2.0000 0.1250 0.1250
0.2000
0.8500
0.0130
0.0000
Standard
Dynamic Wave
60Ur.1 2.0000 0.1250 0.1250
0.2000
0.8500
0.0130
0.0000
Standard
Dynamic w=°
�
uOUr.z ,.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
a��=�
Dynamic Wavee^
��x
z z0000 o�aso ozzao
�" . . .
0.2000
0.8500
1.0000
0.0000
st=u=u
oyn=^= v="
�
,ip"KTs 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard
Dynamic Wave
rineKrz 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
,t=u=d
Dynamic Wave
Table E3a - Junction Data
Inp
Junction
Ground
Crown
Invert
oinst
Initial
Interface
Num
__ _________
Name
Elevation
Elevation
Elevation
cfs
Depth-ft
Flow '«`
1
ms oULv
---------
274.2000
---------
a,^.0000
---------
263.0000
--------
0.0000
--------
0.0000
_____
100.0000
a
mo oULv
z,^.0000
271.5000
2e3.5000
0.0000
0.0000
100.0000
s
mt,=ll
274.2000
274.0000
262.8000
0.0000
0.0000
100.0000
«
e=^
274.5000
274.5000
269.0000
0.0000
0.0000
100.0000
o
NC2
275.0000
275.0000
269.0000
0.0000
0.0000
100.0000
e
PA3
275.3500
275.3500
270.1500
0.0000
0.0000
100.0000
,
11
275.0500
o`o.0000
269.1400
0.0000
0.0000
100.0000
o
xo1
274.5000
c`^.0000
265.8000
0.0000
0.0000
100.0000
s
mo3
276.0000
276.0000
270.0000
0.0000
0.0000
100.0000
zo
eA1A
276.0000
z`e.0000
269.2600
0.0000
0.0000
100.0000
11
PA6
276.5500
276.5500
oas.^soo
0.0000
0.0000
100.0000
12
PA5
276.1700
27e.1700
271.3300
0.0000
0.0000
100.0000
13
11
276.9000
272.8500
270.3500
0.0000
0.0000
100.0000
z^
PA7
278.3800
278.3800
272.8800
0.0000
0.0000
100.0000
15
zz
277.3500
273.5000
o`z.0000
0.0000
0.0000
100.0000
16
PA8
277.2500
277.2500
272.7800
0.0000
0.0000
100.0000
17
J3
276.5200
274.e500
272.9000
0.0000
0.0000
100.0000
zo
PA9
278.3900
x`e.seoo
273.9300
0.0000
0.0000
100.0000
zs
J4
o`e.0000
275.8300
274.3300
0.0000
0.0000
,00.0000
oo
PA10
279.5e00
279.5600
275.1000
0.0000
0.0000
100.0000
oz
PA1c
z`e.uzoo
279.5200
27e.9200
0.0000
0.0000
100.0000
Appendix B1 B1-9
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
22
PA1B
278.3300 278.3300 277.7300
0.0000 0.0000
100.0000
23
J2S
277.1800 277,1800 276.5800
0.0000 0.0000
100.0000
24
J1S
276.9000 276.9000 276.2000
0.0000 0.0000
100.0000
25
WP7
274.5000 274.5000 266.0100
10.2700 0.0000
100.0000
26
WP6
274.5000 274.5000 267.3600
0.0000 0.0000
100,0000
27
WP1
282.0000 279.5500 276.5500
27.5700 0.0000
100.0000
28
WP3
278.0000 275.7200 272.2200
13.7000 0.0000
100.0000
29
WP4
278.0000 275.6200 272.0000
3.4300 0.0000
100.0000
30
WP5
275.0000 274.5000 269.2600
8.9100 0.0000
100.0000
31
WP2
280.0000 277.1000 274.0000
0.0000 0.0000
100.0000
32
PAll
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
X
y
Num
------------------
Name
Coord.
Coord.
Type of Manhole
Type of
Inlet
1
D/S CULV
----------------------
31.2665
398.1535
-------------------
No Ponding
---------------
Normal
Inlet
2
U/S CULV
31,3713
403.4715
No Ponding
Normal
Inlet
3
Outfall
30,2189
394.9844
No Ponding
Normal
Inlet
4
Pond
34.6643
409.7850
Sealed Manhole
Normal
Inlet
5
NC2
29.0856
409.2774
No Ponding
Normal
Inlet
6
PA3
42.9920
406.2595
Sealed Manhole
Normal
Inlet
7
I1
37.6030
408.3731
No Ponding
Normal
Inlet
8
NCl
31.0751
406.5374
Flooded Ponding
Normal
Inlet
9
NC3
29.0199
412.9268
No Ponding
Normal
Inlet
10
PA1A
37.7259
413.4204
No Ponding
Normal
Inlet
11
PA6
37.8679
417.3895
Flooded Ponding
Normal
Inlet
12
PA5
32.5244
417.3849
Flooded Ponding
Normal
Inlet
13
J1
43.7848
417.4229
Sealed Manhole
Normal
Inlet
14
PA7
43.8373
421.9669
Flooded Ponding
Normal
Inlet
15
J2
48.9458
417.4536
Sealed Manhole
Normal
Inlet
16
PA8
48.9419
422.0419
Flooded Ponding
Normal
Inlet
17
J3
57.2047
417.4536
Sealed Manhole
Normal
Inlet
18
PA9
57.1408
422.0420
Flooded Ponding
Normal
Inlet
19
J4
64.6846
417.5143
Sealed Manhole
Normal
Inlet
20
PA10
64.6517
421.8616
Flooded Ponding
Normal
Inlet
21
PAI.0
61.8455
415.9680
Flooded Ponding
Normal
Inlet
22
PA1B
54.1493
415.9833
Flooded Ponding
Normal
Inlet
23
J2S
45.5719
415.9833
Flooded Ponding
Normal
Inlet
24
J1S
40.7092
416.0007
Flooded Ponding
Normal
Inlet
25
WP7
45.4248
403.4502
No Ponding
Normal
Inlet
26
WP6
55.6075
403.3770
No Ponding
Normal
Inlet
27
WP1
70.9313
429.9543
No Ponding
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 Ponding
Normal
Inlet
31
WP2
70.9313
423.5366
Sealed Manhole
Normal
Inlet
32
PA11
66.3787
423.5436
No Ponding
Normal
Inlet
33
PASWC
29.0457
426.3985
Flooded Ponding
Normal
Inlet
I
--------------------------------
Table E4 -
Conduit Connectivity
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
P1
I1
Pond 269.1400
269.0000 No
Design
3
2+41
NC3
NC2 270.0000
269.0000 No
Design
4
1+38
NC2
NCl 269.0000
265.8000 No
Design
5
1+14
NCl
U/S
CULV 265.8000
264.0000 No
Design
6
P2
PAlA
Pond 269.2600
269.0000 No
Design
7
61
11
PA6 270.3500
269.9500 No
Design
8
70UT
PA7
J1 272.8800
271.8500 No
Design
9
8OUT
PA8
J2 272.7800
272.5000 No
Design
10
90UT
PA9
J3 273.9300
273.6500 No
Design
11
10OUT
PA10
J4 275.1000
274.8300 No
Design
12
S2
J1S
PA1A 276.2000
275.5000 No
Design
13
Si
PA1A
I1 275.5000
274.5500 No
Design
14
S5
PA1C
PAI.B 278.9200
277.7300 No
Design
15
S4
PAI.B
J2S 277.7300
276.5800 No
Design
16
12
J2
11 271,5000
270.8500 No
Design
17
23
J3
J2 272.9000
271.7500 No
Design
18
34
J4
J3 274.3300
273.1500 No
Design
19
S3
J2S
JiS 276.5800
276.2000 No
Design
20
OS12
WP1
WP2 276.5500
274.1000 No
Design
21
OS34
WP3
WP4 272.2200
272.1200 No
Design
22
OS45
WP4
WP5 272.0000
269.5100 No
Design
23
OS23
WP2
WP3 274.0000
272.5900 No
Design
24
11OUT
PA11
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
NCl 274.0000
274.0000 No
Design
29
30UT.1
PA3
I1 270,1500
269.6400 No
Design
30
overflow3
PA3
I1 274.8500
274.5500 No
Design
31
60UT.1
PA6
PA1A 269.4500
269.2600 No
Design
32
overflow6
PA6
PA1A 276.0500
275.5000 No
Design
Appendix
B 1
Maximum Capacity
----------------
B1-10
33
34
35
36
37
38
39
40
41
42
43
44
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
5OUT.1
PA5
PA6
271.3300
270.9500 No Design
overflow5
PA5
PA6
275.6700
274.5800 No Design
overflow8
PA8
J2S
276.7500
276.5800 No Design
overflow9
PA9
PA1B
277.8900
277,7300 No Design
overflowl0
PA10
PA1C
279.0600
278.9200 No Design
overflow?
PA7
J1S
277.8800
276.2000 No Design
PipeKT2
WP6
WP7
267.3600
266.0100 No Design
StreetKT2
WP6
WP7
274.0000
274.0000 No Design
PipeKT3
WP5
WP6
269.2600
267.8600 No Design
StreetKT3
WP5
WP6
274.0000
274.0000 No Design
PipeKT1
WP7
U/S CULV
266.0100
263.6100 No Design
StreetKT1
WP7
U/S CULV
274.0000
271.0000 No Design
----
I
------------------------------
Storage Junction 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
---------
62084.2613 274.5000
-----------
Node Invert
PA3 Stage/Area
16335.0000
4002.4733 275.3500
Node Invert
PA6 Stage/Area
4007.5200
931.3687 276.5500
Node Invert
PA5 Stage/Area
6751,8000
2365.0934 276.1700
Node Invert
PA7 Stage/Area
2831.4000
705.2796 278.3800
Node Invert
PA8 Stage/Area
12240.3600
3178.1285 277.2500
Node Invert
PA9 Stage/Area
11369.1600
2636.4962 278.3900
Node Invert
PA10 Stage/Area
10759.3200
2782.4779 279.5600
Node Invert
-------
I Variable
--------- ----------------
storage
data for
node (Pond
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
269.0000
0.0000
3267.0000
0.0000
2
269.5000
0.5000
4138.2000
1847.0145
3
270.0000
1.0000
5183.6400
4172.5738
4
270.5000
1.5000
6229.0800
7021.7552
5
271.0000
2.0000
7405.2000
10426.0900
6
271.5000
2.5'000
8537.7600
14408.4735
7
272.0000
3.0000
9888,1200
19010.8145
8
272.5000
3.5000
11238.4800
24288.8645
9
273.0000
4.0000
12893.7600
30317.1881
10
273.5000
4.5000
14549.0400
37173.7243
11
274.0000
5.0000
16291.4400
44879.7393
12
274.5000
5.5000
17336,8800
53285.4648
13
275.0000
6.0000
17859.6000
62084.2613
------------------
Variable storage
data for
node IPA3
Data
---------------------------
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
270.1500
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
177.4876
6
274.6000
4.4500
2308.6800
267.8993
7
274.6500
4.5000
4007.5200
423.8647
8
274.7000
4.5500
5837.0400
668.5496
9
274.7500
4.6000
7753.6800
1007.1857
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
Variable storage
data for
node IPA6
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft/"2
ft^3
1
269.4500
0.0000
8.7120
0.0000
2
274.1300
4.6800
8.7120
40,7722
3
274.1800
4.7300
87.1200
42,8285
4
274.2300
4.7800
174.2400
49.2380
5
274.2800
4.8300
261.3600
60.0546
6
274.3300
4.8800
435.6000
77.2942
7
274.3800
4.9300
609.8400
103.3083
8
274.4300
4.9800
871.2000
140.1406
9
274.4800
5.0300
1132.5600
190.0920
10
274.5300
5.0800
1524.6000
256.2787
11
274.6300
5.1800
2439.3600
452.6934
12
274.7800
5.3300
4007.5200
931.3687
Variable storage
data for
node IPA5
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
Appendix B1 B1-11
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
1
271.3300
0.0000
8.7120
0.0000
2
274.8800
3.5500
8.7120
30.9276
3
274.9300
3.6000
87.1200
32.9840
4
274.9800
3.6500
261.3600
41.3069
5
275.0300
3.7000
479.1600
59.5470
6
275.0800
3.7500
784.0800
90.8167
7
275.1300
3.8000
1176.1200
139.4916
8
275.1800
3.8500
1568.1600
207.8641
9
275.2300
3.9000
1916.6400
294.8385
10
275.2800
3.9500
2308.6800
400.3196
11
275.3300
4.0000
2744.2800
526.4869
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
Variable storage
data for
node IPA7
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
272.8800
0.0000
8.7120
0.0000
2
277.4300
4.5500
8.7120
39.6396
3
277.4800
4.6000
130.6800
42.5252
4
277.5300
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
277.6800
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
277.8800
5.0000
2178.0000
453.9006
12
277.9300
5.0500
2526.4800
571.4049
- 13
277.9800
5.1000
2831.4000
705.2796
Variable storage
data for
node ►PA8
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
272.7800
0.0000
8.7120
0.0000
2
276.2500
3.4700
8.7120
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
7
276.5000
3.7200
2178.0000
197.0339
8
276.5500
3.7700
3310.5600
333.2636
9
276.6000
3.8200
5009.4000
539.8018
10
276.6500
3.8700
6403.3200
824.4078
11
276.7000
3.9200
7710.1200
1176.7385
12
276.7500
3.9700
8973.3600
1593.4264
13
276.9000
4.1200
12240.3600
3178.1285
---------- ------------------
Variable storage
data for
node JPA9
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
273.9300
0.0000
8.7120
0.0000
2
277.3900
3.4600
8.7120
30.1435
3
277.4400
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
277.8400
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
ft
ft^2
ft^3
1
275.1000
0.0000
8.7120
0.0000
2
278.5600
3.4600
8.7120
30.1435
3
278.6100
3.5100
43.5600
31.3394
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
7
278.8100
3.7100
2134.4400
186.8803
8
278.8600
3.7600
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
Appendix B 1
B1-12
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
Title from first computational layer:
Waterwood Condominiums - Owner: Jim Stewart
Title from immediately preceding computational layer
Waterwood Condominiums - Owner: Jim Stewart
Name of preceding layer: ................ Runoff Layer
Initial Julian date (IDATEZ) ...................... 1001
Initial time of day in seconds (TZERO) ............ 0.0
No. Transfered input locations .................... 18
No. Transfered pollutants ......................... 0
Size of total catchment area (acres) .............. 31.23
#####ff#######*#####################4#############
# Element numbers of interface inlet locations: #
#########4#####4############################4####
PASWC NC3 NC2 PA10
PA9
PA8
PA7
PAS PA6 PA1C PA1B
PA1A
PA3
Pond
NC1 PA2 PA4 PA11
Table E7 - Iteration Summary
Total number of time steps simulated............ 8640
Total number of passes in the simulation........ 44302
Total number of time steps during simulation.... 43179
Ratio of actual # of time steps / NTCYC ......... 4.998
Average number of iterations per time step...... 1.026
Average time step size(seconds) ................ 2.001
Smallest time step size(seconds) ................ 2.000
Largest time step size(seconds) ................ 5.000
Average minimum Conduit Courant time step (sec). 1.971
Average minimum implicit time step (sec) ........ 1.970
Average minimum junction time step (sec) ........ 1.970
Average Courant Factor Tf ....................... 1.970
Number of times omega reduced ................... 1293
---------------------------------------------
Table E8 Junction Time Step Limitation Summary
Not Convr = Number of times this junction did not
converge during the simulation.
Avg Convr = Average junction iterations.
Conv err = Mean convergence error.
Omega Cng = Change of omega during iterations
Max Itern = Maximum number of iterations
Junction Not Convr Avg Convr Total Itt Omega Cng Max
-------------- --------- ---------
Itern
Ittrn >10
Ittrn >25
Ittrn >40
--------- -------- ---------
D/S CULV 0 1.11 48089 13
9
---------
0
---------
0
---------
0
U/S CULV 0 1.17 50725 19
37
3
1
0
Outfall 0 1.57 67746 0
9
0
0
0
Pond 0 1.38 59739 3
11
1
0
0
NC2 0 1.39 59880 8
7
0
0
0
PA3 0 1.17 50471 0
6
0
0
0
11 0 1.32 56910 1
23
1
0
0
NCl 0 1.41 60873 5
7
0
0
0
NC3 0 1.30 56275 0
6
0
0
0
PA1A 0 1.38 59442 264
9
0
0
0
PA6 0 1.44 62110 840
10
2
0
0
PAS 0 1.18 51011 0
6
0
0
0
il 0 1.32 57087 7
139
2
2
2
PA7 0 1.12 48331 0
7
0
0
0
J2 0 1.32 56822 13
9
0
0
0
PA8 0 1.16 49883 3
30
5
2
0
J3 1 1.28 55233 17
501
3
1
PA9 0 1.13 48954 6
55
8
3
2
J4 2 1.24 53563 6
501
7
2
2
PA10 0 1.14 49201 4
35
10
2
0
PA1C 0 1.12 48176 0
13
1
0
0
PA1B 0 1.15 49823 0
5
0
0
0
J2S 0 1.19 51395 0
21
1
0
0
iis 0 1.19 51595 6
8
0
0
0
WP7 0 1.03 44579 4
13
5
0
0
WP6 0 1.02 44171 13
10
5
0
0
WP1 0 1.01 43581 9
21
7
0
0
WP3 0 1.03 44517 6
358
7
1
1
WP4 0 1.03 44399 18
69
12
1
1
WP5 0 1.07 46217 15
314
19
13
13
WP2 0 1.12 48467 13
320
11
2
2
PA11 0 1.12 48233 0
5
0
0
0
PASWC 0 1,24 53655 0
6
0
0
0
Total number of iterations for all junctions.. 1721153
Minimum number of possible iterations......... 1424907
Efficiency of the simulation .................. 1.21
Good Efficiency
Appendix B1
BI-13
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
I Extran Efficiency is an indicator of the efficiency of
I the simulation. Ideal efficiency is one iteration per I
I time step. Altering the underrelaxation parameter, I
lowering the time step, increasing the flow and head
I tolerance are good ways of improving the efficiency,
I another is lowering the internal time step. The lower thel
efficiency generally the faster your model will run. 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 I
Good Efficiency < 1.5 mean iterations
Excellent Efficiency < 2.5 and > 1.5 mean iterations I
I Good Efficiency < 4.0 and > 2.5 mean iterations
I Fair Efficiency < 7.5 and > 4.0 mean iterations
Poor Efficiency > 7.5 mean iterations I
---- ----------------------------------------------------
Table E9 - JUNCTION SUMMARY STATISTICS
The Maximum area is only the area of the node, it
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 265.4049 12 25 0.0000 8.7951 12.5660
U/S CULV 274.0000 271.5000 266.3240 12 25 0.0000 7.6760 12.5660
Outfall 274.2000 274.0000 264.7237 12 25 0.0000 9.4763 12.5660
Pond 274.5000 274.5000 273.5696 12 35 0.0000 0.9304 14791.463
NC2 275.0000 275.0000 270,6251 12 24 0.0000 4.3749 12.5660
PA3 275.3500 275.3500 273.7292 12 27 0.0000 1.6208 38.0593
Il 275.0500 275.0500 273.6115 12 35 0.0000 1.4385 12.5660
NC1 274.5000 274.5000 267.1700 12 25 0.0000 7.3300 12.5660
NC3 276.0000 276.0000 272.4089 12 24 0.0000 3.5911 12.5660
PA1A 276.0000 276.0000 273.9484 12 29 0.0000 2.0516 12.5660
PA6 276.5500 276.5500 274.0632 12 28 0.0000 2.4868 8.7120
PA5 276.1700 276.1700 274.2357 12 25 0.0000 1.9343 8.7120
Jl 276.9000 272.8500 274.2501 12 28 1.4001 2.6499 12.5660
PA7 278.3800 278.3800 275.6583 12 16 0.0000 2.7217 8.7120
J2 277.3500 273.5000 275.2614 12 27 1.7614 2.0886 12.5660
PA8 277.2500 277.2500 276.7060 12 23 0.0000 0.5440 7861.3209
J3 278.5200 274.6500 276.8403 12 26 2.1903 1.6797 12.5660
PA9 278.3900 278.3900 277.9062 12 24 0.0000 0.4838 9434.6238
J4 279.4200 275.8300 277.9446 12 24 2.1146 1.4754 12.5660
PA10 279.5600 279.5600 279.0893 12 22 0.0000 0.4707 8306.4372
PA1C 279.5200 279.4200 279.0698 12 15 0.0000 0.4502 12.5660
PA1B 278.3300 278.2300 277.9100 12 16 0.0000 0.4200 12.5660
J2S 277.1800 277.0800 276.7898 12 16 0.0000 0.3902 12.5660
J1s 276.9000 276.7000 276.3146 12 18 0.0000 0.5854 1.2.5660
WP7 274.5000 274.5000 268.8662 12 17 0.0000 5.6338 12.5660
WP6 274.5000 274.5000 270.0202 12 16 0.0000 4.4798 12.5660
WP1 282.0000 279.5500 278.2138 0 1 0.0000 3.7862 12.5660
WP3 278.0000 275.7200 274.6731 12 15 0.0000 3.3269 12.5660
WP4 278.0000 275.6200 274.1578 0 2 0.0000 3.8422 12.5660
WP5 275.0000 274.5000 271.8620 12 16 0.0000 3.1380 12.5660
WP2 280.0000 277.1000 275.8504 12 15 0.0000 4.1496 12.5660
PA11 279.0000 277.1500 277.5116 12 14 0.3616 1.4884 12.5660
PASWC 280.0000 280.0000 277.1390 12 23 0.0000 2.8610 12.5660
I Table E10 - 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 downstream boundary conditions. I
Conduit Maximum Maximum Time Maximum Time Razio 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 Dwnstrm
Name (cfs) (ft/s) (in) (cfs) Hr. Min. (ft/s) Hr. Min. Flow (ft) (ft)
------------------------------------------------------------------------------------------------
0+40 7171.957 5.9400 134.4000 165.2011 12 25 5.3779 12 25 0.0230 265.4049 264.7237
P1 7.1758 4.0607 18.0000 7.5163 12 15 4.2213 12 14 1.0474 273.6115 273.5696
2+41 3114.728 5.3518 72.0000 65.0787 12 24 2.6331 12 25 0.0209 272.4089 270.6251
1+38 2108.498 7.1840 60.0000 66.0182 12 25 4.1156 12 25 0.0313 270.6251 267.1700
1+14 9688.877 18.3085 86.4000 97.4559 12 25 3.4336 12 27 0.0101 267.1700 266.3240
P2 30.8193 4.3600 36.0000 46.2455 12 14 6.4880 12 14 1.5005 273.9483 273.5696
61 38.6713 7.8781 30.0000 22.8128 12 12 4.9768 11 53 0.5899 274.2501 274.0633
70UT 3.4560 4.4003 12.0000 4.4888 12 14 5.6728 12 14 1.2989 275.6583 274.2500
80UT 3.3047 4.2077 12.0000 7.5361 12 11 9.4959 12 11 2.2804 276.7060 275.2614
90UT 3.3047 4.2077 12.0000 7.1487 12 40 9.0000 12 40 2.1632 277.9062 276.8403
10OUT 3.2452 4.1319 12.0000 6.2682 12 9 7.8854 12 9 1.9315 279.0893 277.9446
S2 55.5604 5.5560 6.0000 4.8738 12 18 2.1308 12 19 0.0877 276.3146 275.6141
S1 57.5903 5.7590 6.0000 0.0000 0 0 0.0000 0 0 0.0000 273.6115 273.6115
S5 36.4346 4.0299 6.0000 3.0112 12 15 1.3297 12 15 0.0826 279.0698 277.9100
S4 51.5100 3.9540 6.0000 5.7269 12 16 1.5046 12 16 0.1112 277.9100 276.7898
12 15.7929 5.0270 24,0000 19.3351 12 11 6.2366 12 10 1.2243 275.2614 274.2500
23 10.4038 4.3254 21.0000 12.3971 12 9 5.0351 12 9 1.1916 276.8403 275.2614
34 6.9118 3.9113 18.0000 6.0127 12 9 3.6451 12 2 0.8699 277.9445 276.8403
Appendix B 1 B 1-14
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
S3 51.2406 3.4187 6.0000 4.9205 12 17 1.5987 12 17 0.0960 276.7898 276.3146
OS12 55.7841 7.8918 36.0000 29.1534 0 2 7.6164 0 2 0.5226 278.2138 275.8504
OS34 53.9380 5.6062 42.0000 46.7050 12 15 6.9485 12 15 0.8659 274.6731 274.2520
OS45 79.0252 8.2137 42.0000 50.1477 12 15 7.9546 0 3 0.6346 274.1579 271.8620
OS23 50.7494 7.1796 36.0000 33.0054 12 15 6.7744 12 15 0.6504 275.8504 274.6731
11OUT 3.2751 4.1699 12.0000 5.4354 12 14 7.0045 12 14 1.6596 277.5115 276.9333
3+89 537.4013 6.3976 48.0000 59.6294 12 23 2.4632 12 23 0.1110 277.1390 272.4089
Culvert 373.3488 12.4450 60.0000 82.5997 12 25 5.2237 12 25 0.2212 266.3240 265.4049
Orifice 10.8855 6.1599 18.0000 14.6201 12 35 8.3344 12 35 1.3431 273.5696 269.0229
Weir 2.0468 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 267.1700 267.1700
30UT.1 3.2279 4.1099 12.0000 3.7812 12 15 4.7536 12 14 1.1714 273.7291 273.6115
overflow3 81.4251 6.5140 6.0000 0.0000 0 0 0.0000 0 0 0.0000 273.6115 273.6115
60UT.1 43.6420 6.1741 36.0000 17.3043 12 14 2.4429 12 14 0.3965 274.0635 273.9484
overflow6 46.5192 2.7164 6.0000 0.0000 0 0 0.0000 0 0 0.0000 273.9484 273.9484
5OUT.1 7.5292 4.2607 18.0000 7.0675 12 14 3.9857 12 14 0.9387 274.2357 274.0633
overflows 144.4492 5.7780 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.0633 274.0633
overflow8 61,2946 4.9036 6.0000-0.8144 12 17-0.2919 12 17-0.0133 276.7813 276.7898
overflow9 59.4645 4.7572 6.0000-0.3447 12 16-0.1524 12 16-0.0058 277.9072 277.9100
overflowl0 55.6240 4.4499 6.0000 0.5050 12 22 0.2491 12 23 0.0091 279.0893 279.0698
overflow7 57.8075 4.5339 6.0000 0.0000 0 0 0.0000 0 0 0.0000 276.3146 276.3146
PipeKT2 94.3161 7.5054 48.0000 59.0371 12 17 6.9401 0 4 0.6259 270.0202 268.8662
StreetKT2 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 268.8662 268.8662
PipeKT3 73.2069 7.6090 42.0000 59.0390 12 16 8.0290 12 17 0.8065 271.8620 270.2414
StreetKT3 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 270.0202 270.0202
PipeKT1 94.3161 7.5054 48.0000 69.5643 12 18 7.6678 12 16 0.7376 268.8662 266.3240
StreetKT1 12.3515 3.4073 6.0000 0.0000 0 0 0.0000 0 0 0.0000 266.3240 266.3240
FREE # 1 Undefnd Undefnd Undefn 165.2011 12 25
Table E11. 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. I
---- ---------------------------- ----------
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-m Area(ft^2) (ft^2/s)
-------------------------------------------------------------------------------
0+40 0.2500 1439.7500 0.0000 0.0000 1.4290 30.7184 11.6394
P1 662.3000 777.7000 0.0000 0.0000 0.4558 1.8518 14.3936
2+41 684.4333 755.5667 0.0000 0.0000 0.5783 24.7169 5.3107
1+38 688.1333 751.8667 0.0000 0.0000 0.4880 16.0415 6.1628
1+14 678.6333 761.3667 0.0000 0.0000 0.8840 28.3952 6.3395
P2 658.3667 781.6333 0.0000 0.0000 0.9090 7.3747 24.4659
61 665.5667 85.6000 0.0000 688.8333 0.7573 5.1313 16.0442
70UT 666.5667 49.5000 0.0000 723.9333 0.3027 0.8084 12.9375
BOUT 657.7667 42.5000 0.0000 739.7333 0.3005 0.8069 25.9945
90UT 657.7667 34.4000 0.0000 747.8333 0.3031 0.8073 25.0223
10OUT 657.7667 32.7333 0.0000 749.5000 0.3040 0.8227 24.2507
S2 702.4333 0.0000 0.0000 737.5667 0.1131 2.2875 0.2436
S1 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
S5 684.3333 755.6667 0.0000 0.0000 0.1121 2.2685 0.2188
S4 684.3333 755.6667 0.0000 0.0000 0.1286 3.8083 0.2931
12 661.3667 58.3333 0.0000 720.3000 0.5985 3.2285 18.9583
23 661.3667 59.1333 0.0000 719,5000 0.5308 2.4718 16.4113
34 661.3667 49.5667 0.0000 729.0667 0.4531 1.8524 11.1111
S3 692.7333 747.2667 0.0000 0.0000 0.1051 3.0784 0.2585
OS12 0.0000 1438.8056 0.0000 1.1944 0.7831 3.8715 12.1602
OS34 0.0000 0.2000 0.0000 1439.8000 1.0101 6.7217 15.9298
OS45 0.0000 1437.7333 0.0000 2.2667 0.9909 6.3633 17.4494
OS23 0.0417 1439.9583 0.0000 0.0000 0.8624 4.8725 13.3223
11OUT 648.3667 0.0000 0.0000 791.6333 0.3023 0.7864 8.0336
3+89 683.4333 756.5667 0.0000 0.0000 1.2475 24.2262 4.3663
Culvert 0.0000 1440.0000 0.0000 0.0000 1.4007 15.8124 13.6572
Orifice 677.7333 0.0000 0.0000 762.2667 0.4349 1.7542 24.8468
Weir 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
30UT.1 657.8667 85.4333 0.0000 696.7000 0.2893 0.8077 14.8990
overflow3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
60UT.1 669.7000 770.3000 0.0000 0.0000 0.9126 7.4101 9.6989
overflow6 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
50UT.1 666.3667 61.8333 0.0000 711.8000 0.4549 1.8525 10.1198
overflows 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
overflow8 1413.8333 0.0000 26.1667 0.0000 0.1100 2.7902 0.03S2
overflow9 1422.5000 7.0333 10.4667 0.0000 0.0893 2.2616 0.0150
overflow10 1422.6333 10.4000 6.9667 0.0000 0.0804 2.0303 0.0216
overflow7 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT2 0.0000 1440.0000 0.0000 0.0000 1.1755 9.1990 17.7008
StreetKT2 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 0.0000 0.0000 1440.0000 1.0415 7.3540 20.0036
StreetKT3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT1 0.0000 21.2667 0.0000 1418.7333 1.1751 9.1597 20.7064
StreetKT1 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 Froude Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weightng Number Radius Area Roughness
--------------- -------- -------- -------- -------- ------------------------------
0+40 67.3001 5814732.3 0.0124 0.9999 0.5757 0.8932 17.8373 0.0400
Appendix B 1 B 1-15
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
P1 0.1716 14828.728 0.0008 0.5402 0.1922 0.0431 0.1241 0.0130
2+41 1.8497 159815.70 0.0060 0.5249 0.1072 0.0898 0.8826 0.0469
1+38 1.8784 162295.96 0.0061 0.5224 0.3636 0.0621 0.5681 0.0425
1+14 3.4735 300113.36 0.0090 0.5290 0.0517 0.3703 2.7851 0.0400
P2 1.2753 110185.73 0.0045 0.5430 0.3049 0.0779 0.4115 0.0140
61 0.7062 61011.924 0.0023 0.5380 0.7200 0.0538 0.2452 0.0130
70UT 0.0987 8528.9271 0.0005 0.5368 0.5925 0.0216 0.0341 0.0100
80UT 0.2058 17783.855 0.0007 0.5432 0.5421 0.0268 0.0421 0.0100
90UT 0.2012 17382.185 0.0008 0.5432 0.5422 0.0266 0.0408 0.0100
100UT 0.2002 17301.117 0.0006 0.5432 0.5337 0.0269 0.0411 0.0100
S2 0.1309 11308.415 0.0005 0.5124 0.6534 0.0052 0.104E 0.0140
Sl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.000C 0.0140
S5 0.0711 6142.6661 0.0003 0.5250 0.1604 0.0061 0.083C 0.0150
S4 0.1395 12048.652 0.0005 0.5250 0.1564 0.0081 0.1525 0.0150
12 0.6050 52274.153 0.0018 0.5408 0.5104 0.0484 0.1578 0.0140
23 0.3998 34539.731 0.0013 0.5407 0.4882 0.0408 0.1098 0.0140
34 0.1999 17270.732 0.0009 0.5406 0.4959 0.0316 0.0710 0.0140
S3 0.1309 11307.377 0.0005 0.5192 0.3279 0.0066 0.1216 0.0150
OS12 27.5564 2380868.8 0.0025 1.0000 1.0715 0.7624 3.6622 0.0140
OS34 41.3637 3573823.2 0.0037 1.0000 0.8264 0.9821 6.2365 0.0140
OS45 44.7705 3868170.4 0.0036 1.0000 0.9784 0.9535 5.8105 0.0140
OS23 27.6727 2390919.5 0.0027 1.0000 0.8809 0.8210 4.3268 0.0140
110UT 0.1229 10617.654 0.0005 0.5499 0.5440 0.0244 0.0315 0.0100
3+89 1.6746 144684.85 0.0055 0.5256 0.0508 0.1155 1.7411 0.0420
Culvert 67.3113 5815695.7 0.0062 1.0000 0.4816 1.0556 9.8117 0.0140
Orifice 1.4993 129537.63 0.0014 0.5295 0.6049 0.0476 0.1218 0.0140
Weir 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
30UT.1 0.1712 14795.298 0.0004 0.5428 0.5500 0.0237 0.0472 0.0100
overflow3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0..0140
60UT.1 0.9734 84100.306 0.0017 0.5352 0.1830 0.0739 0.4060 0.0100
overflow6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0180
50UT.1 0.1562 13492.242 0.0007 0.5372 0.5284 0.0315 0.0834 0.0100
overflows 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
overflow8-0.0085-738.3731 0.0001 0.0182 0.0000 0.0155 0.0481 0.0140
overflow9-0.0013-113.7484 0.0001 0.0122 0.0004 0.0116 0.0283 0.0140
overflowl0 0.0015 132.3246 0.0001 0.0120 0.0013 0.0092 0.0242 0.0140
overflow7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0035 0.0002 0.0140
PipeKT2 53.6425 4634716.2 0.0037 1.0000 0.7028 1.1457 8.5592 0.0140
StreetKT2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT3 53.6558 4635860.6 0.0038 1.0000 0.9296 1.0169 6.8156 0.0140
StreetKT3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT1 63.8454 5516246.5 0.0037 1.0000 0.8475 1.1446 8.5474 0.0140
StreetKT1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
FREE # 1 67.2994 5814670.6
Table E14 - Natural Channel Overbank Flow Information
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 5.3779
---------
0.0000
0.0000
---------
165.1997
------------------
0.0000
---------
0.0000
30.7184
---------
2.1904
2+41
0.3854
0.3846 2.6950
0.2003
0.0558
64.8168
0.5199
0.1451
24.0520
2.1467
1+38
0.0000
0.0000 4.1155
0.0000
0.0000
66.0182
0.0000
0.0000
16.0415
1.5118
1+14
0.0000
0.0000 3.4321
0.0000
0.0000
97.4558
0.0000
0.0000
28.3952
1.8324
S5
0.0000
0.0000 1.3284
0.0000
0.0000
3.0112
0.0000
0.0000
2.2685
0.1633
S4
0.0000
0.0000 1.5033
0.0000
0.0000
5.7252
0.0000
0.0000
3.8083
0.1935
S3
0.0000
0.0000 1.5984
0.0000
0.0000
4.9205
0.0000
0.0000
3.0784
0.1685
3+89
0.0000
0.0000 2.4622
0.0000
0.0000
59.6279
0.0000
0.0000
24,2262
1.7606
<-------
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
977.42
-------
0.0000 977.42 987.50
-------
1007.5
-------
0.0000
--------------
977.42
-------
0.0000 977.42
-------
987.50
-------
1007.5
-------
0.0000 None
2+41
1.3506
499.75
0.3761 501.47 989.69
1028.8
1.3506
499.75
0.3761 501.47
989.69
1028.8
0.0000 None
1+38
0.0000
249.01
0.0000 249.01 997.46
1029.1
0.0000
249.01
0.0000 249.01
997.46
1029.1
0.0000 None
1+14
0.0000
661.01
0.0000 661.01 976.47
1007.2
0.0000
661.01
0.0000 66.1.01
976.47
1007.2
0.0000 None
S5
0.0000
35.165
0.0000 35.165 19.967
40.013
0.0000
35.165
0.0000 35.165
19.967
40.013
0.0000 None
S4
0.0000
64.395
0.0000 64.395 10.326
40.019
0.0000
64.395
0.0000 64.395
10.326
40.019
0.0000 None
S3
0.0000
46.537
0.0000 46.537 11.618
40.014
0.0000
46.537
0.0000 46.537
11.618
40.014
0.0000 None
3+89
0.0000
767.59
0.0000 767.59 992.24
1007.8
0.0000
767.59
0.0000 767.59
992.24
'1007.8
0.0000 None
Appendix B1 B1-16
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
I Table E15
- SPREADSHEET INFO LIST
I Conduit Flow and Junction
Depth Information for use in
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
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
Name
Flow
Flow
Velocity ##
Name
Elevation
---------------
----------
---------- ---------- ##----------------
---------
0+40
165.2011
5814732.312
5.3779 ##
D/S CULV
263.0000
P1
7.5163
14828.7280
4.2213 ##
U/S CULV
263.5000
2+41
65.0787
159815.6963
2.6331 ##
Outfall
262.8000
1+38
66.0182
162295.9642
4.1156 ##
Pond
269.0000
1+14
97.4559
300113.3597
3.4336 ##
NC2
269.0000
P2
46.2455
110185.7265
6.4880 ##
PA3
270.1500
61
22.8128
61011.9237
4.9768 ##
I1
269.1400
70UT
4.4888
8528.9271
5.6728 #4
NCl
265.8000
8OUT
7.5361
17783.8546
9.4959 ##
NC3
270.0000
90UT
7.1487
17382.1850
9.0000 ##
PAlA
269.2600
10OUT
6.2682
17301.1170
7.8854 ##
PA6
269.4500
S2
4.8738
11308.4148
2.1308 ##
PA5
271.3300
S1
0.0000
0.0000
0.0000 ##
Jl
270.3500
S5
3.0112
6142.6661
1.3297 ##
PA7
272.8800
S4
5.7269
12048.6523
1.5046 ##
J2
271.5000
12
19.3351
52274.1530
6.2366 ##
PA8
272.7800
23
12.3971
34539.7307
5.0351 ##
J3
272.9000
34
6.0127
17270.7315
3.6451 ##
PA9
273.9300
S3
4.9205
11307.3771
1.5987 ##
J4
274.3300
OS12
29.1534
2380868.830
7.6164 ##
PA10
275.1000
OS34
46.7050
3573823.171
6.9485 ##
PA1C
278.9200
OS45
50.1477
3868170.381
7.9546 ##
PA1B
277,7300
OS23
33.0054
2390919.495
6.7744 ##
J2S
276.5800
11OUT
5.4354
10617.6540
7.0045 4#
J1S
276.2000
3+89
59.6294
144684.8460
2.4632 ##
WP7
266.0100
Culvert
82.5997
5815695.694
5.2237 ##
WP6
267.3600
Orifice
14.6201
129537.6332
8.3344 ##
WP1
276.5500
Weir
0.0000
0.0000
0.0000 ##
WP3
272.2200
30UT.1
3.7812
14795.2980
4.7536 ##
WP4
272.0000
overflow3
0.0000
0.0000
0.0000 ##
WP5
269.2600
60UT.1
17.3043
84100.3055
2.4429 ##
WP2
274.0000
overflow6
0.0000
0.0000
0.0000 ##
PA11
276.1500
50UT.1
7.0675
13492.2425
3.9857 ##
PASWC
276.0000
overflows
0.0000
0.0000
0.0000 ##
overflow8
-0.8144
-738.3731
-0.2919 ##
overflow9
-0.3447
-113.7484
-0.1524 ##
overflowl0
0.5050
132.3246
0.2491 ##
overflow?
0.0000
0.0000
0.0000 ##
PipeKT2
59.0371
4634716.230
6.9401 ##
StreetKT2
0.0000
0.0000
0.0000 ##
PipeKT3
59.0390
4635860.553
8.0290 ##
StreetKT3
0.0000
0.0000
0.0000 ##
PipeKT1
69.5643
5516246.472
7.6678 ##
StreetKT1
0.0000
0.0000
0.0000 ##
FREE # 1
165.2011
5814670.593 165200.1170
##
------------------------------------
Table E15a - SPREADSHEET REACH LIST
1 Peak flow and
Total Flow listed by Reach or
those I
I conduits
or diversions having the same
I
I upstream
and downstream nodes.
---------------------------
Upstream
Downstream Maximum
Total
Node
---------------
----------------
Node Flow
Flow
D/S CULV
----------
Outfall 165.2011
---------
5814732.31
Il
Pond 7.5163
14828.7280
NC3
NC2 65.0787
159815.696
NC2
NC1 66.0182
162295.964
NC1
U/S
CULV 97.4559
300113.360
PAlA
Pond 46.2455
110185.727
J1
PA6 22.8128
61011.9237
.PA7
J1 4.4888
8528.9271
PA8
J2 7.5361
17783.8546
PA9
J3 7.1487
17382.1850
PA10
J4 6.2682
17301.1170
J1S
PAlA 4.8738
11308.4148
PA1C
PA1B 3.0112
6142.6661
PA1B
J2S 5.7269
12048.6523
J2
J1 19.3351
52274.1530
J3
J2 12.3971
34539.7307
J4
J3 6.0127
17270.7315
J2S
J1S 4.9205
11307.3771
WP1
WP2 29.1534
2380868.83
WP3
WP4 46.7050
3573823.17
WP4
WP5 50.1477
3868170.38
WP2
WP3 33.0054
2390919.50
PA11
WP2 5.4354
10617.6540
PASWC
NC3 59.6294
144684.846
U/S CULV
D/S
CULV 165,1994
5815695.69
Maximum
Elevation
265.4049
266.3240
264.7237
273.5696
270.6251
273.7292
273.6115
267.1700
272.4089
273.9484
274.0632
274.2357
274.2501
275.6583
275.2614
276.7060
276.8403
277.9062
277.9446
279.0893
279.0698
277.9100
276.7898
276.3146
268.8662
270.0202
278.2138
274.6731
274.1578
271.8620
275.8504
277.5116
277.1390
Appendix B 1 B 1-17
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
Pond
NC1 29.2402 129537.633
PA3
Il 7.5623 14795.2980
PA6
PA1A 34.6087 84100.3055
PAS
PA6 7.0675 13492.2425
PA8
J2S-0.8144-738.3731
PA9
PA1B-0.3447-113.7484
PA10
PAIC 0.5050 132.3246
WP6
WP7 59.0371 4634716.23
WP5
WP6 59.0390 4635860.55
WP7
U/S CULV 69.5643 5516246.47
Table E19 -
Junction Inflow Sources
I
Units are either ft1*13 or m^3
I
------- ------------------------------------------
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
Outfall
----------------------
0.0000 0.0000 0.0000 0.0000
----------------------
5,8147E+06
0.0000
- Pond
0.0000 0.0000 4957.1635 0.0000
0.0000
0.0000
NC2
0.0000 0.0000 2500.1283 0.0000
0.0000
0.0000
PA3
0.0000 0.0000 14836.9847 0.0000
0.0000
0.0000
NCI
0.0000 0.0000 8296.1048 0.0000
0.0000
0.0000
NC3
0.0000 0.0000 14945.9672 0.0000
0.0000
0.0000
PA1A
0.0000 0.0000 14791.9901 0.0000
0.0000
0.0000
PA6
0.0000 0.0000 9537.8949 0.0000
0.0000
0.0000
PAS
0.0000 0.0000 13564.7635 0.0000
0.0000
0.0000
PA7
0.0000 0.0000 8621.2093 0.0000
0.0000
0.0000
PA8
0.0000 0.0000 17075.4684 0.0000
0.0000
0.0000
PA9
0.0000 0,0000 17154.2090 0.0000
0.0000
0,0000
PA10
0.0000 0.0000 17345.4362 0.0000
0.0000
0,0000
PA1C
0.0000 0.0000 6015.2374 0.0000
0.0000
0.0000
PA1B
0.0000 0.0000 5965.1939 0.0000
0.0000
0.0000
WP7
887328.0000 0.0000 0.0000 0.0000
0.0000
0.0000
WPl
2382048.000 0.0000 0.0000 0.0000
0.0000
0.0000
WP3
1183680.000 0.0000 0.0000 0.0000
0.0000
0.0000
WP4
296352.0000 0.0000 0.0000 0.0000
0.0000
0.0000
WP5
769824.0000 0.0000 0.0000 0.0000
0.0000
0.0000
PA11
0.0000 0.0000 10617.7308 0.0000
0.0000
0.0000
PASWC
0.0000 0.0000 144553.9904 0.0000
0.0000
0.0000
I Table E20 -
----------------------------------
Junction Flooding and Volume Listing.
I
The maximum volume is the total volume I
I
in the node including the volume in the
I
flooded storage area. This is the max
-
volume at any time. The volume in the
flooded storage area is the total volume►
above the ground elevation, where the
I
flooded pond storage area starts. I
The fourth column is instantaneous, the fifth is the)
I sum of the flooded volume over the entire simulation)
I Units are either
ft^3 or m^3 depending on the units.►
Out of
System
Stored in System
Junction
Surcharged Flooded Flooded Maximum
Ponding Allowed
Name
Time (min) Time(min) Volume Volume
Flood Pond Volume
D/S CULV
0.0000 0.0000 0.0000 30.2204
0.0000
U/S CULV
0.0000 0.0000 0.0000 35.4861
0.0000
Outfall
0.0000 0.0000 0.0000 24.1732
0.0000
Pond
0.0000 0.0000 0.0000 38194.2603
0.0000
NC2
0,0000 0.0000 0.0000 20.4207
0.0000
PA3
0.0000 0.0000 0.0000 77.5248
0.0000
I1
0.0000 0.0000 0.0000 56.1892
0.0000
NC1
0.0000 0.0000 0.0000 17.2152
0.0000
NC3
0.0000 0.0000 0.0000 30.2701
0.0000
PA1A
0.0000 0.0000 0.0000 58.9126
0.0000
PA6
0.0000 0.0000 0.0000 40.1925
0.0000
PAS
0.0000 0.0000 0.0000 25.3148
0.0000
J1
39.7000 0.0000 0,0000 49.0077
0.0000
PA7
0.0000 0.0000 0.0000 24.2049
0.0000
J2
35.1000 0.0000 0.0000 47.2664
0.0000
PA8
0.0000 0.0000 0.0000 1223.3326
0.0000
J3
32.8667 0.0000 0.0000 49.5140
0.0000
PA9
0.0000 0.0000 0.0000 1767.0506
0.0000
J4
32.2333 0.0000 0.0000 45.4206
0.0000
PA10
0.0000 0.0000 0.0000 1638.4727
0.0000
PAlC
0.0000 0.0000 0.0000 1.8819
0.0000
PAIB
0.0000 0.0000 0,0000 2.2624
0.0000
J2S
0.0000 0.0000 0.0000 2.6365
0.0000
J1S
0,0000 0.0000 0.0000 1.4397
0.0000
WP7
0.0000 0.0000 0.0000 35.8911
0.0000
WP6
0.0000 0.0000 0.0000 33.4284
0.0000
WP1
0.0000 0.0000 0.0000 20.9079
0.0000
WP3
0.0000 0.0000 0.0000 30.8261
0.0000
WP4
0.0000 0.0000 0.0000 27.1158
0.0000
WP5
0.0000 0.0000 0.0000 32.6967
0.0000
WP2
0.0000 0.0000 0.0000 23.2524
0.0000
PA11
13.0000 0.0000 0,0000 17.1093
0.0000
PASWC
0.0000 0.0000 0.0000 14.3131
0.0000
Appendix B1
B1-18
WATERWOOD CONDOMINIUMS
10 YEAR PROPOSED XP-SWMM ANALYSIS
Simulation Specific Information
--------- -----------------
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 o Change =_> 100.0 ( Q(n+l) - Q(n) ) / Qfull I
I Junction % Change =_> 100.0 ( Y(n+l) - Y(n) ) / Yfull I
The Conduit with the largest average change was..FREE # 1 with 0.013 percent
The Junction with the largest average change was.PA1A with 0.023 percent
The Conduit with the largest sinuosity was ....... 90UT with 5.597
---------------------------------------
I Table E21. Continuity balance at the end of the simulation I
Junction Inflow, Outflow or Street Flooding I
I Error = Inflow + Initial Volume - Outflow - Final Volume
Inflow Inflow Average
Junction Volume, ft^3 Inflow, cfs
Pond 4957.1606 0.0574
NC2 2500.1269 0.0289
PA3 14836.9782 0.1717
NC1 8296.1001 0.0960
NC3 14945.9584 0.1730
PA1A 14791.9835 0.1712
PA6 9537.8906 0.1104
PA5 13564.7574 0.1570
PA7 8621.2054 0.0998
PA8 17075.4609 0.1976
PA9 17154.2014 0.1985
PA10 17345.4286 0.2008
PA1C 6015.2345 0.0696
PA1B 5965.1910 0.0690
WP7 887328.0000 10.2700
WP1 2.38205E+06 27.5700
WP3 1.18368E+06 13.7000
WP4 296352.0000 3.4300
WP5 769824.0000 8.9100
PA11 10617.7263 0.1229
PASWC 144553.9217 1.6731
Outflow Outflow Average
Junction Volume,ft^3 Outflow, cfs
Outfall 5.81467E+06 67.2994
--------------------------
Initial system volume = 6.8570E-02 Cu Ft I
I Total system inflow volume = 5.8300E+06 Cu Ft i
I Inflow + Initial volume = 5.8300E+06 Cu Ft
Total system outflow = 5.8147E+06 Cu ft I
I Volume left in system = 1.5602E+04 Cu ft
I Evaporation = 0.0000E+00 Cu ft I
I Outflow + Final Volume = 5.8303E+06 Cu ft I
I Total Model Continuity Error I
I Error in Continuity, Percent =-0.00448
I Error in Continuity, ft^3 =-261.166 I
I + Error means a continuity loss, - a gain I
###################################################
# Table E22. Numerical Model judgement section #
###################################################
Your overall error was-0.0045 percent
Worst nodal error was in node WP4 with 0.0129 percent
Of the total inflow this loss was 0.0172 percent
Your overall continuity error was Excellent
Excellent Efficiency
Efficiency of the simulation 1.21
Most Number of Non Convergences at one Node 2.
Total Number Non Convergences at all Nodes 3.
Total Number of Nodes with Non Convergences 2.
Hydraulic model simulation ended normally.
XP-SWMM Simulation ended normally.
Your input file was named : C:\XPS\stewart-10-rev.DAT
Your output file was named : C:\XPS\stewart-10-rev.out
Appendix B 1
B1-19
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Input File : C:\XPS\stewart-100-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(s) from your cfg file.
I XP-SWMM2000
Storm Water Management Model I
I Version 8.05
----------------------
-----------------------------------------------
Developed by
----------------------------------------
I
I XP Software Inc. and Pty. Ltd.
I I
Based on the U.S. EPA
I Storm Water Management Model Version 4.40 I
I i
(. Originally Developed by
I Metcalf & Eddy, Inc. I
I University of Florida I
Camp Dresser & McKee Inc. I
September 1970
I
I EPA-SWMM is maintained by I
I Oregon State University I
Camp Dresser & McKee Inc.
-------- - ---
I XP Software October, 2000
Data File Version ---> 10.5 I
------------------------------------------------
I Input and Output file names by SWMM Layer I
Input File to Layer # 1 JIN.US
Output File to Layer # 1 C:\XPS\XP-UDD2000\stewart-100rev.int
Input File to Layer # 2 C:\XPS\XP-UDD2000\stewart-100rev.int
Output File to Layer # 2 JOT.US
Number of Subcatchments in the Runoff Block (NW).... 19
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).:... 0
Number of Input Hydrographs 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 (NEP)..................... 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 Extran(NTVAL). 0
Number of Variable storage elements in Extran (NVST) 15
Number of Input Hydrographs in Extran (NEH)......... 0
Number of Particle sizes in Transport Block (NPS)... 0
Number of User defined conduits (NHW)............... 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 (NRl).... 0
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 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 R3 to check continuity. I
This output file can be imported into a Word Processor 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
Table R1 - Physical Hydrology Data
Table R2 - Infiltration data
I Table R3 - Raingage and Infiltration Database Names I
I Table R4 - Groundwater Data
I Table R5 - Continuity Check for Surface Water I
I Table R6 - Continuity Check for Channels/Pipes I
I Table R7 - Continuity Check for Subsurface Water
Table R8 - Infiltration/Inflow Continuity Check I
Table R9 - Summary Statistics for Subcatchments
I Table R10 - Sensitivity anlysis for Subcatchments i
---------------------------------
Waterwood Condominiums - Owner: Jim Stewart
Appendix B2
B2-1
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
###########################################
# RUNOFF JOB CONTROL ##
###########################################
Snowmelt parameter - ISNOW....................... 0
Number of rain gages - NRGAG..................... 1
Quality is not simulated - KWALTY................ 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 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
################################
# 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 (mins)
............
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 6 5 0 360.00
3 1970 1 1 6 5 0 1970 1 1 8 5 0 120.00
4 1970 1 1 8 5 0 1970 1 1 9 10 0 65.00
5 1970 1 1 9 10 0 1970 1 1 10 5 0 55.00
6 1970 1 1 10 5 0 1970 1 1 10 55 0 50.00
7 1970 1 1 10 55 0 1970 1 1 11 5 0 10.00
8 1970 1 1 11 5 0 1970 1 1 11 10 0 5.00
9 1970 1 1 11 10 0 1970 1 1 11 20 0 10.00
10 1970 1 1 11 20 0 1970 1 1 12 50 0 5.00
11 1970 1 1 12 50 0 1970 1 1 13 0 0 10.00
12 1970 1 1 13 0 0 1970 1 1 13 5 0 5.00
13 1970 1 1 13 5 0 1970 1 1 13 20 0 15.00
14 1970 1 1 13 20 0 1970 1 1 14 10 0 50.00
15 1970 1 1 14 10 0 1970 1 1 15 5 0 55.00
16 1970 1 1 15 5 0 1970 1 1 16 10 0 65.00
17 1970 1 1 16 10 0 1970 1 1 18 5 0 115.00
18 1970 1 1 18 5 0 1970 1 2 0 0 0 355.00
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 365.00 0.0300 485.00 0.0400
550.00 0.0500 605.00 0.0600 655.00 0.0900 665.00 0.1000
670.00 0.1100 680.00 0.1200 685.00 0.1300 690.00 0.1700
695.00 0.1900 700.00 0.2100 705.00 0.3500 710.00 0.4100
- 715.00 0.6300 720.00 0.8700 725.00 0.4400 730.00 0.3800
735.00 0.2300 740.00 0.2000 745.00 0.1800 750.00 0.1300
755.00 0.1200 760.00 0.1100 765.00 0.1000 770.00 0.0900
-- 780.00 0.0600 785.00 0.0500 800.00 0.0400 850.00 0.0300
905.00 0.0200 970.00 0.0100 1085.00 0.0100
--###################################################
# Table R1. S U B C A T C H M E N T D A T A #
# Physical Hydrology Data #
###################################################
Deprs Deprs Prcnt
Per- -sion -sion Zero
Subcatchment Channel Width Area cent Slope "n" "n" Storge Strge Deten
Number Name or inlet ft ac Impery ft/ft Impry Pery Impry Pery -tion
1 PASWC#1 PASWC 830.00 14.310 57.80 0.011 0.020 0.020 0.000 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 NC241 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 PA9 175.00 1.5250 75.00 0.008 0.020 0.020 0.000 0.000 0.00
6 PA8#1 PA8 175.00 1.5180 75.00 0.008 0.020 0.020 0.000 0.000 0.00
7 PA7#1 PA7 100.00 .79000 70.00 0.005 0.020 0.020 0.000 0.000 0.00
8 PA5#1 PA5 100.00 1.2430 70.00 0.005 0.020 0.020 0.000 0.000 0.00
9 PA6#1 PA6 57.000 .87400 70.00 0.010 0.020 0.020 0.000 0.000 0.00
10 PA1C#1 PA1C 57.000 .60100 56.00 0.007 0.020 0.020 0.000 0.000 0.00
11 PA1B#1 PAlB 57.000 .59600 56.00 0.007 0.020 0.020 0.000 0.000 0.00
12 PAlA#1 PAlA 80.000 1.3150 75.00 0.005 0.020 0.020 0.000 0.000 0.00
13 PA3#1 PA3 180.00 1.3190 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 NC1#1 NC1 35.000 .78200 19.00 0.008 0.020 0.020 0.000 0.000 0.00
16 NC1#2 NCl 80.000 .31400 0.00 0.011 0.020 0.020 0.000 0.000 0.00
17 PA2#1 PA2 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 80.00 0.005 0.020 0.020 0.000 0.000 0.00
Appendix B2 B2-2
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
############################################################################################
# Table R2. SUBCATCHMENT DATA #
# Infiltration Data #
# Infiltration Type Infl #1 Infl #2 Infl #3 Infl #4 #
# SCS -> Comp CN Time Conc Shape Factor Depth or Fraction #
# SBUH -> Comp CN Time Conc N/A N/A #
# Green Ampt -> Suction Hydr Cond Initial MD N/A #
# Horton -> Max Rate Min Rate Decay Rate (1/sec) N/A #
# Proportional -> Constant N/A N/A N/A #
# Initial/Cont Loss -> Initial Continuing N/A N/A #
# Initial/Proportional-> Initial Constant N/A N/A #
# Laurenson Paramters -> B Value Pervious "n" Impervious Cont Exponent #
############################################################################################
Subcatchment Infl Infl Infl Infl
Number Name # 1 # 2 # 3 # 4
1 PASWC#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 PA10#1 93.5000 0.1667 484.0000 0.2000
5 PA9#1 93.5000 0.1667 484.0000 0.2000
6 PA8#1 93.5000 0.1667 484.0000 0.2000
7 PA7#1 92.6000 0.1667 484.0000 0.2000
8 PA5#1 92.6000 0.1667 484.0000 0.2000
9 PA6#1 92.6000 0.1667 484.0000 0.2000
10 PA1C#1 90.0800 0.1667 484.0000 0.2000
11 PA1B#1 90.0800 0.1667 484.0000 0.2000
12 PA1A#1 93.5000 0.1667 484.0000 0.2000
13 PA3#1 93.5000 0.1667 484.0000 0.2000
14 Pond#1 82.7000 0.1667 484.0000 0.2000
15 NC1#1 83.4200 0.1667 484.0000 0.2000
16 NC1#2 80.0000 0.1667 484.0000 0.2000
17 PA2#1 89.0000 0.1667 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
############################################################
# Table R3. SUBCATCHMENT DATA #
# Rainfall and Infiltration Database Names #
############################################################
Subcatchment Gage Infltrn Routing Rainfall Database Infiltration Database
Number Name No Type Type Name Name
1 PASWC#1 1 SCS Method SCS curvilinear PH 100YR
2 NC3#1 1 SCS Method SCS curvilinear PH 100YR
3 NC2#1 1 SCS Method SCS curvilinear PH 100YR
4 PA10#1 1 SCS Method SCS curvilinear PH 100YR
5 PA9#1 1 SCS Method SCS curvilinear PH 100YR
6 PA8#1 1 SCS Method SCS curvilinear PH 100YR
7 PA7#1 1 SCS Method SCS curvilinear PH 100YR
8 PA5#1 1 SCS Method SCS curvilinear PH 100YR
9 PA6#1 1 SCS Method SCS curvilinear PH 100YR
10 PA1C#1 1 SCS Method SCS curvilinear PH 100YR
11 PA1B#1 1 SCS Method SCS curvilinear PH 100YR
12 PA1A#1 1 SCS Method SCS curvilinear PH 100YR
13 PA3#1 1 SCS Method SCS curvilinear PH 100YR
14 Pond#1 1 SCS Method SCS curvilinear PH 100YR
15 NC1#1 1 SCS Method SCS curvilinear PH 100YR
16 NC1#2 1 SCS Method SCS curvilinear PH 100YR
17 PA2#1 1 SCS Method SCS curvilinear PH 100YR
- 18 PA4#1 1 SCS Method SCS curvilinear PH 100YR
19 PA11#1 1 SCS Method SCS curvilinear PH 100YR
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
###################################################
# S U B C A'T C H M E N T D A T A #
# Default, Ratio values for subcatchment data #
# Used with the calibrate node in the runoff. #
# 1 - width 2 - area 3 - impervious % #
# 4 - slope 5 - imp "n" 6 - pery "n" #
# 7 - imp ds 8 - pery ds 9 - 1st infil #
410 - 2nd infil 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
* Hydrographs will be stored for the following 18 INLETS
PASWC NC3 NC2 PA10 PA9 PA8
PA7 PA5 PA6 PA1C PA1B PA1A
PA3 Pond NC1 PA2 PA4 PA11
Appendix B2 B2-3
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
************************************************
* Quality Simulation not included in this run
************************************************
* Precipitation Interface File Summary
* Number of precipitation station.... 1
***************************************************
Location Station Number
1. 1
************************************************
* End of time step DO -loop in Runoff
************************************************
Final Date (Mo/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 # Calls Subcatchment # Steps # Calls
PASWC#1 0 0 NC3#1 0 0
NC2#1 0 0 PA10#1 0 0
PA9#1 0 0 PA8#1 0 0
PA7#1 0 0 PA5#1 0 0
PA6#1 0 0 PA1C#1 0 0
PA1B#1 0 0 PAIA#1 0 0
PA3#1 0 0 Pond#1 0 0
NC1#1 0 0 NC1#2 0 0
PA2#1 0 0 PA4#1 0 0
PA11#1 0 0
#########################################################
# Rainfall input summary from Runoff Continuity Check #
#########################################################
Total rainfall read for gage # 1 is 5.7800 in
Total rainfall read for gage # 1 is 1085.00 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 step.
************************************************************
Inches over
cubic feet Total Basin
Total Precipitation (Rain plus Snow) 6.564458E+05 5.790
Total Infiltration 1.265342E+05 1.116
Total Evaporation 0.000000E+00 0,000
Surface Runoff from Watersheds 5.332282E+05 4.703
Total Water remaining in Surface Storage 0.000000E+00 0.000
Infiltration over the Pervious Area... 1.265342E+05 2.587
Infiltration + Evaporation +
Surface Runoff + Snow removal +
Water remaining in Surface Storage +
Water remaining in Snow Cover......... 6.597624E+05 5.819
Total Precipitation + Initial Storage. 6.564458E+05 5.790
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 ............... -0.505
****************************************************
* Table R6. Continuity Check for Channel/Pipes
* You should have zero continuity error *
* if you are not using runoff hydraulics *
****************************************************
Inches over
cubic feet Total Basin
Appendix B2
B2-4
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Initial Channel/Pipe Storage ................
0.000000E+00
0.000
Final Channel/Pipe Storage ..................
0.000000E+00
0.000
Surface Runoff from Watersheds
..............
5.332282E+05
4.703
Groundwater Subsurface Inflow
...............
0.000000E+00
0.000
Evaporation Loss from Channels
..............
0.000000E+00
0.000
Channel/Pipe/Inlet Outflow ..................
5.332282E+05
4.703
Initial Storage + Inflow ....................
5.332282E+05
4.703
Final Storage + Outflow ................
5.332282E+05
4.703
* Final Storage + Outflow + Evaporation
* Watershed Runoff - Groundwater Inflow
Initial Channel/Pipe Storage
----------------------------------
* Final Storage + Outflow +
Evaporation
Percent Continuity Error ....................
0.000
#4####################*###########################
# Table R9. Summary Statistics for Subcatchments #
##################################################
Note: Total Runoff Depth includes pervious &
impervious area
Pervious and Impervious
Runoff Depth is only the runoff from those two areas.
Subcatchment ........... PASWC#1 NC3#1
NC2#1
PA10#1
Area (acres)..
14.31000
2.10000
0.33900
1.54200
Percent Impervious.....
57.80000
5.00000
10.00000
75.00000
Total Rainfall (in) ....
5.79000
5.79000
5.79000
5.79000
Max Intensity (in/hr)..
10.44000
10.44000
10.44000
10.44000
Pervious Area
Total Runoff Depth (in)
1.98768
3.52376
3.42101
1.26703
Total Losses (in) ......
1.07985
2.08078
1.98888
0.72188
Remaining Depth (in) ...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
37.73723
12.91864
2.01921
3.16347
Total Impervious Area
Total Runoff Depth (in)
2.72247
0.18546
0.38011
3.80109
Peak Runoff Rate (cfs).
51.68748
0.67993
0.22436
9.49041
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)
4.71015
3.70922
3.80112
5.06812
Peak Runoff Rate (cfs).
89.42470
13.59857
2.24356
12.65388
Unit Runoff (in/hr) ....
6.24911
6.47551
6.61817
8.20615
Subcatchment ........... PA9#1
PA8#1
PA7#1
PA5#1
Area (acres)..
1.52500
1.51800
0.79000
1.24300
Percent Impervious.....
75.00000
75.00000
70.00000
70.00000
Total Rainfall (in) ....
5.79000
5.79000
5.79000
5.79000
Max Intensity (in/hr)..
10.44000
10.44000
10,44000
10.44000
Pervious Area
Total Runoff Depth (in)
1.26703
1.26703
1.48975
1.48975
Total Losses (in) ......
0.72188
0.72188
0.82418
0.82418
Remaining Depth (in)...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
3,12859
3.11423
1.92228
3.02455
Total Impervious Area
Total Runoff Depth (in)
3.80109
3.80109
3.47608
3.47608
Peak Runoff Rate (cfs).
9.38578
9.34270
4.48531
7.05727
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)
5.06812
5.06812
4.96582
4.96582
Peak Runoff Rate (cfs).
12.51437
12.45693
6.40759
10.08182
Unit Runoff (in/hr) ....
8.20615
8.20615
8.11087
8.11087
Subcatchment ........... PA6#1
PA1C#1 PA1B#1
PAlA#1
Area (acres) ...........
0.87400
0.60100
0.59600
1.31500
Percent Impervious.....
70.00000
56.00000
56.00000
75.00000
Total Rainfall (in) ....
5.79000
5.79000
5.79000
5.79000
Max Intensity (in/hr)..
10.44000
10.44000
10.44000
10.44000
Pervious Area
Total Runoff Depth (in)
1.48975
2.06084
2.06084
1.26703
Total Losses (in) ......
0.82418
1.10627
1.10627
0.72188
Remaining Depth (in) ...
0.00000
0.00000
0.00000
0.00000
Peak Runoff Rate (cfs).
2.12667
2.06454
2.04737
2.69777
Total Impervious Area
Total Runoff Depth (in)
3.47608
2.62289
2.62289
3.80109
Peak Runoff Rate (cfs).
4.96223
2.62760
2.60574
8.09331
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)
4.96582
4.68373
4.68373
5.06812
Peak Runoff Rate (cfs).
7.08890
4.69214
4.65310
10.79108
Unit Runoff (in/hr) ....
8.11087
7.80722
7.80722
8.20615
Appendix B2 B2-5
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Subcatchment........... PA3#1 Pond41 NC1#1
NC142
Area (acres)........... 1.31900 0.64900
0.78200
0.31400
Percent Impervious..... 75.00000 15.00000
19.00000
0.00000
Total Rainfall (in).... 5.79000 5.79000
5.79000
5.79000
Max Intensity (in/hr).. 10.44000 10.44000
10.44000
10.44000
Pervious Area
Total Runoff Depth (in) 1.26703 3.30974
3.21451
3.61810
Total Losses (in)...... 0.72188 1.89619
1.82147
2.17190
Remaining Depth (in)... 0.00000 0.00000
0.00000
0.00000
Peak Runoff Rate (cfs). 2.70598 3.72860
4.35169
1.98801
Total Impervious Area
Total Runoff Depth (in) 3.80109 0.58407
0.75402
0.00000
Peak Runoff Rate (cfs). 8.11793 0.65799
1.02077
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) 5.06812 3.89381
3.96853
3.61810
Peak Runoff Rate (cfs). 10.82391 4.38659
5.37246
1.98801
Unit Runoff (in/hr).... 8.20615 6.75899
6.87015
6.33124
Subcatchment........... PA2#1 PA441 PA11#1
Area (acres)........... 0.31300 0.18700
0.91600
Percent Impervious..... 50.00000 50.00000
80.00000
Total Rainfall (in).... 5.79000 5.79000
5.79000
Max Intensity (in/hr).. 10.44000 10.44000
10.44000
Pervious Area
Total Runoff Depth (in) 2.28239 2.28239
1.03425
Total Losses (in)...... 1.22522 1.22522
0.61876
Remaining Depth (in)... 0.00000 0.00000
0.00000
Peak Runoff Rate (cfs). 1.20008 0.71698
1.51931
Total Impervious Area
Total Runoff Depth (in) 2.28239 2.28239
4.13699
Peak Runoff Rate (cfs). 1.20008 0.71698
6.07723
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). 0.00000 0.00000
0.00000
Total Area
Total Runoff Depth (in) 4.56478 4.56478
5.17124
Peak Runoff Rate (cfs). 2.40016 1.43396
7.59654
Unit Runoff (in/hr).... 7.66825 7.66825
8.29316
Runoff simulation ended normally.
#######################################################
# Entry made to the HYDRAULIC Layer(Block) of SWMM #
# Last Updated October,2000 by XP Software #
Waterwood Condominiums - Owner: Jim Stewart
------- ------------------------------------------------
I 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,
-- I 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
I mode, courier font, a size of 8 pt. and margins of 0.75
I
I
I Table El - Basic Conduit Data
i
Table E2 - Conduit Factor Data
I Table E3a - Junction Data
Table E3b - Junction Data
Table E4 - Conduit Connectivity Data
Table E4a - Dry Weather Flow Data
Table E4b - Real Time Control Data
Table E5 - Junction Time Step Limitation Summary
I
I Table E5a - Conduit Explicit Condition Summary
Table E6 - Final Model Condition
Table E7 - Iteration Summary
I Table E8 - Junction Time Step Limitation Summary
Table E9 - Junction Summary Statistics
Table E10 - Conduit Summary Statistics
Table Ell - Area assumptions used in the analysis
I Table E12 - Mean conduit information
Table E13 - Channel losses(H) and culvert info
Table E13a - Culvert Analysis Classification
Table E14 - Natural Channel Overbank Flow Information
I Table E15 - Spreadsheet Info List
Table E15a - Spreadsheet Reach List
Table E16 - New Conduit Output Section
Table E17 - Pump Operation
Table E18 - Junction Continuity Error
Table E19 - Junction Inflow Sources
Table E20 - Junction Flooding and Volume List
Table E21 - Continuity balance at simulation end I
I Table E22 - Model Judgement Section
Appendix B2 B2-6
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Time Control from Hydraulics Job 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 seconds
Simulation length .................. 24.00 hours
Do not 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
QREF.......... 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 of junctions.. 12.57 square
feet.
NJSW input hydrograph junctions.... 0
or user defined hydrographs...
I Flap Gate Conduit Information
-----------------------------
Positive Flap Gate - Flow only allowed from the upstream
I to the downstream junction
Negative Flap Gate - Flow only allowed from the
I downstream to the upstream junction
-----------------------------------------
Conduit Type of Flap Gate
0+40 Positive Flap Gate
Natural Cross -Section information for Channel
0+40
Cross -Section ID (from Xl card) 1.0 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
Itit . 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
ft
Max left bank area
382.00
ft^2
Max right bank area
417.00
ft^2
Max center channel area
403.40
ft^2
Natural Cross -Section information for Channel
2+41
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
if 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
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
itif0.040 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 B2 B2-7
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Natural
Cross -Section information
for Channel 1+14
Cross -Section
ID
(from Xl 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
if "
0.040
in main Channel
Maximum hydraulic radius
2.85
ft.
it "
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 S5
Cross -Section
ID
(from X1 card)
5.0 Channel sequence number
5
Length
235.0 ft
Maximum Elevation
279.42
ft.
Maximum depth
0.50
ft.
Manning N
0.015
to Station
0.0 Maximum Section Area
9.04
ft^2
it
0.015
in main Channel
Maximum hydraulic radius
0.43
ft.
"
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 X1 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
1.3.03
ft^2
itis0.015
in main Channel
Maximum hydraulic radius
0.42
ft.
it "
0.015
Beyond station
40.1 Max topwidth
30.16
ft.
Maximum Wetted Perimeter
: 3.07E+01
ft
Max left bank area
0.00
ft^2
Max right bank area
0.00
ft^2
Max center channel area
13.03
ft^2
Natural
Cross -Section information
for Channel S3
Cross -Section ID
(from X1 card)
7.0 Channel sequence number
7
Length
85.0 ft
Maximum Elevation
277.08
ft.
Maximum depth
0.50
ft.
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
ft.
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 Xl 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
it if
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
Inp
Conduit
Length
Conduit
Area
Manning
Max Width
Num
--------------------
Name
(ft)
Class
(ft^2)
Coef.
(ft)
1
----------
0+40
40.0000
----------
Natural
-------
1207.4000
-------
0.0400
---------
351.0000
2
P1
28.0000
Circular
1.7671
0.0130
1.5000
3
2+41
148.0000
Natural
582.0000
0.0400
250.0000
4
1+38
103.0000
Natural
293.5000
0.0400
254.0000
5
1+14
24.0000
Natural
529.2000
0.0400
184.0000
6
P2
105.0000
Circular
7.0686
0.0140
3.0000
7
61
45.0000
Circular
4.9087
0.0130
2.5000
8
70UT
185.0000
Circular
0.7854
0.0100
1.0000
9
8OUT
55.0000
Circular
0.7854
0.0100
1.0000
10
90UT
55.0000
Circular
0.7854
0.0100
1.0000
11
10OUT
55,0000
Circular
0.7854
0.0100
1.0000
12
S2
95.0000
Trapezoid
10.0000
0.0140
20.0000
13
S1
120.0000
Trapezoid
10.0000
0.0140
20.0000
14
S5
235.0000
Natural
9.0410
0.0150
20,1800
15
S4
230.0000
Natural
13.0273
0.0150
30.1550
16
12
115.0000
Circular
3.1416
0.0140
2.0000
Trapezoid
Depth Side
(ft) Slopes
11.2000
1.5000
6.0000
5.0000
7.2000
3.0000
2.5000
1.0000
1.0000
1.0000
1.0000
0.5000 0.0000
0.5000 0.0000
0.5000
0.5000
2.0000
0.0000
0.0000
Appendix B2 B2-8
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
17
23 230.0000 Circular 2.4053 0.0140
1.7500
1.7500
18
34 235.0000 Circular 1.7671 0.0140
1.5000
1.5000
19
S3 85.0000 Natural 14.9885 0.0150 40.0300
0.5000
20
OS12 302.0000 Circular 7.0686 0.0140
3.0000
3.0000
21
OS34 14.0000 Circular 9.6211 0.0140
3.5000
3.5000
22
OS45 348.0000 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
- 27
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
60UT.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
50UT.1 125.0000 Circular 1.7671 0.0100
1.5000
1.5000
34
overflows 85.0000 Trapezoid 25.0000 0.0140 25.0000
0.5000
50.0000 50.0000
35
overflow8 20.0000 Trapezoid 12.5000 0.0140 25.0000
0.5000
0.0000 0.0000
36
overflow9 20.0000 Trapezoid 12.5000 0.0140 .25.0000
0.5000
0.0000 0.0000
37
overflowl0 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
PipeKT2 270.'0000 Circular 12.5664 0.0140
4.0000
4.0000
40
StreetKT2 270.0000 Trapezoid 3.6250 0.0140
1.0000
0.5000
25.0000 0.0000
41
PipeKT3 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
PipeKTl 480.0000 Circular 12.5664 0.0140
4.0000
4.0000
44
StreetKT1 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
Time Low
Flow Depth
at
Conduit Number Entrance Exit Exp/Contc Weighting Roughness
Which
Flow
Name of Barrels Loss Coef Loss Coef Coefficnt Parameter
Factor n Changes
Routing
61 1.0000 0.1250 0.1250 0.2000 0.8500
1.0000
0.0000
Standard - Dynamic Wave
70UT 1.0000 0.1250 0.1250 0.2000 0.8500
1.0000
0.0000
Standard - Dynamic Wave
8OUT 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
10OUT 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
OS45 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
30UT.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
P.ipeKT3 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
Table E3a - Junction Data
Inp
Junction Ground Crown Invert Qinst Initial
Interface
Num
------------------
Name Elevation Elevation Elevation cfs Depth-ft
Flow M
1
-------------------------------------------
D/S CULV 274.2000 274.2000 263.0000 0.0000 0.0000
---------
100.0000
2
U/S CULV 274.0000 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
Pond 274.5000 274.5000 269.0000 0.0000 0.0000
100.0000
5
NC2 275.0000 275.0000 269.0000 0.0000 0.0000
100.0000
6
PA3 275.3500 275.3500 270.1500 0.0000 0.0000
100.0000
7
I1 275.0500 275.0500 269.1400 0.0000 0.0000
100.0000
8
NC1 274.5000 274.5000 265.8000 0.0000 0.0000
100.0000
9
NC3 276.0000 276.0000 270.0000 0.0000 0.0000
100.0000
10
PA1A 276.0000 276.0000 269.2600 0.0000 0.0000
100.0000
11
PA6 276.5500 276.5500 269.4500 0.0000 0.0000
100,0000
12
PA5 276.1700 276.1700 271.3300 0.0000 0.0000
100,0000
13
J1 276.9000 272.8500 270.3500 0.0000 0.0000
100.0000
14
PA7 278.3800 278.3800 272.8800 0.0000 0.0000
100.0000
15
J2 277.3500 273.5000 271.5000 0.0000 0.0000
100.0000
16
PA8 277.2500 277.2500 272.7800 0.0000 0.0000
100.0000
17
J3 278.5200 274.6500 272.9000 0.0000 0.0000
100.0000
18
PA9 278.3900 278.3900 273.9300 0.0000 0.0000
100.0000
19
J4 279.4200 275.8300 274.3300 0.0000 0.0000
100.0000
20
PA10 279.5600 279.5600 275.1000 0.0000 0.0000
100,0000
21
PA1C 279.5200 279.5200 278.9200 0.0000 0.0000
100.0000
22
PA1B 278.3300 278.3300 277.7300 0.0000 0.0000
100.0000
23
J2S 277.1800 277.1800 276.5800 0.0000 0.0000
100.0000
24
Jis 276.9000 276.9000 276.2000 0.0000 0.0000
100.0000
25
WP7 274.5000 274.5000 266.0100 15.0000 0.0000
100.0000
26
WP6 274,5000 274.5000 267.3600 0.0000 0.0000
100.0000
27
WPl 282.0000 279.5500 276.5500 40.2300 0.0000
100.0000
28
WP3 278.0000 275.7200 272.2200 20.0000 0.0000
100.0000
Appendix B2 B2-9
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
29
WP4
278-0000
275.6200
272.0000 5.0000 0.0000 100.0000
30
WP5
275.0000
274.5000
269.2600 13.0000 0.0000 100.0000
31
WP2
280.0000
277.1000
274.0000 0.0000 0.0000 100.0000
32
PAll
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
X
y
Num
--- ---------------
Name
Coord.
----------- -----------
Coord.
Type of Manhole
-------------------
Type of
Inlet Maximum Capacity
1
D/S CULV
31.2665
398.1535
No Ponding
---------------
Normal
----------------
Inlet
2
U/S CULV
31.3713
403.4715
No Ponding
Normal
Inlet
3
Outfall
30.2189
394.9844
No Ponding
Normal
Inlet
4
Pond
34.6643
409.7850
Sealed Manhole
Normal
Inlet
5
NC2
29.0856
409.2774
No Ponding
Normal
Inlet
6
PA3
42.9920
406.2595
Sealed Manhole
Normal
Inlet
7
Il
37.6030
408.3731
No Ponding
Normal
Inlet
8
NCl
31.0751
406.5374
Flooded Ponding
Normal
Inlet
9
NC3
29.0199
412.9268
No Ponding
Normal
Inlet
10
PAlA
37.7259
413.4204
No Ponding
Normal
Inlet
11
PA6
37.8679
417.3895
Flooded Ponding
Normal
Inlet
12
PAS
32.5244
417.3849
Flooded Ponding
Normal
Inlet
13
il
43.7848
417.4229
Sealed Manhole
Normal
Inlet
14
PA7
43.8373
421.9669
Flooded Ponding
Normal
Inlet
15
J2
48.9458
417.4536
Sealed Manhole
Normal
Inlet
16
PA8
48.9419
422.0419
Flooded Ponding
Normal
Inlet
17
J3
57.2047
417.4536
Sealed Manhole
Normal
Inlet
18
PA9
57.1408
422.0420
Flooded Ponding
Normal
Inlet
19
J4
64.6846
417.5143
Sealed Manhole
Normal
Inlet
20
PA10
64.6517
421.8616
Flooded Ponding
Normal
Inlet
21
PAlC
61.8455
415.9680
Flooded Ponding
Normal
Inlet
22
PAlB
54.1493
415.9833
Flooded Ponding
Normal
Inlet
23
J2S
45.5719
415.9833
Flooded Ponding
Normal
Inlet
24
JIS
40.7092
416.0007
Flooded Ponding
Normal
Inlet
25
WP7
45.4248
403.4502
No Ponding
Normal
Inlet
26
WP6
55.6075
403.3770
No Ponding
Normal
Inlet
27
WP1
70.9313
429.9543
No Ponding
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 Ponding
Normal
Inlet
31
WP2
70.9313
423.5366
Sealed Manhole
Normal
Inlet
32
PA11
66.3787
423.5436
No Ponding
Normal
Inlet
33
PASWC
29.0457
426.3985
Flooded Ponding
Normal
Inlet
Table E4 -
---------------------------------
Conduit Connectivity
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
Pi
Ii
Pond 269.1400
269.0000 No
Design
3
2+41
NC3
NC2 270.0000
269.0000 No
Design
4
1+38
NC2
NC1 269.0000
265.8000 No
Design
5
1+14
NCl
U/S
CULV 265.8000
264.0000 No
Design
6
P2
PAIA
Pond 269.2600
269.0000 No
Design
7
61
il
PA6 270.3500
269.9500 No
Design
8
70UT
PA7
ji 272.8800
271.8500 No
Design
9
8OUT
PA8
J2 272.7800
272.5000 No
Design
10
90UT
PA9
J3 273.9300
273.6500 No
Design
11
10OUT
PA10
J4 275.1000
274.8300 No
Design
12
S2
Jis
PAlA 276.2000
275.5000 No
Design
13
Sl
PAlA
Il 275.5000
274.5500 No
Design
14
S5
PAI.0
PAlB 278.9200
277.7300 No
Design
15
S4
PAIB
J2S 277.7300
276.5800 No
Design
16
12
J2
il 271.5000
270.8500 No
Design
17
23
J3
J2 272.9000
271.7500 No
Design
18
34
J4
J3 274.3300
273.1500 No
Design
19
S3
J2S
ils 276.5800
276.2000 No
Design
20
OS12
WPI.
WP2 276.5500
274.1000 No
Design
21
OS34
WP3
WP4 272.2200
272.1200 No
Design
22
OS45
WP4
WP5 272.0000
269.5100 No
Design
23
OS23
WP2
WP3 274.0000
272.5900 No
Design
24
11OUT
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
NCl 269.0000
267.6300 No
Design
28
Weir
Pond
NCl 274.0000
274.0000 No
Design
29
30UT.1
PA3
11 270.1500
269.6400 No
Design
30
overflow3
PA3
Il 274.8500
274.5500 No
Design
31
60UT.1
PA6
PAlA 269.4500
269.2600 No
Design
32
overflow6
PA6
PAlA 276.0500
275.5000 No
Design
33
50UT.1
PAS
PA6 271.3300
270.9500 No
Design
34
overflowS
PAS
PA6 275.6700
274.5800 No
Design
35
overflow8
PA8
J2S 276.7500
276.5800 No
Design
36
overflow9
PA9
PAlB 277.8900
277.7300 No
Design
37
overflowlO
PA10
PAlC 279.0600
278.9200 No
Design
38
overflow7
PA7
ils 277.8800
276.2000 No
Design
39
PipeKT2
WP6
WP7 267.3600
266.0100 No
Design
Appendix B2 B2-10
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
40
StreetKT2
WP6
WP7 274.0000 274.0000 No Design
41
PipeKT3
WP5
WP6 269.2600 267.8600 No Design
42
StreetKT3
WP5
WP6 274.0000 274.0000 No Design
43
PipeKT1
WP7 U/S
CULV 266.0100 263.6100 No Design
44
StreetKT1
WP7 U/S
CULV 274.0000 271.0000 No Design
I
Storage Junction Data
i
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
---------------
--------------------
62084.2613 274.5000 Node Invert
PA3 Stage/Area
16335.0000
4002.4733 275.3500 Node Invert
PA6 Stage/Area
4007.5200
931.3687 276.5500 Node Invert.
PA5 Stage/Area
6751.8000
2365.0934 276.1700 Node Invert
PA7 Stage/Area
2831.4000
705.2796 278.3800 Node Invert.
PA8 Stage/Area
12240.3600
3178.1285 277.2500 Node Invert.
PA9 Stage/Area
11369.1600
2636.4962 278.3900 Node Invert.
PA10 Stage/Area
10759.3200
2782.4779 279.5600 Node Invert.
I Variable storage
data for
node (Pond
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
269.0000
0,0000
3267.0000
0.0000
2
269.5000
0.5000
4138.2000
1847.0145
3
270.0000
1.0000
5183.6400
4172.5738
4
270.5000
1.5000
6229.0800
7021.7552
5
271.0000
2.0000
7405.2000
10426.0900
6
271.5000
2.5000
8537.7600
14408.4735
7
272.0000
3.0000
9888.1200
19010.8145
8
272.5000
3.5000
11238.4800
24288.8645
9
273.0000
4.0000
12893.7600
30317.1881
10
273.5000
4.5000
14549.0400
37173.7243
11
274.0000
5.0000
16291.4400
44879.7393
12
274.5000
5.5000
17336.8800
53285.4648
13
275.0000
6.0000
17859.6000
62084.2613
Variable
storage
data for
node IPA3
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
270.1500
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
177.4876
6
274.6000
4.4500
2308.6800
267.8993
7
274.6500
4.5000
4007.5200
423.8647
8
274.7000
4.5500
5837.04.00
668.5496
9
274.7500
4.6000
7753.6800
1007.1857
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
Variable storage
node IPA6
data for
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
269.4500
0.0000
8.7120
0.0000
2
274.1300
4.6800
8.7120
40.7722
3
274.1800
4.7300
87.1200
42.8285
4
274,.2300
4.7800
174.2400
49.2380
5
274.2800
4.8300
261.3600
60.0546
6
274.3300
4.8800
435.6000
77.2942
7
274.3800
4.9300
609.8400
103.3083
8
274.4300
4.9800
871.2000
140.1406
9
274.4800
5.0300
1132.5600
190.0920
10
274.5300
5.0800
1524.6000
256.2787
11
274.6300
5.1800
2439.3600
452.6934
12
274.7800
5.3300
4007.5200
931.3687
I Variable storage
data for
node ►PA5
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
271.3300
0.0000
8.7120
0.0000
2
274.8800
3.5500
8.7120
30.9276
3
274.9300
3.6000
87.1200
32.9840
4
274.9800
3,6500
261.3600
41.3069
5
275.0300
3.7000
479.1600
59.5470
6
275.0800
3.7500
784.0800
90.8167
Appendix B2 B2-11
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
7
275.1300
3.8000
1176.1200
139.4916
8
275.1800
3.8500
1568.1600
207.8641
9
275.2300
3.9000
1916.6400
294.8385
10
275.2800
3.9500
2308.6800
400.3196
11
275.3300
4,0000
2744.2800
526.4869
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
Variable storage
data for
node ►PA7
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft"3
1
272.8800
0.0000
8,7120
0.0000
2
277.4300
4.5500
8.7120
39.6396
3
277.4800
4.6000
130.6800
42.5252
4
277.5300
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
277.6800
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
277.8800
5.0000
2178.0000
453.9006
12
277.9300
5.0500
2526.4800
571.4049
- 13
277.9800
5.1000
2831.4000
705.2796
Variable storage
data for
node (PA8
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
272.7800
0.0000
8.7120
0.0000
2
276.2500
3.4700
8.7120
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
7
276.5000
3.7200
2178.0000
197.0339
8
276.5500
3.7700
3310.5600
333.2636
9
276.6000
3.8200
5009.4000
539.8018
10
276.6500
3.8700
6403.3200
824.4078
- 11
276.7000
3.9200
7710.1200
1176.7385
12
276.7500
3.9700
8973.3600
1593.4264
13
276.9000
4.1200
12240.3600
3178.1285
--------------------------
Variable storage
data for
node JPA9
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
273.9300
0.0000
8.7120
0.0000
2
277.3900
3.4600
8.7120
30.1435
3
277.4400
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
277.8400
3.9100
7797.2400
1196.1473
- 12
277.8900
3.9600
9060.4800
1617.1953
13
277.9900
4.0600
11369.1600
2636.4962
I Variable
storage
data for
node IPA10
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
275.1000
0.0000
8.7120
0.0000
2
278.5600
3.4600
8.7120
30.1435
3
278.6100
3.5100
43.5600
31.3394
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
7
278.8100
3.7100
2134.4400
186.8803
8
278.8600
3.7600
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:
Waterwood Condominiums
- Owner:
Jim
Stewart
Title from immediately preceding
computational layer
Appendix B2 B2-12
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Waterwood Condominiums - owner: Jim Stewart
Name of preceding layer: ................ Runoff Layer
Initial Julian date (IDATEZ) ...................... 1001
Initial time of day in seconds (TZERO)... ......... 0.0
No. Transfered input locations .................... 18
No. Transfered pollutants ......................... 0
Size of total catchment area (acres) .............. 31.23
#################################################
# Element numbers of interface inlet locations: #
#########ff######*#####4##########################
PASWC NC3 NC2 PA10
PA9
PA8
PA7
PA5 PA6 PA1C PAlB
PA1A
PA3
Pond
NCl PA2 PA4 PA11
Table E7 - Iteration Summary
Total number of time steps simulated............ 8640
Total number of passes in the simulation........ 44096
Total number of time steps during simulation.... 43266
Ratio of actual # of time steps / NTCYC ......... 5.008
Average number of iterations per time step...... 1,019
Average time step size(seconds) ................ 1.997
Smallest time step size(seconds) ................ 1.667
Largest time step size(seconds) ................ 5.000
Average minimum Conduit Courant time step (sec). 1.773
Average minimum implicit time step (sec) ........ 1.772
Average minimum junction time step (sec) ........ 1.772
Average Courant Factor Tf ....................... 1.772
Number of times omega reduced ................... 1912
Table E8 Junction Time Step Limitation Summary
Not Convr = Number of times this junction did not
converge during the simulation.
Avg Convr = Average junction iterations.
Conv err = Mean convergence error.
Omega Cng = Change of omega during iterations
Max Itern = Maximum number of iterations
---------------------------------------------------------
Junction Not Convr Avg Convr Total Itt Omega Cng Max
-------------- --------- ---------
Itern
Ittrn >10
Ittrn >25
Ittrn >40
--------- -------- ---------
D/S CULV 0 1.13 48771 18
9
---------
0
---------
0
---------
0
U/S CULV 0 1.18 50896 16
35
3
1
0
Outfall 0 1.73 75012 0
10
13
0
0
Pond 0 1.46 63080 5
9
0
0
0
NC2 0 1.42 61270 5
7
0
0
0
PA3 0 1.20 51991 0
13
1
0
0
11 0 1.37 59208 3
9
0
0
0
NC1 0 1.51 65454 0
8
0
0
0
NC3 0 1.36 58807 0
6
0
0
0
PA1A 0 1.49 64369 1015
10
1
0
0
PA6 0 1.46 63279 538
9
0
0
0
PA5 0 1.23 53084 7
69
6
.2
2
Ji 0 1.34 58015 13
61
2
1
1
PA7 0 1.16 49991 0
16
6
0
0
J2 0 1.34 58060 33
10
3
0
0
PA8 0 1.24 53793 8
36
15
2
0
J3 0 1.30 56205 14
11
3
0
0
PA9 0 1.22 52618 2
38
8
2
0
J4 0 1.25 54100 7
12
6
0
0
PA10 0 1.20 51713 11
46
13
3
1
PAlC 0 1.18 51216 0
8
0
0
0
PAlB 0 1.22 52873 0
7
0
0
0
J2S 0 1.25 54015 2
9
0
0
0
Jis 0 1.33 57614 108
10
6
0
0
WP7 0 1.03 44714 16
16
4
0
0
WP6 0 1.03 44410 9
63
5
1
1
Wpi 0 1.04 44941 11
23
7
0
0
WP3 0 1.07 46417 4
380
7
1
1
WP4 0 1.06 45747 25
244
17
2
2
WP5 0 1.14 49120 30
330
33
24
24
WP2 0 1.53 66343 12
236
727
1
1
PA11 0 1.55 67038 0
16
717
0
0
PASWC 0 1.28 55490 0
5
0
0
0
Total number of iterations for all junctions.. 1829654
Minimum number of possible iterations......... 1427778
Efficiency of the simulation .................. 1.28
Good Efficiency
Appendix B2
B2-13
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
--------------
Extran Efficiency is an indicator of the efficiency of l
I the simulation. Ideal efficiency is one iteration per
i time step. Altering the underrelaxation parameter,
lowering the time step, increasing the flow and head i
tolerance are good ways of improving the efficiency, l
l another is lowering the internal time step. The lower thel
efficiency generally the faster your model will run.
If your efficiency is less than 1.5 then you may try
increasing your time step so that your overall simulation)
is faster. Ideal efficiency would be around 2.0 l
I I
i Good Efficiency < 1.5 mean iterations
l Excellent Efficiency < 2.5 and > 1.5 mean iterations
Good Efficiency < 4.0 and > 2.5 mean iterations
Fair Efficiency < 7.5 and > 4.0 mean iterations
i Poor Efficiency > 7.5 mean iterations l
( Table E9 - JUNCTION SUMMARY STATISTICS l
The Maximum area is only the area of the node, it
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 265.8344 12 22 0.0000 8.3656 12.5660
U/S CULV 274.0000 271.5000 267.2133 12 22 0.0000 6.7867 12.5660
Outfall 274.2000 274.0000 265.1206 12 22 0.0000 9.0794 12.5660
Pond 274.5000 274.5000 274.3923 12 27 0.0000 0.1077 17111.720
NC2 275.0000 275.0000 270.7676 12 17 0.0000 4.2324 12.5660
PA3 275.3500 275.3500 274.8340 12 25 0.0000 0.5160 10621.221
I1 275.0500 275.0500 274.5213 12 27 0.0000 0.5287 12.5660
NC1 274.5000 274.5000 267.3588 12 22 0.0000 7.1412 12.5660
NC3 276.0000 276.0000 272.6577 12 18 0.0000 3.3423 12.5660
PA1A 276,0000 276.0000 275.3460 12 24 0.0000 0.6540 12.5660
PA6 276.5500 276.5500 275.5148 12 23 0.0000 1.0352 4007.5200
PA5 276.1700 276.1700 275.6663 12 26 0.0000 0.5037 5955.0143
J1 276.9000 272.8500 275.6845 12 23 2.8345 1.2155 12.5660
PA7 278.3800 278,3800 277.8257 12 14 0.0000 0.5543 1799.5990
J2 277.3500 273.5000 276.2622 12 23 2.7622 1.0878 12.5660
PA8 277.2500 277.2500 276.9638 12 15 0.0000 0.2862 12240.360
J3 278.5200 274.6500 277.3209 12 21 2.6709 1.1991 12.5660
PA9 278.3900 278.3900 278.0422 12 14 0.0000 0.3478 11369.160
J4 279.4200 275.8300 278.2054 12 19 2.3754 1.2146 12.5660
PA10 279.5600 279.5600 279.1971 12 13 0.0000 0.3629 10496.514
PA1C 279.5200 279.4200 279.1777 12 13 0.0000 0.3423 12.5660
PA1B 278.3300 278.2300 278.0374 12 14 0.0000 0.2926 12.5660
J2S 277.1800 277.0800 2.76.9640 12 15 0.0000 0.2160 12.5660
J1S 276.9000 276.7000 276.4980 12 17 0.0000 0.4020 12.5660
WP7 274.5000 274.5000 270.3014 12 15 0.0000 4.1986 12.5660
WP6 274.5000 274.5000 271.7479 12 14 0.0000 2.7521 12.5660
WP1 282.0000 279.5500 279.2971 12 13 0.0000 2.7029 12.5660
WP3 278.0000 275.7200 276.6446 12 13 0.9246 1.3554 12.5660
WP4 278.0000 275.6200 276.3334 12 13 0.7134 1.6666 12.5660
WP5 275.0000 274.5000 273.9404 12 13 0.0000 1.0596 12.5660
WP2 280.0000 277.1000 278.0598 12 12 0.9598 1.9402 12.5660
PA11 279.0000 277.1500 279.0000 12 8 1.8500 0.0000 12.5660
PASWC 280.0000 280.0000 277.4503 12 18 0.0000 2.5497 12.5660
Table E10 - CONDUIT SUMMARY STATISTICS i
Note: The peak flow may be less than the design flow l
1 and the conduit may still surcharge because of the l
i downstream boundary conditions.
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 Dwnstrm
Name (cfs) (ft/s) (in) (cfs) Hr. Min. (ft/.$) Hr. Min. Flow (ft) (ft)
------------------------------------------------------------------------------------------------
0+40 7171.957 5.9400 134.4000 244.2822 12 22 6.2481 12 22 0.0341 265.8344 265.1206
P1 7.1758 4.0607 18.0000 9.1594 12 6 5.1319 12 6 1.2764 274.5213 274.3923
2+41 3114.728 5.3518 72.0000 98.5434 12 18 2.8615 12 19 0.0316 272.6577 270.7676
1+38 2108.498 7.1840 60.0000 100.5701 12 18 4.7892 12 18 0.0477 270.7676 267.3588
1+14 9688.877 18.3085 86,4000 145.9961 12 22 3.1296 12 22 0.0151 267.3588 267.2133
P2 30.8193 4.3600 36.0000 50.9490 12 6 7.1836 12 6 1.6532 275.3458 274.3923
61 38.6713 7.8781 30.0000 22.3065 12 1 4.8995 11 35 0.5768 275.6845 275.5148
70UT 3.4560 4.4003 12.0000 5.5089 12 6 6.8962 12 6 1.5940 277.8257 275.6845
8OUT 3.3047 4.2077 12.0000 7.2973 12 0 9.1915 12 0 2.2082 276.9638 276.2622
90UT 3.3047 4.2077 12.0000 6.3498 11 59 7.9875 11 59 1.9214 278.0422 277.3209
10OUT 3.2452 4.1319 12.0000 6.1442 11 58 7.7280 11 58 1.8933 279.1971 278.2054
S2 55.5604 5.5560 6.0000 23.7430 12 17 3.9859 12 17 0.4273 276.4980 275.7978
S1 57.5903 5.7590 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.5213 274.5213
S5 36.4346 4.0299 6.0000 10.1619 12 13 2.2293 12 12 0.2789 279.1777 278.0374
S4 51.5100 3.9540 6.0000 19.4651 12 14 2.3946 12 12 0.3779 278.0374 276.9640
12 15.7929 5.0270 24.0000 18.9379 12 0 6.0186 12 0 1.1991 276.2622 275.6845
23 10.4038 4.3254 21.0000 12.2635 11 59 4.9888 11 59 1.1787 277.3210 276.2622
Appendix B2 B2-14
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
34 6.9118 3.9113 18.0000 6.0199 11 58 3.6472 11 51 0.8710 278.2055 277.3209
S3 51.2406 3.4187 6.0000 24.0073 12 16 2.7116 12 15 0.4685 276.9640 276.4980
OS12 55.7841 7.8918 36.0000 43.0230 0 1 8.0295 0 1 0.7712 279.2970 278.0598
OS34 53.9380 5.6062 42.0000 66.9783 12 12 7.6903 0 2 1.2418 276.6446 276.3334
OS45 79.0252 8.2137 42.0000 71.9789 12 13 8.3065 0 2 0.9108 276.3334 273.9404
OS23 50.7494 7.1796 36.0000 46.9784 12 12 6.8280 0 2 0.9257 278.0598 276.6446
110UT 3.2751 4.1699 12.0000 7.4591 12 8 9.4132 12 8 2.2775 279.0000 278.0598
3+89 537.4013 6.3976 48.0000 89.2937 12 18 3.0533 12 18 0.1662 277.4503 272.6577
Culvert 373.3488 12.4450 60.0000 122.1409 12 22 6.1356 12 22 0.3271 267.2133 265.8344
Orifice 10.8855 6.1599 18.0000 15.9745 12 26 9.0458 12 26 1.4675 274.3923 269.0493
Weir 2.0468 0.0000 6.0000 17.9286 12 27 2.5818 12 28 8.7593 274.3923 274.2921
30UT.1 3.2279 4.1099 12.0000 4.6022 12 6 5.7522 12 6 1.4257 274.8340 274.5213
overflow3 81.4251 6.5140 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.5213 274.5213
60UT.1 31.1729 4.4101 36.0000 18.3204 12 6 2.5826 12 6 0.5877 275.5148 275.3460
overflow6 46.5192 2.7164 6.0000 0.0000 0 0 0.0000 0 0 0.0000 275.3460 275.3460
50UT.1 7.5292 4.2607 18.0000 8.8615 12 6 4.9742 12 6 1.1770 275.6663 275.5148
overflow5 144.4492 5.7780 6.0000 0.0000 0 0 0.0000 0 0 0.0000 275.5148 275.5148
overflow8 61.2946 4.9036 6.0000 5.2149 12 17 0.7477 12 19 0.0851 276.9638 276.9640
overflow9 59.4645 .4.7572 6.0000 5.6783 12 15 1.0346 12 16 0.0955 278.0422 278.0374
overflow10 55.6240 4.4499 6.0000 5.9997 12 13 1.2560 12 13 0.1079 279.1971 279,1777
overflow7 57.8075 4.5339 6.0000 0.0000 0 0 0.0000 0 0 0.0000 276.4980 276.4980
PipeKT2 94.3161 7.5054 48.0000 84.9632 12 12 7.5445 0 3 0.9008 271.7479 270.3014
StreetKT2 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 270.3014 270.3014
PipeKT3 73.2069 7.6090 42.0000 84.9756 12 13 8.7534 0 4 1.1608 273.9404 271.7479
StreetKT3 0.4941 0.0000 6.0000 0.0000 0 0 0.0000 0 0 0.0000 271.7479 271.7479
PipeKTl 94.3161 7.5054 48.0000 99.9421 12 12 8.4245 12 6 1.0597 270.3014 267.2133
StreetKT1 12.3515 3.4073 6.0000 0.0000 0 0 0.0000 0 0 0.0000 267.2133 267.2133
FREE # 1 Undefnd Undefnd Undefn 244.2822 12 22
---------------------- ----------------
I Table Ell. Area assumptions used in the analysis)
i Subcritical and Critical flow assumptions from I
I Subroutine Head. See Figure 17-1 in the I
I 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-m Area(ft^2) (ft^2/s)
----------------------------------------------------------------------
0+40 0.2500 1439.7500 0.0000 0.0000 1.7457 39.0971 16.1046
P1 604.0667 835.9333 0.0000 0.0000 0.4553 1.8508 20.1901
2+41 658.0000 782.0000 0.0000 0.0000 0.6504 34.4558 6.3251
1+38 662.7667 777.2333 0.0000 0.0000 0.6141 21.0005 7.9164
1+14 639.9333 800.0667 0.0000 0.0000 1.2073 46.6497 7.4674
P2 598.5333 841.4667 0.0000 0.0000 0.9090 7.3723 36.7011
61 608.7333 120.1000 0.0000 711.1667 0.7566 5.1282 20.0238
-- 70UT 618.4000 78.2667 0.0000 743.3333 0.3033 0.8191 26.7118
80UT 597.7333 71.4000 0,0000 770.8667 0.3005 0.8071 25.4890
90UT 597.7333 60.3667 0.0000 781.9000 0.3019 0.8173 24.4516
10OUT 597.7333 52.6333 0.0000 789.6333 0.3040 0.8211 24.2069
S2 675.9333 0.0000 0.0000 764.0667 0.2893 5.9585 1.1871
Sl 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
S5 658.5667 781.4333 0.0000 0.0000 0.2248 4.6023 0.6229
S4 658.5667 781.4333 0.0000 0.0000 0.2710 8.2398 0.8152
12 602.6000 87.1000 0.0000 750.3000 0.5987 3.2290 20.6937
23 602.6000 89.1000 0.0000 748.3000 0.5310 2.4730 17.1730
34 602.6000 83.5000 0.0000 753.9000 0.4525 1.8518 11.4039
S3 666.1667 773.8333 0.0000 0.0000 0,2356 8.8630 0.9188
OS12 0.0000 1439.0417 0.0000 0.9583 6.8925 6.9168 19.5048
OS34 0.0000 1437.8667 0.0000 2.1333 1.0599 10.0595 29.5739
OS45 0.0000 1438.2139 0.0000 1.7861 1.0646 10.0002 32.5316
OS23 0.0417 1439.9583 0.0000 0.0000 0.9116 7.3865 26.9003
11OUT 1.5667 1434.3333 0.0000 4.1000 0.3041 0.8227 22.1746
3+89 658.0000 782.0000 0.0000 0.0000 1.3878 29.2473 6.2708
Culvert 0.0000 1440.0000 0.0000 0.0000 1.5685 19.9070 20.0871
Orifice 638.7667 0.0000 0.0000 801.2333 0.4350 1.7660 30.8064
Weir 1403.7556 0.0000 0.0000 36.2444 0.3354 6.9447 0.8835
30UT.1 597.9000 118.3000 0.0000 723.8000 0.2829 0.8078 22.4762
overflow3 1440.0000 0.0000 0.0000 0.0000 0.0000 0,0000 0.0000
60UT.1 620.3333 819,6667 0.0000 0.0000 0.9126 7.4102 12.3552
overflow6 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
50UT.1 617.7333 91.1667 0.0000 731.1000 0.4542 1.8510 17.3156
overflow5 1440.0000 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000
overflow8 1397.3667 28.7833 13.8500 0.0000 0.2833 7.2595 0.2148
overflow9 1404.0333 28.8889 7.0778 0.0000 0.2177 5.5510 0.2351
overflowl0 1408.3667 26.3000 5.3333 0.0000 0.1882 4.7834 0.2475
overflow7 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT2 0.0000 1440.0000 0.0000 0.0000 1.2165 13.0386 28.2590
StreetKT2 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKT3 0.0000 1436.6333 0.0000 3.3667 1.0515 9.9081 37.0491
StreetKT3 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PipeKTl 0.0000 35.7333 0.0000 1404.2667 1.1939 12.4898 31.3357
StreetKT1 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
------------------------------
I Table E12. Mean Conduit Flow Information I
Mean Total Mean Low Mean Mean Mean Mean
Conduit Flow Flow Percent Flow Froude Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weightng Number Radius Area Roughness
--------------- -------- -------- -------- -------- ------------------------------
0+40 99.0404 8557087.1 0.0175 0.9999 0.6231 1.0893 22.4677 0.0400
Appendix B2 B2-15
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
Pi 0.2816 24329.215 0.0010 0.5813 0.2262 0.0555 0.1694 0.0130
2+41 3.1636 273337.44 0.0089 0.5440 0.1175 0.1116 1.4328 0.0466
1+38 3.2181 278043.49 0.0090 0.5407 0.3659 0.0792 0.9135 0.0423
1+14 5.8763 507710.57 0.0135 0.5566 0.0438 0.4977 6.0959 0.0400
P2 2.1029 181688.11 0.0049 0.5852 0.3508 0.1023 0.5852 0.0140
61 0.9878 85342.749 0.0024 0.5781 0.7101 0.0723 0.3618 0.0130
70UT 0.1637 14141.214 0.0006 0.5709 0.5832 0.0292 0.0530 0.0100
8OUT 0.2786 24075.314 0.0009 0.5855 0.5456 0.0355 0.0624 0.0100
90UT 0.2685 23201.564 0.0008 0.5855 0.5489 0.0354 0.0592 0.0100
10OUT 0.2767 23904.485 0.0007 0.5855 0.5432 0.0356 0.0590 0.0100
S2 0.3933 33979.039 0.0021 0.5316 0.6549 0.0096 0.1939 0.0140
Sl 0.0000 0.0000 0.0000 0.0000 0.0000 0.00,00 0.0000 0.0140
S5, 0.1725 14905.831 0.0007 0.5436 0.1796 0.0098 0.1495 0.0150
S4 0.3478 30045.649 0.0015. 0.5436 0.1767 0.0128 0.2759 0.0150
12 0.8218 71004,123 0.0021 0.5823 0.5170 0.0644 0.2350 0.0140
23 0.5433 46943.044 0.0013 0.5821 0.4951 0.0549 0.1670 0.0140
34 0.2761 23856.886 0.0009 0.5821 0.4951 0.0428 0.1080 0.0140
S3 0.3934 33986.516 0.0021 0.5383 0.3567 0.0107 0.2470 0.0150
OS12 40,2120 3474315.9 0.0033 1.0000 0.9682 0.8797 5.2559 0.0140
OS34 60.3853 5217293.8 0.0048 1.0000 0.7156 1.0490 8.7807 0.0140
OS45 65.3515 5646367.2 0.0045 1.0000 0.7190 0.9740 9.2644 0.0140
OS23 40.3980 3490384.3 0.0032 1.0000 0.7263 0.8942 6.3535 0.0140
11OUT 0.1978 17091.186 0.0008 0.9992 0.0818 0.1641 0.2067 0.0100
3+89 2.8331 244782.56 0.0095 0.5440 0.0621 0.1511 2.374C 0.0420
Culvert 99.0537 8558237.0 0.0093 1.0000 0.5154 1.1973 12.017C 0.0140
- Orifice 2.2102 190957.59 0.0015 0.5573 0.6299 0.0611 0.167C 0.0140
Weir 0.2704 23359.204 0.0016 0.0256 0.0197 0.0060 0.1241 0.0140
30UT.1 0.2812 24298.228 0.0005 0.5850 0.5419 0.0316 0.0668 0.0100
overflow3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
60UT.1 1.4296 123518.88 0.0024 0.5701 0.1554 0.0991 0.5819 0.0140
overflow6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0180
5OUT.1 0.2583 22317.895 0.0013 0.5715 0.5090 0.0426 0.1252 0.0100
overflows 0.0000 0.0000 0.0000 0.0000 0.0000 0.0077 0.0011 0.0140
overflow8 0.0457 3947.1639 0.0006 0.0314 0.0049 0.0218 0.1400 0.0140
overflow9 0.0574 4955.8742 0.0005 0.0267 0.0082 0.0163 0.0997 0.0140
overflow10 0.0543 4690.1813 0.0005 0.0237 0.0092 0.0134 0.0780 0.0140
overflow7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0059 0.0003 0.0140
PipeKT2 78.2860 6763914.7 0.0046 1.0000 0.5489 1.0032 12.5796 0.0140
StreetKT2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT3 78.3091 6765903.9 0.0047 1.0000 0.7486 0.8774 9.8590 0.0140
StreetKT3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT1 93.1905 8051657.8 0.0050 1.0000 0.8429 1.0892 11.3754 0.0140
StreetKT1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
FREE # 1 99.0396 8557023.9
------- ------------------------------------------------
Table E14 - Natural Channel Overbank Flow Information
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 6.2480 0.0000 0.0000 244.2799 0.0000 0.0000 39.0971 2.6050
2+41 0.6805 0.6791 3.1292 2.0153 0.5612 95.9669 2.9615 0.8265 30.6679 2.3603
1+38 0.0000 0.0000 4.7889 0.0000 0.0000 100,5683 0.0000 0.0000 21.0005 1.6655
1+14 0.0000 0.0000 3.1294 0.0000 0.0000 145.9843 0.0000 0.0000 46.6497 2.3838
S5 0.0000 0.0000 2.2183 0.0000 0.0000 10.1613 0.0000 0.0000 4.6023 0.2796
S4 0.0000 0.0000 2.3765 0.0000 0.0000 19.4648 0.0000 0.0000 8.2398 0.3410
S3 0.0000 0.0000 2.7096 0.0000 0.0000 24.0073 0.0000 0.0000 8.8630 0.3448
3+89 0.1657 0.1657 3.0569 0.0031 0.0031 89.2731 0.0187 0.0187 29.2099 2.0756
<------- 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 1420.1 0.0000 1420.1 987.30 1007.7 0.0000 1420.1 0.0000 1420.1 987.30 1007.7 0.0000 None
2+41 14.830 749.52 4.1299 768.48 980.51 1031.3 14.830 749.52 4.1299 768.48 980.51 1031.3 0.0000 None
1+38 0.0000 379.72 0.0000 379.72 997.00 1030.0 0.0000 379.72 0.0000 379.72 997.00 1030.0 0.0000 None
1+14 0.0000 1376.1 0.0000 1376.1 974.26 1009.7 0.0000 1376.1 0.0000 1376.1 974.26 1009.7 0.0000 None
S5 0.0000 113.45 0.0000 113.45 19.944 40.036 0.0000 113.45 0.0000 11:3.45 19.944 40.036 0.0000 None
S4 0.0000 230.10 0.0000 230.10 9.9647 40.048 0.0000 230.10 0.0000 230.10 9.9647 40.048 0.0000 None
S3 0.0000 226.15 0.0000 226.15 2.8438 40.049 0.0000 226.15 0.0000 226.15 2.8438 40.049 0.0000 None
3+89 0.03191 1021.4 0.03191 1021.5 991.55 1008.5 0.03191 1021.4 0.03191 1021.5 991.55 1008.5 0.0000 None
Table E15 - SPREADSHEET INFO LIST
Conduit Flow and Junction Depth Information for use in
I spreadsheets. The maximum values in this table are the
true maximum values because they sample every time step.)
I The values in the review results may only be the i
maximum of a subset of all the time steps in the run.
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+40 244.2822 8557087.070 6.2481 ## D/S CULV 263.0000 265.8344
P1 9.1594 24329.2146 5.1319 ## U/S CULV 263.5000 267.2133
2+41 98.5434 273337.4401 2.8615 ## Outfall 262.8000 265.1206
1+38 100.5701 278043.4859 4.7892 ## Pond 269.0000 274.3923
1+14 145.9961 507710.5654 3.1296 ## NC2 269.0000 270.7676
P2 50,9490 181688.1055 7.1836 ## PA3 270.1500 274.8340
Appendix B2 B2-16
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED
XP-SWMM
ANALYSIS
61
22.3065
85342.7490
4.8995 ##
Il
269.1400
274.5213
70UT
5.5089
14141.2137
6.8962 ##
NCl
265.8000
267.3588
80UT
7.2973
24075.3143
9.1915 ##
NC3
270.0000
272.6577
90UT
6.3498
23201.5643
7.9875 ##
PAlA
269.2600
275.3460
100UT
6.1442
23904.4851
7.7280 ##
PA6
269.45C0
275.5148
S2
23.7430
33979.0394
3.9859 ##
PA5
271.33C0
275.6663
Sl
0.0000
0.0000
0.0000 ##
il
270.35C0
275.6845
S5
10.1619
14905.8309
2.2293 ##
PA7
272.8800
277.8257
S4
19.4651
30045.6493
2.3946 ##
J2
271.5000
276.2622
12
18.9379
71004.1234
6.0186 ##
PA8
272.78C0
276.9638
23
12.2635
46943.0445
4.9888 ##
J3
272.9000
277.3209
34
6.0199
23856.8863
3.6472 ##
PA9
273.93C0
278.0422
S3
24.0073
33986.5157
2.7116 ##
J4
274.33C0
278.2054
OS12
43.0230
3474315.924
8.0295 ##
PA10
275.1000
279.1971
OS34
66.9783
5217293.765
7.6903 ##
PAlC
278.92C0
279.1777
OS45
71.9789
5646367.177
8.3065 ##
PAlB
277.7300
278.0374
OS23
46.9784
3490384.349
6.8280 ##
J2S
276.5800
276.9640
110UT
7.4591
17091.1859
9.4132 ##
ils
276.2000
276.4980
3+89
89.2937
244782.5557
3.0533 ##
WP7
266.0100
270.3014
Culvert
122.1409
8558236.999
6.1356 ##
WP6
267.3600
271.7479
Orifice
15.9745
190957,5917
9.0458 ##
WPl
276.5500
279.2971
Weir
17.9286
23359.2044
2.5818 ##
WP3
272.2200
276.6446
30UT.1
4.6022
24298.2282
5.7522 ##
WP4
272.0000
276.3334
overflow3
0.0000
0.0000
0.0000 ##
WP5
269.2600
273.9404
60UT.1
18.3204
123518.8805
2.5826 ##
WP2
274.0000
278.0598
overflow6
0.0000
0.0000
0.0000 ##
PAll
276.1500
279.0000
50UT.1
8.8615
22317.8948
4.9742 ##
PASWC
276.0000
277.4503
overflow5
0.0000
0.0000
0.0000 ##
overflow8
5.2149
3947.1639
0,7477 ##
overflow9
5.6783
4955.8742
1.0346 ##
overflowlO
5.9997
4690.1813
1.2560 ##
overflow?
0.0000
0.0000
0.0000 ##
PipeKT2
84.9632
6763914.673
7.5445 ##
StreetKT2
0.0000
0.0000
0.0000 ##
PipeKT3
84.9756
6765903,927
8.7534 ##
StreetKT3
0.0000
0.0000
0.0000 ##
PipeKTl
99.9421
8051657.796
8.4245 ##
StreetKT1
0.0000
0.0000
0.0000 ##
FREE 4 1
244.2822
8557023.907 244281.9121 ##
Table E15a SPREADSHEET REACH LIST
Peak flow and
Total Flow listed by Reach or
those
conduits
or diversions having the same
upstream
and downstream nodes.
Upstream
Downstream Maximum
Total
Node
---------------
Node Flow
Flow
D/S CULV
---------------- ----------
Outfall 244.2822
---------
8557087.07
Il
Pond 9.1594
24329.2146
NC3
NC2 98.5434
273337.440
NC2
NCl 100.5701
278043.486
NCl
U/S
CULV 145.9961
507710.565
PAlA
Pond 50.9490
181688.105
il
PA6 22.3065
85342.7490
PA7
il 5.5089
14141.2137
PA8
J2 7.2973
24075.3143
PA9
J3 6.3498
23201.5643
PA10
J4 6.1442
23904.4851
Jis
PAlA 23.7430
33979.0394
PAlC
PAlB 10.1619
14905.8309
PAlB
J2S 19.4651
30045.6493
J2
il 18.9379
71004.1234
J3
J2 12,2635
46943.0445
J4
J3 6.0199
23856.8863
J2S
ils 24.0073
33986.5157
Wpl
WP2 43.0230
3474315.92
WP3
WP4 66.9783
5217293.77
WP4
WP5 71.9789
5646367.18
WP2
WP3 46.9784
3490384.35
PAll
WP2 7.4591
17091.1859
PASWC
NC3 89.2937
244782.556
U/S CULV
D/S
CULV 244.2819
8558237.00
Pond
NCl 49.8735
214316.796
PA3
Il 9.2044
24298.2282
PA6
PAlA 36.6407
123518.881
PA5
PA6 8.8615
22317.8948
PA8
J2S 5.2149
3947.1639
PA9
PAlB 5.6783
4955.8742
PA10
PAlC 5.9997
4690.1813
WP6
WP7 84.9632
6763914.67
WP5
WP6 84.9756
6765903.93
WP7
U/S
CULV 99.9421
8051657.80
Table E19
Junction Inflow Sources
Units are either ft,"3 or MA 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
Appendix B2 B2-17
WATERWOOD CONDOMINIUMS
100
YEAR PROPOSED XP-SWMM ANALYSIS
---------------
Outfall
----------
0.0000
-----------
0.0000
-----------
0.0000
-----------
0.0000
----------- ----------
8.5570E+06 -
0.0000
Pond
0.0000
0.0000
9173.2727
0.0000
0.0000
0.0000
NC2
0.0000
0.0000
4677.5262
0.0000
0.0000
0.0000
PA3
0.0000
0.0000
24265.9143
0,0000
0.0000
0.0000
NC1
0.0000
0.0000
15389.2194
0.0000
0.0000
0.0000
NC3
0.0000
0.0000
28275.2486
0.0000
0.0000
0.0000
PAlA
0.0000
0.0000
24192.3255
0.0000
0.0000
0.0000
PA6
0.0000
0.0000
15754.6056
0.0000
0.0000
0.0000
PA5
0.0000
0.0000
22406.1496
0.0000
0.0000
0.0000
PA7
0.0000
0.0000
14240.4330
0.0000
0.0000
0.0000
PA8
0.0000
0.0000
27926.9583
0.0000
0.0000
0.0000
PA9
0.0000
0.0000
28055.7387
0.0000
0.0000
0.0000
PA10
0.0000
0.0000
28368.4912
0.0000
0.0000
0.0000
PA1C
0.0000
0.0000
10218.1288
0.0000
0.0000
0.0000
PA1B
0.0000
0.0000
10133.1194
0.0000
0.0000
0.0000
WP7
1296000.000
0.0000
0.0000
0.0000
0.0000
0.0000
WP1
3475872.000
0.0000
0.0000
0.0000
0,0000
0.0000
WP3
1728000.000
0.0000
0.0000
0.0000
0.0000
0.0000
WP4
432000.0000
0.0000
0.0000
0.0000
0.0000
0.0000
WP5
1123200.000
0.0000
0.0000
0.0000
0.0000
0.0000
PAll
0.0000
0.0000
17194.7265
0.0000
94.1535
0.0000
PASWC
0.0000
0.0000
244669.2195
0.0000
0.0000
0.0000
Table E20 -
Junction Flooding and Volume Listing.
i
I
The maximum volume is the
total volume
I
in the node including the
volume in the
flooded storage area. This is the max
l
volume at any
time. The volume in the
i
I
flooded storage area is the total volume►
I
above the ground elevation, where the
I
flooded pond storage area
starts.
i
The fourth column is instantaneous, the fifth is thel
I sum 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
Ponding Allowed
Name
---------------
Time (min)
----------
Time(min)
Volume
Volume
Flood Pond Volume
D/S CULV
0.0000
---------
0.0000
---------
0.0000
---------
35.6176
-----------------
0.0000
U/S CULV
0.0000
0.0000
0.0000
46,6617
0.0000
Outfall
0.0000
0.0000
0.0000
29.1609
0.0000
Pond
0.0000
0.0000
0.0000 51431.3317
0.0000
NC2
0.0000
0.0000
0.0000
22.2119
0,0000
PA3
0.0000
0.0000
0.0000
1779.3736
0,0000
I1
0.0000
0,0000
0.0000
67.6209
0.0000
NC1
0.0000
0.0000
0.0000
19.5885
0.0000
NC3
0.0000
0.0000
0.0000
33.3969
0.0000
PA1A
0.0000
0.0000
0.0000
76.4743
0.0000
PA6
0.0000
0.0000
0.0000
931.3687
0.0000
PA5
0.0000
0.0000
0.0000
1962.0175
0.0000
11
68.6667
0.0000
0.0000
67.0336
0.0000
PA7
0.0000
0.0000
0.0000
346.0843
0.0000
J2
63.6000
0.0000
0.0000
59.8423
0.0000
PA8
0.0000
0.0000
0.0000
3178..1285
0.0000
J3
54.3000
0.0000
0.0000
55.5537
0.0000
PA9
0.0000
0.0000
0.0000
2636.4962
0.0000
J4
52.1667
0.0000
0.0000
48.6991
0.0000
PA10
0,0000
0.0000
0.0000
2646.5135
0.0000
PAlC
0.0000
0.0000
0.0000
3.2378
0.0000
PA1B
0.0000
0.0000
0.0000
3.8630
0.0000
J2S
0,0000
0.0000
0.0000
4.8252
0.0000
J1S
0.0000
0.0000
0.0000
3,7450
0.0000
WP7
0.0000
0.0000
0.0000
53.9258
0.0000
WP6
0.0000
0.0000
0.0000
55.1383
0.0000
WP1
0.0000
0.0000
0.0000
34.5193
0.0000
WP3
36.8000
0.0000
0.0000
55.5998
0.0000
WP4
24,9667
0.0000
0.0000
54.4535
0.0000
WP5
0.0000
0.0000
0.0000
58.8145
0.0000
WP2
25.5333
0.0000
0.0000
51.0153
0.0000
PAll
32.3000
4.2500
94.1535
35.8131
0.0000
PASWC
0.0000
0.0000
0.0000
18.2242
0.0000
I Simulation Specific Information
l
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 Conduit % Change =_> 100.0
( Q(n+l) - Q(n) ) / Qfull
I
I Junction % Change =_> 100.0
( Y(n+l) - Y(n)
} / Yfull
l
The Conduit with
the largest average
change
was..0+40
with
0.017 percent
The Junction with the largest
average change
was.PAIA
with
0.029 percent
Appendix B2
B2-18
WATERWOOD CONDOMINIUMS
100 YEAR PROPOSED XP-SWMM ANALYSIS
The Conduit with the largest sinuosity was ....... Weir with 17.518
------------------------------------------------------
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 Volume,ft"3 Inflow, cfs
----------------------------------------
Pond 9173.4436 0.1062
NC2 4677.6109 0.0541
PA3 24266.4676 0.2809
NC1 15389.5039 0.1781
NC3 28275.7448 0.3273
PAlA 24192.8771 0.2800
PA6 15754.9624 0.1823
PA5 22406.6571 0.2593
PA7 14240.7555 0.1648
PA8 27927.5950 0.3232
PA9 28056.3783 0.3247
PA10 28369.1380 0.3283
PA1C 10218.3536 0.1183
PA1B 10133.3424 0.1173
WP7 1.29600E+06 15.0000
WPl 3.47587E+06 40.2300
WP3 1.72800E+06 20.0000
WP4 432000.0000 5.0000
WP5 1.12320E+06 13.0000
PAll 17195.1202 0.1990
PASWC 244663.7348 2.8318
Outflow Outflow Average
Junction Volume,ft^3 Outflow, cfs
---------------------------------------
Outfall 8.55702E+06 99.0396-
PAll 94.1535 0.0011
-------- --------------------------------------------
Initial system volume - 6.8570E-02 Cu Ft
I Total system inflow volume = 8.5800E+06 Cu Ft 1
Inflow + Initial volume = 8.5800E+06 Cu Ft
-----------------
--------------------------------------
Total system outflow = 8.5571E+06 Cu ft
I Volume left in system = 2.2184E+04 Cu ft
Evaporation = 0.0000E+00 Cu ft
Outflow + Final Volume = 8.5793E+06 Cu ft i
I Total Model Continuity Error
I Error in Continuity, Percent = 0.00420
1 Error in Continuity, ft^3 = 359.963
+ Error means a continuity loss, - a gain i
-----------------------------------------------
###################################################
# Table E22. Numerical Model judgement section #
###################################################
Your overall error was 0.0042 percent
Worst nodal error was in node WP4 with 0.0107 percent
Of the total inflow this loss was 0.0140 percent
Your overall continuity error was Excellent
Excellent Efficiency
Efficiency of the simulation 1.28
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-SWMM Simulation ended normally.
Your input file was named C:\XPS\stewart-100-rev.DAT
Your output file was named C:\XPS\stewart-100-rev.out
---------------------------------------------
I SWMM Simulation Date and Time Summary
------------------------------------------
Starting Date... March 10, 2003 Time... 14:31:32:70
Ending Date... March 10, 2003 Time... 14:32:11:81 I
Elapsed Time... 0.65183 minutes or 39.11000 seconds
--------------------------------------------------------------
Appendix B2 . B2-19
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(s) from your cfg file.
I XP-SWMM2000,
I Storm Water Management Model
Version 8.05
I Developed by
---------- - -
I i
XP Software Inc. and Pty. Ltd.
i I
I Based on the U.S. EPA
Storm Water Management Model Version 4.40
I
Originally Developed by
I Metcalf & Eddy, Inc.
University of Florida
I Camp Dresser & McKee Inc.
September 1970
I i
I EPA-SWMM is maintained by
Oregon State University
I Camp Dresser & McKee Inc.
-------------- -------------------- ----------
I XP Software October, 2000
Data File Version ---> 10.5
Input and Output file names by SWMM Layer
Input File to Layer # 1 JIN.US
Output File to Layer # 1 C:\XPS\XP-UDD2000\stewart-25rev.int
Input File to Layer # 2 C:\XPS\XP-UDD2000\stewart-25rev.int
Output File to Layer # 2 JOT.US
Number of Subcatchments in the Runoff Block (NW).... 19
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)..... 0
Number of Input Hydrographs 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 (NEP)..................... 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 (NYSE)........ 8
Number of Time history data points in Extran(NTVAL). 0
Number of Variable storage elements in Extran (NVST) 15
Number of Input Hydrographs in Extran (NEH)......... 0
Number of Particle sizes in Transport Block (NPS)... 0
Number of User defined conduits (NHW)............... 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).... 0
Number of Nodes to be allowed for (NNOD)............ 45
Number of Plugs in a Storage Treatment Unit......... 1
I RUNOFF TABLES IN THE OUTPUT FILE.
I 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
I and printed on US letter or A4 paper using portrait
i mode, courier font, a size of 8 pt. and margins of 0.75
I I
Table R1 - Physical Hydrology Data
I Table R2 - Infiltration data
Table R3 - Raingage and Infiltration Database Names
I Table R4 - Groundwater Data
Table R5 - Continuity Check for Surface Water
I 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 R10 - Sensitivity anlysis for Subcatchments i
Waterwood Condominiums - Owner: Jim Stewart
Appendix B3 B3-1
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
###########################################
# RUNOFF JOB CONTROL #
#########################4#################
Snowmelt parameter - ISNOW ....................... 0
Number of rain gages - NRGAG ..................... 1
Quality is not simulated - KWALTY ................ 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 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
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
####4####################ff#####4
# Variable Rainfall Intervals #
###############################4
---- > Start/End/Time in Minutes <----
Event <===== Start Time =====> <===== Start Time Duration
No. Year Mth Day Hr Min Sec Year Mth Day Hr Min Sec (mins)
----- ---- --- --- --- --- --- ---- --- --- --- --- --- ---------
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 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
7 1970 1 1 11 10 0 1970 1 1 11 30 0 10.00
8 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 695.00 0.1500 700.00 0.1700
705.00 0.2800 710.00 0.3300 715.00 0.5400 720.00 0.7500
725.00 0.3700 730,00 0.3000 735.00 0.1900 740.00 0.1600
745.00 0.1400 750.00 0.1100 755.00 0.1000 760.00 0.0900
765.00 0.0800 770.00 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
##ftff###4####################4######################
# Table Rl. S U B C A T C H M E N T D A T A #
# Physical Hydrology Data #
####ff##############################################
Deprs Deprs Prcnt
Per- -sion -sion Zero
Subcatchment Channel Width Area cent Slope "n" fInIf Storge Strge Deten
Number Name or inlet ft ac Impery ft/ft Impry Pery Impry Pery -tion
1 PASWC#1 PASWC 830.00 14.310 57.80 0.011 0.020 0.020 0.000 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 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 PA9 175.00 1.5250 75.00 0.008 0.020 0.020 0.000 0,000 0.00
6 PA8#1 PA8 175.00 1.5180 75.00 0.008 0.020 0.020 0.000 0.000 0.00
7 PA7#1 PA7 100.00 .79000 70.00 0.005 0.020 0.020 0.000 0.000 0.00
8 PA5#1 PA5 100.00 1.2430 70.00 0.005 0.020 0.020 0.000 0.000 0.00
9 PA6#1 PA6 57.000 .87400 70.00 0.010 0.020 0.020 0.000 0.000 0.00
10 PA1C#1 PA1C 57.000 .60100 56.00 0.007 0.020 0.020 0.000 0.000 0.00
11 PA1B#1 PA1B 57.000 .59600 56.00 0.007 0.020 0.020 0.000 0.000 0.00
12 PA1A#1 PA1A 80.000 1.3150 75.00 0.005 0.020 0.020 0.000 0.000 0.00
13 PA3#1 PA3 180.00 1.3190 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 NC1#1 NC1 35.000 .78200 19-00 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 PA2 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 PA11 90.000 .91600 80.00 0.005 0.020 0.020 0.000 0.000 0.00
Appendix B3 B3-2
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
############################################################################################
# Table R2. SUBCATCHMENT DATA #
# Infiltration Data #
# Infiltration Type Infl #1 Infl #2 Infl #3 Inf- #4 #
# SCS -> Comp CN Time Conc Shape Factor Depth or Fraction #
# SBUH -> Comp CN Time Conc N/A N/A #
# Green Ampt -> Suction Hydr Cond Initial MD N/A #
# Horton -> Max Rate Min Rate Decay Rate (1/sec) N/A #
# Proportional -> Constant N/A N/A N/A #
# Initial/Cont Loss -> Initial Continuing N/A N/A #
# Initial/Proportional-> Initial Constant N/A N/A #
# Laurenson Paramters -> B Value Pervious "n" Impervious Cont Exponent #
############################################################################################
Subcatchment Infl Infl Infl Infl
Number Name # 1 # 2 # 3 # 4
1 PASWC#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 PA10#1 93.5000 0.1F67 484.0000 0.2000
5 PA9#1 93.5000 0.1667 484.0000 0.2000
6 PA8#1 93.5000 0.1667 484.0000 0.2000
7 PA7#1 92.6000 0.1667 484.0000 0.2000
8 PA5#1 92.6000 0.1667 484.0000 0.2000
9 PA6#1 92.6000 0.1667 484.0000 0.2000
10 PA1C#1 90.0800 0.1667 484.0000 0.2000
11 PAlB#1 90.0800 0.1667 484.0000 0.2000
12 PA1A#1 93.5000 0.1667 484.0000 0.2000
13 PA3#1 93.5000 0.1667 484.0000 0.2000
14 Pond#1 82.7000 0.1667 484.0000 0.2000
15 NC1#1 83.4200 0.1667 484.0000 0.2000
16 NC1#2 80.0000 0.1667 484.0000 0.2000
17 PA2#1 89.0000 0.1667 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
############################################################
# Table R3. SUBCATCHMENT DATA #
- # Rainfall and Infiltration Database Names #
############################################################
Subcatchment Gage Infltrn Routing Rainfall Database Infiltration Database
Number Name No Type Type Name Name
- ----------------
1 PASWC#1 1 SCS Method SCS curvilinear PH 25YR
2 NC3#1 1 SCS Method SCS curvilinear PH 25YR
3 NC2#1 1 SCS Method SCS curvilinear PH 25YR
4 PA10#1 1 SCS Method SCS curvilinear PH 25YR
5 PA9#1 1 SCS Method SCS curvilinear PH 25YR
6 PA841 1 SCS Method SCS curvilinear PH 25YR
7 PA7#1 1 SCS Method SCS curvilinear PH 25YR
8 PA5#1 1 SCS Method SCS curvilinear PH 25YR
9 PA6#1 1 SCS Method SCS curvilinear PH 25YR
10 PAIC#1 1 SCS Method SCS curvilinear PH 25YR
11 PA1B#1 1 SCS Method SCS curvilinear PH 25YR
12 PAlA#1 1 SCS Method SCS curvilinear PH 25YR
13 PA3#1 1 SCS Method SCS curvilinear PH 25YR
14 Pond#1 1 SCS 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 PA4#1 1 SCS Method SCS curvilinear PH 25YR
- 19 PA11#1 1 SCS Method SCS 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
###################################################
# S U B C A T C H M E N T D A T A #
# Default, Ratio values for subcatchment data #
# Used with the calibrate node in the runoff. #
# 1 - width 2 - area 3 - impervious % #
# 4 - slope 5 - imp "n" 6 - pery "n" #
# 7 - imp ds 8 - pery ds 9 - 1st infil #
#10 - 2nd infil 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
* Hydrographs will be stored for the following 18 INLETS
PASWC NC3 NC2 PA10 PA9 PA8
PA7 PA5 PA6 PA1C PA1B PA1A
PA3 Pond NC1 PA2 PA4 PAll
Appendix B3 B3-3
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
* Quality Simulation not included in this run
************************************************
***************************************************
* Precipitation Interface File Summary
* Number of precipitation station.... 1
***************************************************
Location Station Number
1. 1
* End of time step DO -loop in Runoff
************************************************
Final Date (Mo/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 # Calls Subcatchment # Steps # Calls
PASWC#1 0 0 NC3#1
0 0
NC2#1 0 0 PA10#1
0 0
PA9#1 0 0 PA8#1
0 0
PA7#1 0 0 PA5#1
0 0
PA6#1 0 0 PA1C#1
0 0
PA1B#1 0 0 PA1A#1
0 0
PA3#1 0 0 Pond#1
0 0
NC1#1 0 0 NC1#2
0 0
PA2#1 0 0 PA4#1
0 0
PA11#1 0 0
#########################################################
# Rainfall input summary from Runoff Continuity Check
#
#########################################################
Total rainfall read for gage # 1 is 4.6100
in
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
************************************************************
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.........
5.263080E+05
4.642
-- Total Precipitation + Initial Storage.
5.237961E+05
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 ...............
-0.480
****************************************************
* Table R6. Continuity Check for Channel/Pipes
* You should have zero continuity error *
* if you are not using runoff hydraulics *
Appendix B3 B34
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Inches over
cubic feet
Total Basin
Initial Channel/Pipe Storage ................
0.000000E+00
0.000
Final Channel/Pipe Storage ..................
0,000000E+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
3.568
Initial Storage + Inflow ....................
4.044866E+05
3.568
Final Storage + Outflow .....................
4.044866E+05
3.568
Final Storage + Outflow + Evaporation
Watershed Runoff - Groundwater Inflow
Initial Channel/Pipe Storage
----------------------------------
* Final Storage + Outflow +
Evaporation
Percent Continuity Error ....................
0.000
# Table R9. Summary Statistics for Subcatchments
Note: Total Runoff Depth includes pervious &
impervious
area
Pervious and Impervious
Runoff Depth is only the
runoff from those two areas.
Subcatchment ........... PASWC#1 NC3#1
NC2#1
PA10#1
Area (acres)..
14.31000
2.10000
0.33900
1.54200
Percent Impervious.....
57.80000
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)
1.50677
2.52910
2.46879
0.97675
Total Losses (in) ......
1.04945
1.95778
1.87690
0.71298
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
2.74310
3.90702
Peak Runoff Rate (cfs).
72.19903
10.41664
1.73128
10.57560
Unit Runoff (in/hr) ....
5.04536
4.96031
5.10703
6.85836
Subcatchment ........... PA9ff1
PA8#1
PA7#1
PA5#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/hr) ....
6.85836
6.85836
6.74209
6.74209
Subcatchment ........... PA6#1
PA1C#1
PAlB#1
PAlA#1
Area (acres).. :**** ....
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
Pervious Area
Total Runoff Depth (in)
1.14289
1.55946
1.55946
0.97675
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).
1.76778
1.69255
1.67847
2.25469
Total Impervious Area
Total Runoff Depth (in)
2.66675
1.98477
1.98477
2.93026
Peak Runoff Rate (cfs).
4.12481
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
Appendix B3 B3-5
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Total Runoff Depth (in)
3.80964
3.54424
3.54424
3.90702
Peak Runoff Rate (cfs).
5.89258
3,84671
3.81471
9.01875
Unit Runoff (in/hr) ....
6.74209
6.40052
6.40052
6.85836
Subcatchment ........... PA3#1
Pond#1 NC1#1
NC1#2
Area (acres)...........
1.31900
0.64900
0.78200
0.31400
Percent Impervious.....
75.00000
15.00000
19.00000
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 (cfs).
6.78464
0.51142
0.79789
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)
3.90702
2.82517
2.89167
2.58249
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
1.71685
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).
0.97707
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).
0.00000
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
####ff######4##############ft######*#####################
# Entry made to the HYDRAULIC Layer(Block)
of SWMM #
# Last Updated October,2000
by XP Software
#
Waterwood Condominiums - owner: Jim Stewart
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.
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
Table El - Basic Conduit Data
Table E2 - Conduit Factor Data
Table E3a - Junction Data
I Table E3b - Junction Data
I Table E4 - Conduit Connectivity Data
Table E4a - Dry Weather Flow Data
Table E4b - Real Time Control Data
Table E5 - Junction Time Step Limitat.l.on Summary
Table E5a - Conduit Explicit Condition Summary
Table E6 - Final Model Condition
Table E7 - Iteration Summary
Table E8 - Junction Time Step Limitat:jon Summary
Table E9 - Junction Summary StatistJilics
Table E10 - Conduit Summary Statist:jcs
Table Ell - Area assumptions used in t]'e analysis
Table E12 - Mean conduit information
I Table E13 - Channel losses(H) and culvert info
I Table E13a - Culvert Analysis Classification
Table E14 - Natural Channel Overbank Flow Information
Table E15 - Spreadsheet Info List
Table E15a - Spreadsheet Reach List
Table E16 - New Conduit Output Section
Table E17 - Pump Operation
Table E18 - Junction Continuity Error
I Table E19 - Junction Inflow Sources
I Table E20 - Junction Flooding and Volume List
Appendix B3 B3-6
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
I Table E21 - Continuity balance at simulation end
I Table E22 - Model Judgement Section
-----------------------------------
Time Control from Hydraulics Job 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 seconds
Simulation length .................. 24.00 hours
Do not 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
QREF.......... 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 of junctions.. 12.57 square feet.
NJSW input hydrograph junctions.... 0
or user defined hydrographs...
I Flap Gate Conduit Information I
I-----------------------------
I Positive Flap Gate - Flow only allowed from the upstream I
i to the downstream junction
I Negative Flap Gate - Flow only allowed from the I
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
Cross -Section ID (from X1 card) 1.0 Channel sequence number
1
Length 40.0 ft Maximum Elevation
274.00
ft.
Maximum depth
; 1.1.20
ft.
Manning N 0.060 to Station 973.0 Maximum Section Area
1207.40
ft^2
"If0.040 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
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
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
"it0.040 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
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
it " 0.040 in main Channel Maximum hydraulic radius
1.15
ft.
if 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
Appendix B3 B3-8
WATERWOOD CONDOMINIUMS
PROPOSED
25 YEAR XP-SWMM ANALYSIS
Natural
Cross -Section information for Channel
1+14
Cross -Section
ID (from Xl 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
ft If
0.040 in main Channel
Maximum hydraulic radius
2.85
ft.
if
0.060 Beyond station
1018.0
Max topflidth
184.00
ft.
Maximum Wetted Perimeter
1.85E+02
ft
Max left bank area
202.00
ft"2
Max right bank area
53.00
ftA 2
Max center channel area
274.20
ftA2
Natural
Cross -Section information for Channel
S5
Cross -Section
ID (from Xl card)
5.0 Channel sequence number
5
Length
235.0 ft
Maximum Elevation
279.42
ft.
Maximum depth
0.50
ft.
Manning N
0.015 to Station
0.0
Maximum Section Area
9.04
ft"2
If it•0.015
in main Channel
Maximum hydraulic radius
0.'43
ft.
it
0.015 Beyond station
40.1
Max topwidth
210.18
ft.
Maximum Wetted Perimeter
2.09E+01
ft
Max left bank area
0.00
ft"2
Max right bank area
0.00
ftA2
Max center channel area
9.04
ftA 2
Natural
Cross -Section information for Channel
S4
Cross -Section ID (from Xl 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
ftA2
11 11
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
ft
Max left bank area
0.00
ftA 2
Max right bank area
0.00
ftA 2
Max center channel, area
13.03
ft"2
Natural
Cross -Section information for Channel
S3
Cross -Section ID (from X1 card)
7.0 Channel sequence number
7
Length
85.0 ft
Maximum Elevation
277.08
ft.
Maximum depth
0.50
ft.
Manning N
0.015 to Station
0.0
Maximum Section Area
14.99
ftA 2
if it
0.015 in main Channel
Maximum hydraulic radius
0.37
ft.
0.015 Beyond station
40.1
Max topwidth
-40.03
ft.
Maximum Wetted Perimeter
4.04E+01
ft
Max left bank area
0.00
ftA 2
Max right bank area
0.00
ftA 2
Max center channel area
14.99
ftA 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
if it
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
ftA2
Max right bank area
12.00
ftA 2
Max center channel area
60.00
ft"2
Table
El - Conduit Data
-------------------------
Trapezoid
Inp Conduit
Length Conduit
Area
Manning Max Width
Depth
Side
Num
---- ----------------
Name (ft) Class
---------- ----------
(ftA 2)
-------
Coef. (ft)
(ft)
Slopes
1
0+40 40.0000 Natural
1207.4000
------- ---------
0.0400 351.0000
11.2000
-------
2
Pi 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
8OUT 55.0000 Circular
0.7854
0.0100 1.0000
1.0000
10
90UT 55.0000 Circular
0.7854
0.0100 1.0000
1.0000
11
10OUT 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
13
S1 120.0000 Trapezoid
10.0000
0.0140 20.0000
0.5000
0.0000
14
S5 235.0000 Natural
9.0410
0.0150 20.1800
0,5000
15
S4 230.0000 Natural
13.0273
0.0150 30.1550
0.5000
Appendix B3
0.0000
0.0000
B3-9
WATERWOOD CONDOMINIUMS
PROPOSED 25
YEAR XP-SWMM ANALYSIS
16
12 115.0000 Circular
3.1416
0.0140
2.0000
2.0000
17
23 230.0000 Circular
2.4053
0.0140
1.7500
1.75CO
18
34 235.0000 Circular
1.7671
0.0140
1.5000
1.5000
19
S3 85.0000 Natural
14.9885
0.0150
40.0300
0.5000
20
OS12 302.0000 Circular
7.0686
0.0140
3.0000
3.00CO
21
OS34 14.0000 Circular
9.6211
0.0140
3.5000
3.5000
22
OS45 348.0000 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
27
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
60UT.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
50UT.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
overflow8 20.0000 Trapezoid
12.5000
0.0140
25.0000
0.5000
0.0000
0.0000
36
overflow9 20.0000 Trapezoid
12.5000
0.0140
25.0000
0.5000
0.0000
0.0000
37
overflowlO 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
PipeKT2 270.0000 Circular
12.5664
0.0140
4.0000
4.0000
40
StreetKT2 270.0000 Trapezoid
3.6250
0.0140
1.0000
0.5000
25.0000
0.0000
41
PipeKT3 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
PipeKTl 480.0000 Circular
12.5664
0.0140
4.0000
4.0000
44
StreetKT1 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
Time
Low Flow
Depth at
Conduit Number Entrance Exit
Exp/Contc
Weighting
Roughness
Which
Flow
---------------
Name of Barrels Loss Coef Loss Coef
----------------------------
Coefficnt
Parameter
Factor n
Changes
Routing
P2 1.0000 0.1250 0.1250
---------
0.2000
---------
0.8500
-------------------
1.0000
0.0003
-------
Standard -
Dynamic Wave
61 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0003
Standard -
Dynamic Wave
70UT 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0000
Standard -
Dynamic Wave
8OUT 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0003
Standard -
Dynamic Wave
90UT 1.0000 0.1250 0.1250
0.2000
0.8500
1.0000
0.0003
Standard -
Dynamic Wave
10OUT 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
OS45 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
30UT.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
PipeKT3 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
Table E3a - Junction Data
Inp
Junction
Ground
Crown
Invert
Qinst
Initial
Interface
Num.
------------------
Name
Elevation
Elevation
Elevation
cfs
Depth-ft
Flow (%)
1
D/S CULV
---------
274.2000
---------
274.2000
---------
263.0000
--------
0.0000
--------
0.0000
---------
100.0000
2
U/S CULV
274.0000
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
Pond
274.5000
274.5000
269.0000
0.0000
0.0000
100.0000
5
NC2
275.0000
275.0000
269.0000
0.0000
0.0000
100.0000
6
PA3
275.3500
275.3500
270.1500
0.0000
0.0000
100.0000
7
I1
275.0500
275.0500
269.1400
0.0000
0.0000
100.0000
8
NC1
274.5000
274.5000
265.8000
0.0000
0.0000
100.0000
9
NC3
276.0000
276.0000
270.0000
0.0000
0.0000
100.0000
10
PA1A
276.0000
276.0000
269.2600
0.0000
0.0000
100.0000
11
PA6
276.5500
276.5500
269.4500
0.0000
0.0000
100.0000
12
PA5
276.1700
276.1700
271.3300
0.0000
0.0000
100.0000
13
Jl
276.9000
272.8500
270.3500
0.0000
0.0000
100.0000
14
PA7
278.3800
278.3800
272.8800
0.0000
0.0000
100.0000
15
J2
277.3500
273.5000
271,5000
0.0000
0.0000
100.0000
16
PA8
277.2500
277.2500
272.7800
0.0000
0.0000
100.0000
17
J3
278.5200
274.6500
272.9000
0.0000
0.0000
100.0000
18
PA9
278.3900
278.3900
273.9300
0.0000
0.0000
100.0000
19
J4
279.4200
275.8300
274.3300
0.0000
0.0000
100.0000
20
PA10
279.5600
279.5600
275.1000
0.0000
0.0000
100.0000
21
PA1C
279.5200
279.5200
278.9200
0.0000
0.0000
100.0000
22
PAlB
278.3300
278,3300
277.7300
0.0000
0.0000
100.0000
23
J2S
277.1800
277.1800
276.5800
0.0000
0.0000
100.0000
24
J1S
276.9000
276.9000
276.2000
0.0000
0.0000
100.0000
25
WP7
274.5000
274.5000
266.0100
11.6700
0.0000
100.0000
26
WP6
274.5000
274.5000
267.3600
0.0000
0.0000
100.0000
Appendix B3 B3-10
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
27
WP1
282.0000 279.5500 276.5500
31.3000 0.0000
100.0000
28
WP3
278.0000 275.7200 272.2200
15.5600 0.0000
100.0000
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
PA11
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
X
y
Num.
Name
-
Coord.
----------------------
Coord.
Type of Manhole
-------------------
Type of
Inlet
1
D/S CULV
31.2665
398.1535
No Ponding
---------------
Normal
Inlet
2
U/S CULV
31.3713
403.4715
No Ponding
Normal
Inlet
3
Outfall
30.2189
394.9844
No Ponding
Normal
Inlet
4
Pond
34.6643
409.7850
Sealed Manhole
Normal
Inlet
5
NC2
29.0856
409.2774
No Ponding
Normal
Inlet
6
PA3
42.9920
406.2595
Sealed.Manhole
Normal
Inlet
7
I1
37.6030
408.3731
No Ponding
Normal
Inlet
8
NC1
31.0751
406.5374
Flooded Ponding
Normal
Inlet
9
NC3
29.0199
412.9268
No Ponding
Normal
Inlet
10
PA1A
37.7259
413.4204
No Ponding
Normal
Inlet
11
PA6
37.8679
417.3895
Flooded Ponding
Normal
Inlet
12
PA5
32.5244
417.3849
Flooded Ponding
Normal
Inlet
13
J1
43.7848
417.4229
Sealed Manhole
Normal
Inlet
14
PA7
43.8373
421.9669
Flooded Ponding
Normal
Inlet
15
J2
48.9458
417.4536
Sealed Manhole
Normal
Inlet
16
PA8
48.9419
422.0419
Flooded Ponding
Normal
Inlet
17
J3
57.2047
417.4536
Sealed Manhole
Normal
Inlet
18
PA9
57.1408
422.0420
Flooded Ponding
Normal
Inlet
19
J4
64.6846
417.5143
Sealed Manhole
Normal
Inlet
20
PA10
64.6517
421.8616
Flooded Ponding
Normal
Inlet
21
PA1C
61.8455
415.9680
Flooded Ponding
Normal
Inlet
22
PA1B
54.1493
415.9833
Flooded Ponding
Normal
Inlet
23
J2S
45.5719
415.9833
Flooded Ponding
Normal
Inlet
24
J1S
40.7092
416.0007
Flooded Ponding
Normal
Inlet
25
WP7
45.4248
403.4502
No Ponding
Normal
Inlet
26
WP6
55.6075
403.3770
No Ponding
Normal
Inlet
27
WP1
70.9313
429.9543
No Ponding
Normal
Inlet
28
WP3
70.9289
415.3945
Sealed Manhole
Normal
I:zlet
29
WP4
72.9541
413.2982
Sealed Manhole
Normal
Inlet
30
WP5
72.9566
403.4345
No Ponding
Normal
Inlet
31
WP2
70.9313
423.5366
Sealed Manhole
Normal
Inlet
32
PA11
66.3787
423.5436
No Ponding
Normal
Inlet
33
PASWC
29.0457
426.3985
Flooded Ponding
Normal
Inlet
I
--------------------------
------------
Conduit Connectivity
I
Table E4 -
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
P1
I1
Pond 269.1400
269.0000 No
Design
3
2+41
NC3
NC2 270.0000
269.0000 No
Design
4
1+38
NC2
NC1 269.0000
265.8000 No
Design
5
1+14
NCl
U/S
CULV 265.8000
264.0000 No
Design
6
P2
PA1A
Pond 269.2600
269.0000 No
Design
7
61
J1
PA6 270.3500
269.9500 No
Design
8
70UT
PA7
11 272.8800
271.8500 No
Design
9
80UT
PA8
J2 272.7800
272.5000 No
Design
10
90UT
PA9
J3 273.9300
273.6500 No
Design
11
10OUT
PA10
J4 275.1000
274.8300 No
Design
12
S2
J1S
PAIA 276.2000
275.5000 No
Design
13
S1
PA1A
I1 275.5000
274.5500 No
Design
14
S5
PA1C
PA1B 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
17
23
J3
J2 272.9000
271.7500 No
Design
18
34
J4
J3 274.3300
273.1500 No
Design
19
S3
J2S
J1S 276.5800
276.2000 No
Design
20
OS12
WP1
WP2 276.5500
274.1000 No
Design
21
OS34
WP3
WP4 272.2200
272.1200 No
Design
22
OS45
WP4
WP5 272.0000
269.5100 No
Design
23
OS23
WP2
WP3 274.0000
272.5900 No
Design
24
11OUT
PA11
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
NC1 274.0000
274.0000 No
Design
29
30UT.1
PA3
I1 270.1500
269.6400 No
Design
30
overflow3
PA3
I1 274.8500
274.5500 No
Design
31
60UT.1
PA6
PA1A 269.4500
269.2600 No
Design
32
overflow6
PA6
PA1A 276.0500
275.5000 No
Design
33
50UT.1
PA5
PA6 271.3300
270.9500 No
Design
34
overflow5
PA5
PA6 275.6700
274.5800 No
Design
35
overflow6
PA8
J2S 276.7500
276.5800 No
Design
36
overflow9
PA9
PA1B 277.8900
277.7300 No
Design
37
overflow10
PA10
PA1C 279.0600
278.9200 No
Design
Maximum Capacity
----------------
Appendix B3 B3-11
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
38 overflow? PA7 J1S 277.8800 276.2000 No Design
39 PipeKT2 WP6 WP7 267.3600 286.0100 No Design
40 StreetKT2 WP6 WP7 274.0000 274.0000 No Design
41 PipeKT3 WP5 WP6 269.2600 267.8600 No Design
42 StreetKT3 WP5 WP6 274.0000 274.0000 No Design
43 PipeKT1 WP7 U/S CULV 266.0100 263.6100 No Design
44 StreetKT1 WP7 U/S CULV 274.0000 271.0000 No Design
I Storage Junction 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 62084.2613 274.5000 Node Invert
PA3 Stage/Area 16335.0000 4002.4733 275.3500 Node Invert
PA6 Stage/Area 4007.5200 931.3687 276.5500 Node Invert
PAS Stage/Area 6751.8000 2365.0934 276.1700 Node Invert:
PA7 Stage/Area 2831.4000 705.2796 278.3800 Node Invert
PA8 Stage/Area 12240.3600 3178.1285 277.2500 Node Invert
PA9 Stage/Area 11369.1600 2636.4962 278.3900 Node Invert
PA10 Stage/Area 10759.3200 2782.4779 279.5600 Node Invert
-------------------
Variable storage data for node (Pond
Data Elevation Depth Area Volume
Point ft ft ft^2 ft^3
1 269.0000 0.0000 3267.0000 0.0000
2 269.5000 0.5000 4138.2000 1847.0145
3 270.0000 1.0000 5183.6400 4172.5738
4 270.5000 1.5000 6229.0800 7021.7552
5 271.0000 2.0000 7405.2000 10426.0900
6 271.5000 2.5000 8537.7600 14408.4735
7 272.0000 3.0000 9888.1200 19010.8145
8 272.5000 3.5000 11238.4800 24288.8645
9 273.0000 4.0000 12893.7600 30317.1881
10 273.5000 4.5000 14549.0400 37173.7243
11 274.0000 5.0000 16291.4400 44879.7393
12 274.5000 5.5000 17336.8800 53285.4648
13 275.0000 6.0000 17859.6000 62084.2613
Variable storage data for node IPA3
Data Elevation Depth Area Volume
Point ft ft ft^2 ft^3
1 270.1500 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 177.4876
6 274.6000 4.4500 2308.6800 267.8993
7 274.6500 4.5000 4007.5200 423.8647
8 274.7000 4.5500 5837.0400 668.5496
9 274.7500 4.6000 7753.6800 1007.1857
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 data for node (PA6
Data Elevation Depth Area Volume
Point ft ft ft^2 ft^3
1 269.4500 0.0000 8.7120 0.0000
2 274.1300 4.6800 8.7120 40.7722
3 274.1800 4.7300 87.1200 42.8285
4 274.2300 4.7800 174.2400 49.2380
5 274.2800 4.8300 261.3600 60.0546
6 274.3300 4.8800 435.6000 77.2942
7 274.3800 4.9300 609.8400 103.3083
8 274.4300 4.9800 871.2000 140.1406
9 274.4800 5.0300 1132.5600 190.0920
10 274.5300 5.0800 1524.6000 256.2787
11 274,6300 5.1800 2439.3600 452.6934
12 274.7800 5.3300 4007.5200 931.3687
Variable storage data for node (PA5
Data Elevation Depth Area Volume
Point ft ft ft^2 ft^3
1 271.3300 0.0000 8.7120 0.0000
2 274.8800 3.5500 8.7120 30.9276
3 274.9300 3.6000 87.1200 32.9840
4 274.9800 3.6500 261.3600 41.3069
5 275.0300 3.7000 479.1600 59.5470
Appendix B3 B3-12
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
6
275.0800
3.7500
784.0800
90.8167
7
275.1300
3.8000
1176.1200
139.4916
8
275.1800
3.8500
1568.1600
207.8641
9
275.2300
3.9000
1916.6400
294.8385
10
275.2800
3.9500
2308.6800
400.3196
11
275.3300
4.0000
2744.2800
526.4869
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
-------------------------
Variable storage
data for
node IPA7
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
272.8800
0.0000
8.7120
0.0000
2
277.4300
4.5500
8.7120
39.6396
3
277.4800
4.6000
130.6800
42.5252
4
277.5300
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
277.6800
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
277.8800
5.0000
2178.0000
453.9006
12
277.9300
5.0500
2526.4800
571.4049
13
277.9800
5.1000
2831.4000
705.2796
I Variable storage
data for
node IPA8
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
272.7800
0.0000
8.7120
0.0000
2
276.2500
3.4700
8.7120
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
7
276.5000
3.7200
2178.0000
197.0339
8
276.5500
3.7700
3310.5600
333.2636
9
276.6000
3.8200
5009.4000
539.8018
10
276.6500
3.8700
6403.3200
824.4078
11
276.7000
3.9200
7710.1200
1176.7385
12
276.7500
3.9700
8973.3600
1593.4264
13
276.9000
4.1200
12240.3600
3178.1285
I Variable storage
data for
node (PA9
Data
----------------------
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
273.9300
0.0000
8.7120
0.0000
2
277.3900
3.4600
8.7120
30.1435
3
277.4400
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
277.8400
3.9100
7797.2400
1196.1473
12
277.8900
3.9600
9060.4800
1617.1953
13
277.9900
4.0600
11369.1600
2636.4962
I Variable
storage
data for node IPA10
Data
Elevation
Depth
Area
Volume
Point
ft
ft
ft^2
ft^3
1
275.1000
0.0000
8.7120
0.0000
2
278.5600
3.4600
8.7120
30.1435
3
278.6100
3.5100
43.5600
31.3394
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
7
278.8100
3.7100
2134.4400
186.8803
8
278.8600
3.7600
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:
Waterwood Condominiums - Owner:
Jim Stewart
Appendix B3 B3-13
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM
ANALYSIS
Title from immediately preceding computational layer
Waterwood Condominiums - Owner: Jim Stewart
Name of preceding layer: ................ Runoff Layer
Initial Julian date (IDATEZ)...................... 1001
Initial time of day in seconds (TZERO)............ 0.0
No. Transfered input locations .................... 18
No. Transfered pollutants ......................... 0
Size of total catchment area (acres) .............. 31.23
#################################################
# Element numbers of interface inlet locations: #
#################################################
PASWC NC3 NC2 PA10
PA9
PA8
PA7
PA5 PA6 PA1C PA1B
PAlA
PA3
Pond
NC1 PA2 PA4 PAll
I 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...... 1.027
Average time step size(seconds)................ 2.001
Smallest time step size(seconds)................ 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 Tf....................... 1.891
Number of times omega reduced................... 1576
----------------------------------------------
Table E8 - Junction Time Step Limitation Summary
Not Convr = Number of times this junction did not
I converge during the simulation.
Avg Convr = Average junction iterations.
Conv err = Mean convergence error.
I Omega Cng = Change of omega during iterations
I Max Itern = Maximum number of iterations
Junction Not Convr Avg Convr Total Itt Omega Cng Max
-----------------------------------------
Itern
Itern >10
Ittrn >25
Ittrn >40
-----------------
D/S CULV 0 1.13 48612 14
9
---------
0
---------
0
---------
0
U/S CULV 0 1.17 50488 20
36
2
1
0
Outfall 0 1.63 70285 0
9
0
0
0
Pond 0 1.43 61564 5
10
1
0
0
NC2 0 1.42 61305 7
7
0
3
0
PA3 0 1.18 51138 0
6
0
0
0
I1 1 1.37 59121 0
501
2
1
1
NCl 0 1.47 63333 0
6
0
0
0
NC3 0 1.34 57728 0
6
0
0
0
PA1A 0 1.44 62314 732
10
1
0
0
PA6 0 1.45 62431 590
10
1
0
0
PA5 0 1.20 51911 0
7
0
0
0
Jl 0 1.33 57610 10
73
2
2
2
PA7 0 1.13 48967 0
8
0
0
0
J2 0 1.34 57687 26
10
1
0
0
PA8 0 1.20 51772 8
36
9
2
0
J3 0 1.29 55658 16
12
2
0
0
PA9 0 1.17 50537 5
47
8
3
1
J4 0 1.24 53475 6
13
5
0
0
PA10 0 1.17 50481 9
29
11
1
0
PA1C 0 1.15 49486 0
13
1
0
0
PA1B 0 1.18 51134 0
19
2
0
0
J2S 0 1.22 52685 0
13
2
0
0
J1S 0 1.27 54863 33
10
3
0
0
WP7 0 1.03 44645 10
14
4
0
0
WP6 0 1.03 44264 11
10
4
0
0
WP1 0 1.01 43583 10
22
7
0
0
WP3 0 1.03 44489 3
344
7
-
1
WP4 0 1.04 44793 24
266
16
2
2
WP5 0 1.10 47559 25
319
27
19
19
WP2 0 1.13 48697 12
306
10
�_
1
PA11 0 1.13 48960 0
5
0
0
0
PASWC 0 1.26 54611 0
5
0
0
0
Total number of iterations for all junctions.. 1756186
Minimum number of possible iterations......... 1425039
Efficiency of the simulation .................. 1.23
Good Efficiency
Appendix B3 B3-14
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
Extran Efficiency is an indicator of the efficiency of
the simulation. Ideal efficiency is one iteration per I
I time step. Altering the underrelaxation parameter, i
lowering the time step, increasing the flow and head
I tolerance are good ways of improving the efficiency, I
I another is lowering the internal time step. The lower the)
I efficiency generally the faster your model will run. I
I If your efficiency is less than 1.5 then you may try I
increasing your time step so that your overall simulation)
I is faster. Ideal efficiency would be around 2.0 I
I I
I Good Efficiency < 1.5 mean iterations I
I Excellent Efficiency < 2.5 and > 1.5 mean iterations I
Good Efficiency < 4.0 and > 2.5 mean iterations I
I Fair Efficiency < 7.5 and > 4.0 mean iterations I
I Poor Efficiency > 7.5 mean iterations I
Table E9 - JUNCTION SUMMARY STATISTICS I
I The Maximum area is only the area of the node, it
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 1.2.5660
U/S CULV 274.0000 271.5000 266.6276 12 19 0.0000 7.3724 3.2.5660
Outfall 274.2000 274.0000 264.8576 12 19 0.0000 9.3424 1.2.5660
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 1-2.5660
PA3 275.3500 275.3500 274.4469 12 12 0.0000 0.9031 207.1157
11 275.0500 275.0500 274.2138 12 30 0.0000 0.8362 1.2.5660
NC1 274.5000 274.5000 267.2498 12 19 0.0000 7.2502 12.5660
NC3 276.0000 276.0000 272.5205 12 19 0.0000 3.4795 3.2.5660
PA1A 276.0000 276.0000 274.6755 12 25 0.0000 1.3245 1.2.5660
PA6 276.5500 276.5500 274.8072 12 25 0.0000 1.7428 4007.5200
PA5 276.1700 276.1700 274.9665 12 21 0.0000 1.2035 214.4199
11 276.9000 272.8500 274.9622 12 24 2.1122 1.9378 12.5660
PA7 278.3800 278.3800 277.1994 12 10 0.0000 1.1806 8.7120
J2 277.3500 273,5000 275.7692 12 24 2.2692 1.5808 1.2.5660
PA8 277.2500 277.2500 276.8757 12 18 0.0000 0.3743 11711.295
J3 278.5200 274.6500 277.0872 12 21 2.4372 1.4328 12.5660
PA9 278.3900 278.3900 277.9780 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
PAlC 279.5200 279,4200 279.1252 12 14 0.0000 0.3948 12.5660
PA1B 278.3300 278.2300 277.9732 12 16 0.0000 0.3568 12.5660
J2S 277.1800 277.0800 276.8748 12 18 0.0000 0.3052 12.5660
J1S 276.9000 276.7000 276.3998 12 19 0.0000 0,5002 12.5660
WP7 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 0 2 0.0000 3.6574 12.5660
WP5 275.0000 274.5000 272.1649 12 11 0.0000 2.8351 12.5660
WP2 280.0000 277.1000 276.0668 12 9 0.0000 3.9332 12.5660
PAll 279.0000 277.1500 277.8315 12 9 0.6815 1.1685 12.5660
PASWC 280.0000 280.0000 277.2753 12 18 0.0000 2.7247 12.5660
I Table E10 - CONDUIT SUMMARY STATISTICS I
I Note: The peak flow may be less than the design flow I
I and the conduit may still surcharge because of the I
I downstream boundary conditions.
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 Dwnstrm
Name (cfs) (ft/s) (in) (cfs) Hr. Min. (ft/s) Hr. Min. Flow (ft) (ft)
------------------------------------------------------------------------------------------------
0+40 7171.957 5.9400 134.4000 191.0539 12 19 5.6921 12 19 0.0266 265.5532 264.8576
P1 7.1758 4.0607 18.0000 8.8666 12 9 4.9698 12 9 1.2356 274.2138 274.1599
2+41 3114.728 5.3518 72.0000 78.9337 12 19 2.7362 12 19 0.0253 272.5205 270.6800
1+38 2108.498 7.1840 60.0000 80.0792 12 19 4,4107 12 19 0.0380 270.6800 267.2498
1+14 9688.877 18.3085 86.4000 113.8949 12 19 3.3059 12 20 0.0118 267.2498 266.6276
P2 30.8193 4,3600 36.0000 50.0229 12 9 7.0346 12 10 1.6231 274.6754 274.1599
61 38.6713 7.8781 30.0000 22.7520 12 5 4.9378 11 43 0.5883 274.9622 274.8072
70UT 3.4560 4.4003 12.0000 5.2997 12 9 6.6479 12 9 1.5335 277.1994 274.9622
80UT 3.3047 4.2077 12.0000 7,4806 12 3 9.4257 12 3 2.2636 276,8757 275.7692
90UT 3.3047 4.2077 12.0000 6.6440 12 42 8.3540 12 42 2.0105 277.9780 277.0872
10OUT 3.2452 4.1319 12.0000 6.2983 12 2 7.9233 12 2 1.9408 279.1481 278.0822
S2 55.5604 5.5560 6.0000 12.2691 12 20 3.0722 12 20 0.2208 276.3998 275.6997
S1 57.5903 5.7590 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.2138 274.2138
S5 36.4346 4.0299 6.0000 6.2692 12 14 1.8305 12 13 0.1721 279.1252 277.9732
S4 51.5100 3.9540 6.0000 11.6375 12 16 2.0464 12 14 0.2259 277.9732 276.8748
12 15.7929 5.0270 24.0000 19.2199 12 3 6.1842 12 2 1.2170 275.7692 274.9622
23 10.4038 4.3254 21.0000 12.3499 12 2 5.0139 12 2 1.1871 277.0873 275.7692
34 6.9118 3.9113 18.0000 6.0085 12 2 3.6453 11 55 0.8693 278.0822 277.0872
Appendix B3 B3-15
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
S3 51.2406 3.4187 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 274.8573 274.4018
OS45 79.0252 8.2137 42.0000 57.1388 12 10 8.1016 0 3 0.7230 274.3426 272.1649
OS23 50.7494 7.1796 36.0000 37.6789 12 10 6.9343 12 10 0.7424 276.0668 274,8573
110UT 3.2751 4.1699 12.0000 6.3849 12 9 8,1102 12 9 1.9495 277.8315 277,0000
3+89 537.4013 6.3976 48.0000 72.0225 12 18 2.7286 12 18 0.1340 277.2753 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
overflow3 81.4251 6.5140 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.2138 274.2138
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 274.6755 274.6755
50UT.1 7.5292 4..2607 18.0000 8.3564 12 9 4.6968 12 9 1.1099 274.9665 274.8072
overflow5 144.4492 5.7780 6.0000 0.0000 0 0 0.0000 0 0 0.0000 274.8072 274.8072
overflow8 61.2946 4.9036 6.0000 1.7708 12 20-0.4204 12 12 0.0289 276.8757 276,8748
overflow9 59.4645 4.7572 6.0000 2.8079 12 16 0.7182 12 17 0.0472 277.9780 277,9732
overflow10 55.6240 4.4499 6.0000 3.1447 12 14 0.8937 12 14 0.0565 279.1481 279.1252
overflow7 57.8075 4.5339 6.0000 0.0000 0 0 0.0000 0 0 0.0000 276.3998 276.3998
PipeKT2 94.3161 7.5054 48.0000 67.2609 12 12 7.1373 0 3 0.7131 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
PipeKT1 94.3161 7.5054 48.0000 79.1610 12 12 7.8995 12 9 0.8393 269.1827 266.6276
StreetKT1 12.3515 3.4073 6.0000 0.0000 0 0 0.0000 0 0 0.0000 266.6276 266.6276
FREE # 1 Undefnd Undefnd Undefn 191.0539 12 19
Table Ell. Area assumptions used in the analysis)
Subcritical and Critical flow assumptions from I.
Subroutine Head. See Figure 17-1 in the
I 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-m Area(ft^2) (ft^2/s)
-------------------------------------------------------------------------------
0+40 0.1667 1439.8333 0.0000 0.0000 1.5391 33.5649 13.1225
P1 647.7000 792.3000 0.0000 0.0000 0.4557 1.8515 19.4214
2+41 666.5000 773.5000 0.0000 0.0000 0.6081 28.8479 5.7467
1+38 670.7333 769.2667 0.0000 0.0000 0.5426 18.1559 6,9022
1+14 662.4333 777.5667 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 0.7570 5.1313 18.3764
70UT 650.8333 66.6000 0.0000 722.5667 0.3026 0.8087 22.7907
80UT 643.5667 60.0000 0.0000 736.4333 0.3004 0.8070 25.8059
90UT 643.5667 47.6333 0.0000 748.8000 0.3026 0.8192 24.8073
100UT 643.5667 41.7000 0.0000 754.7333 0.3036 0.8233 24.2220
S2 683.1667 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
S5 666.8000 773.2000 0.0000 0.0000 0.1690 3.4392 0.4075
S4 666.8000 773.2000 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 16.8888
34 646.9000 67.9000 0.0000 725.2000 0.4529 1.8525 11.2849
S3 672.9333 767.0667 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 1437.8333 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 635.9667 0.0000 0.0000 804.0333 0.3023 0.7873 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 19.6667 0.1260 2.5556 0.1459
30UT.1 643.6667 102.6333 0.0000 693.7000 0.2884 0.8077 21.5291
overflow3 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 11.7791
overflow6 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
50UT.1 650.5667 79.5667 0.0000 709.8667 0.4548 1.8525 15.5479
overflow5 1440.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
overflow8 1408.1000 18.0000 13.9000 0.0000 0.1980 5.0446 0.0739
overflow9 1413,8000 19.3667 6.8333 0.0000 0.1554 3.9469 0.1179
overflowl0 1416.3000 18.4667 5.2333 0.0000 0.1389 3.5189 0.310
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
PipeKT1 0.0000 27.3000 0.0000 1412.7000 1.2094 10.2669 23.4082
StreetKT1 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 Froude Hydraulic Cross Conduit
Name (cfs) (ft^3) Change Weightng Number Radius Area Roughness
--------------- -------- -------- -------- -------- ------------------------------
0+40 76.9437 6647936.5 0.0144 0.9999 0.5876 0.9578 19.3633 0.0400
Pi 0.2165 18701.346 0.0009 0.5503 0.1991 0.0477 0.1448 0.0130
Appendix B3 B3-16
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 0.702/1 0.0424
1+14 4.4567 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 0.0875 0.4964 0.0140
61 0.8414 72696.211 0.0023 0.5483 0.6907 0.0616 0.3046 0.0130
70UT 0.1254 10837.846 0.0005 0.5477 0.5771 0.0247 0.0435 0.0100
80UT 0.2480 21430.305 0.0009 0.5530 0.5292 0.0299 0.0516 0.0100
90UT 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 0.0067 0.135E 0.0140
S1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
S5 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 0.1674 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 0.5507 0.4761 0.0464 0.1372 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 2703032.0 0.0026 1.0000 1.0486 0.8026 4.0802 0.0140
OS34 46.9817 4059220.0 0.0040 1.0000 0.8387 1.0114 6.7502 0.0140
OS45 50.8462 4393109.6 0.0039 1.0000 0.9545 0.9972 6.4944 0.0140
OS23 31.4315 2715683.5 0.0029 1.0000 0.8545 0.8580 4.8189 0.0140
110UT 0.1542 13319.393 0.0006 0.5584 0.5416 0.0273 0.0370 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 0.0527 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
60UT.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
overflow8 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
overflow10 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 0.6734 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 1.0478 7.5579 0.0140
StreetKT3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
PipeKT1 72.5078 6264672.3 0.0041 1.0000 0.8456 1.1786 9.4084 0.0140
StreetKT1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0140
FREE # 1 76.9429 6647867.6
Table E14 - Natural Channel Overbank Flow Information
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 2.8946 0.7876 0.2193 77.9250 1.5063 0.4204 26.9212 2.2394
1+38 0.0000 0.0000 4.4104 0.0000 0.0000 80.0742 0.0000 0.0000 18.1559 1.5789
1+14 0.0000 0.0000 3.3051 0.0000 0.0000 113.8931 0.0000 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 1.6992
<------- 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 1121.6 987.43 1007.6 0.0000 1121.6 0.0000 1121.6 987.43 1007.6 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 883.36 975.69 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 70.083 0.0000 70.083 19.956 40.024 0.0000 None
S4 0.0000 134.10 0.0000 134.10 9.9838 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 1007.9 0.0000 872.29 0.0000 872.29 992.10 1007.9 0.0000 None
I Table E15 - SPREADSHEET INFO LIST
I Conduit Flow and Junction Depth Information for use in
spreadsheets. The maximum values in this table are the
true maximum values because they sample every time step.)
The values in the review results may only be the
maximum of a subset of all the time steps in the run.
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+40 191.0539 6647936.477 5.6921 ## D/S CULV 263.000C 265.5532
Pi 8.8666 18701.3464 4.9698 ## U/S CULV 263.5000 266.6276
2+41 78.9337 206090.6442 2.7362 ## Outfall 262.8000 264.8576
1+38 80.0792 209455.4529 4.4107 ## Pond 269.0000 274.1599
1+14 113.8949 385061.4498 3.3059 ## NC2 269.0000 270.6800
P2 50.0229 139695.9524 7.0346 ## PA3 270.1500 274.4469
Appendix B3 B3-17
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS
61
22.7520
72696.2107
4.9378 ##
Il
269.1400
274.2138
70UT
5.2997
10837.8455
6.6479 ##
NCl
265.8000
267.2498
8OUT
7.4806
21430.3053
9.4257 ##
NC3
270.0000
272.5205
90UT
6.6440
20140.6796
8.3540 ##
PAlA
269.2600
274.6755
10OUT
6.2983
20276.3355
7.9233 ##
PA6
269.4500
274.8072
S2
12.2691
19103.6845
3.0722 ##
PA5
271.3300
274.9665
S1
0.0000
0.0000
0.0000 ##
J1
270.3500
274.9622
S5
6.2692
9522.0956
1.8305 ##
PA7
272.8800
277.1994
S4
11.6375
18899.5577
2.0464 ##
J2
271.5000
275.7692
12
19.2199
61656.9851
6.1842 ##
PA8
272.7800
276.8757
23
12.3499
40268.1952
5.0139 ##
J3
272.9000
277.0872
34
6.0085
20244.1247
3.6453 ##
PA9
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 ##
PAlC
278.9200
279.1252
OS45
57.1388
4393109.605
8.1016 ##
PA1B
277.7300
277.9732
OS23
37.6789
2715683.469
6.9343 ##
J2S
276.5800
276.8748
11OUT
6.3849
13319.3934
8.1102 ##
J1S
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 ##
WPl
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 ##
WP5
269.2600
272.1649
60UT.1
18.1255
101955.6115
2.5566 #4
WP2
274.0000
276.0668
overflow6
0.0000
0.0000
0.0000 ##
PAll
276.1500
277.8315
50UT.1
8.3564
17116.9974
4.6968 ##
PASWC
276.0000
277.2753
overflow5
0.0000
0.0000
0.0000 ##
overflow8
1.7708
218.7629
-0.4204 ##
overflow9
2.8079
1656.7956
0.7182 ##
overflowl0
3.1447
1799.2726
0.8937 ##
overflow?
0.0000
0.0000
0.0000 ##
PipeKT2
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 ##
PipeKT1
79.1610
6264672.324
7.8995 ##
StreetKTl
0.0000
0.0000
0.0000 ##
FREE # 1
191.0539
6647867.607 191053,5060
##
I Table E15a
- SPREADSHEET REACH LIST
I Peak flow and
Total Flow listed
by Reach or those
conduits
or diversions having the same
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
NC3
NC2 78.9337
206090.644
NC2
NCl 80.0792
209455.453
NCl
U/S
CULV 113.8949
385061.450
PAlA
Pond 50.0229
139695.952
Jl
PA6 22.7520
72696.2107
PA7
J1 5.2997
10837.8455
PA8
J2 7.4806
21430.3053
PA9
J3 6.6440
20140.6796
PA10
J4 6.2983
20276.3355
J1S
PA1A 12.2691
19103.6845
PAlC
PA1B 6.2692
9522.0956
PAlB
J2S 11.6375
18899.5577
J2
Jl 19.2199
61656.9851
J3
J2 12.3499
40268.1952
J4
J3 6.0085
20244.1247
J2S
J1S 12.4026
19109.7049
WPl
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
NC3 72.0225
185585.948
U/S CULV
D/S CULV 191.0533
6648959.53
Pond
NCl 34.1172
164480.475
PA3
I1 8.9145
18669.9984
PA6
PAlA 36.2509
101955.611
PA5
PA6 8.3564
17116.9974
PA8
J2S 1.7708
218.7629
PA9
PA1B 2.8079
1656.7956
PA10
PAlC 3.1447
1799.2726
WP6
WP7 67.2609
5262838.23
WP5
WP6 67.2311
5264137.71
WP7
U/S CULV 79.1610
6264672.32
Table E19 -
--------------------------
Junction Inflow Sources
Units are either ft^3 or m^3
I
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
Appendix B3 B3-18
WATERWOOD CONDOMINIUMS
PROPOSED%5 YEAR XP-SWMMANALYSIS
� ---------------
Outfall
_____
0.0000
______
0.0000
______
0.0000
_____'
0.0000
______ ____-_
e.so,�+os
0.0000
Pond
0.0000
0.0000
s�o.aao1
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
mol
0.0000
0.0000
11151.9841
0.0000
0.0000
0.0000
/ NCz
0.0000
0.0000
20293.e607
0.0000
0.0000
0.0000
pAlA
0.0000
0.0000
18649.e788
0.0000
0.0000
0.0000
PA6
0.0000
0.0000
12086.4867
0.0000
0.0000
0.0000
PA5
0.0000
0.0000
1718e.3627
0.0000
0.0000
0.0000
PA7
0.0000
0.0000
10924.8564
0.0000
0.0000
0.0000
PA8
0.0000
0.0000
21528.e095
0.0000
0.0000
0.0000
1 PA9
0.0000
0.0000
21628.1e64
0.0000
0.0000
0.0000
PA10
0.0000
0.0000
21869.2875
0.0000
0.0000
0.0000
PAlc
0.0000
0.0000
7732.1816
0.0000
0.0000
0.0000
,Alu
0.0000
0.0000
7667.85oe
0.0000
0.0000
0.0000
WP7
1008288.000
0.0000
0.0000
0.0000
0.0000
0.0000
vP1
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
3360e6.0000
0.0000
0.0000
0.0000
0.0000
0.0000
WP5
873504.0000
0.0000
0.0000
0.0000
0.0000
0.0000
mll
0.0000
0.0000
1331e.5355
0.0000
0.0000
0.0000
PASWC
0.0000
0.0000
185472.307e
0.0000
0.0000
0.0000
/ Table Ezo
Junction Flooding
and Volume Listing.
/
/
The maximum volume is the
total volume
�
/
,n the node including the
volume in the
/
flooded storage
area. This
is the =,
/
/
volume at any
time. The volume
in the
/
flooded storage area is the
total volume/
above the ground °lev=t^"n,
where the
/
/
rz=ued pond
st==m" area
starts.
/
/ The fourth column is instantaneous, the
fifth is the/
/ sum of the flooded volume
over the entire
simulation/
, Units =� �^`^�=
1 `----
f�^o �= "�� �°n�,�^,�
=� �u� ""��"./
^
Out of
°'��°�
,�"=�u �= ov�c°�
Junctiona"="*==o�u
��=u��
�l=ou"u
Maximum
e=ndinn Allowed
Name
Time ,"un`
-----
Time(min)
-----
Volume
Volume
Flood Pond Volume
U--------
mS oULv
0.0000
0.0000
-----
0.0000
----'
sz.oa,s
---------
0.0000
,xa oULv
0.0000
0.0000
0.0000
3e.3020
0.0000
o"tf=zz
0.0000
0.0000
0.0000
ua.oss^
0.0000
Pond
0.0000
0.0000
0.0000 47511.7513
0.0000
moz
0.0000
0.0000
0.0000
21.1106
0.0000
y PA3
0.0000
0.0000
0.0000
107.0573
0.0000
=z
0.0000
0.0000
0.0000
63.7s77
0.0000
mcl
0.0000
0.0000
0.0000
18.2185
0.0000.
mc3
0.0000
0.0000
0.0000
31.672e
0.0000
PA1A
0.0000
0.0000
0.0000
se.o^se
0.0000
PA6
0.0000
0.0000
0.0000
e31.36e7
0.0000
3 PAm
0.0000
0.0000
0.0000
38.3200
0.0000
zz
s7.2000
0.0000
0.0000
57.9574
0.0000
PA7
0.0000
0.0000
0.0000
37.6311
0.0000
uz
52.5333
0.0000
0.0000
53.6469
0.0000
PA8
0.0000
0.0000
0.0000
2889.7333
0.0000
� J3
^z.000
o.0000
o.0000
oo.soo
0.0000
J �9
0.0000
0.0000
0.0000
zaoz
o.0000
z^
^1�3as3
o�0000
o�o000
�noa
PA10
0.0000
0.0000
0.0000
2159.9802
0.0000
,A10
0.0000
0.0000
0.0000
2.5782
0.0000
eAlB
0.0000
0.0000
0.0000
3.0566
0,0000
� J2a
0.0000
0.0000
0.0000
3.7043
0.0000
� zzo
0.0000
0.0000
0.0000
2.5102
0.0000
.WP7
0.0000
0.0000
0.0000
39.e683
0.0000
vee
0.0000
0.0000
0.0000
37.5469
0.0000'
pmz
0.0000
0.0000
0.0000
22.92e8
0.0000
WP3
0.0000
0.0000
0.0000
au.`^oo
0.0000
J 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
1 '
/ Simulation Specific ��==�^==
~
,
~
Number of Input conuuits.......... w Number of Simulated Conduits ......
^,
Number ,f Natural Channels ........
a m��= of Junctions...............
33
Number of Storage �=��" .......
a Number of Weirs ...................
o
U Number of Orifi=es''''''''''''''''
o Number of Pumps...................
o
� Number of Free outfalls...........
1 Number of ride Gate outfalls......
o
/ Average x Change in Junction
or Conduit is defined as:
/
U / Conduit ^ Change -= 100.0
( Q(n~l) Q(n)
) / ofull
/
Junction u Change -° 100.0
( x(n+l) xxw
) / ,full/
The Conduit with
the largest average
change
was..FREE*1
with
0.014percent
The Junction with the largest
average change
was.PAlA
with
0.026 percent
__ AppendixB3 83- Y
WATERWOOD CONDOMINIUMS
PROPOSED 25 YEAR XP-SWMM ANALYSIS rt
The Conduit with the largest sinuosity was ....... 90UT with 5.700
-----------------------------------------------
I Table E21. Continuity balance at the end of the simulation
I Junction Inflow, Outflow or Street Flooding
I Error = Inflow + Initial Volume - Outflow - Final Volume I
Inflow Inflow Average
Junction Volume,ft^3 Inflow, cfs
----------------------------------------
Pond 6655.6846 0.0770
NC2 3375.5609 0.0391
PA3 18706.6007 0.2165
NC1 11151.9782 0.1291
NC3 20293.9498 0.2349
PA1A 18649.8710 0.2159
PA6 12086.4816 0.1399
PA5 17189.3554 0.1990
PA7 10924.8518 0.1264
PA8 21528.9005 0.2492
PA9 21628.1774 0.2503
PA10 21869.2784 0.2531
PA1C 7732.1781 0.0895
PA1B 7667.8505 0.0887
WP7 1.00829E+06 11.6700
WPl 2.70432E+06 31.3000
WP3 1.34438E+06 15.5600
WP4 336096.0000 3.8900
WP5 873504.0000 10.1100
PA11 13319.5300 0.1542
PASWC 185472.2251 2.1467
Outflow Outflow Average
Junction Volume,ft^3 Outflow, cfs
---------------------------------------
Outfall 6.64787E+06 76.9429
I Initial system volume = 6.8570E-02 Cu Ft I
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 Cu ft I
I Volume left in system = 1.7363E+04 Cu ft I
Evaporation = 0.0000E+00 Cu ft I
I Outflow + Final Volume = 6.6652E+06 Cu ft
--------------------------
Total Model Continuity Error
I Error in Continuity, Percent =-0.00578 I
Error in Continuity, ft^3 =-385.408 I
+ Error means a continuity loss, - a gain I
###################################################
# Table E22. Numerical Model judgement section #
###################################################
Your overall error was-0.0058 percent
Worst nodal error was in node WP4 with 0.0125 percent
Of the total inflow this loss was 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
---------------------------------------------------
SWMM Simulation Date and Time Summary
Starting Date... April 9, 2003 Time... 14:41:12: 7 I
Ending Date... April 9, 2003 Time... 14:41:48:78 I
I Elapsed Time... 0.61183 minutes or 36.71000 seconds I
-------------------------------------- -------------
Appendix B3 B3-20