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FOR
M.D.W. CENTRE (Fully Developed)
Commercial Development
1200 University Drive East
College Station, Texas
January 23, 2006
REVISION 1: April 5, 2006
Prepared For:
M.D. Wheeler, Inc.
1919 Whitney
Houston, TX 77006
Prepared By:
Rabon Metcalf Engineering
P.O. Box 9253
College Station, TX 77845
RME No. 197-0268
Water & Sanitary Sewer Report
FOR
M.D.W. CENTRE (Fully Developed)
Commercial Development
1200 University Drive East
College Station, Texas
January 23, 2006
REVISION 1: April 5, 2006
Prepared For:
M.D. Wheeler, Inc.
1919 Whitney
Houston, TX 77006
Prepared By:
Rabon Metcalf Engineering
P.O. Box 9253
College Station, TX 77845
RME No. 197-0268
Water & Sanitary Sewer Report -Revision 1
M.D. W. Centre (Fully Developed)
Commercial Development
1200 University Drive East
College Station, Texas
TABLE OF CONTENTS: PAGE
1.0 General Information ..............................................................•...•.................................................................... 1
1.1 Scope of Report and Proposed Development ........................................................................................... 1
1.2 Site and General Location ........................................................................................................................ 1
1.3 Description of Existing Conditions .......................................................................................................... 1
1.4 Existing Water Distribution System ......................................................................................................... 2
1.5 Existing Sanitary Sewer Collection System ............................................................................................. 2
2.0 Water System Improvements ............•.•...........................•.......................................................•.....•................ 3
2.1 Proposed Water System Configuration ................................................................................................... .3
2.2 Domestic Water Supply Requirements .................................................................................................... .3
2.3 Fire Flow Requirements ........................................................................................................................... 3
2.4 Hydraulic Modeling Methodology .......................................................................................................... .4
2.5 Modeling Results & Conclusions ............................................................................................................. 4
3.0 Sanitary Sewer Improvements ...•.........................•..•............................•.......................................•................. S
3.1 Proposed Sanitary Sewer Configuration ................................................................................................... 5
3.2 Sanitary Sewer Flow Calculations ............................................................................................................ 6
3.3 Hydraulic Modeling Methodology ........................................................................................................... 6
3.4 Modeling Results & Conclusions ............................................................................................................. 6
ATTACHMENTS:
Vicinity Map
Existing Water & Sewer System Schematic Map (Sheet Cl.O)
Flow Test Report
Water Line "WI" -Plan/Profile (Sheet C2. l)
2000 International Fire Code -Appendix B & C
KYPIPE Hydraulic Analysis Data
Sanitary Sewer Line "S 1" -Plan/Profile (Sheet C2. l)
WINSTORM Hydraulic Analysis Data
197-0268 Water-Sewer Report-Rev I Page -i
Water & Sanitary Sewer Report -Revision 1
M.D. W. Centre (Fully Developed)
Commercial Development
1200 University Drive East
College Station, Texas
1.0 GENERAL INFORMATION
I.I Scope of Report and Proposed Development:
1bis report addresses the water and sanitary sewer improvements for the M.D.W. Centre
at fully developed conditions. The M.D.W. Centre will consist of a 7,088 square-foot
restaurant facility with associated improvements wholly contained in Phase One.
Projected future phases of this development is anticipated to consist of a 24,750 square-
foot office facility and 40,000 square-foot hotel building with associated improvements.
Associated improvements include, but are not limited to, parking areas, drives, sidewalks,
landscaping, private utilities, etc ...
The proposed development and correlating water and sanitary sewer improvements are
designed and analyzed in accordance with the criteria outlined in the "B/CS Unified
Technical Specifications and Design Guidelines" (UTSDS) manual of the City of College
Station (CoCS).
1.2 Site and General Location:
The proposed development, M.D.W. Centre, is wholly contained on Lot I, Block I of the
Wheeler Subdivision, Phase Two being a 6.07 acre tract. The property is bounded by
University Drive (F.M. No. 60) to the north and Lincoln Avenue along its west and south.
Adjacent developments to the west and northwest consist of the Lincoln Place Garten
Homes, the Lincoln Place Apartments and the Amerisuites Hotel. Access to the tract can
be accomplished from the north by means of a private access drive, taking access to
University Drive and covered by a private joint access easement, and along its east and
south boundaries by Lincoln A venue.
A Vicinity Map, for this project site, is provided and is located in the "Attachment"
portion of this manual. 1bis map is being provided as an aid in locating the site.
Drawings describing the work and its specific locations are contained in the
Construction Drawings prepared by Rabon Metcalf Engineering, College Station, Brazos
County, TX. These Construction Drawings are included as part of this Drainage Report
by reference.
1.3 Description of Existing Conditions:
The existing 6.07-acre tract is a moderately well sloping (approximately 6%)
undeveloped site. The subject property is split by an unnamed tributary of Burton Creek
that traverses from west to east. Land-cover generally consists of open grassy areas on
the high overbanks and thick brush, weeds, and trees along the creek banks. Elevations
197-0268 Water-Sewer Report-Rev I Page-I
M.D.W. Centre-Commercial Development
Water & Sanitary Sewer Report -Revision I
Rabon Metcalf Engineering
April 5, 2006
on this site range from approximately 279' Mean Sea Level (MSL) to approximately
303 ' MSL.
1.4 Existing Water Distribution System:
The project site is moderately well served by existing water lines. An Existing Water &
Sewer System Schematic Map is contained in the "Attachment" section and is
summarized as follows:
1. A 16" D.l.P. water line traverses along Lincoln Avenue which is adjacent to this site.
Except for a small portion, near the southernmost comer of the site, the line is
located on the east side of Lincoln A venue, opposite of the project. This water line
is wholly contained within the right-of-way of Lincoln Avenue;
2. At the intersection of Lincoln Avenue and University Drive a 12" water line crosses
under Lincoln Avenue, from east to west, to the project site. This 12" water line was
recently extended to Lot lR, Block 1 of the Wheeler Subdivision, Phase Two for the
Amerisuites Hotel development. At the northeast comer of this development the 12"
water line terminates and extends to the south as an 8" water line to the properties
southeast comer. The 12" and 8" water lines are located in a 20' Utility Easement
(Volume 2333, Page 250);
Flow tests were obtained from the CoCS Public Utility Department from fire hydrant C-
060. This flow test was conducted on November 2, 2005 and the Flow Test Report is
provided in the "Attachment" section of this report. The flow data is summarized below
in Table #1-Flow Test Data.
TABLE #1
FLOW TEST DATA
Flow Pt lot Static Fire Static Residual
Hydrant Reading Flow Hydrant Pressure Pressure
No. Location (psi) (wm) No. (psi) (psi)
C-060 Lincoln A venue 85 1550 C-061 96 96
1.5 Existing Sanitary Sewer Collection System:
The project site is moderately well served by existing sanitary sewer collection lines. An
Existing Water & Sewer System Schematic Map is contained in the "Attachment"
section as is also summarized as follows:
1. A 12" sanitary sewer line, running west to east, exists north of the common property
line between the subject property and the Amerisuite Hotel development, being Lot
lR, Block 1 of the Wheeler Subdivision, Phase Two. From the southeast comer, of
the Amerisuite Hotel development, the line traverses to the northeast across the
subject project site. The sewer line then turns north and crosses under University
Drive. The existing sewer line is located within a 20' Sanitary Sewer Easement
(Volume 399, Page 590);
2. The terminus of a 6" sanitary sewer line is located near the southwest comer of the
project site. This line drains to the southwest and serves Two Lincoln Place
Townhomes. The sewer line is located within a 20' Utility Easement (Volume 2251 ,
Page 329).
197-0268 Water-Sewer Report-Rev I Page-2
M.D.W. Centre-Commercial Development
Water & Sanitary Sewer Report -Revision 1
2.0 WATER SYSTEM IMPROVEMENTS
2.1 Proposed Water System Configuration:
Rabon Metcalf Engineering
April5,2006
Due to proximity and other existing features (creek, utilities, etc ... ) the existing 16" DIP
that transverses along Lincoln A venue, opposite of the project site, was determined to be
the most feasible location to provide domestic water, irrigation and fire flow projection.
For these water uses, a combination of an 8" and 6" water line will be installed starting at
the southwest comer of the intersection of University Drive and Lincoln A venue. A 8"
water line will extend, from the existing 16" DIP, along the west right-of-way line of
Lincoln A venue to the approximate middle point of the properties frontage with Lincoln
A venue. The proposed water line will then reduce in size to a 6" and extend
approximately 184 feet into the property. A fire hydrant will be installed at this reduction
point approximately 3' behind the curb and adjacent to the firelane for fire coverage. The
6" water line will terminate near the southwest comer of the proposed restaurant with a
back-flow preventor system and vault. The Fire Department Connection (FDC) will be a
remote, free-standing system that will extend from the restaurant's mechanical closet to
the adjacent firelane. This FDC is approximately 171 feet from the proposed fire hydrant
and has an unobstructed path to the firelane.
As mentioned earlier this new water line will provide fire protection and domestic water
as well as landscape irrigation water service. The Water Line "Wl" -Plan/Profile
construction drawings are included in the "Attachment" portion of this report and more
fully details the proposed water system improvements.
The proposed water lines, and appurtenances, will be constructed and installed in
accordance with the UTSDG. Unless specifically identified on the Construction
Drawings, the proposed water lines will be of type PVC A WW A C909 DRl 4 water line
pipe. Public utility lines will be installed in existing public utility easements or placed in
proposed public utility easements which will be dedicated by separate instruments.
2.2 Domestic Water Supply Requirements:
An average daily water consumption of 28 gpm was provided by WD Partners (1201
Dublin Road, Columbus, OH) who are the architects for the proposed restaurant
development. Using this average daily water demand the peak hourly flow was
determined, per the UTSDG, by implementing the following equation.
Peak Hourly Flow= Average Daily Flow x 4.0
Peak Hourly Flow= 28 gpm x 4.0 = 112 gpm
2.3 Fire Flow Requirements:
The fire flow demand, for the proposed development, was derived by the use of the 2000
International Fire Code. Appendix B & C of the IFC is provided in the "Attachment"
section of this report. For code analysis, the following building construction parameters
197-0268 Water-Sewer Report-Rev 1 Page -3
M.D. W. Centre-Commercial Development
Water & Sanitary Sewer Report -Revision 1
Rabon Metcalf Engineering
April 5, 2006
where obtained from the project architects and is summarized below in Table #2 -
Building Information.
TABLE#2
BUILDING INFORMATION
Type Data
Construction Type IIB
Number of Stories I
Building Fire Area (sq.ft.) 6,475
Building Use Restaurant
Automatic Fire Sprinkler System YES
Therefore, the computed fire flow requirement was determined to be 1,750 gpm. A 50%
reduction in fire flow is permitted since an automatic fire sprinkler system will be
implemented. With this reduction, the fire flow requirement is reduced to 875 gpm. The
minimum fire flow permitted by the IFC is 1,500 gpm. Therfore, 1,500 gpm will be used
for the fire flow requirement. Per Table Cl05.l of the IFC only one fire hydrant will be
required since the required fire flow is less than 1,750 gpm.
2.4 Hydraulic Modeling Methodology:
As allowed in the UTSDG a water distribution computer model was used to determine
pressure and flow results for the proposed water system. The hydraulic analysis and
corresponding results were determined by using the KYPIPE hydraulic program, for
water systems.
Using the calculated domestic water demand and fire flow requirements, the proposed
water system was analyzed, with KYPIPE, to determined if it met the minimum design
criteria set forth in the UTSDG. These minimum criteria are summarized as follows.
Since the irrigation is relatively small in comparison to other flows, and infrequent in use,
it was not considered in the analysis.
1. Under normal flow conditions the residual pressures in the area, serviced by the
proposed system, must meet TCEQ requirements at all times thus providing a
minimum static pressure of 35 psi;
2. During fire flow conditions, the proposed system and adjacent infrastructure must
provide the required fire flow with a minimum residual pressure of 20 psi;
3. At all analyzed conditions, no water line shall have a velocity greater than 12 fps in
both existing and proposed mains;
2.5 Modeling Results & Conclusions:
Using KYPIPE, water demands, and fire flow requirements, the proposed water system
improvements and adjacent infrastructure was determined to adequately meet or
positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Dam,
resulting from both domestic water demands and fire flow conditions is contained in this
report in the "Attachment" portion. Please note that a demonstration version of KYPIPE
was used, RME does own a legal license for this identical modeling software. Resulting
summary information for both conditions is illustrated below in Table #3 -Water System
Summary.
197-0268 Water-Sewer Report-Rev 1 Page -4
M.D.W. Centre-Commercial Development
Water & Sanitary Sewer Report -Revision 1
TABLE #3
WATER SYSTEM SUMMARY
Rabon Metcalf Engineering
April 5, 2006
PIPE DATE NODE DATA
Residual
Pipe Pipe Size Flow Velocity Node Pressure
Name (in) (gpm) (fps) Name (psi)
DOMESTIC FLOW CONDITIONS
P-1 6 112 1.27 J-1 84.37
P-2 8 112 0.71 J-2 82 .73
P-3 8 112 0.71 J-3 82.73
R-1 85.80
FIRE FLOW CONDITIONS
P-1 6 0 0.00 J-1 79.61
P-2 8 1500 9.57 J-2 77.88
P-3 8 1500 9.57 J-3 78.58
R-1 85.80
3.0 SANITARY SEWER IMPROVEMENTS
3.1 Proposed Sanitary Sewer Configuration:
The existing 12" sanitary sewer line, crossing the site from west to east and on the north
side of the unnamed tributary of Burton Creek, is the closest sewer line that will make
grade to the proposed development. Therefore, a new 8" sanitary sewer line will connect
to this existing sewer line and extend approximately 106 feet, in a southerly direction so
that sanitary sewer facilities are available to the new restaurant development. Then the
new 8" sanitary sewer line will extend approximately 114 feet, in a southwesterly
direction, so that sanitary sewer facilities are available for future development on this lot.
The first portion of the sewer extension will involve an aerial creek crossing.
As mentioned earlier, this new sanitary sewer line will provide sewer collection for
proposed development and is expected to accommodate future development in areas
outside of Phase One. The Sanitary Sewer Line "S l" -Plan/Profile construction
drawings are included in the "Attachment" portion of this report and more fully details
the proposed sanitary sewer improvements.
The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in
accordance with the UTSDG. Unless specifically identified on the Construction
Drawings, the proposed sanitary sewer lines will be of type PVC SDR-26, ASTM D3034
sewer line pipe. Public utilitiy lines will be installed in existing public utility easements
or placed in proposed public utility easements which will be dedicated by separate
instruments.
197-0268 Water-Sewer Report-Rev 1 Page -5
M.D.W. Centre-Commercial Development
Water & Sanitary Sewer Report -Revision I
3.2 Sanitary Sewer Flow Calculations:
Rabon Metcalf Engineering
April 5, 2006
Sanitary sewer flows were considered equivalent to the average daily water consumptions
and peak water demands as previously discussed in Section 2.2 of this report. Using this
data, the average daily sewer flow and peak hourly flow was determined.
Average Daily Water Usage= Average Daily Sewer Flows= 28 gpm = 0.06 cfs
Peak Hourly Flow= Average Daily Flow x 4.0
Peak Hourly Flow = 0.06 cfs x 4.0 = 0.24 cfs
3.3 Hydraulic Modeling & Methodology:
As allowed in the UTSDG, a hydraulic computer model was used to determined flow
results for the proposed sanitary sewer collection lines. The hydraulic analysis and
corresponding results were determined by using the WINSTORM hydraulic program, for
stormwater modeling. Though this TxDOT program's typical use is for modeling gravity
stormwater systems it can easily be applied for hydraulic modeling of gravity sewer
systems. Peak sewer flows were directly inputted at manholes in lieu of flows being
generated by hydrological equations.
3.4 Modeling Results & Conclusions:
Using WINSTORM, sanitary sewer flows were input into the proposed sewer system to
determine that the proposed system has adequate capacity. No evaluation was conducted
for the capacity of the existing 12" sanitary sewer trunk line. WINSTORM Hydraulic
Analysis Dam, resulting from sanitary sewer analysis is contained in this report in the
"Attachment" portion. Resulting summary information is illustrated below in Table #4 -
Sanitary Sewer Summary.
TABLE #4
SANITARY SEWER SUMMARY
Upstream Downstream Pipe Size Slope Q Capacity Velocity
Element Element (in) (%) (cfs) (cfs) (fps)
MH3 MH2 8 0.75 0.82 1.06 3.30
MH2 MHI 8 0.75 1.06 1.06 3.45
The proposed restaurant facility is expected to generate a peak flow of 0.24 cfs.
Therefore, as illustrated in Table #4 there will be an available capacity of 0.82 cfs for
future development. At 0.24 cfs a peak flow velocity of2.42 fps will be experienced.
197-0268 Water-Sewer Report-Rev I Page -6
VICINITY MAP
SPRING LooP
PROJECT SITE:
M.D. W. CENTRE
1200 UNIVERSITY DR.
COLLEGE STATION, TX 77840
EXISTING WATER & SEWER SYSTEM SCHEMA TIC
MAP
FLOW TEST REPORT
Date: 2 Nov 05
From: Butch Willis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: LINCOLN A VE
Flow hydrant number: C-060
Pitot reading: 85
(GPM): 1550
Static hydrant number: C-061
Static PSI: 96
Residual PSI: 96
WATER LINE "Wl" -PLAN/PROFILE
2000 INTERNATIONAL FIRE CODE
v41•~,v~ ~au iv.i~ rA.A ~/~ 10~ J4U~ CS FIRE DEPT. APPENDIXB ARE-FLOW R£QUIREMENTS FOR BUILDINGS .. tl'lllWIMUIW nc;wven..:::;.,. rwn.-. .-..... ~·· _,.,...., •-L..""' . ._.., .... -··~~,,,,,., .. " -•• ... ._. __ ,,,_..., ARE AAll {&Qu;ano-f~ Type IA 01'1G 18• l'JPe llA .,nd lllA• Typo lV :111d 'V·A• Type \\Sand U\a· Typev-a• 0-22.700 0-12,700 o,g,200 0-5.900 \l-3.600 22.701-30.200 12,701-17,000 ~lIH-J0.900 5.901-7.900 3.61.>l-4.800 3e.201-38. 700 i 7.{)01-21,800 10.901-12.900 7,901-9.800 ....... 4.801-6.200 38:101-48,.300 21.801-24.WO 12.,901-17 • .t(IO 9,801-12.6()0 (j;J.OJ-7.700 4S,301 ·59.000 24,'ZlJl-33.200 17,.101-21.300 12.601-15,400 7.701-9,400 .59.00J-70.900 33.201-39.100 21-101-2.5.500 lS,401-18,400 9.A-01-11.300 70,901-83.700 39.7Ql-4"7.100 25.501-30.100 lfS.40\-21..800 11.301-13,400 83.701-97.700 47.101-54.900 30.]01-35.200 21,);01-25.900 13.401-15.600 97.701-J 12.700 .54.901-63.400 35.201-40.600 25,901-.:?9.300 15.601-lll.000 J l::!..701-118,700 63.401-72.400 40.601-46.400 -29,301-3.3.500 l 8.00J-20.,600 l 28.701-145.90() 72.401~2.100 46.401-52.SoO 33..501-37,900 20,601-13.300 145.901-164..200 82.101-92,.400 52.501-59.JOO 37,901-42.700 23.301-26,300 _164,201-133.400 92.4()l-l03.100 59.101~6.000 42.701-47.700 26,301-29,JOO 183.401-203.700 103, 101-114.600 66.00l-i3.300 47.701-53.000 29.301-32,600 203.101-225.100 114®1-126.700 73.3Ql-8l,100 5.~.001-SS.600 32.601-36.000 225.201-247,700 126.701-139,400 81 .101-89.200 .58,601-65.400 36.001-YJ.600 247,701-271.200 139.401-152.600 8-;.201-97.700 65.401-70 6CJO 39.601-43.400 271,201-295.900 152.601-166~ 97,701-106,..-'iOO 70,601-71,0(JO 43,40 l-47.400 ~ 295,901-Gre3tcr 166.501-Gr~ater 106~'501-115.800 77.001-83.700 47.401-51.500 "'if' ---115.801-125.500 83.701-90.600 .51..301-55,700 --125.501-135,500 90,601-97.900 55,701-60.200 --BS~SOl-145,SOO 97.901-106.000 60.201-64.SOO --)45.801-J.56. 700 106)101-113,200 64,801-69.600 --156,701-167.900 113 ?QJ-121.300 69.601-74,600 _..,,_ -l67.901-l79;WO 121,301-129,600 7.S.,601-79,800 --179.401-191.,400 1.29.601-138.300 79.801-85.100 --191.401-Grcata 138.301-Greatt:r )!5. l<iJ-Gre;orer for SJ: 1 S<jllare foor =<0.0929 m2• l gallon p;rmil\Ule= 3,78~ t.Jm.. J poundpcrsqnall! inch ;6,S9!'1 lti'a. :t. Types of cono;lfUCtion 3ll:> b~ 01• the lntcm.:11iO#uzl Bui/Jing C1'NU. b. Measured a1 :?O psi. 358 FJREFLOW Fl.OW (g;illans per mlNUe)" DURATI0t4 (hour$) l,500 1.150 2.000 2 :Z..250 2.500 -i.1su 3.000 3.250 3 3.500 3.7.50 4.000 4..250 4,500 4-750 5.000 -S.250 5,500 5.750 6.000 4 6,250 6.500 6.750 7.000 i..250 1.500 7.750 8.000 2000 !Nll;RNA TIONAL FIRE CODE@ @oo~
AppendixC
FIRE HYDRANT LOCATIONS AND DISTRIBUTION
SECTION C101
GENERAL
c101.1 Scope. F"uc bydcanls shall be pnMdecl u. acc:ardmcc
witb this oppwlix.f« tbopmeectione6119ildinp. or porti.oaa of
buildillp. bea:attu c:omtlUctCd.
seCtlON ctG2
LOCATION
Cl02.l l'lre lvdraDt Fire hydnnu lhall bo ~
vidcd along n:quUed me appaiabll access mads and ldjaccal
puhlic stn!eU.
SllCTION C1oa
NUMBER OF FIRE HYDRANTS
CIU.llh.Qdrals TbeQlinimnm nambcrofftm ·
hydiants availllble• abuildingalallnot bD 1csa lblla lbl! 1ilh:d
ill 'DlbJe ClQS.l. 'Dlo of the ia,maa. 11V1i111b1c to a
ciampL!;:I OI' sabdMtiml slmll aat bo ...... 1bat defmmilled
bJ &pec:iaglequi&e&*llidrdin'DabloCl05.1 wbmafPliedto
fire~ ICce8I mads -pcrimdcr public l1rCOts from
which fire aperalioml c:oukt be MDflocted
..,..AHO
~~llEllEJfT .... ·-0# ffWlllANTS
1.7$0 OI' less l
2..00l).2.l50 2
~ 3
J_MO ' i.500o4Jm 4
4,300-.S.OOO s
5,,!00 6
<i.ooo ' 6.500-7.000 7
7.SOO«lllGl'e ... __.
ForSI: I fOoc,.. 30'-8 mm. I pllanl*millUla•1.185 U&
a. ~bf 1oor.rordDllkml.,.. ......
-
SECTION C104
CONSIDERATION Of eJUSTING FIRE HYDRANT&
CIM.1 Bxist"'&lllnt .lljdrwtl. .Bxist.iagfile hydranU on pub-
lic sncu an: ll1lowQ1 tu bo c.:uusiclco:d u av~ ~
ftR b)'draat$ GD afljacent ~ sball not be considered
available unless fire apparatUt acceas roads extend between
propcldiesandeasemcncsaieescablishedtoprevent obserucd.on
of such roads.
SECTION C105
DISTRIBUTION OF RAE HYDRANTS
ClOS.1 lhddat 'Die average Sl>llCillR bctweaa file
llydmnlS shall not cx£:Ced that lisred ill Table ClOS.l.
Bsaptiell: The file c:bief is authorized co m;cpt a dcfi·
c:Usy at up io lOpelCl!lllt what: mstina fire hydrants pn>-
vide all « a portion af la required fite hydrant service.
Rrgn0t4s aftbc avrmgc spacias. fire bydranls shall be lo-
catedSllC:b tbMall poUnsGDllleob and m:c:esslmdaadjacent to
a baildina are wirhin lbe distances listed in 1W>lc ClOS.1.
OF FIRE HYDRAIR'S
AVllWll llMCllG •W mB1'AltCll MOM
lll!IWEBI HVllRMTI"'._• ANY POlll'ON 61'Rl!E1'~ '/IMit TOA
--soo ~
4!IO 22S
~ 225
400 22$
350 210
300 180
300 180
250 150
250 lSO
200 120
b. Wlleletlllll!S ~wtta..._ dl9idlawbk:bc..at»C1111111l llJ llnl lgtdlnpsllin;llUIC 11nu, Cll'...-.lldllrllll llnllllli.nn: pnwidal wiia rouror mwe
lanmudlilawanftlc_.cl..,. 30,0llOwldl:llsp:r*"llJ*UltPlclalsblll1WC111D$00lcc&ooumlldcaf1'1Cs&rcetllllJbcarraaaedonanal-
...... IJUfs ., •• a.no. .. _._fll71DJpllDu,.milKslaand4110feelf'clrlli&W&Mlow Jllqllinmems.
C.. WJicc-. ... ----...-....--.411DA11 ..... ..,...._ .. Mcdcdfwpr1MaimefRUCClllUCll'Mu.rfirs~ f1Kb7dn:allolllul.ll!Jopt0 Neda nocro.....-1JJ1111••PIO"'l*fllr-.mlldaallmrdl.
cl. Reduce bf SO ~fbr dead-ad,,_. ar--91.
e. Ollo Qdralll Jot acb 1.000 ...._per..._ or 6ICCloa 6eftof.
zen:e ~d 96PEP9l6l6 -6S:6e P00l/£l/P0
KYPIPE HYDRAULIC ANALYSIS DATA
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K Y P I P E 4 * * * * * * * * * *
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University of Kentucky Network Modeling Software
Copyrighted by KPFS 1998
Version 2.000 -04/24/2003
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Date & Time: Wed Apr 05 09:54:27 2006
INPUT DATA FILENAME --------------C:\PROGRA-1\PIPE20-1\0268W1RB.DT2
TABULATED OUTPUT FILENAME --------C:\PROGRA-1\PIPE20-1\0268WlRB.OT2
POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-l\PIPE20-1\0268W1RB.RS2
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S U M M A R Y 0 F 0 R I G I N A L DAT A
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U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL) ......... .
PRESSURE ........... .
gallons/minute
= feet
= psig
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I Pipe2000 Educational/Demo Version -Not for professional use
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P I P E L I N E
STATUS CODE:
P I P E
NAME
E N D
P-1
P-2
P-3
N 0 D E
NODE
NAME
DAT A
XX -CLOSED PIPE
NODE NAMES
#1 #2
J-2
J-2
J-3
J-1
J-3
R-1
DAT A
NODE
TITLE
EXTERNAL
DEMAND
(gpm)
J-1
J-2
Restaurant
Fire Hydrant
112.00
0.00
CV -CHECK VALVE
LENGTH
(ft)
DIAMETER ROUGHNESS MINOR
(in) COEFF. LOSS COEFF.
184.00
17.27
262.00
JUNCTION
ELEVATION
(ft)
289.00
293.00
6.00
8.00
8.00
140.0000
140.0000
140.0000
EXTERNAL
GRADE
(ft)
0.40
0.74
0.57
J-3
R-1
0 U T P U T 0 P T I 0 N
0.00
DAT A
293.00
286.00 484.00
PUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
s y s T E M c 0 N F I G u RAT I 0 N
NUMBER OF PIPES ................... ( p) = 3
NUMBER OF END NODES ............... ( j ) = 3
NUMBER OF PRIMARY LOOPS • • . • • • • . • • • ( 1) = 0
NUMBER OF SUPPLY NODES . . . . . . . . . . . . ( f) = 1
NUMBER OF SUPPLY ZONES •••••••••••• ( z) 1
================================================================================
Case: O
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.00000
+----------------------------------------------------------------+
Pipe2000 Educational/Demo Version -Not for professional use I
+----------------------------------------------------------------+
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
M.D.W. Centre -Phase One
p I P E L I N E R E S U L T S
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
P I P E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
'.fL/
NAM E #1 #2 LOSS LOSS VELO. 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
---------------------------------------------------------------------------------· -------
P-1 J-2 J-1 112.00 0.21 0.01 1.27 1.18
l .12
P-2 J-2 J-3 -112.00 0.00 0.01 0.71 0.62
).
P-3 J-3 R-1 -112.00 0.07 0.00 0.71 0.29
). 28
E N D N 0 D E R E s u L T s
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft} (psi} ---------------------------------------------------------------------------
J-1 Restaurant 112.00 483.70 289.00
J-2 Fire Hydrant 0.00 483.91 293.00
J-3 0.00 483.92 293.00
R-1 484.00 286.00
S U M M A R Y 0 F I N F L 0 W S AN D 0 U T F L 0 W S
(+} INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-} OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm}
R-1
NET SYSTEM INFLOW =
NET SYSTEM OUTFLOW =
NET SYSTEM DEMAND =
112.00
112.00
0.00
112.00
NODE
TITLE
***** HYDRAULIC ANALYSIS COMPLETED *****
194.70 84.37
190.91 82.73
190.92 82.73
198.00 85.80
* * * * * * * * * *
*
K Y P I P E 4 * * * * * * * * * *
*
*
*
*
*
*
University of Kentucky Network Modeling Software
Copyrighted by KPFS 1998
Version 2.000 -04/24/2003
*
*
*
*
*
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Wed Apr 05 09:49:41 2006
INPUT DATA FILENAME --------------C:\PROGRA-l\PIPE20-l\0268WlRB.DT2
TABULATED OUTPUT FILENAME--------C:\PROGRA-1\PIPE20-1\02·68WlRB.OT2
POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-l\PIPE20-1\0268W1RB.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L DAT A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ............ =gallons/minute
HEAD (HGL) .......... =feet
PRESSURE ............ = psig
+----------------------------------------------------------------+
I Pipe2000 Educational/Demo Version -Not for professional use +----------------------------------------------------------------+
P I P E L I N E
STATUS CODE:
P I P E
NAME
E N D
P-1
P-2
P-3
N 0 D E
NODE
NAME
DAT A
XX -CLOSED PIPE
NODE NAMES
#1 #2
J-2
J-2
J-3
J-1
J-3
R-1
DAT A
NODE
TITLE
EXTERNAL
DEMAND
( gpm)
J-1
J-2
Restaurant
Fire Hydrant
0.00
1500.00
CV -CHECK VALVE
LENGTH
(ft)
DIAMETER ROUGHNESS MINOR
(in) COEFF. LOSS COEFF.
184.00
17.27
262.00
JUNCTION
ELEVATION
(ft)
289.00
293.00
6.00
8.00
8.00
140.0000
140.0000
140.0000
EXTERNAL
GRADE
(ft)
0.40
0.74
0.57
I
u-.J
R-1
0 U T P U T 0 P T I 0 N
u.uu
DAT A
L~ .. L UU
286.00 484.00
PUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
s y s T EM c 0 N F I G u RAT I 0 N
NUMBER OF PIPES . . . . . . . . . . . . . . . . . . . ( p) = 3
NUMBER OF END NODES . . . . . . . . . . . . . . . ( j ) = 3
NUMBER OF PRIMARY LOOPS . . . • • • • . • • • ( 1) = 0
NUMBER OF SUPPLY NODES . . . . . . . . . . . . ( f) = 1
NUMBER OF SUPPLY ZONES •••••••••••• ( z) = 1
================================================================================
Case: 0
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY = 0.00000
+----------------------------------------------------------------+
I Pipe2000 Educational/Demo Version -Not for professional use I
+----------------------------------------------------------------+
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
M.D.W. Centre -Phase One
p I P E L I N E R E S U L T S
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
P I P E NODE NUMBERS FLOW RATE HEAD MINOR LINE HL+ML/
1L/
NAM E #1 #2 LOSS LOSS VELO. 1000
lOOO
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
-------
P-1 J-2 J-1 0.00 0.00 0.00 0.00 0.00
). 00
P-2 J-2 J-3 -1500.00 0.58 1. 05 9.57 94.72 n
P-3 J-3 R-1 -1500.00 8.84 0.81 9.57 36.84
13. 74
E N D N 0 D E R E s u L T s
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi) ----------------------------------------------------------------------------
J-1 Restaurant 0.00 472.71 289.00
J-2 Fire Hydrant 1500.00 472.71 293.00
J-3 0.00 474.35 293.00
R-1 484.00 286.00
SUMMARY 0 F I N F L 0 W S AND 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R-1
NET SYSTEM INFLOW =
NET SYSTEM OUTFLOW =
NET SYSTEM DEMAND
1500.00
1500.00
0.00
1500.00
NODE
TITLE
***** HYDRAULIC ANALYSIS COMPLETED *****
183.71 79.61
179.71 77.88
181. 35 78.58
198.00 85.80
SANITARY SEWER LINE "Sl" -PLAN/PROFILE
WINSTORM HYDRAULIC ANALYSIS DATA
stmOutput
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002
Run @ 4/5/2006 9:21:53 AM
PROJECT NAME : MDW Centre
JOB NUMBER 197-0268
PROJECT DESCRIPTION : Sanitary Sewer Analysis
DESIGN FREQUENCY
MEASUREMENT UNITS:
2 Years
ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 2 Years
===========================================
Runoff Computation for Design Frequency.
=============================================================================
ID
MH-2
MH-3
C Value
0.0
0.0
Area
(acre)
0.00
0.00
Tc
(min)
10.00
10.00
Tc Used
(min)
0.00
0.00
Intensity
(in/hr)
0.00
0.00
Supply Q
(cfs)
0.240
0.820
Total Q
(cfs)
0.240
0.820
Cumulative Junction Discharge Computations
=================================================================================
Node
D.
MH-1
MH-2
MH-3
Node
Type
Weighted
C-Value
CircMh 0.000
CircMh 0.000
CircMh 0.000
Cumulat. Cumulat. Intens.
Dr.Area Tc
(acres) (min) (in/hr)
0.00
0.00
0.00
10.00
10.00
0.00
6.33
6.33
0.00
Conveyance Configuration Data
User
Supply Q
cfs)
1.060
1. 060
0.820
Additional
Q in Node
(cfs)
0.00
0.00
0.00
Total
Disch.
(cfs)
1. 060
1. 060
0.820
==================================================================================
Run#
1
2
Node I. D.
US DS
MH-2
MH-3
MH-1
MH-2
Flowline Elev.
US DS
(ft) (ft)
281.82
283.15
281.00
282.30
Shape # Span
(ft)
Circ 1 0.00
Circ 1 0.00
Rise
(ft)
0.67
0.67
Length
(ft)
109.00
113.94
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unif. Actual
(ft) (ft) ( % ) (ft) (ft)
Page 1
Velocity
Unif. Actual
(f/s) (f/s)
Q
(cfs)
Slope
( % )
0.75
0.75
Cap
(cfs)
n value
0.013
0.013
June
Loss
(ft)
1 282.36
283.59
281.54
282.72
0.749
0.448
stmOutput
0.54
0.44
0.54
0.44
3.45
3.30
3.45
3.30
1. 06
0.82
1. 06
1. 06
0.000
0 .000
-=================================END============================================
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 2 Years
Tailwater set to uniform depth elevation 281.54 (ft)
Page 2