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\üATER AND \ryASTEWATERBASIS OF DESIGN REPORT
FORFINDLAY PROPERTY
136t" sr AND SHEA BLVD
Preparedfor:
4, t ¿* / G,^^,¡*rr+," ""ïlT;î#ïl;ili'*.*..( :E\^ p\ùûrHr) 1200 Main,ijlïbilth Froor
City 0f Scottsdale Kansas Citv' Mo' 64141-6t19
lVater Reso u rcc: Dcpartnent9388 t. San Sahador
trsdale, AZSSISfj
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q.5, o I Prepøred By:
Kimley-Horn and Associates, Inc.7878 N. 16th Street, #300
Phoenix 42,85020(602) 944-ss00
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WATER AND WASTEWATERBASIS OF DESIGN REPORT
FORFINDLAY PROPERTY
136TH ST AND SHEA BLVD
Prepøredþr:
Findlay Family Trustc/o Bank of America-Janet Keefer
1200 Main StreeÇ 14th FloorPO Box 4l9ll9
Kansas City, MO, 64141-6119
Prepared. By:
Kimley-Horn and Associates, Inc.7878 N. 16th StreeÇ #300
Phoenix Az,85020(602) 944-ss00
INTRODUCTION
Kimley-Hom and Associates, Inc. has prepared this domestíc water and wastewater basis ofdesign report for the proposed 73 acre development at 136"' Street and Shea Blvd. in Scottsdale,
Arizona. The proposed subdivision will be developed as 66 single-family residential lots. All lots
will be custom graded.
The Findlay Property is located in the South Half of the Southwest Quarter of Section 19,
Township 3 North, Range 6 East, Gila and Salt River Base and Meridian in Maricopa County,
Arizona. The site is bound on the west by 136th St., the south by Shea Blvd., on the east by
140th St. and the Paloma Paseo Subdivision, and on the north by E. Desert Cove Ave. (refer to
Vicinity Map).
DOMESTIC WATER SUPPLY
KHA has determined that it is feasible to connect to the existing water lines adjacent to the site to
provide potable water service and fire flow for development of the site. This determination is
based on KHA's review of City of Scottsdale (City) utility mapping, consulüation with City staffand a field investigation to identify the locations of existing water lines adjacent to the site.
Conversations with City staff, including Mr. Doug Mann and Mr. Greg Crossman of the Water
Resources Department, did not reveal any deficiencies in the existing water infrastructure.
Existing Conditions
The site is situated on property ranging in elevation from 1,665 ft to 1,750 ft. The City ofScottsdale's pressure zone 5E extends from a low elevation of 1,650 ft to a high elevation of1,740 ft while pressure zone 6E extends from a low elevation of 1,740 ft to a high elevation of1,930 ft. All proposed building pads fall within the zone 5E elevation limits and therefore the
onsite water distribution system will all be zone 5E.
A zone 5E water distribution main is located in Shea Blvd. adjacent to the south boundary of the
site. The l6-in. asbestos concrete pipe (ACP) is located at distances varying from l8-ft to 70-ftsouth of the Shea Blvd. centerline. Also located in Shea Blvd. is the Fountain Hills Transmission
Main, a 24-in diameter steel cylinder pipe (SCP) that has no app¿rent connectivity to the
distribution mains adjacent to the site.
A zone 6E distribution water main is located in E. Desert Cove Ave. adjacent to the north
boundary of the site. The 8-in. diameter ductile iron pipe (DIP) is located 30-ft north of the north
boundary and serves the existing Paloma Paseo subdivision located north and east of the site.
The 8-in. DIP extends from 136th St. to 140th St. adjacent to the site and extends southward in
140th St. A zone 5E extension from 136tr' Street was installed with the Sierra Hills subdivision
and terminates at 136ü Place, approximately 300 feet east.
The 8-in. DIP in 140th St. is located 27-lteast of the east boundary of the site from E. Desert
Cove Ave. to the southwest corner of the site and westward in the 100-ft wide exception
(overhead elecfric conidor) to a point approxìmately 550-ft west of the southwest corner of the
site. The 8-in. DIP water main then turns southwesterly, ultimately connecting to the 16-in. ACP
located in Shea Blvd.
Existing system infrastructure maps show a pressure reducing valve between zones 6E and 5E in
Mercer Lane, just west of 140t1'\May. There is also a zone valve in l40tl'Street, just south of
Mercer Lane. The valve separates the zone 6E portion of an 8-in. DIP from the zone 5E portion ofthis main and from the zone 5E 16-in. ACP in Shea Blvd.
A zone 5E distribution water main is located in 136th St. adjacent to the west boundary of the
site. The l6-in. ACP is located l3-ft east of the centerline of l36th St.
Proposed Onsite Distribution System
The proposed development is topographically split in two by a large wash which runs from northto south near the center of the site. Each half of the development will be accessed by a singlepoint of connection to East Desert Cove Avenue.
A total of four (4) water line connections to the existing City of Scottsdale water system are
proposed to provide looping of the onsite water system. Two connections will be made for the
proposed development west of the aforementioned wash and two connections will be made forthe proposed development on the east side of said wash.
For the proposed lots west of the existing major wash (Lots l-27), a looped system will be
accomplished as follows: Connection #1 will be made into the existing 8" waterline (Pressure
Zone 5E) near the intersection of 136th Place and East Desert Cove Avenue. The existing 8"waterline (Pressure Zone 5E) will be extended from l36t'Place approximately 1,000 feet east
along East Desert Cove Avenue to establish connection#2 at the north end of the cul-de-sac
between lots 17 & l8 (See Proposed Water/lVastewater Layout exhibit for details).
For the proposed lots east of the existing major wash (Lots 28-66), a looped system will be
accomplished as follows: Connection #3 will be made into the existing S" waterline (Pressure
Zone 6E) at the intersection of 138ü' Way and East Desert Cove Avenue. This connection willrequire the use of a P.R.V. to reduce Zone 6E pressures to Zone 5E operating pressures.
Connection fÉ4 will be made into the existing 8" waterline (Pressure done 5E) along North 140'r'
Street approximately 90 feet north of Sahuaro Drive (See Proposed Water/Wastewater Layoutexhibit for details).
Fire flow test and water model results can be found in Appendix B. The system was modeledusing the "Raw Test Data" from the fire flow tests as these values reflect a more conservative
estimate of system conditions. The test data indicated the need to consider the higher pressures inthe design model. Connection #4 atthe eastern boundary of the site (Pressure Zone 5E) was
modeled as a reservoir with an HGL of 1840'. City staff had indicated that this zone floats off ofa reservoir with HGL's between 1840' and 1863'. The model shows that connection #3 (Pressure
Zone 6E) would provide adequate flow and pressure to meet system demands (Lots 28-66 only).Therefore, connection #4 has been included as a redundant connection.
The model indicates that connection fÊ4 would increase the flow capacity to the eastern portion ofthe development and strengthen the project system.
CITY OF SCOTTSDALEWATER RESOURCES DEPARTMENT
TRANSMITTAL
Date: September 5, 2008
To: Jim Perone One StoP
Pam Fink Plan Review
Via: lnter-office mail
Re: Findlay ProPertYPlan check #/1627'07 QS 29'61
The following items are being transmitted:
Accepted water and sewer BOD
Remarks:
Jim - return to engineer for their recordsPam - for our case file
Thanks- Doug Mann
DOMESTIC WATER DEMANDS
According to the guidelines provided in the City of Scottsdale's 2007 Design Standards andPolicies Manual, Section 6, llater, the proposed development will add the following demands tothe existing system:
Total Units 66
Average Day Demand 485.60 GPD / unit = 0.337 GPM / unit (Residential < 2 DU per
MinimumFire Flowacre)5OO GPM
Findlay Property @ 136rh/Shea Demands
Average Day Demand (0.337 GPM / unit) (66 units) = 22.24 GPN.ÍPeak Hour Demand (3.5) (0.337 GPM / unit) (66 units): 77.8 GPMMaximum Day Demand(2) (0.337 GPM / unit) (66 units) = 44.5 GPM
WaterCAD, a computer based water distribution modeling program, was used to model residualand static pressures at extreme locations within the proposed development under peak residentialdemand loading. Fire flows were modeled using a minimum of 500 gpm for a single familyresidential development, assuming interior sprinkler systems installed in each home, and
individual house demands were calculated based on 485.60 GPD/unit per the City of Scottsdale
Design Manual. The analysis indicated that assumed fire flows of 500 gpm could be suppliedwhile maintaining at least 30 psi of residual pressure at even the most extreme locations in the
system. Based on the model results, residual pressures varied from 52 psi to 9l psi under peak
hour demand loading. Refer to the attached design reports for further detail.
WASTE\ryATER COLLECTION SYSTEM
Existing Conditions
A trunk sewer is located in Shea Blvd. adjacent to the south boundary of the site. The l0-in.vitrified clay pipe (VCP) is located at varying distances north of the Shea Blvd. centerline. Thesewer is within the westbound lanes from l36th St. to a point approximately 700 ft east at whichpoint the sewer alignment is within the roadway median. The sewer is part of the East Shea
Interceptor (ESI).This line carries effluent westerly to l36th Street then continues south throughthe City's existing network. Land improvement plans received from the City indicate that thisline is approximately 20 feet deep (See Appendix A).
An 8-in. VCP sewer is located in 136th St. adjacent to the west boundary of the site. 1'he sewer is
located 13-ft west of the street centerline and discharges to the 10-in. VCP in Shea Blvd. An 8-
in. polyvinyl chloride (PVC) sewer is located in E. Desert Cove Ave. adjacent to the northboundary of the site. The sewer is 5-ft north of the north boundary of the site and discharges to
the 8-in. VCP sewer in 136th St.
An 8-in. diameter PVC sewer is located in 140th St. adjacent to the east boundary of the site fromSahuaro Dr. to Clinton St. An 8-in diameter DIP sewer is located in the l40th St. alignmentadjacent to the east boundary of the site from Becker Lane to the southwest corner of the site and
turns westward in the overhead electric corridor to a point approximately 550 west of the
southwest comer of the site. The 8-in. DIP sewer then continues southwesterly, ultimatelyconnecting to the lO-in. VCP trunk sewer in Shea Blvd.
Staff did not report any capacity issues regarding the 8-in. DIP located in the overhead powercorridor or the 10-in. VCP located in Shea Blvd. The City Wastewater Master Plan does notidentify any sewer within the vicinity of the 10-in. ESI trunk sewer as being undersized.
City staff reported that, according to City projections, the l0-in. VCP in Shea Blvd. adjacent tothe site will have excess capacity at ultimate build out in2020. City staff will require a site-specihc study of projected wastewater flows in the event that zoning is sought for a density ofdevelopment gfeater than the current Rl-43 designation. Upstream development is nearlycomplete so future flows into this portion of the network are not likely to increase.
Proposed Onsite Wastewater Collection System
This project proposes three (3) connections to existing sewer lines in East Shea Boulevard and
North 136th Street. Connection #l will be made to the sewer in 136'h Street approximately 280feet north of Shea Boulevard at proposed manhole # I . This connection would provide service toLots I-27 (see Proposed Water/lVastewater Layout exhibit for details).
Connection #2 wlllbe made to the sewer in Shea Blvd. approximately 1,070 feet east of 136'r'
Street at existing manhole #3. As-built plans provided by the City indicate that the existing sewerat this location is approximately 20 feet deep. As a result, it is likely that a drop manhole will be
required at this connection point. This connection would provide service to Lots 2842 &.64-66(see Proposed Water/Wastewater Layout exhibit for details).
And, Connection #3 will be made to the sewer in Shea Blvd. approximately 525 feetwest of l40tr'Street to the existing 8" diameter sewer main in the Shea Boulevard Section Line alignment. Thisconnection is being made via existing manhole #6. This connection would provide service toLots 43-63 (see Proposed Water/Wastewater Layout exhibit for details). Due to their lowelevation Lots 4346 will require ejector pumps to lift discharge into the proposed gravity system.
The cul-de-sac with sewage ejectors shall have individual lines ejecting from each lot to areceiving manhole. The lines shall run adjacent to, and outside of, the right-of-way in a private
easement. The private manhole will connect to the public system at proposed manhole 30.
The on-site sewer will be constructed between 6'-20' deep and will maintain 8' minimumhorizont¿l separation between all domestic water lines. All wash crossings will occur under pavedprivate streets.
According to the City of Scottsdale200T Design St¿ndards & Policies Manual 8" sanitary se'!,¡/ers
are to be designed with an average daily flow of 100 gallons per capita per day (gpcdp).
Residential densities are to assume 2.5 persons per dwelling unit. Peak flows are to be calculatedusing a peaking factor of 4.
Therefore, the proposed subdivision will generate average daily flows of 66 Units *100 gpcd *2.5
persons/Unit : 16,500 gallons per day. Peaked flows will be average day flow *4 : 66,000gallons per day. Refer to reports and exhibits in Appendix A for further detail.
CONCLUSION
The proposed development will connect to the existing City domestic water system at fourlocations. The western portion of the 8" DIP system on-site will connect to mains in pressure
zone 5E and the eastern portion to pressure zones 5E and 68. The connection to pressure zone 6E(servicing lots 28-66) will require a pressure reducing valve to drop pressures to zone 5E levels.Hydrant flow tests have been provided to demonstrate adequacy of the existing and on-site
systems.
The proposed subdivision will make three connections to the existing City wastewater collectionsystem. One connection will be made to an existing 8" diameter sewer in North l36u Street, a
second connection will be made to an existing l0" sewer in East Shea Boulevard, and a thirdconnection will be made to an existing 8" diameter sewer carrying effluent along Shea Boulevard.According to City of Scottsdale, the eiisting lines in East Shea Boulevard and North l36th Street
have capacity for the proposed development.
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Sanitarv Sewer Data
A
30 1695.5 29 1694.32 2t4 8 0.005s48
6 15 1s00.0 1500.0 4 6000.0 58t327 2.6 575,32729 L694.22 28 1693.45 140 8 0.0055 1 2.5
2.5
250.0 4250.0 4 17000.0 579868 2.6 562,86852 28 1693.3s 27 L692.41 170 8 0.0055 1 250.0 4500.0 4 18000.0 582116 2.6 564,1 l649-51 27 1692.31 26 169!.26 t92 8 0.0055 3 7.5 750.0 s250.0 4 21000.0 579266 2.6 558,26626 1691.16 25 1690.99 5 8 0.0340 0 o 0.0 52s0.0 4 21000.0 t443902 6.4 1,422,902
B
55-59 35 L726 34 L720 358 8 0.0168 5 L2.5 1250.0 1250.0 4 5000.0 1014334 4.5 1,009,33454 34 L7L9.9 33 t779.25 118 I 0.0055 1 2.5 250.0 1500.0 4 6000.0 5807L7 2.6 574,71753,60 33 17L9.rs 31 L708.57 2L2 8 0.0499 2 5 500.0 2000.0 4 8000.o L749624 7.8 1.741.624
31 1703 29 t694.52 2t2 8 0.0400 0 0 0.0 2s00.0 4 10000.0 1565393 6.9 1,555,393C: 6r,62 32 1704.5 31 L703.46 189 8 0.0055 2 5 500.0 500.0 4 2000.0 581446 2.6 579,446
D
2L 1695.53 86 829,30,4L,42 2t
().oo54 4 10 1000.0 1000.0 4 4000.0 57788s 2.6 573,8851695.43 20 L693.76 302 8 0.0055 4 10 1000.0 2000.0 4 8000.0 582173 2.6 574,17331 20 1693.66 19 1687.89 116 8 0.0499 1 2.5 250.0 2250.O 4 9000.0 t749472 7.8
7.8
1,740,472
1,736,59432,33,39,40 19 L687.79 18 7674.93 25a 8 0.0499 4 10 1000.0 3250.0 4 13000.0 L749594
34,35,38 18 L674.83 t7 1670.51 2t6 8 0.0200 3 7.5 7s0.0 4000.0 4 16000.0 1L07268 4.9 '1,091,268
1.732.73936,37 17 L670.4r 16 1663.38 141 8 0.0s00 2 5 500.0 4500.0 4 18000.0 17s0739 7.8
16 1663.28 15 1662.9 69 8 0.005s 0 0 0.0 4500.o 4 18000.0 579442 2.6 561,44215 1660 3 (EXl r 1655 207 I o.0242 0 0 o-o 4s00.0 4 18000.0 t2t8287 5.4 1,200,287
E. '','.:,. :
8 1689 6 1683 150 8 0.0400 4 10 1000.0 1000.0 4 4000.o 1565453 6.9 I ,561,4532,3,24 6 1682.9 5 1680.64 226 I 0.0100 3 7.5 750.0 1750.0 4 7000.0 782494 3.5 775,4944,23 s 1680.54 4 L677.98 L70 8 0.0150 2 5 500.0 2250.O 4 9000.o 960511 4.3 951,5114 t677.88 3 (PRoP) 1676.24 110 8 0.01s0 0 0 0.0 22SO.O 4 9000.0 957932 4.2 948,932
3 (PROP) L670.9 2 1670.78 22 8 0.0054 0 0 0.0 6250.0 4 25000.0 574876 2.5 549,8165,6 2 7670.68 1 1655.61 43L 8 0.0350 2 5 500.0 6750.0 4 27000.o t464491 6.5 1,437,491
F
16-18 L4 1700 13
L2
1696.46 L24 8 0.0285 7 7.5 750.0t4,ts,t9 13 1696.36
7s0.0 4 3000.0 L32133T 5.9 r,318,3311690.35 2LL 8 0.028s
0.0285
3 7.5 750.0 1500.0 4 6000.0 1321833 5.9 I,315,833L3,20 t2 1690.25 L7 1686.03 148 8 2 5 500.o 2000.0 4 8000.0 t322236 5.9 1,314,236L2 11 1685.93 10 t681.72 148 8 0.0284 1 2.5 250.0 22sO.O 4 9000.o 1320668 5.9 1,311,6687-IL,zt 10 768L.62 9 167t.76 438 8 0.022s 6 15 1500.0 3750.0 4 15000.0 1174856 5.2 1 ,159,85622 9 L67t.66 3 (PRoP) 1670.99 L22 I 0.0055 t 2.5 250.0 4000.0 4 16000.0 s80399 2.6 564,399
r Connection at exist¡ng MH #3 may requ¡re a drop manhole. Iotals: 66 16500.0 66000.0
K:\-Civil\9 1663001\REPO RTS\August 2008 Revision\Append ix A\SS dara.xts
Sanitarv Sewer Line A
ffiffiÞëFriction Method
Solve For
Roughness Coefficient
Channel Slope
Diameter
Discharge
Manning Formula
Normal Depth
0.013
0.00550 fuft
8.00 in
21000.00 gallday
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maimum Discharge
Discharge Full
Slope Full
Flow Type
1.04 in
0.03 Ít2
0.49 ft0.45 ft0.08 ft13.ó Yo
o.oo722 ft|ft
1.22 ftls
0.02 ft0.11 ft
0.88
0.96 ft3/s
0.90 ft¡/s
0.00001 fvft
SubCritical
Downstream Depth
-; Length
Number Of Steps
0.00 in
0.00 ft0
Upstream Depth
Proftle Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
0.00 in
0.00 ft
0.00 o/o
13.01 Yo
lnfinity fVs
lnfìnity fUs
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8/8/2008 7:35:02 AM 27 Siemons Company Dr¡ve Suite 200 W Watertown, CT 06795 USA +l-203-755-1666 Page I of 2
Sanitarv Sewer Line A
Normal Depth
CdticalDepth
Channel Slope
Critical Slope
1.O4 in
0.08 ft
0.00550 Hft
0.00722 fr/ft
Bentley Systems, lnc. Haêstad Methods Solutlon Center Bentley Flowüester 108.01.066.001
8/812008 7:35:02 AM 27 S¡emons Company Dr¡vê Sülte 200 W Wâtertown, CT 06795 USA +{.203.755.1666 Page 2 oi 2
Sanitary Sewer Line A
Friction Method
Solve For
Manning Formula
Normal Depth
Roughness Coefücient
Channel Slope
Normal Depth
Diameter
Discharge
0.013
0.00550
1.04
8.00
21000.00
ÍIIft
in
in
gallday
ïS.ffiin
IV:f \
l.t I
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Friction Method
Solve For
Manning Formula
Normal Depth
Roughness Coefficient
Channel Slope
Diameter
Discharge
0.013
0.00s50 fttit8.00 in
18000.00 gatlday
Normal Depth
Flow Area
WettedPerimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
0.97 in
0.02 tr2
0.47 ft0.43 ft0.08 ft12.1 0/o
0.00743 fttft
1.16 fVs
0.02 ft0.10 ft0.87
0.96 ft3/s
0.90 ft3/s
0.00001 Ívtt
SubCritical
Downstream Depth
Length
Number Of Steps
0.00
0.00
0
in
ft
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
0.00 in
0.00 fr0.00 o/o
12.07 Yo
lnfinity fUs
lnfinity fVs
Bentley Systems, lnc. Haestad Methods Solutlon Cênter Bentley FlowMaster [08.01.066.00]8/8/2008 7:36:47 AM 27 Siemons Company Drlve Sulte 200 W Watertown, CT 06795 USA +1-203-255.1666 Page I of 2
Sanitary Sewer Line D
Normal Depth
CÌitical Depth
Channel Slope
Critical Slope
0.97 in
0.08 fr
0.00550 fr/fr
0.00743 fr/fr
Bentley Systems, lnc. Haestad llethods Soluüon Center Bêntley Flowfulaster [08.01.066.00181812008 7:36:¡17 AM 27 Slemons Company Drlve Sulte 200 W Watertorì,n, CT 06795 USA +1.203-755-1666 Page 2 ot 2
Sanitary Sewer Line D
Friction Method
Solve For
Manning Formula
Normal Depth
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
Discharge
0.013
0.00550 ftJft
0.97 in
8.00 in
18000.00 sal/day
ï'ï
-1;-0SU'nrr
I
V:f \Irt
BentleySystems, lnc. Haestad Methods Solution Cênter BentleyFlowMaster [08.01.066.0018/8/2008 7:37:06 AM 27 Siemons Company Drlve Suate 200 W Watertown, CT 06795 USA +1.203-755-1666 Page I of 1
Sanitarrr Sewer Line E
ffiffiffiFffi&"Fr¡ct¡on Method
Solve For
Manning Formula
Normal Depth
Roughness Coefficient
Ghannel Slope
Diameter
Discharge
0.013
0.00550 fttft
8.00 in
27000.00 gal/day
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
1.18 in
0.03 Í12
0.52 ft
0.47 ft
0.09 ft
14.7 %
0.00702 fl/ft
1.31 fUs
0.03 ft
0.12 ft
0.89
0.96 ft3/s
0.90 ft3/s
0.00001 fl/ft
SubCritical
Downstream Depth
Length
Number Of Steps
0.00
0.00
0
in
ft
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
0.00 in
0.00 ft
0.00 Io
14.70 o/o
lnfinity flslnfinity fUs
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Sanitary Sewer Line E
Normal Depth
CdticalDepth
Channel Slope
Critical Slope
1.18 in0.09 ft
0.00550 fr/ft
0.00702 ft/ft
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Sanitary Sewer Line E
Friction Method
Solve For
Manning Formula
Normal Depth
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
Discharge
0.013
0.00550
1.18
8.00
27000.00
fttft
in
in
gallday
ï'ï
18hf
\Af \t*1
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PLAN ÁNO PROFILÉS.
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E"JFlowTests
IyATE R S U P P LY CO NS U LTA NTS
Fr,ow Tnsr SunnuARY
Project: Findlay Property
Project Number: 408112
Address: 13801 E. Desert Cove Avenue - Scottsdale, AZ
Raw Test Data:Date & Time of Test:6127108 @07:40ANIData is current and reliable until:. 12127108
Static Pressure: 126(measured in pounds per square inch : psi)
Residual Pressure: 102(measured in pounds per square inch: psi)
Pitot Pressure: 88(measured in pounds per square inch : psi)
Fire Hydrant Orifice Diameter: 2.5(measured in inches)
Coefficient of Discharge:(.p : smooth/round outlet;.8 square/sharp outlet; .7 square/raised): .90
Flowing (measured in gallons per minute): 1,575
Conducted byMitnessed bylCity Forces Contacted:Al Davis/E J Flow Tests, LLCVanessa Davis/ E J Flow Tests, LLCPhil Cipola/City of Scottsdale
Test Vicinity Map (no scale)North
E J Flow Tests, LLC
Data with 43 7o Safety Factor:
Static Pressure:72(measured in psi)
Residual Pressure:48(measured in psi)
Approximately 350' between hydrants.Served by a 8" main. Flowed for 3 minutes.
Flowing GPM: 1,574.6GPM @ 20 PSI: 2,391.4
P.O. Box 56095 ¡ Phoenix, Arizona 85079-6095623.362.1400 xl 14 office o 602.999.7637 cell o 602.973.2287 fax
e-mail: al@ejflowtests.com o website - www.ejflowtests.com
fil'ffi$0n$[Atf
Flow Test SummaryPrior to conduct¡ng test you ñust contact lnspectlon Sefvlces at ¿180-312{750
to activàto peim¡t and schèdùle tsst date and inspectlon.
Project Addr€6s:
Encroachment Permlt No. Date of Test: nmeottæt: CÛ/Oã
Test requires us¡ng two (2) hydrants on the water system.
Attach wâter quarter sect¡on map ¡denl¡ryíng (#l) pressure and (#2) flow hydrant used toconducl th€ testOR
Shorì/ locâtion of pressure hydrant and flow hydrant wilh cross streets and d¡stance between hydrants andmaln sÞe tested below.
Test Data
Static pressurÉ:
Rqeldual pressura:
P¡tot read¡ng:
Flow.GPM:
/2é p,,
/¿9- æ¡
ß bsi-----:--=:t.:.+îr$gÞn¡.
Hydrant orifi ce Dlâmeter:
Coefficient of o¡sdìarge:
Testlng data shall be cert¡fied by a NICET Level lll o¡ lV(Flre Spdnkler) OR a CiviUFire Protect¡on Eng¡neer licensodw¡thlri the State of.Ar¡zqnâ.
61."4H.i
Sf-L¡-,,Y
Signature of Licensed Çontraclor:
NIoET cert¡fication # or Eng¡neers seal & signature:
,làlþ
Planning & Development.Serv¡ces DepartmentT44T,ElndianSchool Road,Suítel00,Scottsdale,AZ 85201 jPhonei4'8&312:2500,oFax:48G3121088
Pa0e I of I tuÁihM:Wry{7
Trny *L
E"JFlowTests
WATER SUP PLY CONS ULTANTS
Frow Tnsr SuvrivrARY
Project: Findlay Property
Project Number: A08112.2
Address: 13801 E. Desert Cove Avenue - Scottsdale, AZ
Raw Test Data:Date & Time of Test:7102/08 @ 08:304MData is current and reliable until: l/02l08
Static Pressure: 84(measured in pounds per square inch : psi)
Residual Pressure: 80(measured in pounds per square inch : psi)
Pitot Pressure: 34(measured in pounds per square inch : psi)
Fire Hydrant Orifice Diameter:(measured in inches)
Coefficient of Discharge:(.9 : smooth/round outlet;.8 square/sharp outlet; .7 square/raised): .90
Flowing (measured in gallons per minute):3,170(2,632 gpm w/.83 applied per NFPA-291)
Conducted by/Witnessed bylCity Forces Contacted:Al Davis/E J Flow Tests, LLCBeckett Aguine/ E J Flow Tests, LLCMike Young/City of Scottsdale
Test Vicinity Map (no scale)North
E J Flow Tests, LLC
Data with 14 o/o Safety Factor:
Static Pressure: 72(measured in psi)
Residual Pressure: 68(measured in psi)
Approximately 1,160' between hydrants.Served by a 16" main. Flowed for 3 minutes.
Flowing GPM:2,632GPM @ 20 PSI: 10,530.2
P.O. Box 56095 o Phoenix, Arizona 85079-6095623.362.1400 xl14 office c 602.999.7637 cell o 602.973.2287 lax
e-mail: al@ejflowtests.com o website - www.ejflowtests.com
ffiffi Flow Test Summary ffiPrlor to condqctlng'test yo.r¡ must conlac¡ ftlspeçf¡on Servlcês ât ¡80df2-5750
to aéilvate Be..rmlt ând schedúlê'têst date aod ¡hspett¡On.
PþlectAddressr
Test requires uslng trvo (2) hydranb on fhe water syste¡n.
Attach wâterquartq sec-tion màp ídentifying (#1) pressure, and (#2) foìr, hydrant used to conduc{.the testOR
Shorrr.location olpressure hydran(and f,ow hydrant with cross streets and distance between hydrants áídmain size tested bolow'
Test Data
Statio pr€ssure:
Resldual possqre:
P¡tot r€ading: é'lFlowGPM: 2.tt3L'- t Âa
='f7-="'-':
é'f Wl2,b3L .oo'
Vl, 83 e*t¡A Po. P FFâ,'21 tHvgå,tto¡r.tòL;;þi. 4 S "Coeffiaient of D¡sci
"rg", .?O
Conductêd By:
.TFT
Test¡ng data shell bo ced¡tie.d by a NIGET Level llt or lV(Flre Spr¡nklerl OR a ClvllrFlre Proteetion Enginee.r licensedwithin the State of .Arizona.
6154ti . 11 ,
S'Ê'tiY
Signature of Licensed Conhactbr:
NICET Certif¡cation # or Engineers.seal & slgneture:
6Desert Cové Avenue
Planning & Devêfopmênt Se.rvices Deparfmênt7447 E lndían,School Raad,ìsûife 100. Scaftsdâlo. AZ 85251 . Phone:480-312-2500 d F.axr 48G312-7088
Mt¿nÞ.e:3oaq4,Page I ófl
I
Project lnventory
Title: Bank of America - Findlay 80Project Engineer: R. BauerProject Date: 07l13lÙ8Comments:
Scenario Summary
Scenario Average DayActive Topology Altemative Base-Active TopologyPhysical Alternative Base-PhysicalDemand Altemative Average Day Demand
lnitial SettingsAltemative Base-lnitial Settings
Operational Altemative Base-OperatíonalAge Alternative Base-Age AltemativeConstituent Altemative Base-ConstituentTracæ Altemative Base-Trace AlternativeFire Flow Altemative Base-Fire Flow
Cap¡tâl Cost Alternative Base-Capital CostEnergy Cost Alternative Base-Energy CostUser Data Alternative Base-User Data
Liquid Characteristics
Liquid Water at 20C(68F) Specific GravityKinematic Viscosity 1.0804e-5 ft?s
1.00
Network lnventory
Pressure Pipes 23
Number of Reservoirs 3
Number of Pressure Junctic 18
NumberofPumps 2
- Constant Power: 0- One Point (Design Point): 0- Standard (3 Point): 2- Standard Extended: 0- Custom Extended: 0- Multiple Point: 0
Number of Spot Elevations 0
NumberofTanks 0
- Constant Area: 0
- Variable Area: 0Number of Valves 'l. FCV'S:
- PBV.s:
- PRV's:- PSV's:
- TCV's:- GPV'S:
0
0
1
0
0
0
Pressure Pipes lnventory
8.0 inTotal Length
7,076.00 ft 48.0 in7,080.00 ft
4.O0 ft
Title: Bank of Americâ - Findlay 80 Project Engineer: R. Bauerk:\...\91663001\reports\watercad\bofa6-30-08.wcd WaterCAO v7.0 [07.O0.049.00j08/08/08 07:48:50 r@Æ|entley Systems, lnc. Haestad Methods Solut¡on Center Watertown, CT 06795 USA +1-203-755-1666 Page I of 1
Label Length(ft)
Diameter(in)
Velocity(ftls)
P-3
P-18P-17P-22
P-23P-21
P-16P-10
P-33
P-2
P-32
P-15P-1
P-25P-19P-37P-13
P-',t2
P-11
P-9
P-8P-36P-34
728.001.00
1.00
197.00
164.00
205.00
602.00336.00469.00
634.00646.00396.00282.00
1.00
1.00
357.00475.00199.00
212.00227.O0
650.00235.00
62.00
8.0
48.048.0
8.0
8.0
8.0
8.08.0
8.0
8.0
8.0
8.0
8.0
48.048.0
8.0
8.0
8.0
8.0
8.0
8.08.0
8.0
0.000.000.000.01
0.01
0.01
0.01
0.01
o.o2o.o20.020.030.030.100.103.643.653.653.663.673.693.723.72
Scenario: Average DaySteady State Analysis
Pipe Report
Title: Bank of America - F¡ndlay 80 Project Engineer: R. Bauerk\...\91663001\reports\watercad\bofa6-30-08.wcd WaterCAD v7.0 [07.00.049'00]O8/08/OB 07:52;34 ÆDBentley Systems, lnc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Label Elevation(ft)
Demand(Calculated)
(spm)
CalculatedHydraulic Grade
(ft)
Pressure(psi)
PressureHead
(ft)
J-1 3
J-12J-11
J-18J-10J-5J-7
J-1 5
J-9J-8J4J-19J-1
J-17J-2
J-3J-r6J-6
1,736.001,728.00
1,717.001 ,713.001,713.001,712.001,710.001,707.001,701.00
1,702.001,700.00't,695.00
1,695.001,692.001,690.001,680.001,670.001,725.00
1.6850
0.33700.00001.01101.6850
1 .0r 10
2.02202.35900.33700.6740
2.69601.34800.00001.34801.0110
3.03301.68500.0000
1,842.31
1,845.391,846.681,846.681,848.071,852.001,853.85r,853.851,848.07
I,849.561,852.001,852.001,852.001,849.56
1,852.00I,852.001,853.85
2,030.93
4s.99
50.7956.11
57.84s8.44
60.5762.2463.5463.6363.8465.7667.9367.93
68.1770.0974.4279.54
132.36
106.31
117.39129.68
133.68
135.07
140.00
143.85146.85147.07
147.56
152.00r57.00157.00157.56162.00172.00r83.85305.93
Scenario: Average DaySteady State Analysis
Junction Report
Title: Bank of Amer¡ca - Findlay 80 Project Eng¡neer: R. Bauerk:\...\91663001\reports\watercad\bofa6-30-O8.wcd WaterCAD v7.0 [07.00.049.00]O8/O8/O8 07:53:43 lo/Bentley Systems, lnc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page I of 1
Detailed Report for PRV: PRV-I
Scenario Summary
Scenario Average Day
Active Topology Alternative Base-Active Topology
Physical Alternative Base-Physical
Demand Alternative Average Day Demand
lnitial SettingsAlternative Base-lnitial Settings
Operational Alternative Base-Operational
Age Altemative Base-Age Alternative
Constituent Alternat¡ve Base-Constituent
Trace Altemative Base-Trace Alternative
Fire Flow Alternative Base-Fire Flow
Capital Cost Alternative Base-Capital Cost
Energy Cost Alternative Base-Energy Cost
User Data Alternative Base-User Data
Globâl Adjustments Summary
<None> Roughness <None>
Geometric Summary
X
Elevation
Minor Loss Coefficient 0.00
14,417.35 ft Upstream Pipe
11,260.68 ft Downstream P¡pe
1,726.00 ft Diameter
P-34
P-36
8.0 in
lnitial Status
lnitial Valve Status
lnitial HGL
Active lnitial Pressure
1,85s.39 ft56.00 psi
Calculated Results Summary
Time Control From To DischargeVelocityHeadlosCalculated(h0 Status HGL HGL (Spm) (fUs) (ft) Pressure
(ft) (ft) settins(psi)
0.00 Throttling,030.52 ,855.43 ,83.5532 3.72 175.04 56.00
T¡tle: Bank of America - F¡ndlay 80 Project Engineer: R. Bauerk:\...\91663001\reports\watercad\bofa6-30-08.wcd WaterCAD v7.O [07.00.049.001O8t11rcA 11;33;24lEilBentley Systems, lnc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page I of I
Detailed RepoÉ for Reservoir: R-3
Scenario Summary
ScenarioActive Topology Alternative
Physical AlternativeDemand Alternativelnitial Settings Alternative
Operational AlternativeAge AlternativeConst¡tuent Alternative
Trace AlternativeFire Flow Alternative
Capital Cost AlternâtiveEnergy Cost Alternative
User Data Alternative
Average DayBase-Active Topology
Base-PhysicalAverage Day Demand
Base-lnitial SettingsBase-Operational
Base-Age Altemative
Base-ConstituentBase-Trace AlternativeBase-Fire Flow
Base-Capital CostBase-Energy CostBase-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometric Summary
ftft
X 15,423.78
11,066.95
ElevationZone
1,840.00 ftZone
Calculated Results Summary
Time Calculated lnflow Outflow(hr)HydraulicGrade(gpm) (Spm)
(ft)
0.00 I,840.00 to.4102'70.4102
Title: Bank of America - Findlay 80k:\...\9 1 663OO'l \reports\watercad\bofa6-30-08.wcdO8l11lO8 1 1:33:40 ,(LBentley Systems, lnc. Haestad Methods Solution Center
Project Engineer: R. BauerWaterCAD v7.0 [07.OO.O49.00]
Watertown, CT 06795 USA +f-203-755-1666 Page I of 1
Label Length(ft)
Diameter(¡n)
Veloc¡ty(ftls)
P-3
P-18
P-17
P-22P-23P-21
P-16P-10P-33
P-2
P-32P-15P-1
P-25P-19P-37
P-13P-12P-11
P-9
P-8
P-36P-34
728.0O
1.00
1.00
197.00
164.00
205.00
602.00336.00469.00
634.00646.00396.00282.00
1.00
1.00
357.00475.00
199.00
2t2.OO
227.00
650.00235.0062.00
8.0
48.048.0
8.08.0
8.0
8.08.0
8.0
8.08.08.0
8.0
48.048.0
8.08.08.0
8.0
8.08.0
8.0
8.0
0.000.000.00
0.01
o.020.02
0.o20.020.040.040.050.050.070.100.103.61
3.633.643.653.683.70
3.783.78
Scenario: Maximum DayFire FlowAnalysis
Pipe Report
T¡fle: Bank of America - Fincllay 80 Project Engineerl R' Bauer
k:\...\91663001\reports\watercad\bofa6-3o-O8.wcd WaterCAD v7-O [07.00.049.001O8/O8/O8 O7:55:O7 lo/Bentley Systems, lnc. Haestad Methods Solut¡on Center Watertown, CT 06795 USA +l-203'755-'1666 Page 1 of 1
Label Elevation(f0
Demand(Calculated)
(spm)
CalculatedHydraulic Grade
(ft)
Pressure(psi)
PressureHead
(ft)
J-1 3
J-12
J-11
J-1 8
J-l 0J-5
J-7
J-1 5
J-9
J-8
J4J-19J-1
J-17J-2
J-3
J-16J-6
1,736.00
1,728.001,717.0O
1,713.001,713.001,712.00
1,710.001,707.001,701.00
1,702.001,700.001,695.00
1,695.001,692.001,690.001,680.00
1,670.001,725.00
3.37000.67400.00002.0220
3.37002.02204.04404.7180
0.6740r.34805.39202.6960
0.00002.69602-0220
6.06603.37000.0000
1,842.27
1,845.331,846.61
1,846.6't
1,847.991,852.00
1,853.81
1,853.81
1,847.991,849.481,852.001,852.001,852.001,849.481,852.00
1,852.00I,853.812,030.85
45.98
50.7656.0857.81
s8.40
60.5762.2263.5263.5963.81
65.7ôô7.9367.93
68.1370.0974.4279.52
132.33
106.27
117.33
129.61
133.61
134.99
140.00
143.8r146.81
r46.99147.48'152.00
157.00
157.00
157.48
162.00
't72.OO
183.81
305.85
Scenario: Maximum DayFire Flow AnalysisJunction Report
Title: Bank of America - Findlay 80 Project Éng¡neer: R. Bauerk1...\91663oo1\reports\watercad\bofa6-30-08.wcd WaterCAD v7.0 [07.00.049.00]O8/08/OB 07:55:26,¡$Ælentley Systems, lnc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page I of I
Label NeededFire Flow
(gpm)
TotalFlow
Needed(spm)
TotalFlow
Available(spm)
SatisfiesFire Flow
Constraints?
MaximumPressure
(psi)
ResidualPressure
(psi)
CalculatedResidualPressure
(psi)
CalculatedMinimum
ZoneJunction
@TotalFlow
Needed
J-13J-12
J-10J-1 1
J-18J-1 5
J-5J-7
J-8J-9J-4
J-17J-19J-1
J-2J-1 6
J-3
J-6
500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000500.0000
503.3700s00.6740
503.3700500.0000502.0220504.7180
502.0220504.0440501.3480500.674050s.3920
502.6960502.6960500.0000502.0220503.3700506.0660500.0000
1,003.37001,000.67401,003.3700r,000.00011,002.0220
1 ,004.7180't,002.0220
1,004.04411,001.34801,000.67401,005.39201,002.69601,002.69601,000.0001
1,002.02201,003.3700
1,006.06601,000.0001
truetrue
true
true
true
truetruetruetruetruetrue
true
true
true
truetruetruetrue
45.98
50.7658.4056.0857.81
63.5260.5762.22
63.81
63.5965.7668.1367.9367.9370.0979.5274.42
132.33
30.00
30.0030.0030.0030.00
30.0030.00
30.0030.00
30.0030.0030.0030.0030.0030.0030.0030.0030.00
44.57
47.94
52.04
52.80
52.97
57.48
57.63
s9.36s9.6859.9062.20
62.3864.6767.3ô68.14
68.7071.04
108.28
J-12J-1 3
J-13J-13J-13J-13J-r3J-1 3
J-1 3
J-r3J-1 3
J-1 3
J-1 3
J-13J-13J-1 3
J-1 3
J-1 3
Scenario: Maximum DayFire FlowAnalysisFire Flow Report
Title: Bank of America - Findlây 80 Project Engineer: R. Bauerk:\...\9l663OOl\reports\watercad\bofa6-30-08.wcd WaterCAD v7.0 [07.O0.049.00]O8/O8/08 07:56:5O,lEl¡Bentley Systems, lnc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-2O3-755-'1666 Page 1 of I
Detailed Report for PRV: PRV-1
Scenario Summary
Scenario Maximum Day
Active Topology Alternative Base-Active Topology
Physical AlternativeDemand Alternative
Trace Alternative
Fire Flow Alternative
Base-Physical
Maximum Day
Base-Trace AlternativeBase-Fire Flow
lnitial Settings Alternative Base-lnitial Settings
Operational Alternative Base-Operational
Age Alternative Base-Age Alternative
Constituent Alternative Base-Constituent
Capital Cost Altemat¡ve Base-Capital Cost
Energy Cost Alternative Base-Energy Cost
User Data Alternative Base-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometric Summary
X
Elevation
Minor Loss Coefflcient
14,417.35
11,260.681,726.00
0.00
Upstream PipeDownstream PipeDiameter
ftfr
ft
P-34P-36
8.0 in
lnitial Status
lnitial Valve Statuslnitial HGL
Active1,855.39 fr
lnitial Pressure 56.00 psi
FromHGL(ft)
Time(hr)
Galculated Results Summary
To DischargeVelocity,Headlos$alculatedHGL (Spm) (fUs) (ft) Pressure(f0 Sett¡ng
(psi)
0.00 Throttling,030.42 ,855.43 ,92.1278 3.78 174.99 56.00
Title: Bank of Amer¡ca - Findlay 80k:\. . .\9 I 663O0 1 \reports\watercåd\bofa6-30-08 .wcdO8l11lO8 1l:33:58 /qlBentley Systems, lnc. Haestad Methods Solution Center
ControlStatus
Project Engineer: R. BauerWaterCAD v7.O [07.00.049.00]
Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I
Detailed Report for Reservoir: R-3
Scenario Summary
ScenarioActive Topology Alternative
Physical Alternative
Demand Alternative
lnitial Settíngs Alternat¡ve
Operational Alternative
Age Altemative
Constituent Altemative
Trace AlternativeFire Flow Alternative
Capital Gost Alternative
Energy Cost Alternative
User Data Alternative
Maximum DayBase-Active Topology
Base-PhysicalMaximum DayBase-lnitial SettingsBase-Operational
Base-Age Alternat¡ve
Base-Const¡tuentBase-Tracæ Altemat¡veBase-Fire Flow
Base-Capital CostBase-Energy CostBase-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometric Summary
X 15,423.781l,066.95
Elevation
Zoneftft
1,840.00 ftZone
Galculated Results Summary
Time Calculated lnflow Outflow(hr)HydraulicGrade(gpm) (Spm)
(ft)
0.00 1,840.00 ì5.8417,6s.8417
Title: Bank of America - Findlay 80k:\...\9'l 663O0 1 \reports\watercad\bofa6-3O-08.wcdO8t11lOB 11:34:07 loÆlentley Systems, lnc. Haestad Methods Solution Center
Project Engineer: R. BauerWaterCAD v7.o [07.00.049.00]
+1-203-755-1666 Page 1 of'lWatertown. CT 06795 USA
Label Length(ft)
Diameter(in)
Velocity(fVs)
P-3
P-18
P-17
P-23P-21
P-10
P-16
P-22
P-33
P-2
P-32P-15
P-25P-19
P-1
P-37
Pl3P-12
P-11
P-9
P-8
P-36
P-34
728.001.00
1.00
164.00
205.00336.00602.00197.00
469.00634.00646.00
396.001.00
1.00
282.OO
357.00475.00199.00212.OO
227.0O
650.00235.00
62.00
8.048.0
48.08.0
8.08.08.08.08.08.08.08.0
48.048.0
8.08.08.08.08.08.08.08.08.0
0.000.01
0.01
0.03
0.030.040.040.040.060.070.090.090.11
0.11
o.123.563.593.603.il3.693.733.873.87
Scenario: Peak HourSteady State Analysis
Pipe Report
Title: Bank of America - Findlay 8O Poect Eng¡neer: R. Bauer
k\,..\91663001\reports\watercâd\bofa6-3O-O8.wcd WaterCAD v7.0 [07.00.049.00]OB/O8/OB O7:57:O9 l8ùBentley Systems, lnc. Haestad Methods Solut¡on Center Watertown, CT 06795 USA +'t-2O3-755-1666 Page I of 1
Scenario: Peak HourSteady State Analysis
Junction Report
Label Elevation(ft)
Demand(Calculated)
(spm)
CalculatedHydraulic Grade
(ft)
Pressure(psi)
PressureHead
(ft)
J-13J-12J-1 1
J-18J-10
J-5J-7J-15J-9
J-8
J4J-19J-1
J-17J-2J-3
J-16J-6
1,736.00't,728.00
1,717.001 ,713.001,713.001,712.001,710.00
1,707.00I,701.00'1,702.00
1,700.001,69s.001,695.001,692.001,690.001,680.001,670.001,725.O0
5.89751 .1 795o.0000
6.53855.89753.53857.0770
8.25651.17952.3590
9.43604.71800.0000
4.71803.5385
10.61555.89750.0000
1,842.21
1,845.201,846.461,846.46
1,847.831,851.991,853.74
1,853.731,847.831,849.34
1,851.991,852.001,852.001,849.341,852.001,851.991,853.732,030.70
45.95
50.71
56.01
57.74
58.3460.5762.19
63.4863.5363.7565.76
67.92
67.9368.0770.0974.41
79.49132.26
106.21
117.20
129.46
133.46
134.83
139.99143.74
146.73'146.83
147.34
151.99157.001s7.00157.34162.00171.99183.73
305.70
T¡tle: Bank of America - FindlaY 8O
k:\...\91 6630O1 \reports\watercad\bofa6-30-08.wcd08/08/08 O7;57:27 ¡O/Bentley Systems, lnc. Haestad Methods Solution Center
Project Engineer: R. BauerWaterCAD v7.0 [O7.0O.049.0O]
+1-203-755-1666 Page I of 1Watertown, CT 06795 USA
Detailed Report for PRV: PRV-I
Scenario Summary
Scenario Peak Hour
Active Topology Alternative Base-Active Topology
Physical AlternativeDemand Alternat¡ve
Trace AltemativeFire Flow Alternative
Base-PhysicalPeak Hour Demand
Base-Trace Altemative
Base-Fire Flow
lnitial Settings Alternative Base-lnitial Settings
Operational Alternative Base-Operational
Age Alternative Base-Age Altemative
Constituent Alternative Base-Constituent
Capital Cost Alternative Base-Capital Cost
Energy Cost Alternative Base-Energy Cost
User Data Alternative Base-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometric Summary
X
Elevation
Minor Loss Coeffìcient
14,417.35
11,260.681,726.00
0.00
ftftft
Upstream Pipe
Downstream P¡pe
Diameter
P-34
P-36
8.0 in
lnitial Status
lnitial Valve Status
lnitial HGL
Active
1,855.39 ftlnit¡âl Pressure 56.00 psi
Galculated Results Summary
Time(hr)
ControlStatus
ToHGL(f0
FromHGL(ft)
DischargeVelocityHeadlos€alculated(Spm) (fUs) (ft) Pressure
Setting(ps¡)
0.00 Throttling,030.26,855.43 t06.2375 3.47 174.42 56.00
Title: Bank of America - FindlaY 80k:\...\9 1 663OO 1 \reports\watercad\bofa6-3O-O8.wcdO8t11tO8 11:34.251&LBentley Systems, lnc. Haestad Methods Solution Center
Project Engineer: R. BauerWaterCAD v7.O [07.00.049.00]
Watertown, CT 06795 USA +1-203-755-1666 Page 'l of 1
Detailed Report for Rese¡voir: R-3
Scenario Summary
Scenar¡o
Active Topology AltemativePhysical AltemativeDemand Altemativelnitial Settings AlternativeOperalional AltemativeAge AltemativeConstituent Alternative
Trace AlternativeFire Flow Alternative
Capital Cost Altemative
Energy Cost AltemativeUser Data Altemative
Peak HourBase-Active TopologyBase-Physical
Peak Hour DemandBase-lnitial SettingsBase-OperationalBase-Age AlternativeBase-Constituent
Base-Trace AlternativeBase-Fire FlowBase-Capital CostBase-Energy CostBase-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometric Summary
ftft
X 15,423.7811,066.95
ElevationZone
1,840.00 ftZone
Calculated Results Summary
Time(hr)
CalculatedHydraulic Grade
(ft)
lnflow Outflow(spm) (spm)
1.840.00 557.2371 -557.2371
T¡tle: Bank of Amer¡ca - F¡ndlay 80k:\...\91 663O0 I \reports\watercad\bofa6-30-08.wcd08/08/08 O8:01:23 lo¡Bentley Systems, lnc. Haestad Methods Solution Center
0.00
Poect Engineer: R. BauerWaterCAD v7.O [07.0O.049.00]
+1-203-755-1666 Page 1Watertown, CT 06795 USA
Detailed Report for Pump: PMP-1
Scenario Summary
ScenarioActive Topology Altemative
Physical AlternativeDemand Altemative
lnitial Settings Altemative
Operational Altemative
Age AlternativeConstituent Altemat¡ve
Trace AlternativeFire Flow Alternative
Capital Cost AltemativeEnergy Cost Alternative
User Data Alternative
Peak Hour
Base-Active Topology
Base-Physical
Peak Hour Demand
Base-lnitial Settings
Base-OperationalBase-Age Alternative
Base-ConstituentBase-Trace Alternative
Base-Fire Flow
Base-Capital Cost
Base-Energy Cost
Base-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometric Summary
X
Elevalion
14,418.29 ft11,509.87 ft1,740.50 ft
Upstream PipeDownstream Pipe
P-19
P-25
Pump Definition Summary
Pump Definition Flow Test Data #1
lnitial Status
lnitial Pump Status On lnitial Relative Speed Factor 1.00
Calculated Results Summary
PumpHead
(ft)
Time(hr)
Control lntake DischargeStatus Pump Pump
Grade Grade(ft) (ft)
lntake DischargePump Pump
Pressure Pressure(psi) (ps¡)
Discharge(spm)
Relative CalculatedSpeed Water
Power(Hp)
0.00 On 1,740.s0 2,030.70 l2s.s6 606.2375 290.20 L00 44.420.00
Pump Head Curve(Relative Speed Factor =
!oâ0bT
PMP-1
o.o 500.0 1000.0 1500.0 2000.0Discharge
(spm)
2500.o 3000.o
Title: Bank of America - Findlay 80k:\...\9 I 66300 I \reports\watercad\bofa6-30-08.wcd
Project Eng¡neer: R. BauerWaterCAD v7.0 [07.00.049.00]
08/08/08 07:58:58 lo/Bentley Systems, lnc. Haestad Methods Solut¡on Center Watertown, CT 06795 USA +1-203-755-1666 Page I
Detailed Report for Pump Definition: Flow Test Data #l
Pump Head Character¡stics
Pump Type
Shutoff Head
Design Head
Standard (3 Point)292.00237.00
Max¡mum Operating Head 46.00
Shutoff Discharge 0.0000 gpm
Design Discharge 1,574.6000 gPm
Maximum Operating Discha 2,391.4000 gpm
ftftft
Pump Efficiency Characteristics
EfficiencyType ConstantEfficiencyPump Efficienry 100.0 %
Motor and Drive Characteristics
Motor EfficiencyVariable Speed Drive?
100.0 %
false
150.O
100.o
o.o 500.0 1000.0 1500.o
T¡tle: Bank of Amer¡ca - Findlay 80k:\...\91 663001 \reports\watercad\bofa6-30-08.wcd08/08/08 08:1o:33 lfùBentley Systems, lnc. Haestad Methods Solution Center
2000.o 3000.o
Project Eng¡neer: R. BauerWaterCAD v7.O [O7.0O.O49.00]
+1-203-755-1666 Page 1 of 1
2500.0
Watertown, CT 06795 USA
Detailed Report for Pump: PMP-2
Scenario Summary
ScenarioActive Topology Alternative
Physical AlternativeDemand Alternativelnitial Settings Altemative
Operational Alternative
Age AlternativeConstituent AlternativeTrace AlternativeFire Flow Alternative
Capital Cost AltemativeEnergy Cost Alternative
User Data Alternative
Peak HourBase-Active TopologyBase-PhysicalPeak Hour Demand
Base-lnitial SettingsBase-OperationalBase-Age Alternat¡ve
Base-Const¡tuentBase-Trace AlternativeBase-Fire FlowBase-Capital CostBase-Energy CostBase-User Data
Global Adjustments Summary
<None> Roughness <None>
Geometr¡c Summary
X
Elevat¡on
12,901.14 ft11,475.93 ft1,657.00 ft
Upstream Pipe
Downstream Pipe
P-17
P-18
Pump Definition Summary
Pump Definition Flow Test Data#2
lnitial Status
lnitial Pump Status On lnitial Relative Speed Factor 1.00
Calculated Results Summary
Time(hr)
Control lntake DischargeStatus Pump Pump
Grade Grade(ft) (ft)
lntake Discharge Discharge PumpPump Pump (Spm) Head
Pressure Pressure (ft)(psi) (psi)
Relative CalculatedSpeed Water
Power(Hp)
0.00 On 1,657.00 1,852.00 0.00 84.37 31 .8463 195.00 1.00 1.57
200.180.O160.0140-
E 12O.O
$ € roo.or Bo.o60.o40.o20.o
o.o.o
Title: Bank of America - Findlay 80k:\...\9 I 663OO 1 \reports\watercad\bofa6-30-O8.wcd
Pump Head CurvePMP-2 (Relative Speed Factor = 1.OO)
2000.0 4000.o 6000.0 Booo.o 10000.0 12000.0 14000.0Discharge
(spm)Project Eng¡neer: R. Bauer
WaterCAD v7.0 [07.O0.049.00]08/O8/O8 O8:OO:O5,(ùÆlentley Systems, lnc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page I
Detailed Report for Pump Definition: Flow Test Data #2
Pump Head Characteristics
Pump Type
Shutoff Head
Design Head
Standard (3 Point)
195.00 ft
186.00 ft
46.00 fr
Shutoff DischargeDesign Discharge
0.0000 gpm
2,632.0000 gpm
Maximum Operating Head Maximum Operating Dischá0,530.2000 gpm
Pump Efficiency Characteristics
EfficiencyType ConstantEfficiency
Pump Efficiency 100.0 o/o
Motor and Drive Characteristics
Motor EfficiencyVariable Speed Drive?
100.0 %
false
200
180.
160.
140.
120-O
100.o
80.o
60.0
40.
20.
oo.o
T¡tle: Bank of Amer¡ca - Findlay 80k:\...\9'l 663OO1 \reports\watercad\bofa6-30-08.wcd08/08/08 O8:1o:49 ¡O/Eentley Systems, lnc. Haestad Methods Solut¡on Center
2000.o 4000.0 6000.0 8000.o 10000.0 12000.0 14000.o
Project Engineer: R. BauerWaterCAD v7.0 [07.00.049.001
+1-203-755-1666 Page I of 1Watertown, CT 06795 USA
Scenario: Peak Hour
R-2{ r-r'z5.':.(;r pMp_2J\
R-1\.ìry
o) \'/r \i7
l\/IrPMP-1
trO '', Nr.rJ-5 ,' ;- , d_ ì' J.6
\. ,ó\r
J-13À
.ri 2-\ cP
-1
I Color Coding LegendLink: Diameter (in)
I <= 8.0I <=48.0
R-3---ri /
;ì-*-
ar)
I0-N
I
0-
6=r.t1
¡
o
J-17
J-12
Ø&\--.,Q,
-10
Tltle: Bank of Amedca - Flndlay 80k\...\91 663001 \reporls\watercad\bofa6.3G08,wcdO8/08/OB O8:12:084M
I l-r:\Color Coding LegendNode: Element Type
oooo
Pressure JunctionReservoir
PumpPRV
PrQect Englneer: R. BauerWetêrCAD v7.0 f 07.00.049.001
Psgè 1 ol 1(o Bentley syctemo, lnc. Heeslad Methodg soluüon centsr weterto$rn, cr o6zgs usA +1-20&7ss-1666
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