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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

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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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Sanitarv Sewer Line A

Normal Depth

CdticalDepth

Channel Slope

Critical Slope

1.O4 in

0.08 ft

0.00550 Hft

0.00722 fr/ft

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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


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



Downstream Velocity

Upstream Velocity

0.00 in

0.00 fr0.00 o/o

12.07 Yo

lnfinity fUs

lnfinity fVs

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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

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Sanitary Sewer Line D

Friction Method

Solve For

Manning Formula

Normal Depth


Channel Slope

Normal Depth

Diameter

Discharge

0.013

0.00550 ftJft

0.97 in

8.00 in

18000.00 sal/day

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I

V:f \Irt

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Sanitarrr Sewer Line E

ffiffiffiFffi&"Fr¡ct¡on Method

Solve For

Manning Formula

Normal Depth


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



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


Channel Slope

Normal Depth

Diameter

Discharge

0.013

0.00550

1.18

8.00

27000.00

fttft

in

in

gallday

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$COT SDALE N.E. AREA SEWERSIMPROVEMENT DISTRICT S-7A30

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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: [email protected] 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: [email protected] 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


Geometric Summary

ftft

X 15,423.78

11,066.95

ElevationZone

1,840.00 ftZone


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)


(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


Physical AlternativeDemand Alternative

Trace Alternative

Fire Flow Alternative

Base-Physical

Maximum Day

Base-Trace AlternativeBase-Fire Flow

lnitial Settings Alternative Base-lnitial Settings


Age Alternative Base-Age Alternative

Constituent Alternative Base-Constituent

Capital Cost Altemat¡ve Base-Capital Cost





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


Physical Alternative

Demand Alternative

lnitial Settíngs Alternat¡ve

Operational Alternative

Age Altemative

Constituent Altemative


Capital Gost Alternative

Energy Cost 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



Geometric Summary

X 15,423.781l,066.95

Elevation

Zoneftft

1,840.00 ftZone


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)


(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


Physical AlternativeDemand Alternat¡ve

Trace AltemativeFire Flow Alternative

Base-PhysicalPeak Hour Demand

Base-Trace Altemative

Base-Fire Flow

lnitial Settings Alternative Base-lnitial Settings


Age Alternative Base-Age Altemative

Constituent Alternative Base-Constituent

Capital Cost Alternative Base-Capital Cost





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


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


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



Geometric Summary

ftft

X 15,423.7811,066.95

ElevationZone

1,840.00 ftZone


Time(hr)


(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


Capital Cost AltemativeEnergy Cost 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



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


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


Physical AlternativeDemand Alternativelnitial Settings Altemative

Operational Alternative

Age AlternativeConstituent AlternativeTrace AlternativeFire Flow Alternative

Capital Cost AltemativeEnergy Cost 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



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


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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