HomeMy WebLinkAbout98 - Design Report - Stoneridge Minor #1 - Water, Sewer, Streets DESIGN REPORT
for
STONERIDGE MINOR SUBDIVISION#1
Water, Sewer, and Street Improvements
July, 1998
Prepared by:
MORRISON
INEERS
3tM.GEIVT SCIENTISTS
s� SURVEYORS
y. MAIERLE,INC. 5 CE"194.5
An Ernployeo-Oumad Co7n7ary
Location Map
for
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STONERIDGE MINOR SUBDIVISION #1
INTRODUCTION
Stoneridge Minor Subdivision#1 contains 28.35 acres and is located just west of North 19`h Avenue
between Durston Road and West Oak Street. The purpose of this report is to provide the basis for
the design of the water, sewer, and streets improvements.
WATER SUPPLY
The proposed five lot Minor Subdivision is to be served by the City of Bozeman's water distribution
network. The following discussion on water supply shall analyze the domestic and fire protection
demands for the Stoneridge Minor Subdivision#1 taking into account both the future water demands
of the Northwest Waterline SID and the waterline for the Cape, Saccoccia, and Perkins properties.
City water mains currently exist in Durston Road and throughout the Brentwood Subdivision to the
west. The plans propose to connect into the 10"main at the intersection of Durston Road and North
201" Avenue with an 8" line. The 8" line will run north along Stoneridge Drive to a point of
termination at the north side of the intersection of Stoneridge Drive and North 22"d Avenue. The
existing 6" line at the end of Charlotte Street will be extended to the new 8"line in Stoneridge Drive.
The existing 8" line in North 22"d Avenue will also connect to the 8" line in Stoneridge Drive. See
the attached plans for exact locations of the waterlines.
A hydraulic analysis of the proposed waterline layouts for the three mentioned projects was
performed using CYBERNET, a water distribution model by Haestad Methods. The existing
topography of northwest Bozeman consistently drops in elevation as one proceeds north. The
objective is to reduce the increasing water distribution pressures in a step-like manner without
reducing capacity as Bozeman expands to the northwest. If this is done effectively, fire flow
requirements can be met and the possible need for a future booster station or pressure tower can be
reduced. The analysis has shown that pressure reduction valves (PRV) should be installed at the
location shown on the Cape, Saccoccia, & Perkins water main plans to bring pressures down to
acceptable levels.
The pressure boundary is consistent with the City of Bozeman's updated Water Facility Plan and the
city's preliminary review of the Cape, Saccoccia, and Perkins waterline project. Stoneridge Minor
Subdivision#1 is located within the exiting south pressure zone. The first PRV-stationis located
just north of West Oak Street.
The following discussion on water supply shall describe the domestic and fire protection demands
taking into account the three projects. The design of the water supply system will provide capacity
for business and commercial consumptive use (including landscape irrigation for future
developments) along with fire protection.
Stoneridge Minor Subdivision #1 1
Water usage is based on the following criteria:
TABLE A.1 - Water Usage
ZONING CONSUMPTIVE IRRIGATION DEMAND
(gpd/acre) (gpd/acre) (gpd/acre)
Light Manufacturing District 2000* 1160** 3160
(M-1)
Community Business District 3000* 1160** 4160
(B-2)
* Values from the City of Bozeman Sewer Master Plan
** Assume 1.5"of water per week over an acre:
(1.5 in/wk)x (1 ft/12 in)x(43560 sf/acre)x(7.48 gal/cf)x(1 wk/7 days)=5818.4 g.p.d./acre
Assume 20%of an acre is irrigated: (.20)x(5818.4 g.p.d./acre)= 1160 gal/day/acre
In order to model the system, each junction node was assessed a demand based on its service area
(in acres) and the type of zoning in that area. Below is a table showing the demands placed at the
junction nodes and how they were formulated (see Exhibit 1-1 for the System Layout included in
the Appendix for the approximate location of each node).
TABLE A.2 - Water Model Demands
NORTHWEST TRUNK WATERLINE
Cybernet Demand Formulation
WATER
DEMAND
BASED ON
ZONING
M-1 (gpd)= 3160
B-2(gpd)= 4160
JUNCTION
NODE ZONING ACRES G.P.D. GPM
20 B-2 5.21 21673.6 15.05
30 B-2 5.21 21673.6 15.05
40 B-2 5.21 21673.6 15.05
50 B-2 5.21 21673.6 15.05
60 B-2 5.21 21673.6 15.05
70 B-2 7.66 31865.6 22.13
Stoneridge Minor Subdivision #1 2
110 B-2 10.57 43971.2 30.54
120 B-2 10.57 43971.2 30.54
130 B-2 20.9 86944 60.38
330 B-2 24 99840 69.33
320 B-2 22.57 93891.2 65.20
325 - 0 0 0.00
300 B-2 26.42 109907.2 76.32
290 B-2 26.42 109907.2 76.32
280 B-2 22.1 91936 63.84
M-1 17.3 54668 37.96
270 B-2 22.1 91936 63.84
M-1 8.1 25596 17.77
260 B-2 27.7 115232 80.02
M-1 4 12640 8.78
250 -- 0 0 0.00
240 B-2 33.2 138112 95.91
230 B-2 27.7 115232 80.02
220 M-1 20.13 63610.8 44.17
210 M-1 20.13 63610.8 44.17
200 M-1 20.13 63610.8 44.17
190 M-1 20.13 63610.8 44.17
180 M-1 20.13 63610.8 44.17
160 M-1 20.13 63610.8 44.17
150 B-2 15.6 64896 45.07
M-1 20 63200 43.89
140 B-2 12.8 53248 36.98
510 B-2 25.7 106912 74.24
520 B-2 25.7 106912 74.24
530 B-2 25-7 106912 74.24
M-1 24.5 77420 53.76
450 B-2 12.8 53248 36.98
340 B-2 6 24960 17.5
380 B-2 6 24960 17.5
TOTALS= 633 2438350 16941
'TOTAL
MgaINR = 890.00
H:/2605/009/0emand.wb3
• The highlighted cells are junctions located in Stoneridge Minor Subdivision #1. See the
attached Exhibit 1-1.
Stoneridge Minor Subdivision #1 3
ANALYSIS
Before the CYBERNET analysis for the three projects could be completed,input data was collected.
Flow data,residual and static pressures at existing hydrants were collected by the City of Bozeman
Fire Department. From this data the existing system fire flow capacity is computed. A relationship
between flow and residual pressure is established using the following formulae:
Qf=29.873 * c * d2 * (p)°-5 and Qr=Qf* (hr/hf)'-"
Where:
c = 0.90 Qf=hydrant flow(gpm)
d= outlet connection dia (in) hr= static pressure - req. residual pressure (psi)
p=pito pressure (psi) hf= static pressure -test flow residual (psi)
Please see the Appendix for the existing fire flow capacity curves created by the above equations.
In order to dynamically model the pressure vs. flow relationship as inputs from the existing
distribution system, a pump with a performance curve matching the fire flow capacity curve was
inserted at each connection to existing water main. This allowed for a closer representation of the
true capacity of the existing system to be modeled. This method more accurately represents the real
system and alleviates the misuse of flow control valves at constant pressures. Static and residual
pressure readings, flow data and locations of fire hydrants near the points of connection are as
follows:
• Hydrant at intersection of Wheat Dr. and Mandeville Ln.
Static Pressure = 134 psi Residual Flow= 1720 gpm @ 114 psi
Fire Flow=4400 gpm @ 20 psi
• Hydrant at intersection of No. 20`h and Durston Rd.
Static Pressure = 140 psi Residual Flow= 1760 gpm @ NA
Fire Flow= 3000 gpm @ 20 psi
• Hydrant at the west end of Oak St.
Static Pressure= 155 psi Residual Flow= 1838 gpm @ 146 psi
Fire Flow= 7933 gpm @ 20 psi
• Hydrant located north of Oak St. and south of Baxter Ln. (for the Hampton Inn)
Static Pressure = 160 psi Residual Flow= 1950 gpm'@ 145 psi
Fire Flow= 6514 gpm @ 20 psi
Surveyed elevations for each junction node and Hazen-Williams roughness coefficients(C)f6r each
pipe were appropriately assigned. The "C" values were conservatively estimated using values for
20 year-old cast iron pipe (i.e. 92.50 for 8" dia., 94 for 10"dia. and 96 for 12" dia.) Minor losses
were accounted for by attaching the required fittings and valves to the network layout. Please see
Stoneridge Minor Subdivision #1 4
the Appendix the summary of input data and Exhibit 1-1.
y Fire flows were conservatively estimated using the 1991 Uniform Fire Code (1991UFC). The
building category selected was Type III(exterior protected-combustible)with a footprint of 125,000
sft.. From Table A-I11-A1 the required fire flow of 5000 gpm was obtained. For buildings with fire
sprinkler systems installed, a reduction up 75% may be taken as approved by the Fire Chief.
However this value may never be less than 1500 gpm. A summarization of the fire flow is-as
follows:
Required Fire Flow= 1500 gpm
Fire Sprinkler Sys. Demand= 1500 gpm
Total= 3000 gpm
If a building did not have a fire sprinkler system installed, the available fire flow would be 3000
gpm. From Table A-III-A-1 the largest allowable building is 47,100 sft.. For the purpose of this
analysis it is assumed that all buildings greater than 47,100 sft. will have a fire sprinkler system
installed. The distribution system shall be scrutinized using design flows of Maximum Daily
Demand plus the required fire flow. Therefore, a fireflow of 3000 gpm in addition to the Maximum
Day Demand was modeled.
The analysis is composed of three trials and a fire flow simulation. The distribution system must
account for peak periods of daily use. This is accomplished with the use of peaking factors applied
to the Average Day Demand. Peak factors are a function of land use, present population and the
population growth rate. The three trials are as follows:
1. Average Day Demand (ADD) ( Peaking Factor= 1)*
2. Maximum Day Demand (MDD) ( Peaking Factor=2.5)*
3. Peak Hour Demand (PHD) (Peaking Factor= 3.1)*
*Peak Factors from the City of Bozeman, 1997.
Compared with residential peak demand, commercial peak demand is considerably less and
definitely not as varied. The peaking factors used here are for residential land use and are considered
very conservative values when applied to a commercial land use.
RESULTS
Cybernet modeled the proposed distribution system using the estimated demands and generated
flows and pressures that the existing distribution system will provide. See the Appendix for the
complete results of the three different runs. Exhibit 1-2 illustrates the pressure distribution
throughout the network given Peak Hour Demands. Table A.4 is a summary of model results
Stoneridge Minor Subdivision #1 5
TABLE AA - Summary of Cybernet Model Results
Location of Connection ADD* MDD* Pill*
Wheat Dr.and Mandeville Ln. +531 gpm +1327 gpm +1646 gpm
No.20'St.and Durston Rd. +281 gpm +621 gpm +738 gpm
West Oak St.just west ofN. 19'Avenue +424 gpm +1538 gpm +1968 gpm
N.of Oak St.&S.of Baxter Ln(Hampton Inn) +344 gpm +750 gpm +900 gpm
Highest Pressure 158 psi,J-380 160 psi,J-410 158 psi,J-410
Lowest Pressure 77 psi,J-325 70 psi,J-325 66 psi,J-325
i - .1
s ADD-Average Day Demand,MDD-Maximum Day Demand,PHD-Peak Hour Demand
Fire Flow requirements were then modeled. Cybernet utilizes a fire flow simulation algorithm which
will compute the required and available fire flow at all junctions within the system. At each junction
node the Maximum Day Demand was added to the Fire Flow demand and applied. This results in
a demand between 3000-3250 gpm at that node. Please see exhibit 1-3 for Fire Flow distribution
throughout the network. The effects of the Fire Flow demands are as follows:
TABLE A.5 - Fire Flow Model Data& Results
Cybernet Version: 2.18 SN: 1132184074 19-02-1998
Description: FIREFLOW
Drawing: H:\2605\009\CYBERDWG\NWPIPE
Fire Flow Summary. Page 1
JCT Avg. Day Avg. Day Zone Needed Available @Residual Min. Zone @JCT
No. Demand Pressure No. Fire Flow Fire Flow Pressure Pressure No.
(gpm) (psi) (gpm) (gpm) (psi) (psi)
------------------------------------------------------------------------------
10 0.0 137.E 1 3000.0 7109.5 20.0 29.0 20
20 37.5 143.0 1 3037.5 6108.E 20.0 34.7 30
30 37.5 143.7 1 3037.5 4987.7 20.0 36.8 40
40 37.5 143.3 1 3037.5 4523.9 20.0 45.9 50
50 37.5 142.1 1 3037.5 4376.7 20.0 56.8 40
60 37.5 143.1 1 3037.5 4750.7 20.0 47.9 50
70 55.3 143.9 1 3055.3 8962.5 20.0 21.2 80
80 0.0 143.6 1 3000.0 8470.5 20.0 20.0 90
90 0.0 143.5 1 3000.0 8284.6 20.0 23.7 80
100 0.0 74.0 1 3000.0 8328.5 20.0 22.5 90
110 76.3 76.7 1 3076.3 7897.8 20.0 24.7 120
120 76.3 77.8 1 3076.3 7639.6 20.0 24.3 130
130 151.0 78.3 1 3151.0 7471.6 20.0 26.1 140
140 92.5 76.3 1 3092.5 7234.0 20.0 25.6 150
150 222.5 78.1 1 3222.5 5906.1 20.0 22.3 180
160 110.5 79.0 1 3110.5 5426.4 21.0 20.0 180
170 0.0 78.5 1 3000.0 5008.9 23.0 20.0 180
180 110.4 74.7 1 3110.4 3987.4 20.0 22.2 190
190 110.4 76.0 1 3110.4 3568.9 20.0 26.9 200
200 110.4 81.4 1 3110.4 3375.1 20.0 25.2 210
Stoneridge Minor Subdivision 41 6
210 110.4 85.0 1 3110.4 3326.7 20.0 22.6 220
220 110.4 85.6 1 3110.4 3245.9 20.0 25.8 210
230 110.4 90.1 1 3110.4 3347.9 20.0 20.7 220
240 239.8 97.3 1 3239.8 2807.5* 20.0 34.1 250
250 0.0 89.7 1 3000.0 3161.1 20.0 26.4 260
260 222.0 90.7 1 3222.0 3331.9 21.0 20.0 250
270 204.0 85.4 1 3204.0 3275.8 20.0 23.6 280
280 254.5 83.0 1 3254.5 3303.9 20.0 23.7 270
290 190.8 77.9 1 3190.8 3547.9 20.0 26.9 280
300 190.8 74.4 1 3190.8 3990.4 20.0 24.8 290
310 0.0 71.9 1 3000.0 4785.8 20.0 21.8 325
320 163.0 72.7 1 3163.0 4802.5 21.7 20.0 325
325 0.0 70.9 1 3000.0 3761.7 20.0 36.3 310
330 173.3 75.5 1 3173.3 5562.4 21.4 20.0 325
340 43.8 78.8 1 3043.8 6199.8 21.5 20.0 325
350 0.0 79.3 1 3000.0 7742.6 20.0 21.9 325
360 0.0 147.4 1 3000.0 7771.1 20.0 23.3 370
370 0.0 147.5 1 3000.0 7921.7 20.0 20.0 360
380 43.8 148.1 1 3043.8 8481.7 20.0 20.2 360
390 0.0 149.0 1 3000.0 9903.6 20.0 20.2 325
400 0.0 149.6 1 3000.0 7429.4 20.0 57.0 70
410 0.0 159.8 1 3000.0 11876.2 20.0 26.9 420
420 0.0 159.8 1 3000.0 5109.9 20.0 20.0 430
430 0.0 159.8 1 3000.0 5044.9 20.0 21.5 420
440 0.0 113.2 1 3000.0 5247.4 20.0 20.0 420
450 92.5 115.6 1 3092.5 5728.0 22.4 20.0 420
460 0.0 114.3 1 3000.0 5788.5 20.0 20.0 536
480 0.0 116.9 1 3000.0 5764.1 22.9 20.0 420
490 0.0 118.0 1 3000.0 6043.2 20.0 24.1 420
500 2.5 118.9 1 3002.5 6152.4 20.0 21.8 490
510 185.5 77.0 1 3185.5 6305.9 20.0 28.7 520
520 185.5 79.5 1 3185.5 5954.6 20.0 27.9 530
530 320.0 79.4 1 3320.0 5698.8 20.0 29.5 520
535 0.0 82.3 1 3000.0 5783.8 20.0 20.7 536
536 0.0 114.1 1 3000.0 5696.9 20.0 21.9 460
* NEEDED FIRE FLOW NOT ATTAINED.
All junctions satisfy the Fire Flow requirement except junction 240. This junction is located at the
north end of the proposed water distribution system (Northwest Waterline S.I.D.) and has a flow
that is 432 gpm below what is required. Once additional looping is established to the west with
more connections to the existing system,greater flow at higher pressures may be provided. Another
way to mitigate this concern may be through increasing the size of the waterline that serves this area.
This would reduce the headloss in the transmission line thus increasing the pressure and flow to
junction 240.
For the junctions located within Stoneridge Minor Subdivision 41 (junction 20,30,40,50,60,&70)
the average available fire flow at 20 psi is 5618 gpm.
CONCLUSION
Based on this analysis, the proposed waterline along with the existing mains provide adequate
service to meet the consumptive demands for future development.
Stoneridge Minor Subdivision#1 7
SEWAGE DISPOSAL
Sewage shall be collected in a central collection system installed by the applicant and carried to the
City of Bozeman's Wastewater Treatment Plant located at Moss Bridge and Springhill Roads,where
it shall be treated.
City sewer mains currently exist south of West Oak Street, in Durston Road, and throughout the
Brentwood Subdivision to the west. The plans propose to connect into the existing 15" sewer in
Durston Road with a 12"line.The 12"line will then go north through Stoneridge Minor Subdivision
#1 to a connection with the existing 8" line at the north end of the property just south of West Oak
Street. The line will be oversized to provide the City of Bozeman additional sewer capacity. The
cost of oversizing this line will be paid for by the City of Bozeman. See the attached plans for exact
location and size of sewer mains.
The following assumptions are the basis for wastewater demand calculations for Minor#1:
• 2 units per acre where densities are not precisely known, else use exact number of
units
• 20 persons per unit
• wastewater flowrates for an office building is 16 gal/person-day(table 2-10 Metcalf
& Eddie)
• wastewater flowrates for commercial space is 15 gal/person-day(table 2-10 Metcalf
& Eddie)
• assume 20 employees per office building
• assume 5 employees per commercial building
• Peaking Factor from Figure 1, WQB 2
PF = 18 + JP where P = population in thousands
4 + JP
TABLE BA -Wastewater Demands (gpm)
WASTEWATER FLOW(GPM)
PERSONS AVE. FLOW PEAK FLOW'
LOT 1 5 0.0522 0.19,
LOTS 2-4 60 0.673 2.47
LOT 5 1000 11.114 41
TOTALS 1065 11.83 43.70
Stoneridge Minor Subdivision #1 8
NOTES:
1. PF = 18 +✓1.065 = 3.69
4+ ✓1.065
2. 5 persons x 15 gpd/persons-day =75 gpd=0.052 gpm
3. 60 persons x 16 gpd/persons-day= 960 gpd= 0.667 gpm
4. 1000 persons x 16 gpd/persons-day=16000 gpd= 11.11 gpm
5. 3.69 x 0.052 = 0.19 gpm
Capacity Calculation
Manning's Equation Q = (1.49/n)*(A)(R)^.6667(S)^'/z
Q = (1.49/0.013)(3.14*1^2/4)(1/4)^.667(.004)^'/z
n=0.013 (PVC)
S = 0.4%minimum slope
d= 12 inches
QmaX= 1014 gpm««<43.7 gpm
The City of Bozeman's preliminary Wasterwater Facility Plan prepared by HKM/MSE Engineers
analyzed the city's current sewer system. Data generated by the SANSYS Sanitary Sewage Analysis
Program shows the 15" line in Durston Road is currently above capacity at peak hours of the day.
The installation of the 12" line for Stoneridge Minor Subdivision#1 will help mitigate the problem
at this location. The above mentioned report did not have data for the collection system located
within the Brentwood Subdivision area. Stoneridge Minor Subdivision #1 ties into an existing
manhole that is part of the Brentwood collection system(see the attached plans). From this manhole
we are replacing the 8" main with a 12" main. The 12"main will run to the manhole located in the
south west corner of the intersection of West Oak Street and North 19`h Avenue. The existing 8"line
under North 19`h Avenue will remain in place. Data for the manhole located at the south east corner
of the intersection of Oak Street and North 19" Avenue shows there is available capacity for the
Stoneridge Minor Subdivision#1 wastewater flows. According to the report,the maximum capacity
of the 24" line that runs north along North 191 Avenue is 16 cfs. The current peak flow in this line
is 7.33 cfs. The proposed subdivision will add 0.0973 cfs(43.7 gpm)to this peak flow. This is only
0.6% of the overall capacity of this existing main. The relevant information from the above
mentioned report is attached in the Appendix.
TRAFFIC
The traffic study for this area was performed as part of the Stoneridge P.U.D Subdivision and is
incorporated by reference.
Stoneridge Minor Subdivision 41 9
PAVEMENT SECTION DESIGN
On June 1, 1998 seven test pits were dug along road alignments within Stoneridge Minor
Subdivision#1. Four test pits were dug along Stoneridge Drive. All four test pits had approximately
1'of topsoil overlaying 8" minus native gravels. No groundwater was encountered(test pits where
approximately 8' deep). The remaining three test pits were taken along both the North 22"d and
Charlotte Street alignments. These test pits revealed approximately l'of topsoil overlaying 3-4 feet
of clay loam, followed by the 6" minus native gravels. Again, no ground water was encountered.
All road sections will be sub-excavated to the native gravel layer. A pavement section design was
performed using Amoco,a pavement section design program that is based upon the AASHTO Guide
for Design of Pavement Structures. The recommended section is as follows:
1) 3" - Hot Plant Mix Asphalt Concrete (type B) Surface Course
2) 3" - 1" Minus Crushed Base Course
3) 12" - 3" Minus Select Sub-Base Course
See the Appendix for the Amoco design parameters and results.
SITE GRADING & DRAINAGE PLAN
The site grading and drainage plan for this area was performed as part of the Stoneridge P.U.D
Subdivision and is incorporated by reference.
H:\2605\007\DSGNR98.WPD
Stoneridge Minor Subdivision #1 10
Appendix
Stoneridge Minor Subdivision #1
SYSTEM PRESSURES Exhibit 1-2
PEAK HOUR DEMANDS Peak Hour
( IN PSI ) Pressure Contours
M N
r1
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, N 180
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s Aso N W �-
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a
100
-105 = N
10 0
ca
ITf
SCALE P - 600' P-_ssp". ,vc
FFl . _
FIRE FLOWS
MAX DAY + FIRE FLOW IN GPM Exhibit 1-3
( )
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7500 �� w W
6000 z
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SCALE- 1' - 800' n-SSP,w:c
2. Fire Flow Curves
Design Report, C, S, & P Water Main
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3. Results and Input Data
Design Report, C, S, & P Water Main
3. Results
Average Daily Demand
Cybernet version 2.18. SN: 1132184074-250
Extended Description:
U V I T S S P E C I F I E D
FLOWRATE . . . . . . . . . . .. = gallons/minute
HEAD (HGL) ....... .. . = feet
PRESSURE ......... . .. = psig
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . .. .. . .. .. . . . . . . . .. (p) = 61
NUMBER OF JUNCTION NODES . . . . . . . ... (j) = 52
NUMBER OF PRIMARY LOOPS ... . . . . . ... (1) - 6
NUMBER OF BOUNDARY NODES . . . . . . . .. . (f) = 4
NUMBER OF SUPPLY ZONES ......... ... (z) = 1
S I M U L A T I O N R E S U L T S
r*+gar***a*,tr��ar***++*****aw*,t*«ar•r
S I M U L A T I O N D E S C R I P T I O N
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: AVERAGE DAILY DEMAND
Drawing: NWPIPE2
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
10-BNPU 0 10 280.90 0.26 321.87 0.00 1.79 3.27
20 10 20 280.90 0.38 0.00 0.00 1.79 3.27
30 20 30 280.90 1.34 0.00 0.00 1.79 3.27
40 30 40 280.90 1.37 0.00 0.00 1.79 3.27
50 40 50 280.90 1.78 0.00 0.04 1.79 3.27
60 50 60 280.90 1.99 0.00 0.00 1.79 3.27
70 60 70 280.90 2.04 0.00 0.05 1.79 3.27
Design Report, C, S, & P Water Alain
80 70 80 475.40 0.26 0.00 0.00 1.35 1.12
90 80 90 475.40 0.04 0.00 0.00 3.03 B.66
100-RV 90 100 475.40 0.04 0.00 0.00 3.03 8.66
110 100 110 475.40 0.47 0.00 0.01 1.35 1.12
120 110 120 444.90 0.36 0.00 0.00 1.26 0.99
130 120 130 414.40 0.26 0.00 0.02 1.18 0.87
140 130 140 354.00 0.39 0.00 0.00 1.00 0.65
150 140 150 533.33 1.19 0.00 0.01 1.51 1.39
160 150 160 444.33 0.52 0.00 0.01 1.26 0.99
170 160 170 400.13 0.38 0.00 0.01 1.14 0.82
180 170 180 377.14 0.52 0.00 0.00 1.07 0.73
190 180 190 332.97 0.42 0.00 0.00 0.94 0.58
200 190 200 288.80 0.53 0.00 0.00 0.82 0.45
210 200 210 244.63 0.29 0.00 0.00 0.69 0.33
220 210 220 200.46 0.19 0.00 0.00 0.57 0.23
230 220 230 156.29 0.11 0.00 0.00 0.44 0.14
240 230 240 48.89 0.09 0.00 0.00 0.20 0.04
250 240 250 -47.01 0.08 0.00 0.00 0.19 0.04
260 250 260 -47.01 0.01 0.00 0.00 0.13 0.02
265 260 230 -27.40 0.00 0.00 0.00 0.08 0.01
270 260 270 -108.41 0.07 0.00 0.00 0.31 0.07
280 270 280 -190.01 0.14 0.00 0.00 0.54 0.21
290 280 290 -291.81 0.61 0.00 0.01 0.83 0.45
300 290 300 -368.11 0.61 0.00 0.01 1.04 0.70
310 300 310 -444.41 0.60 0.00 0.00 1.26 0.99
315 310 170 -22.99 0.01 0.00 0.00 0.07 0.00
320 310 320 -421.42 0.14 0.00 0.00 1.20 0.90
325 320 325 0.00 0.00 0.00 0.00 0.00 0.00
330 320 330 -486.62 0.80 0.00 0.01 1.38 1.17
340 330 340 -555.92 0.96 0.00 0.00 1.58 1.50
350 340 350 -573.42 1.72 0.00 0.01 1.63 1.59
360-RV 360 350 573.42 0.06 0.00 0.00 3.66 12.25
370 360 370 -573.42 0.06 0.00 0.00 3.66 12.25
380 370 380 -573.42 0.33 0.00 0.00 1.63 1.59
390 380 390 -573.42 0.51 0.00 0.02 1.63 1.59
393-BNPU 0 390 424.00 0.22 364.57 0.00 1.20 0.91
397 390 70 -149.41 0.38 0.00 0.00 0.61 0.33
400 70 400 -343.92 0.83 0.00 0.00 0.72 0.26
410 400 410 -343.92 4.23 0.00 0.00 2.20 4.76
415-BNPU 0 410 343.92 0.31 367.52 0.00 1.40 1.56
460 450 480 -529.73 0.09 0.00 0.00 1.50 1.37
490 480 490 -529.73 1.12 0.00 0.03 1.50 1.37
500 490 500 -529.73 0.40 0.00 0.00 1.50 1.37
505-BNPU 0 500 530.73 0.31 304.85 0.00 1.51 1.38
510 140 510 -216.33 0.19 0.00 0.00 0.61 0.26
520 510 520 -290.53 0.29 0.00 0.00 0.82 0.45
530 520 530 -364.73 0.47 0.00 0.00 1.03 0.69
535 530 535 -492.73 0.57 0.00 0.01 1.40 1.20
536-RV 536 535 492.73 0.05 0.00 0.00 3.14 9.25
537 460 536 492.73 0.05 0.00 0.00 3.14 9.25
538-XXCV 535 460
539 450 460 492.73 0.25 0.00 0.00 1.40 1.20
560-XXCV 100 80
570-XXCV 350 370
J U N C T I O N N 0 D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
-----------------------------------------------------------__-----------------
10-1 20TH & DURST 0.00 5091.71 4770.10 321.61 139.36
20-1 0.00 5091.33 4756.00 335.33 145.31
30-1 0.00 5089.99 4749.30 340.69 147.63
40-1 0.00 5088.62 4745.70 342.92 149.60
50-1 0.00 5086.80 4743.30 343.50 148.85
60-1 0.00 5084.81 4736.00 348.81 151.15
70-1 0.00 5082.73 4729.70 353.03 152.98
Design Report, C, S, & P Water Main
80-1 0.00 5082.47 4729.00 353.47 153.17
90-1 PRV 0.00 5082.43 4729.00 353.43 153.15
100-1 0.00 4899.96 4729.00 170.96 74.08
110-1 30.50 4899.48 4720.30 179.18 77.65
120-1 30.50 4899.11 4715.70 183.41 79.48
130-1 60.40 4898.82 4713.20 185.62 80.43
140-1 37.00 4898.43 4715.70 182.73 79.18
150-1 89.00 4897.24 4705.50 191.74 83.09
160-1 44.20 4896.71 4700.70 196.01 84.94
170-1 0.00 4896.31 4700.00 196.31 85.07
180-1 44.17 4895.80 4706.00 189.80 82.25
190-1 44.17 4895.38 4701.00 194.38 84.23
200-1 44.17 4894.85 4686.00 208.85 90.50
210-1 44.17 4894.55 4676.30 218.25 94.57
220-1 44.17 4894.36 4674.00 220.36 95.49
230-1 80.00 4894.25 4663.00 231.25 100.21
240-1 COSTCO SPRIN 95.90 4894.15 4646.00 248.15 107.53
250-1 0.00 4694.23 4664.00 230.23 99.77
260-1 68.80 4694.24 4661.60 232.64 100.81
270-1 81.60 4894.32 4674.11 220.21 95.42
280-1 101.80 4894.46 4680.38 214.08 92.77
290-1 76.30 4895.09 4695.20 199.89 86.62
3GO-1 76.30 4895.'21 4706.30 189.41 82.08 '
310-1 0.00 4896.31 4715.00 161.31 78.57
320-1 65.20 4896.45 4714-00 182.45 79.06
325-1 0.00 4896.45 4718.00 178.45 77.33
330-1 69.30 4897.25 4711.50 185.75 80.49
340-1 17.50 4898.21 4709.00 189.21 81.99
350-1 0.00 4899.94 4716.75 183.19 79.38
360-1 PRV 0.00 5081.42 4716.75 364.67 158.03
370-1 0.00 5081.49 4716.75 364.74 158.05
380-1 0.00 5081.81 4717.00 364.81 158.08
390-1 W. OAK 0.00 5082.35 4718.00 364.35 157.88
400-1 0.00 5083.56 4720.00 363.56 157.54
410-1 0.00 5087.79 4713.50 374.29 162.19
450-1 37.00 5003.90 4708.00 295.90 128.23
460-1 0.00 5003.65 4709.72 293.93 127.37
460-1 0.00 5004.00 4705.50 298.50 129.35
490-1 0.00 5005.14 4709.00 296.14 128.33
500-1 1.00 5005.54 4709.00 296.54 128.50
510-1 74.20 4898.62 4715.00 183.62 79.57
520-1 74.20 4898.91 4710.90 188.01 61.47
530-1 128.00 4899.38 4713.50 185.88 80.55
535-1 0.00 4899.95 4709.72 190.23 82.43
536-1 PRV-PERKINS 0.00 5003.61 4709.72 293.89 127.35
R E G U L A T I N G V A L V E R E P 0 R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
PRV-1 90 100 4900.00 THROTTLED 5082.43 4899.96 475.40
PRV-1 360 360 4900.00 THROTTLED 5081.42 4899.94 573.42
PRV-1 536 536 4900.00 THROTTLED 5003.61 4899.95 492.73
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES
(-) OUTFLOWS FROM THE SYSTE14 INTO BOUNDARY NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
10 280.90
393 424.00
415 343.92
505 530.73
Design: Report, C, S, & P Water Alain
NET SYSTEM INFLOW = 1579.55
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 1579.55
**** CYBERNET SIMULATION COMPLETED ****
DATE: 2/19/1998
TIME: 12:33:37
3. Results (cont'd)
Maximum Day Demand
Cybernet version 2.18. SN: 1132184074-250
Extended Description:
U PI I T S S P E C I F I E D
FLOWRATE .... . .. ..... = gallons/minute
HEAD (HGL) .. . .. ..... = feet
PRESSURE . ... . . . .. ... - Psig
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . . . . . . . . . . . . . . . - Ap) = 66
NUMBER OF JUNCTION NODES . . . .. . . . .. (j) = 55
NUMBER OF PRIMARY LOOPS .. . . . . . . . .. (1) = 8
NUMBER OF BOUNDARY NODES .. . . . . . ... (f) = 4
NUMBER OF SUPPLY ZONES .. . . ... . .. .. (Z) = 1
S I M U L A T I O N R E S U L T S
The results are obtained after 13 trials with an accuracy = 0.00002
The regulating valves required 2 adjustments.
S I M U L A T I O N D E S C R I P T I O N
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: MAX DAY DEMAND
Drawing: NWPIPE
Design Report, C, S, & P Water Alain
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELD. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
10-BNPU 0 10 620.74 1.15 318.52 0.00 3.96 14.19
20 10 20 620.74 1.65 0.00 0.00 3.96 14.19
30 20 30 583.24 5.17 0.00 0.00 3.72 12.64
40 30 40 545.74 4.68 0.00 0.00 3.48 11.18
50 40 50 508.24 5.34 0.00 0.13 3.24 9.80
60 50 60 470.74 5.18 0.00 0.00 3.00 8.50
70 60 70 433.24 4.54 0.00 0.12 2.77 7.29
80 70 80 1187.70 1.40 0.00 0.00 3.37 6.11
90 80 90 1187.70 0.24 0.00 C.00 7.58 47.18
100-RV 90 100 1187.70 0.24 0.00 0.00 7.58 47.18
110 100 110 1187.70 2.56 0.00 u.u'i 3.37 6.11
120 110 120 1111.45 1.97 0.00 0.03 3.15 5.41
130 120 130 .10.2_5.20 1.52 O.CD 0.09 2.9_ 4.74
140 130 140 884.20 2.10 0.00 0.02 2.51 3.54
150 140 150 1332.77 6.47 0.00 0.04 3.78 7.57
160 150 160 1110.27 2.83 0.00 0.08 3.15 5.40
170 160 170 999.77 2.07 0.00 0.09 2.84 4.44
180 170 180 943.13 2.81 0.00 0.00 2.66 3.99
190 180 190 832.70 2.28 0.00 0.02 2.36 3.17
200 190 200 722.28 2.89 0.00 0.01 2.05 2.43
210 200 210 611.85 1.61 0.00 0.02 1.74 1.79
220 210 220 501.43 1.04 0.00 0.00 1.42 1.24
230 220 230 391.00 0.61 0.00 0.00 1.11 0.78
240 230 240 122.22 0.50 0.00 0.01 0.50 0.23
250 240 250 -117.53 0.44 0.00 0.00 0.48 0.21
260 250 260 -117.53 0.04 0.00 0.00 0.33 0.08
265 260 230 -68.78 0.03 0.00 0.00 0.20 0.03
270 260 270 -270.75 0.41 0.00 0.00 0.77 0.40
280 270 280 -474.75 0.77 0.00 0.01 1.35 1.12 -
290 280 290 -729.25 3.34 C.00 0.09 2.07 2.48
300 290 300 -920.00 3.35 0.00 0.04 2.61 3.81
310 300 310 -1110.75 3.25 0.00 0.03 3.15 5.40
315 310 170 -56.65 0.03 0.00 0.00 0.16 0.02
320 310 320 -1054.10 0.76 0.00 11 0.00 2.99 4.90
325 320 325 0.00 0.00 0.00 0.00 0.00 0.00
330 320 330 -1217.10 4.34 0.00 0.04 3.45 6.40
340 330 340 -1390.35 5.24 0.00 0.00 3.94 8.19
350 340 350 -1434.10 9.41 0.00 0.05 4.07 8.67
360-RV 360 350 1434.10 0.33 0.00 0.00 9.15 66.90
370 360 370 -1434.10 0.33 0.00 0.00 9.15 66.90
380 370 380 -1434.10 1.78 0.00 0.00 4.07 8.67
390 380 390 -1477.85 2.97 0.00 0.14 4.19 9.17
393-BNPU 0 390 1538.05 2.43 345.17 0.00 4.30' 9.87
397 390 70 60.20 0.07 0.00 0.00 0.25 0.06
400 70 400 -749.51 3.52 0.00 0.00 1.56 1.10
410 400 410 -749.51 17.90 0.00 0.00 4.78 20.16
415-BNPU 0 410 749.51 1.32 362.83 0.00 3.06 6.59
420-BNPU 410 420 0.00 0.00 0.00 0.00 0.00 0.00
430 420 430 0.00 0.00 0.00 0.00 0.00 0.00
440-XXRV 430 440
450 440 450 0.00 0.00 0.00 0.00 0.00 0.00
460 450 480 -1324.57 0.52 0.00 0.00 3.76 7.48
490 480 490 -1324.57 6.10 0.00 0.18 3.76 7.48
500 490 500 -1324.57 2.16 0.00 0.00 3.76 7.48
505-BNPU 0 500 1327.07 1.70 283.26 0.00 3.70' 7.51
510 140 510 -541.07 1.02 0.00 0.00 1.53 1.43
520 510 520 -726.57 1.59 0.00 0.01 2.06 2.46
530 520 530 -912.07 2.55 0.00 0.00 2.59 3.75
Design Report, C, S, & P Water Main
535 530 535 -1232.07 3.11 0.00 0.04 3.49 6.54
536-RV 536 535 1232.07 0.25 0.00 0.00 7.86 50.50
537 460 536 1232.07 0.25 0.00 0.00 7.86 50.50
538-XXCV 535 460
539 450 460 1232.07 1.38 0.00 0.00 3.49 6.54
550-XXCV 440 420
560-XXCV 100 80
570-XXCV 350 370
J U N C T I O N N O D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
----------------------------------------------------
10-1 20TH & DURST 0.00 5087.47 4770.10 317.37 137.53
20-1 37.50 5085.83 4756.00 329.63 142.93
30-1 37.50 5080.66 4749.30 331.36 143.59
40-1 37.50 5075.97 4745.70 330.27 143.12
50-1 37.50 5070.50 4743.30 327.20 141.79
60-1 ='1:70 5065.33 47-15.00 32-3.33 112.71'
70-1 55.25 5060.67 4729.70 330.97 143.42
80-1 0.00 5059.27 4729.00 330.27 143.12
90-1 PRV 0.00 5059.03 4729.00 330.03 143.01
100-1 0.00 4899.76 4729.00 170.76 74.00
110-1 76.25 4897.17 4720.30 176.87 76.64
120-1 76.25 4895.16 4715.70 179.46 77.77
130-1 151.00 4693.55 4713.20 180.35 78.15
140-1 92.50 4891.43 4715.70 175.73 76.15
150-1 222.50 4884.91 4705.50 179.41 77.75
160-1 110.50 4882.01 4700.70 181.31 78.57
170-1 0.00 4879.85 4700.00 179.85 77.94
180-1 110.43 4877.04 4706.00 171.04 74.12
190-1 110.43 4874.74 4701.00 173.74 75.29
200-1 110.43 4871.84 4686.00 185.84 80.53
210-1 110.43 4870.21 4676.30 193.91 84.03
220-1 110.43 4869.17 4674.00 195.17 6-57
230-1 200.00 4668.56 4663.00 205.56 89.07
240-1 COSTCO SPRIN 239.75 4868.05 4646.00 222.05 96.22
250-1 0.00 4868.49 4664.00 204.49 88.61
260-1 222.00 4868.53 4661.60 206.93 89.67
270-1 204.00 4868.94 4674.11 194.83 84.43
280-1 254.50 4869.72 4680.38 189.34 82.05
290-1 190.75 4873.16 4695.20 177.96 77.11
300-1 190.75 4876.55 4706.30 170.25 73.77
310-1 0.00 4879.82 4715.00 164.82 71.42
320-1 163.00 4880.59 4714.00 166.59 72.19
325-1 0.00 4880.59 4718.00 162.59 70.45
330-1 173.25 4884.97 4711.50 173.47 75.17
340-1 43.75 4890.21 4709.00 181.21 78.52
350-1 0.00 4899.67 4716.75 182.92 79.26
360-1 PRV 0.00 5055.52 4716.75 338.77 146.80
370-1 0.00 5055.86 4716.75 339.11 146.95
380-1 43.75 5057.63 4717.00 340.63 147.61
390-1 W. OAK 0.00 5060.74 4718.00 342.74 148.52
400-1 0.00 5064.19 4720.00 344.19 149.15
410-1 0.00 5082.08 4713.50 368.58 159.72
420-1 0.00 5082.09 4713.50 368.58 159.72
430-1 PRV 0.00 5082.08 4713.50 368.58 159.72
440-1 0.00 4973.60 4713.50 260.10 112.71
450-1 92.50 4973.60 4708.00 265.60 115.10
460-1 0.00 4972.22 4709.72 262.50 113.75
480-1 0.00 4974.12 4705.50 268.62 116.40
490-1 0.00 4980.39 4709.00 271.39 117.60
500-1 2.50 4982.56 4709.00 273.56 118.54
510-1 185.50 4892.45 4715.00 177.45 76.89
Design Report, C, S, & P Water plain
520-1 185.50 4894.06 4710.90 183.16 79.37
530-1 320.00 4896.60 4713.50 183.10 79.34
535-1 0.00 4899.75 4709.72 190.03 82.35
536-1 PRV-PERKINS 0.00 4971.97 4709.72 262.25 113.64
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
---- ------------------------ --------------------
PRV-1 90 100 4900.00 THROTTLED 5059.03 4899.76 1187.70
PRV-1 360 360 4900.00 THROTTLED 5055.52 4899.67 1434.10
PRV-1 430 440 4945.00 CLOSED 5082.08 4973.60 0.00
PRV-1 536 536 4900.00 THROTTLED 4971.97 4899.75 1232.07
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
10 620.74
393 1538.05
415 749.51
505 1327.07
NET SYSTEM INFLOW = 4235.38
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 4235%38
**** CYBERNET SIMULATION COMPLETED ****
DATE: 2/20/1998
TIME: 16:27:32
3. Results (corit'd)
Peak Hour Demand
Cybernet version 2.18. SN: 1132184074-250
Extended Description:
U N I T S S P E C I F I E D
FLOWRATE ....... . . ... = gallons/minute
HEAD (HGL) . . .. . . . ... = feet
PRESSURE .. .. .. . . . . . . = Psig
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: ALL RESULTS A.RE INCLUDED IN THE TABULATED OUTPUT
Design Report, C, S, & P Water Main
S Y S T E M C O N F I G U R A T I O N
NUMBER OF PIPES . . ...... .. . .. . .. . . . (p) = 66
NUMBER OF JUNCTION NODES . ... . . . . . . (j) = 55
NUMBER OF PRIMARY LOOPS . . . .. . . . . . . (1) = 8
NUMBER OF BOUNDARY NODES . . . . . . . . . . (f) = 4
NUMBER OF SUPPLY ZONES .. . .. . . . . . . . (z) = 1
xxxxxxaxxxxaxxxxxxxxxxxxxxxxxxxxxxxxx
S I M U L A T I O N R E S U L T S
The results are obtained after 12 trials with an accuracy = 0.00439
The regulating valves required 2 adjustments.
S I M U L A T I O N D E S C R I P T I O N
CyberNet Version 2.18, Copyright 1991,92 Haestad Methods Inc.
Run Description: PEAK HOUR DEMAND
Drawing: NWPIPE
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE TK -STORAGE TANK
PIPE. NODE NOS. FLOWRATE HEAD PUMP MINOR LINE HL/
NUMBER #1 #2 LOSS HEAD LOSS VELO. 1000
(gpm) (ft) (ft) (ft) (ft/s) (ft/ft)
-------------------------------------------------------------------------------
10-BNPU 0 10 738.37 1.58 316.98 0.00 4.71 19.56
20 10 20 738.37 2.27 0.00 0.00 4.71 19.56
30 20 30 691.87 7.09 0.00 0.00 4.42 17.34
40 30 40 645.37 6.39 0.00 0.00 4.12 15.25
50 40 So 598.87 7.24 0.00 0.18 3.82 13.28
60 50 60 552.37 6.96 0.00 0.00 3.53 11.43
70 60 70 505.87 6.05 0.00 0.16 3.23 9.71
80 70 80 1472.50 2.08 0.00 0.00 4.18 9.10
90 80 90 1472.50 0.35 0.00 0.00 9.40 70.25
100-RV 90 100 1472.50 0.35 0.00 0.00 9.40 70.25
110 100 110 1472.50 3.81 0.00 0.05 4.18 9.10
120 110 120 1377.95 2.94 0.00 0.05 3.91 8.05
130 120 130 1283.40 2.27 0.00 0.14 3.64 7.06
140 130 140 1096.16 3.13 0.00 0.03 3.11 5.27
150 140 150 1652.47 9.64 0.00 0.07 4.69 11.27
160 150 160 1376.57 4.21 0.00 0.12 3.90 8.04
170 160 170 1239.55 3.08 0.00 0.13 3.52 '6.62
180 170 180 1169.56 4.19 0.00 0.00 3.32 5.94
190 180 190 1032.64 3.40 0.00 0.03 2.93 4.72
200 190 200 895.71 4.31 0.00 0.02 2.54 3.63
210 200 210 758.78 2.40 0.00 0.03 2.15 2.67
220 210 220 621.85 1.55 0.00 0.00 1.76 1.84
230 220 230 484.93 0.91 0.00 0.01 1.38 1.16
240 230 247 151.55 0.74 0.00 0.01 0.62 0:34
250 240 250 -145.74 0.66 0.00 0.00 0.60 0.32
260 250 260 -145.74 0.05 0.00 0.00 0.41 0.13
265 260 230 -85.37 0.04 0.00 0.00 0.24 0.05
270 260 270 -335.64 0.61 0.00 0.00 0.95 0.59
280 270 280 -588.60 1.14 0.00 0.02 1.67 1.67
Design Report, C, S, & P Water plain
290 280 290 -904.18 4.98 0.00 0.14 2.56 3.69
300 290 300 -1140.71 4.99 0.00 0.07 3.24 5.67
310 300 310 -1377.24 4.83 0.00 0.05 3.91 8.04
315 310 170 -69.98 0.04 0.00 0.00 0.20 0.03
320 310 320 -1307.26 1.14 0.00 0.00 3.71 7.30
325 320 325 0.00 0.00 0.00 0.00 0.00 0.00
330 320 330 -1509.38 6.47 0.00 0.06 4.28 9.53
340 330 340 -1724.21 7.80 0.00 0.00 4.89 12.19
350 340 350 -1778.46 14.01 0.00 0.08 5.04 12.91
360-RV 360 350 1778.46 0.50 0.00 0.00 11.35 99.66
370 360 370 -1778.46 0.50 0.00 0.00 11.35 99.66
380 370 380 -1778.46 2.65 0.00 0.00 5.04 12.91
390 380 390 -1832.71 4.42 0.00 0.21 5.20 13.65
393-BNPU 0 390 1967.85 3.83 335.29 0.00 5.58 15.58
397 390 70 13S.14 0.32 0.00 0.00 0.55 0.28
400 70 400 -900.00 4.94 0.00 0.00 1.88 1.54
410 400 410 -900.00 25.12 0.00 0.00 5.74 28.28
415-BNPU 0 410 900.00 1.86 360.47 0.00 3.68 9.24
420-BNPU 410 420 0.00 0.00 0.00 0.00 0.00 0.00
430 420 430 0.00 0.00 0.00 0.00 0.00 0.00
440-XXRV 430 440
450 440 450 0.00 0.00 0.00 0.00 0.00 0.00
460 450 480 -1642.54 0.77 0.00 0.00 4.66 11.15
490 480 490 -1642.54 9.08 0.00 0.27 4.66 11.15
500 490 500 -1642.54 3.22 0.00 0.00 4.66 11.15
505-BNPU 0 500 1645.64 2.54 269.73 0.00 4.67 11.19
510 140 510 -671.00 1.52 0.00 0.00 1.90 2.12
520 510 520 -901.02 2.38 0.00 0.02 2.56 3.67
530 520 530 -1131.04 3.79 0.00 0.00 3.21 5.59
535 530 535 -1527.84 4.63 0.00 0.06 4.33 9.75
536-RV 536 535 1527.84 0.38 0.00 0.00 9.75 75.22
537 460 536 1527.84 0.38 0.00 0.00 9.75 75.22
538-XXCV 535 460
539 450 460 1527.84 2.06 0.00 0.00 4.33 9.75
550-XXCV 440 420
560-XXCV 100 80
570-XXCV 350 370
J U N C T I O N N O D E R E S U L T S
JUNCTION JUNCTION EXTERNAL HYDRAULIC JUNCTION PRESSURE JUNCTION
NUMBER TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
---------------------- ------------------------------------------------
10-1 20TH & DURST 0.00 5085.50 4770.10 315.40 136.67
20-1 46.50 5083.23 4756.00 327.23 141.80
30-1 46.50 5076.13 4749.30 326.63 141.63
40-1 46.50 5069.74 4745.70 324.04 140.42
50-1 46.50 5062.31 4743.30 319.01 138.24
60-1 46.50 5055.35 4736.00 319.35 138.39
70-1 68.51 5049.14 4729.70 319.44 138.42
80-1 0.00 5047.09 4729.00 318.09 137.64
90-1 PRV 0.00 5046.74 4729.00 317.74 137.69
100-1 0.00 4899.65 4729.00 170.65 73'.95
110-1 94.55 4895.78 4720.30 175.48 76.04
120-1 94.55 4892.79 4715.70 177.09 76.74
130-1 187.24 4890.38 4713.20 177.18 76.78
140-1 114.70 4887.23 4715.70 171.53 74.33
150-1 275.90 4877.52 4705.50 172.02 74.54
160-1 137.02 4873.20 4700.70 172.50 74.75
170-1 0.00 4869.98 4700.00 169.99 73.66
180-1 136.93 4855.79 4706.00 159.79 69.24
190-1 136.93 4862.37 4701.00 161.37 69.93
200-1 136.93 4858.04 4686.00 172.04 74.55
210-1 136.93 4855.62 4676.30 179.32 77.70
220-1 136.93 4854.07 4674.00 180.07 78.03
Design Report, C, S, & P Water Alain
230-1 248.00 4853.15 4663.00 190.15 82.40
240-1 COSTCO SPRIN 297.29 4852.40 4646.00 206.40 89.44
250-1 0.00 4853.06 4664.00 189.06 81.93
260-1 275.28 4853.11 4661.60 191.51 82.99
270-1 252.96 4853.72 4674.11 179.61 77.83
280-1 315.58 4854.88 4680.38 174.50 .75.62
290-1 236.53 4860.01 4695.20 164.81 71.42
300-1 236.53 4865.06 4706.30 158.76 68.80
310-1 0.00 4869.94 4715.00 154.94 67.14
320-1 202.12 4871.08 4714.00 157.08 68.07
325-1 0.00 4871.08 4718.00 153.08 66.33
330-1 214.83 4877.61 4711.50 166.11 71.98
340-1 54.25 4885.41 4709.00 176.41 76.44
350-1 0.00 4899.50 4716.75 182.75 79.19
360-1 PRV 0.00 5041.69 4716.75 324.94 140.81
370-1 0.00 5042.18 4716.75 325.43 141.02
380-1 54.25 5044.82 4717.00 327.82 142.06
390-1 W. OAK 0.00 5049.46 4718.00 331.46 143.63
400-1 0.00 5054.07 4720.00 334.07 144.77
410-1 0.00 5079.19 4713.50 365.69 158.47
420-1 0.00 5079.19 4713.50 365.69 158.47
430-1 PRV 0.00 5079.20 4713.50 365.70 158.47
440-1 0.00 4954.85 4713.50 241.35 104.58
450-1 114.70 4954.85 4708.00 246.85 106.97
460-1 0.00 4952.79 4709.72 243.07 105.33
480-1 0.00 4955.62 4705.50 250.12 108.38
490-1 0.00 4964.97 4709.00 255.97 110.92
500-1 3.10 4968.19 4709.00 259.19 112.32
510-1 230.02 4888.75 4715.00 173.75 75.29
520-1 230.02 4891.14 4710.90 180.24 78.11
530-1 396.80 4894.94 4713.50 181.44 78.62
535-1 0.00 4699.62 4709.72 189.90 82.29
536-1 PRV-PERKINS 0.00 4952.42 4709.72 242.70 105.17
R E G U L A T I N G V A L V E R E P O R T
VALVE POSITION CONTROLLED VALVE VALVE UPSTREAM DOWNSTREAM THROUGH
TYPE NODE PIPE SETTING STATUS GRADE GRADE FLOW
(ft or gpm) (ft) (ft) (gpm)
PRV-1 90 100 4900.00 THROTTLED 5046.74 4899.65 1472.50
PRV-1 360 360 4900.00 THROTTLED 5041.6*9 4899.50 1778.46
PRV-1 430 440 4945.00 CLOSED 5079.20 4954.85 0.00
PRV-1 536 536 4900.00 THROTTLED 4952.42 4899.62 1527.84
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
(+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
10 738.37
393 1967.85
415 900.00
505 1645.64
NET SYSTEM INFLOW = 5251.86
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 5251.87
**** CYBERNET SIMULATION COMPLETED ****
DATE: 2/19/1998
TIME: 12:27:26
Design Report, C, S, & P Water Main
4. Input Data
Average Daily Demand
S U M M A R Y O F O R I G I N A L D A T A
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: AVERAGE DAILY DEMAND
Drawing: NWPIPE2
R E G U L A T I N G V A L V E D A T A
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 90 100 4900.00
PRV-1 360 360 4900.00
PRV-1 536 536 4900.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS BND-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
-------------------------------------------------------------------------------
10-BNPU 0 10 81.0 8.0 92.50 0.00 4770.10
20 10 20 116.0 8.0 92.50 0.00
30 20 30 409.0 8.0 92.50 0.00
40 30 40 419.0 8.0 92.50 0.00
50 40 50 545.0 8.0 92.50 0.80
60 50 60 609.0 8.0 92.50 0.00
70 60 70 623.0 8.0 92.50 1.00
80 70 80 229.0 12.0 96.00 0.00
90 80 90 5.0 8.0 92.50 0.00
100-RV 90 100 5.0 8.0 92.50 0.00
110 100 110 419.0 12.0 96.00 0.20
120 110 120 365.0 12.0 96.00 0.20.
130 120 130 321.0 12.0 96.00 0.70
140 130 140 593.0 12.0 96.00 0.20
150 140 150 855.0 12.0 96.00 0.20
160 150 160 524.0 12.0 96.00 0.50
170 160 170 465.0 12.0 96.00 0.70
180 170 180 705.0 12.0 96.00 0.00
190 180 190 720.0 12.0 96.00 0.20
200 190 200 1188.0 12.0 96.00 0.20
210 200 210 899.0 12.0 96.00 0.40
220 210 220 840.0 12.0 96.00 0.00
230 220 230 782.0 12.0 96.00 0.20
240 230 240 2178.0 10.0 94.00 1.40
250 240 250 2068.0 10.-0 94.00 0.70
260 250 260 416.0 12.0 96.00 0.50
265 260 230 806.0 12.0 96.00 0.20
270 260 270 1031.0 12.0 96.00 0.20
230 270 280 685.0 12.0 96.00 0.40
290 280 290 1350.0 12.0 96.00 1.40
Design Report, C, S, & P Water Main
300 290 300 879.0 12.0 96.00 0.40
310 300 310 601.0 12.0 96.00 0.20
315 310 170 1359.0 12.0 96.00 0.50
320 310 320 156.0 12.0 96.00 0.00
325 320 325 661.0 12.0 96.00 0.00
330 320 330 679.0 12.0 96.00 0.20
340 330 340 640.0 12.0 96.00 0.00
350 340 350 1085.0 12.0 96.00 0.20
360-RV 360 350 5.0 8.0 92.50 0.00
370 360 370 5.0 8.0 92.50 0.00
380 370 380 205.0 12.0 96.00 0.00
390 380 390 324.0 12.0 96.00 0.50
393-BNPU 0 390 246.0 12.0 96.00 0.00 4718.00
397 390 70 1149.0 10.0 94.00 0.00
400 70 400 3198.0 14.0 102.00 0.00
410 400 410 888.0 8.0 92.40 0.00
415-BNPU 0 410 201.0 10.0 94.00 0.00 4720.58
460 450 480 69.0 12.0 96.00 0.00
490 480 490 815.0 12.0 96.00 0.80
500 490 500 289.0 12.0 96.00 0.00
505-BNPU 0 500 227.0 12.0 96.00 0.00 4701.00
510 140 510 715.0 12.0 96.00 0.00
520 510 520 648.0 12.0 96.00 0.20
530 520 530 679.0 12.0 96.00 0.00
535 530 535 475.0 12.0 96.00 0.20
536-RV 536 535 5.0 8.0 92.50 0.00
537 460 536 5.0 8.0 92.50 0.00
538-CV 535 460 10.0 6.0 92.50 0.00
539 450 460 211.0 12.0 96.00 0.00
560-CV 100 80 10.0 8.0 92.50 0.00
570-CV 350 370 10.0 8.0 92.50 0.00
P U M P - D A T A
THERE IS A PUMP IN LINE 10 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
323.40 0.00
277.20 2319.00
231.00 3372.00
184.80 4197.00
138.60 4902.00
92.40 5530.00
46.20 6102.00
0.00 6632.00
THERE IS A PUMP IN LINE 393 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
369.60 0.00
323.40 2422.00
277.20 3827.00
231.00 4885.00
184.80 5776.00
138.60 6562.00
92.40 7275.00
46.20 7933.00
0.00 8548.00
THERE IS A-PUMP IN LINE 415 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
369.60 0.00
Design Report, C, S, & P Water Main
323.40 2277.00
277.20 3311.00
231.00 4121.00
184.80 4814.00
138.60 5431.00
92.40 5993.00
46.20 6513.00
0.00 7000.00
THERE IS A PUMP IN LINE 505 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
309.54 0.00
277.20 1478.00
231.80 2321.00
184.80 2980.00
138.60 3533.00
92.40 4020.00
46.20 4461.00
0.00 4868.00
J U N C T I O N N 0 D E D A T A
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
------------------------------------------------------------------------------
10-1 20TH & DURST 0.00 4770.10 10 20
20-1 15.00 4756.00 20 30
30-1 15.00 4749.30 30 40
40-1 15.00 4745.70 40 50
50-1 15.00 4743.30 50 60
60-1 15.00 4736.00 60 70
70-1 22.10 4729.70 70 80 397 400
80-1 0.00 4729.00 80 90 560
90-1 PRV 0.00 4729.00 90 100
100-1 0.00 4729.00 100 110 560
110-1 30.50 4720.30 110 120
120-1 30.50 4715.70 120 130
130-1 60.40 4713.20 130 140
140-1 37.00 4715.70 140 150 510
150-1 89.00 4705.50 150 160
160-1 44.20 4700.70 160 170
170-1 0.00 4700.00 170 180 315
180-1 44.17 4706.00 180 190
190-1 44.17 4701.00 190 200
200-1 44.17 4686.00 200 210
210-1 44.17 4676.30 210 220
220-1 44.17 4674.00 220 230
230-1 80.00 4663.00 230 240 265
240-1 COSTCO SPRIN 95.90 4646.00 240 250
250-1 0.00 4664.00 250 260
260-1 88.80 4661.60 260 265 270
270-1 61.60 4674.11 270 280
280-1 101.80 4680.38 280 290
290-1 76.30 4695.20 290 300
300-1 76.30 4706.30 300 310
310-1 0.00 4715.00 310 315 320
320-1 65.20 4714.00 320 325 330
325-1 0.00 4718.00 325
330-1 69.30 4711.50 330 340
340-1 17.50 4709.00 340 350
350-1 0.00 4716.75 350 360 570
360-1 PRV 0.00 4716.75 360 370
370-1 0.00 4716.75 370 380 570
Design Report, C, S, & P Water Alain
380-1 17.50 4717.00 380 390
390-1 W. OAK 0.00 4718.00 390 393 397
400-1 0.00 4720.00 400 410
410-1 0.00 4713.50 410 415
450-1 37.00 4708.00 460 539
460-1 0.00 4709.72 537 538 539
460-1 0.00 4705.50 460 490
490-1 0.00 4709.00 490 500
500-1 1.00 4709.00 500 505
510-1 74.20 4715.00 510 520
520-1 74.20 4710.90 520 530
530-1 128.00 4713.50 530 535
535-1 0.00 4709.72 535 536 538
536-1 PRV-PERKINS 0.00 4709.72 536 537
4. Input Data
Maximum Daily Demand
++++++++++++++++++++++++++++++++++++++++++++++++
S U M M A R Y O F O R I G I N A L D A T A
++++++++++++++++++++++++++++++++++++++++++++++++
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: MAX DAY DEMAND
Drawing: NWPIPE
R E G U L A T I N G V A L V E D A T A
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
PRV-1 90 100 4900.00
PRV-1 360 360 4900.00
PRV-1 430 440 4945.00
PRV-1 536 536 4900.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS END-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
10-BNPU 0 10 81.0 8.0 92.50 0.00 4710.10
20 10 20 116.0 8.0 92.50 0.00
30 20 30 409.0 8.0 92.50 0.00
40 30 40 419.0 8.0 92.50 0.00
50 40 50 545.0 8.0 92.50 0.80
60 50 60 609.0 8.0 92.50 0.00
70 60 70 623.0 8.0 92.50 1.00
BO 70 80 229.0 12.0 96.00 0.00
90 80 90 5.0 8.0 92.50 0.00
100-RV 90 100 5.0 8.0 92.50 0.00
110 100 110 419.0 12.0 96.00 0.20
120 110 120 365.0 12.0 96.00 0.20
130 120 130 321.0 12.0 96.00 0.70
Design Report, C, S, & P Water Main
140 130 140 593.0 12.0 96.00 0.20
150 140 150 855.0 12.0 96.00 0.20
160 150 160 524.0 12.0 96.00 0.50
170 160 170 465.0 12.0 96.00 0.70
180 170 180 705.0 12.0 96.00 0.00
190 180 190 720.0 12.0 96.00 0.20
200 190 200 1188.0 12.0 96.00 0.20
210 200 210 899.0 12.0 96.00 0.40
220 210 220 840.0 12.0 96.00 0.00
230 220 230 782.0 12.0 96.00 0.20
240 230 240 2178.0 10.0 94.00 1.40
250 240 250 2068.0 10.0 94.00 0.70
260 250 260 416.0 12.0 96.00 0.50
265 260 230 806.0 12.0 96.00 0.20
270 260 270 1031.0 12.0 96.00 0.20
280 270 280 685.0 12.0 96.00 0.40
290 2B0 290 1350.0 12.0 96.00 1.40
300 290 300 879.0 12.0 96.00 0.40
310 300 310 601.0 12.0 96.00 0.20
315 310 170 1359.0 12.0 96.00 0.50
320 310 320 156.0 12.0 96.00 0.00
325 320 325 661.0 12.0 96.00 0.00
330 320 330 679.0 12.0 96.00 0.20
340 330 340 640.0 12.0 96.00 0.00
350 340 350 1085.0 12.0 96.00 0.20
360-RV 360 350 5.0 8.0 92.50 0.00
370 360 370 5.0 8.0 92.50 0.00
380 370 380 205.0 12.0 96.00 0.00
390 380 390 324.0 12.0 96.00 0.50
393-BNPU 0 390 246.0 12.0 96.00 0.00 4718.00
397 390 70 1149.0 10.0 94.00 0.00
400 70 400 3198.0 14.0 102.00 0.00
410 400 410 888.0 8.0 92.40 0.00
415-BNPU 0 410 201.0 10.0 94.00 0.00 4720.58
420-XX 410 420 229.0 12.0 94.00 0.00
430 420 430 5.0 6.0 92.50 0.00
440-RV 430 440 5.0 8.0 92.50 0.00
450 440 450 229.0 12.0 96.00 0.00
460 450 4B0 69.0 12.0 96.00 0.00
490 480 490 815.0 12.0 96.00 0.80
500 490 500 289.0 12.0 96.00 0.00
505-BNPU 0 500 227.0 12.0 96.00 0.00 4701.00
510 140 510 715.0 12.0 96.00 0.00
520 510 520 648.0 12.0 96.O6 0.20
530 520 530 679.0 12.0 96.00 0.00
535 530 535 475.0 12.0 9'0.00 0.20
536-RV 536 535 5.0 8.0 92.50 0.00
537 460 536 5.0 8.0 92.50 0.00
538-CV 535 460 10.0 8.0 92.50 0.00
539 450 460 211.0 12.0 96.00 0.00
550-CV 440 420 10.0 8.0 92.50 0.00
560-CV 100 80 10.0 8.0 92.50 0.00
570-CV 350 370 10.0 8.0 92.50 0.00
P U M P D A T A
THERE IS A PUMP IN LINE 10 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (9Pm)
-------------------
323.40 0.00
277.20 2319.00
231.00 3372.00
184.80 4197.00
138.60 4902.00
92.40 5530.00
Design Report, C, S, & P Water Main
46.20 6102.00
0.00 6632.00
THERE IS A PUMP IN LINE 393 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
369.60 0.00
323.40 2422.00
277.20 3827.00
231.00 4885.00
184.80 5776.00
138.60 6562.00
92.40 7275.00
46.20 7933.00
0.00 8548.00
THERE IS A PUMP IN LINE 415 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
369.60 0.00
323.40 2277.00
277.20 3311.00
231.00 4121.00
184.80 4814.00
138.60 5431.00
92.40 5993.00
46.20 6513.00
0.00 7000.00
THERE IS A PUMP IN LINE 505 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
309.54 0.00
277.20 1478.00
231.80 2321.00
184.80 2980.00
138.60 3533.00
92.40 4020.00
46.20 4461.00
0.00 4868.00
J U N C T I O N N 0 D E D A T A
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
-----------------
10-1 20TH & DURST 0.00 4770.10 10 20
20-1 37.50 4756.00 20 30
30-1 37.50 4749.30 30 40
40-1 37.50 4745.70 40 50
50-1 37.50 4743.30 50 60
60-1 37.50 4736.00 60 70
70-1 55.25 4729.70 70 80 397 400
80-1 0.00 4729.00 80 90 560
90-1 PRV 0.00 4729.00 90 100
100-1 0.00 4729.00 100 110 560
110-1 76.25 4720.30 110 120
120-1 76.25 4715.70 120 130
130-1 151.00 4713.20 130 140
140-1 92.50 4715.70 140 150 510
150-1 222.50 4705.50 150 160
160-1 110.50 4700.70 160 170
Design Report, C, S, & P Water Alain
170-1 0.00 4700.00 170 180 315
180-1 110.43 4706.00 180 190
190-1 110.43 4701.00 190 200
200-1 110.43 4686.00 200 210
210-1 110.43 4676.30 210 220
220-1 110.43 4674.00 220 230
230-1 110.43 4663.00 230 240 265
240-1 COSTCO SPRIN 239.75 4646.00 240 250
250-1 0.00 4664.00 250 260
260-1 222.00 4661.60 260 265 270
270-1 204.00 4674.11 270 280
280-1 254.50 4680.38 280 290
290-1 190.75 4695.20 290 300
300-1 190.75 4706.30 300 310
310-1 0.00 4715.00 310 315 320
320-1 163.00 4714.00 320 325 330
325-1 0.00 4718.00 325
330-1 173.25 4711.50 330 340
340-1 43.75 4709.00 340 350
350-1 0.00 4716.75 350 360 570
360-1 PRV 0.00 4716.75 360 370
370-1 0.00 4716.75 370 380 570
380-1 43.75 4717.00 330 390
390-1 W. OAK 0.00 4718.00 390 393 397
400-1 0.00 4720.00 400 410
410-1 0.00 4713.50 410 415 420
420-1 0.00 4713.50 420 430 550
430-1 PRV 0.00 4713.50 430 440
440-1 0.00 4713.50 440 450 550
450-1 92.50 4708.00 450 460 539
460-1 0.00 4709.72 537 538 539
480-1 0.00 4705.50 460 490
490-1 0.00 4709.00 490 500
500-1 2.50 4709.00 500 505
510-1 185.50 4715.00 510 520
520-1 185.50 4710.90 520 530
530-1 320.00 4713.50 530 535
535-1 0.00 4709.72 535 536 538
536-1 PRV-PERKINS 0.00 4709.72 536 537
4. Input Data
Peak Hour Demand
S U M M A R Y O F O R I G I N A L D A T A
*•��**a+.r*•r���arr.•w�aa*�+�•rr+++*afar*�•++++,rr
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: PEAK HOUR DEMAND
Drawing: NWPIPE
R E G U L A T I N G V A L V E D A T A
VALVE POSITION CONTROLLED VALVE
TYPE JUNCTION PIPE SETTING
(ft or gpm)
--------------------------------------------
Design Report, C, S, & P Water Main
PRV-1 90 100 4900.00
PRV-1 360 360 4900.00
PRV-1 430 440 4945.00
PRV-1 536 536 4900.00
P I P E L I N E D A T A
STATUS CODE: XX -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP LINE
CV -CHECK VALVE RV -REGULATING VALVE
PIPE NODE NOS. LENGTH DIA14ETER ROUGHNESS MINOR LOSS END-HGL
NUMBER #1 #2 (ft) (in) COEFF. COEFF. (ft)
10-BNPU 0 10 81.0 8.0 92.50 0.00 4770.10
20 10 20 116.0 8.0 92.50 0.00
30 20 30 409.0 8.0 92.50 0.00
40 30 40 419.0 8.0 92.50 0.00
50 40 50 545.0 8.0 92.50 0.80
60 50 60 609.0 8.0 92.50 0.00
70 60 70 623.0 8.0 92.50 1.00
80 70 80 229.0 12.0 96.00 0.00
90 80 90 5.0 8.0 92.50 0.00
100-RV 90 100 5.0 8.0 92.50 0.00
110 100 110 419.0 12.0 96.00 0.20
120 110 120 365.0 12.0 96.00 0.20
130 120 130 321.0 12.0 96.00 0.70
140 130 140 593.0 12.0 96.00 0.20
150 140 150 855.0 12.0 96.00 0.20
160 150 160 524.0 12.0 96.00 0.50
170 160 170 465.0 12.0 96.00 0.70
180 170 180 705.0 12.0 96.00 0.00
190 180 190 720.0 12.0 96.00 0.20
200 190 200 1188.0 12.0 96.00 0.20
210 200 210 899.0 12.0 96.00 0.40
220 210 220 840.0 12.0 96.00 0.00
230 220 230 782.0 12.0 96.00 0.20
240 230 240 2178.0 10.0 94.00 1.40
250 240 250 2068.0 10.0 94.00 0.70
260 250 260 416.0 12.0 96.00 0.50
265 260 230 806.0 12.0 96.00 0.20
270 260 270 1031.0 12.0 96.00 0.20
280 270 280 685.0 12.0 96.06 0.40
290 280 290 1350.0 12.0 96.00 1.40
300 290 300 879.0 12.0 96.00 0.40
310 300 310 601.0 12.0 96.00 0.20
315 310 170 1359.0 12.0 96.00 0.50
320 310 320 156.0 12.0 96.00 0.00
325 320 325 661.0 12.0 96.00 0.00
330 320 330 679.0 12.0 96.00 0.20
340 330 340 640.0 12.0 96.00 0.00
350 340 350 1085.0 12.0 96.00 0.20
360-RV 360 350 5.0 8.0 92.50 0.00
370 360 370 5.0 8.0 92.50 0.00
380 370 380 205.0 12.0 96.00 0.00
390 380 390 324.0 12.0 96.00 0.50
393-BNPU 0 390 246.0 12.0 96.00 0.00 4718.00
397 390 70 1149.0 10.0 94.00 0.00
400 70 400 3198.0 14.0 102.00 0.00
410 400 410 888.0 8.0 92.40 0.00
415-BNPU 0 410 201.0 10.0 94.00 0.00 4720.58
420-XX 410 420 229.0 12:0 94.00 0.00
430 420 430 5.0 8.0 92.50 0.00
440-RV 430 440 5.0 8.0 92.50 0.00
450 440 450 229.0 12.0 96.00 0.00
460 450 490 69.0 12.0 96.00 0.00
490 480 490 815.0 12.0 96.00 0.80
Design Report, C, S, & P Water Main
500 490 500 289.0 12.0 96.00 0.00
505-BNPU 0 500 227.0 12.0 96.00 0.00 4701.00
510 140 510 715.0 12.0 96.00 0.00
520 510 520 648.0 12.0 96.00 0.20
530 520 530 679.0 12.0 96.00 0.00
535 530 535 475.0 12.0 96.00 0.20
536-RV 536 535 5.0 8.0 92.50 0.00
537 460 536 5.0 8.0 92.50 0.00
538-CV 535 460 10.0 8.0 92.50 0.00
539 450 460 211.0 12.0 96.00 0.00
550-CV 440 420 10.0 8.0 92.50 0.00
560-CV 100 80 10.0 8.0 92.50 0.00
570-CV 350 370 10.0 8.0 92.50 0.00
P U M P D A T A
THERE IS A PUMP IN LINE 10 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
323.40 0.00
277.20 2319.00
231.00 3372.00
184.80 4197.00
138.60 4902.00
92.40 5530.00
46.20 6102.00
0.00 6632.00
THERE IS A PUMP IN LINE 393 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOW'RATE
(ft) (gpm)
--------------------
369.60 0.00
323.40 2422.00
277.20 3827.00
231.00 4885.00
184.80 5776.00
138.60 6562.00
92.40 7275.00
46.20 7933.00
0.00 8548.00
THERE IS A PUMP IN LINE 415 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
369.60 0.00
323.40 2277.00
277.20 3311.00
231.00 4121.00
184.80 4814.00
138.60 5431.00
92.40 5993.00
46.20 6513.00
0.00 7000.00
THERE IS A PUMP IN LINE 505 DESCRIBED BY THE FOLLOWING DATA:
HEAD FLOWRATE
(ft) (gpm)
--------------------
309.54 0.00
277.20 1478.00
231.80 2321.00
184.80 2980.00
138.60 3533.00
Design Report, C, S, & P Water Main
92.40 4020.00
46.20 4461.00
0.00 4868.00
J U N C T I O N N O D E D A T A
JUNCTION JUNCTION EXTERNAL JUNCTION
NUMBER TITLE DEMAND ELEVATION CONNECTING PIPES
(gpm) (ft)
------------------------------------------------------------------------------
10-1 20TH & DURST 0.00 4770.10 10 20
20-1 46.50 4756.00 20 30
30-1 46.50 4749.30 30 40
40-1 46.50 4745.70 40 50
50-1 46.50 4743.30 50 60
60-1 46.50 4736.00 60 70
70-1 68.51 4729.70 70 80 397 400
80-1 0.00 4729.00 80 90 560
90-1 PRV 0.00 4729.00 90 100
100-1 0.00 4729.00 100 110 560
110-1 94.55 4720.30 110 120
120-1 94.55 4715.70 120 130
130-1 187.24 4713.20 130 140
140-1 114.70 4715.70 140 150 510
150-1 275.90 4705.50 150 160
160-1 137.02 4700.70 160 170
170-1 0.00 4700.00 170 180 315
180-1 136.93 4706.00 180 190
190-1 136.93 4701.00 190 200
200-1 136.93 4686.00 200 210
210-1 136.93 4676.30 210 220
220-1 136.93 4674.00 220 230
230-1 136.93 4663.00 230 240 265
240-1 COSTCO SPRIN 297.29 4646.00 240 250
250-1 0.00 4664.00 250 260
260-1 275.28 4661.60 260 265 270
270-1 252.96 4674.11 270 280
280-1 315.58 4680.38 280 290
290-1 236.53 4695.20 290 300
300-1 236.53 4706.30 • 300 310
310-1 0.00 4715.00 310 315 , 320
320-1 202.12 4714.00 320 325 330
325-1 0.00 4718.00 325
330-1 214.83 4711.50 330 340
340-1 54.25 4709.00 340 350
350-1 0.00 4716.75 350 360 570
360-1 PRV 0.00 4716.75 360 370
370-1 0.00 4716.75 370 380 570
380-1 54.25 4717.00 380 390
390-1 W. OAK 0.00 4718.00 390 393 397
400-1 0.00 4720.00 400 410
410-1 0.00 4713.50 410 415 420
420-1 0.00 4713.50 420 430 550
430-1 PRV 0.00 4713.50 430 440
440-1 0.00 4713.50 440 450 550
450-1 114.70 4708.00 450 460 539
460-1 0.00 4709.72 537 538 539
480-1 0.00 4705.50 460 490
490-1 0.00 4709.00 490 500
500-1 3.10 4709.00 500 505
510-1 230.02 4715.00 510 520
520-1 230.02 4710.90 520 530
530-1 396.80 4713.50 530 535
535-1 0.00 4709.72 535 536 538
536-1 PRV-PERKINS 0.00 4709.72 536 537
Design Report, C, S, & P Water Alain
i
i
i
NSYS Sanitary Sewerage Analysis Copyright (C) 1993 by Expertware CivilSystems Corporation 17-JUL-97 14:24 Page 5
Design Criteria File: BOZI.DCT
age Model File: BOZ3.SAN
,jnits
Residential Flow= 117.0 gpcd
infiltration= 0 gpad + 0 g/in/mi/d
Peaking Factor= Harmon formula* 1.00
<=5.00, Industrial Peaking Factor=1.00
Pipe Manholes External Pump Meas Mannings Area+Addnl
Up Down Description File Rate Flow Grade n Dia Population
-----------------------------------------------------gpm---cfs-----%-----------in------------
H0573 H0574 0.280 0.013 10 55+ 0
H0574 H0575 0.280 0.013 10 - 55+ 0
H0575 H0576 0.280 0.013 10 ' 55+ 0
H0576 H0580 1.000 0.013 12 - 55+ 0
H0580 H0423 1.000 0.013 12 55+ 0
10301 10302 0.150 0.013 15 ' 51+ 0
I0302 I0303 0.180 0.013 15 51+ 0
10303 I0304 0.150 0.013 15 51+ 0
10304 10305 0.150 0.013 15 ' 51+ 0
10305 10306 0.150 0.013 15 - 51+ 0
I0306 10307 0.150 0.013 15 87+ 0
10307 10308 0.150 0.013 15 87+ 0
10308 10309?' 0.150 0.013 15 ' 87+ 0
I0309 H0302 0.150 0.013 15 87+ 0 •10408 10409 0.400 0.013 8 0+ 0S�S
}�107
ZONING: R1 R2 R3 R3A R4 RO RS RMH FUT M1 M2 B2
-------------population density (pers/acre) / Industrial flow (gal/acre/day)-------------------
Infiltr 3.8 7.6 12.2 12.2 12.2 12.2 2.5 0.9 13.3 0.0 0.0 0.0
Code 0 0 0 0 0 0 0 0 0 2020 2020 3495
-----------+-area in acres-----------------------
H0573 4.5
H0574 4.5
H0575 4.5
H0576 4.5
H0580 4.5
10301 6 4.2
10302 6 4.2
10303 6 4.2
10304 6 4.2
10305 6 4.2
10306 6 7.1
10307 6 7.1
I0303 6 7.1
10309 7.1
10408 4.5
EXISTING.... REO'D PROPOSED......................... DESIGN FLOWS.............
Up Dia Capacity Dia Dia Capacity Vfull Vpart 0/of Infiltr Average Peak
-------inch------cfs--inch--inch------cfs---fps---fps---------------cfs------cfs------cfs
H0573 10 1.16 6.2 10 1.16 2.1 1.8 0.28 0.00 0.08 0.32
H0574 10 1.16 6.4 10 1.16 2.1 1.9 0.31 0.00 0.09 0.36
H0575 10 1.16 6.7 10 1.16 2.1 1.9 0.34 0.00 0.10 0.40
H0576 12 3.56 6.8 12 3.56 4.5 3.7 0.22 0.07 0.26 0.79
H0580 12 3.56 6.9 12 3.56 4.5 3.7 0.23 0.07 0.27 0.83
10301 15 2.50 10.8 15 2.50 2.0 1.9 0.42 0.18 0.60 1.04
10302 15 2.74 10:6 15 2.74 2.2 2.1 0.40 0.19 9.62 U 8
10303 15 2.50 11.1 15 2.50 2.0 2.0 0.45 0.20 0.64 1.13
10304 15 2.50 11.3 15 2.50 2.0 2.0 0.47 0.21 0.66 1.17
10305 15 2.50 11.4 15 2.50 2.0 2.0 0.48 0.22 0.67 1.21
10306 15 2.50 11.7 15 2.50 2.0 2.1 0.51 0.23 0.71 1.28
10307 15 2.50 11.9 15 2.50 2.0 2.1 0.54 0.25 0.74 1.35
10308 15* 2.50 16.6 15 2.5 C,--- 2.0 1.31 0.31 1.51 3.271
10309 15* 2.50 16.7 15 2.50 2.0 1.32 0.31 1.53 3.31
10408 8 0.76 5.5 8 0.76 2.2 2.0 0.37 0.00 0.16 0.28
5
,1NSYS Sanitary Sewerage Analysis Copyright (C) 1993 by Expertware CivilSystems Corporation 17-JUL-97 14:29 Page 15
De-' n Criteria File: BOZI.DCT
ge Model File: BOZ4.SAN
units
Residential Flow= 117.0 gpcd
Infiltration= 0 gpad + 0 g/in/mi/d
Peaking Factor= Harmon formula* 1.00
<=5.00, industrial Peaking Factor=1.00
Pipe Manholes External Pump Meas Mannings Area+Addnl
Up Down Description File Rate Flow Grade n Dia Population
--------------------------------------------------gpm---cfs-----X-----------in------------
033„ 0.450 0.013 24 0+ 0
H0335:,:.:.:.:..H0201 0.500 0.013 2» ^y C
:H03#6 f' :N0337� 0.300 0.013 24 0+ 0
,:.:.•.;.: , k�..•- 1.350 0.013 2» 0+ 0
�H0337• lR ,N033fi'
W338 r x ,;�H0339 1.350 0.013 24 0+ 0
H033Q�ktq 41103.411 1.350 0.013 24 0+ 0
BOZ3 0.500 0.013 24 0+ 0
0436Y:" A0 37 0.300 0.013 24 0+ 0
Ir
1.200 0.013 24 0+ 0
�I900 ;ST;Shy;200021 1.060 0.013 24 0+ 0
..wy rl�w+lvsTZJ?Ril.r
sto ar, { 1.060 0.013 24 0+ 0
10062, ,;;L,.:I0604.
'' 4.300 0.013 24 f 0+ 0
c Q004: ?z10005 sw
1,0005 ~5-,I0006 L`_ 1.060 0.013 24- 0+ 0
,100Qb .10007.;., 0.560 0.013 24 0+ 0
�30J07 10008 0.890 0.013 24--� 0+ 0
ZONING: R1 R2 R3 R3A R4 RO RS RMH FUT H1 M2 B2
.............population density (pers/acre) / Industrial flow (gal/acre/day)--
Infiltr 3.8 7.6 12.2 12.2 12.2 12.2 2.5 0.9 13.3 0.0 0.0 . 0.0
Code 0 0 0 0 0 0 0 0 0 2020 2020 3495
+-area in acres-------------------•-----•--•--•---------------------•-•----•-----•--
H0334
H0335
H0336
H0337
H0338
H0339
B0341
H0436
P0437
10001
10002
10004
10005
10006
10007
EXISTING.... REO'D PROPOSED......................... DESIGN FLOWS.............
Up Dia Capacity Dia Dia Capacity Vfull Vpart O/Of Infiltr Average Peak
... -------inch------cfs--inch--inch------cfs---fps---fps---------------cfs------cfs------cfs
H0334 24 15.18 18.3 24 15.18 4.8 4.8 0.48 1.04 3.50 7.33
H0335 24 16.00 17.9 24 16.00 5.1 5.0 0.46 1.04 3.50 7.33
H0336 24 12.39 14.2 24 12.39 3.9 3.3 0.25 0.50 1.27 3.05
H0337 24 26.28 10.7 24 26.28 8.4 5.6 0.12 0.50 1.27 3.05
H0338 24 26.28 10.7 24 26.28 8.4 5.6 0.12 0.50 1.27 3.05
P0339 24 26.28 10.7 24 26.28 8.4 5.6 0.12 0.50 1.27 3.05
H0341 24 16.00 17.9 24 16.00 5.1 5.0 0.46 1.04 3.50 7.33
H0436 24 12.39 14.2 24 12.39 3.9 3.3 0.25 0.50 1.27 3.05
H0437 24 24.78 10.9 24 24.78 7.9 5.4 0.12 0.50 1.27 3.05
10001 24 23.29 16.3 24 23.29 7.4 6.8 0.36 1.11 3.94 8.31
10002 24 23.29 16.3 24 23.29 7.4 6.8 0.36 1.11 3.94 8.31
!"V 24 1,'.91 12.5 24 45.91 i4.9 ii.3 C,12 1.ii 3.91, 2.31
10005 24 23.29 16.3 24 23.29 7.4 6.8 0.36 1.11 3.94 8.31
10006 24 16.93 18.4 24 16.93 5.4 5.4 0.49 1.11 3.94 8.31
10007 24 21.34 16.8 24 21.34 6.8 6.4 0.39 1.11 3.94 8.31
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Path: H: \2605\007
File : MINOR#1 TXT 10, 259 a. . 6-03-98 Page 1
Project : minor#1
This is the Amospec paved road design output . This output is made
up of two parts . The first part provides the pavement section
design. The second part provides the geotextile selection based on
survivability criteria.
The pavement design parameters are :
1 . Estimated total traffic = 500000 18-kip ESALS
2 . Standardized normal deviate = -1 . 645
3 . Standard deviation = . 35
4 . Subgrade resilient modulus = 15 ksi
5 . Initial serviceability = 4 PSI
6 . Terminal serviceability = 2 PSI
This is a flexible pavement design.
The unit cost of the pavement is $ 16 . 17/sq. yd.
The cross-section is as follows :
1 . 3 inches of asphalt surface course
Unit cost of asphalt concrete = $ 35 . 00/ton
In-place density of asphalt concrete = 145 pcf
Layer coefficient for surface = .4
Drainage modifier for surface = 1
2 . 3 inches of graded crushed aggregate
Unit cost of base = $ 10 . 00/ton
In-place density of base = 135 pcf
Resilient modulus of base = 22 . 5 ksi
Layer coefficient for base = . 13
Drainage modifier for surface = . 8
3 . 12 inches of subbase
Unit cost of base = $ 10 . 00/ton
In-place density of subbase = 132 pcf
Resilient modulus of subbase = 15 ksi
Layer coefficient of subbase = . 1
Drainage modifier of subbase = . 8
The geotextile design parameters are :
1 . The max. contact pressure is 8 - 35 psi .
2 . The minimum lift thickness is 18 inches .
3 . The size of the fill aggregate is 3 inches .
4 . The angularity of the base aggregate is subrounded.
5 . Beneath the geotextile is aggregate .
6 . The shear strength of the subgrade is greater than 3000 psf .
7 . The inspection of construction is- regular monitoring.
8 . Traffic will be permitted prior to paving only for paving equipment .
Path: H: \2605\007
File : MINOR#1 TXT 10, 259 a. . 6-03-98 Page 2
'The selected geotextile is Amoco CEF 2000 .
The input in-place unit cost for CEF 2000 is $ 3 . 00/sq.yd.
"Separation Geotextile Specification for Project : minor#1
DESCRIPTION
This work shall consist of furnishing and placing a geotextile
for use as a permeable separator to prevent mixing of
dissimilar materials such as subgrades and surfaced or
unsurfaced pavement materials, and foundations and select
fill materials . This specification does not address
geotextiles used for reinforcement .
MATERIALS
Geotextile : The geotextile shall be composed of synthetic
fibers formed into a woven or nonwoven fabric . Fibers used
in the manufacture of the geotextile shall be composed of at
least 85 percent by weight polyolefins, polyesters, or
polyamides . The geotextile shall be free of defects or flaws
which significantly affect its physical properties . The
geotextile shall meet the requirements of Table 1 .
CONSTRUCTION INSTALLATION REQUIREMENTS
Geotextile Shipment/Storage : The geotextile rolls shall be
furnished with suitable wrapping for protection against
moisture and extended ultraviolet exposure prior to
placement . Rolls shall be stored in a manner which protects
them from the elements . If stored outdoors, they shall be
elevated and protected with a waterproof cover. At no time
shall the geotextile be exposed to ultraviolet light for a
period exceeding fourteen days . The geotextile rolls shall be
labeled as per ASTM D 4873 .
Site Preparation: The installation area shall be prepared by
clearing all debris or obstructions which may damage the
geotextile . Trees and large bushes should be cut at ground
level . In most cases, native vegetation, roots and topsoil
must be removed from the roadway subgrade prior to geotextile
placement . Where required by the contract documents, soft
otherwise unsuitable subgrade areas shall be identified,
excavated and backfilled with select material in accordance
with the contract documents . Stabilization of these areas may
be enhanced by use of a geotextile at the bottom of the
excavation before backfilling. However, when designed for
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soft or wet subgrade conditions, native vegetation, roots,
and topsoil may be left in place to limit disturbance and
resulting shear strength loss of the subgrade soil .
Geotextile Placement : The geotextile shall be unrolled as
smoothly as possible on the prepared subgrade in the
direction of construction traffic . Geotextile rolls shall be
overlapped in the direction of subbase placement . If required,
the geotextile may be held in place prior to subbase
placement with pins, sand bags, or piles of fill or rock. On
curves, the geotextile may be folded or cut to conform to the
curve . If site conditions require geotextile seaming, the
geotextile shall be cut and seamed on the curve. The fold or
overlap shall be in the direction of construction and shall be
held in place as prescribed above. The geotextile shall not be
dragged across the subgrade
The geotextile shall be overlapped with a minimum overlap
distance of 18 inches .
Damaged geotextiles, as identified by the engineer, shall be
repaired immediately. The damaged area plus an additional
three feet around the damaged area shall be cleared of all fill
material . A geotextile patch extending three feet beyond the
perimeter of the damage shall be constructed as directed by
the engineer. Sewing of the geotextile patch may be required
over soft subgrades as directed by the engineer. Damaged
geotextile shall be replaced at no cost to the owner.
Aggregate Placement : The aggregate base or subbase
(aggregate) shall be placed by end dumping adjacent to the
geotextile or over previously placed aggregate . End dumping
or tail gate dumping of aggregate on the geotextile will not
be permitted. The aggregate shall be spread from the
backdumped pile using a bulldozer or motor grader. A
sufficient thickness of aggregate should be in place
prior to dumping to minimize the potential of subgrade
pumping and localized failure .
The aggregate shall be placed on the geotextile in lifts of not
less than 6-in. thick. For low volume roads, the minimum
lift may be reduced to a 4-in. thickness at the discretion of
the engineer. Traffic shall not be permitted directly on the
geotextile . Sudden stops or turns by equipment operating on
aggregate placed over the geotextile shall be avoided.
A smooth drum roller shall be used to achieve specified
density. Any ruts occurring during construction shall be
filled with additional aggregate and compacted to the
specified density. Vibratory compaction shall not be used on
the initial lift over the geotextile .
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METHOD OF MEASUREMENT
Geotextile : The geotextile shall be measured by the number
of square yards from the payment lines shown on the plans
or from the payment lines established in writing by the
Engineer. This excludes seams and overlaps . Excavation,
backfill, bedding, and cover materials are separate pay items.
BASIS OF PAYMENT
Geotextile : The accepted quantities of geotextile shall be
paid for at the contract unit price per square yard in place .
Table 1 .
PHYSICAL REQUIREMENTS - SEPARATION GEOTEXTILES
Property Units Value Test Method
Machine Grab Tensile Strength lbs . 140 ASTM-D-4632
Cross-Machine Grab Tensile Strength lbs . 140 ASTM-D-4632
Machine Grab Tensile Elongation o 15 ASTM-D-4632
Cross-Machine Grab Tensile Elongation o 15 ASTM-D-4632 .
Mullen Burst psi 350 ASTM-D-3786
iPuncture lbs . 70 ASTM-D-4833
Trapezoid Tear lbs . 45 ASTM-D-4533
UV Resistance % 70 ASTM-D-4355
Apparent Opening Size US Sieve 30 ASTM-D-4757
'Permittivity 1/sec . 04 ASTM-D-4491
Flow Rate Gal . /min. /sf 4 ASTM-D-4491 :
Notes :
1. Conformance of geotextiles to specification property
requirements shall be determined according to ASTM D 4873 .
2 . Contracting agency may require a letter from the
manufacturer certifying that its geotextile meets
specification requirements .
3 . All numerical values represent minimum average roll
values (i .e . , average of test results from any sampled
roll in a lot shall exceed the values in the table) in
weaker principal direction. Lot sampled according to
ASTM D 4354 .
4 . Geotextile permitivity must be greater than the specified
minimum value and result in a geotextile permeability
which is greater than the permeability of the subgrade soil .
5 . UV Resistance refers to the percent grab tensile
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strength retained as evaluated using ASTM D 4632
after conditioning for 500 hours .