HomeMy WebLinkAbout01 - Design Report - Stoneridge PUD Ph 2A - Water WATER DISTRIBUTION
FOR
STONERIDGE P.U.D.
SUBDIVISION - PHASE 2A
BOZEMAN, MONTANA
JUNE 2001
PREPARED BY:
�J
MORRISON
DEl - MAIERLE, INC.
An Employee-Owned Company
rR T
(' ��. 0 s 2001
STONERIDGE PUD SUBDIVISION,
PHASE 2A
PART 3 COMMUNITY IMPACT
3A WATER SUPPLY
A water distribution model was prepared using data from the existing infrastructure in the
area as well as future mains that are planned for the area between Durston Road and West
Oak Street. Most of the water improvements required for Stoneridge Subdivision Phase
2A were installed as part of Stoneridge Minor#1.
The proposed Subdivision is to be served by the City of Bozeman's water distribution
network. The following discussion on water supply provides an analysis of the domestic
and fire protection demands for the Stoneridge Subdivision Phase 2A The analysis
indicates that the network in the vicinity and the lines located within Phase 2A provide an
adequate supply for domestic and fire flow purposes.
City water mains currently exist in Durston Road and throughout the Brentwood
Subdivision to the west. Eight inch water mains were installed in Stoneridge Drive from
Durston Road to the north side of the intersection of Stoneridge Drive an North 22nd Ave.
and in North 22nd Ave. as part of Stoneridge Minor Sub #1. These mains will serve the
proposed subdivision. The future plan is to connect the 8" main at the north end of
Stoneridge Drive into the 6" main at the end of Windsor Street. The 8" line will then run
north along Stoneridge Drive to a point of connection with the existing 6" line in
Maplewood Drive. See the as-built plans in the Appendix for the exact locations of the
waterlines.
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.
Water usage is based on the following criteria:
WATER USAGE TABLE
ZONING CONSUMPTIVE IRRIGATION DEMAND ,
(gpd/acre) (gpd/acre) d/acre
Light Manufacturing District(M-1) 2000* 1160** 3160
Community Business District (B-2) 3000* 1160** 4160
*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 gpd/acre
Assume 20%of an acre is irrigated: (.20)x(5818.4 gpd/acre)= 1160 gal/day/acre
Stoneridge P.U.D. Subdivision Phase 2A
1
A hydraulic analysis of the proposed waterline was performed using CYBERNET
version 3.1, a water distribution model by Haestad Methods.
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.
Before the CYBERNET analysis could be completed, input data was collected. Flow
data, residual and static pressures at existing hydrants were collected by the City of
Bozeman Fire and Water Departments. 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)0.5 and Qr= Qf* (hr/hf)o.54
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 flow capacity curves created from 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 the existing water main. This
allowed for a closer representation of the true capacity of the existing system to be
modeled. Static, residual and pito pressure readings and locations of fire hydrants near
the points of connection are as follows:
• Hydrant at intersection of Charlotte St. and North 22r'a
Static Pressure= 145 psi Residual Pressure= 100 psi
Pito Pressure= 115 psi
• Hydrant at intersection of No. 22nd and Annie St.
Static Pressure= 145 psi Residual Pressure= 100 psi
Pito Pressure= 115 psi
• Hydrant at the intersection of Windsor St. and Mountain Ash St.
Static Pressure= 145 psi Residual Pressure= 100 psi
Pito Pressure= 120 psi
• Hydrant at the intersection of Brentwood St. and Maplewood St.
Static Pressure= 150 psi Residual Pressure= 100 psi
Pito Pressure= 115 psi
Surveyed elevations for each junction node and Hazen-Williams roughness coefficients
(C) for each pipe were appropriately assigned. Minor losses were accounted for by
attaching the required fittings and valves to the network layout. Please see the Appendix
the summary of input data and Exhibit 1-1.
Stoneridge P.U.D. Subdivision Phase 2A
2
Fire flows were conservatively estimated using the 1991 Uniform Fire Code (1991UFC).
The building category selected was Type III (exterior protected-combustible) with a foot
print of 125,000 sft. From Table A-III-Al the required fire flow of 5000 gpm was
obtained. For buildings with fire sprinkler systems installed, a reduction up to 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 sf. For the
purpose of this analysis it is assumed that all buildings greater than 47,100 sf. 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, afire flow 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.
Model Results:
Junction's 20, 30, 34, 35, 36, & 40 are located within the boundary of the proposed work
(see the attached system layout). The Cybernet analysis produced the following results:
Water Supply Analysis
JUNCTION PRESSURE @ PRESSURE PRESSURE AVAILABLE FIRE
AVERAGE @ MAX. DAY @ PEAK FLOW @ 20 PSI
DAY DEMAND HOUR
DEMAND DEMAND
PSI PSI PSI
Stoneridge P.U.D. Subdivision Phase 2A
3
20 143.6 142.0 141.7 10,081.8
30 146.0 144.4 144.0 11,111.1
34 145.8 144.3 144.0 8,528.0
35 147.8 146.1 145.8 113588.7
36 144.5 143.5 143.3 5,403.5
40 148.2 146.4 146.0 10,935.9
Based on the above analysis, the studied water lines will provide adequate service to meet
the consumptive and fire demands for this development.
COSTS
The estimated costs for installing waterlines to service the Stoneridge Subdivision Phase
2A are as follows:
Preliminary Quantity and Cost Estimate Table
Line Unit Unit Price Total
Size
(in)
Domestic Service to Lot 1 1 EA $700 $700
13
DIP Watermain 8 350 LF $30 $10,500
Fire Service Line 4 30 LF $30 $900
Total $12,100
All improvements will be privately funded. This project will require approval of the City
Engineer and MDEQ. A letter requesting the City Engineer prepare a letter stating the
City of Bozeman can provide water service to this site was part of the original Stoneridge
Master PUD submitted in 1997 and is therefore not included in this submittal.
3B 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 Road. The following analysis indicates that the facilities on site and
downstream lines have adequate capacity to handle the effluent from this site.
The sewer mains needed to server this subdivision were installed as part of Stoneridge
Minor#1. See the as-built plans in the Appendix for locations of the sewer mains.
Stoneridge P.U.D. Subdivision Phase 2A
4
The following assumptions are the basis for our discussion:
• 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 + SIP where P = population in thousands
4+SIP
Wastewater Generation Rates
LOT PROPOSED WASTEWATER FLOW (GPM)
USE
UNIT # AVE. PEAK
UNITS FLOW FLOW'
*LOT 5-8, 13 Commercial PERSON 25 0.262 1.10"
*LOTS 9-12 Office PERSON 80 0.89' 3.77
TOTALS 105 4.87
(see calculation notes on following page)
NOTES:
1. PF = 18 + 40.105 =4.24 —Peak Flow=Ave. Day Flow * PF
4+ 40.105
2. 25 persons x 15 gpd/persons-day =375 gpd= 0.26 gpm
3. 80 persons x 16 gpd/persons-day= 1280 gpd=0.89 gpm
4. 4.24 x 0.26 = 1.10 gpm
CAPACITY CHECK CALCULATION
Manning's Equation Q=(1.49/n)*(A)(R)0.667(S)0.5
Q=(1.49/0.013)(3.14*.667^2/4)(.667/4)0 667(.004)0.5
n=0.013 (PVC)
S =0.4%minimum slope
d= 8 inches
Stoneridge P.U.D. Subdivision Phase 2A
5
Qmax=344 gpm
Therefore, an 8" PVC sewer installed at minimum grade has the capacity
to carry 344 gallons per minute.
Qmax=344 gpm»»»>4.87 gpm
The City of Bozeman's August 1998 Wastewater Facility Plan prepared by H M/MSE
Engineers analyzed the city's current sewer system. Data was generated using the
SANSYS Sanitary Sewage Analysis Program. Data on the manhole located at the
southeast corner of the intersection of Oak Street and North 19th Avenue shows there is
available capacity for Stoneridge Subdivision Phase 2A. According to the report, the
maximum capacity of the 24" line that runs north along North 19`h Avenue is 16 cfs. The
current peak flow in this line is 6.58 cfs. The proposed subdivision will add 0.011 cfs
(4.87 gpm) to this peak flow. This is only 0.07% of the overall capacity of this existing
main.
COSTS
There will be no costs, the lines have already been installed with Minor Subdivision#1.
CONNECTION PERMISSION
This project will require approval of the City Engineer and MDEQ. A letter requesting
the City Engineer prepare a letter stating the City of Bozeman can provide wastewater
service to this site was part of the original Stoneridge Master PUD submitted in 1997 and
is therefore not included in this submittal.
Stoneridge P.U.D. Subdivision Phase 2A
6
WATER SUPPLY
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