HomeMy WebLinkAbout20190299 Saratoga Golf and Polo Engineering Report The LA GROUP
Landscape Architecture&Engineering P.C.
Peopte.Purpose.Place.
40 Long Alley
Saratoga Springs
NY 12866
p:518-587-8100
1 518-587-0180
Engineering Report vvwvv.thelagroup.com
Water and Sanitary Sewer
For
SARATOGA GOLF & POLO CLUB
SITE PLAN APPROVAL
301 Church Street
Saratoga Springs, New York
Planning Board #19.xxx
Prepared For
Saratoga Golf& Polo Club
301 Church Street
Saratoga Springs, NY 12866
Contact: Ron Ireland
Prepared By
The LA Group, P.C.
40 Long Alley
Saratoga Springs, New York 12866
kEK,
ec\-
,.0
‘,.
\-4#
February 18, 2019
Engineering Report Saratoga Golf& Polo Club
Saratoga Springs, New York
2018074
I. Project Description
The Saratoga Golf and Polo Club is proposing the expansion of its member amenities.
Specifically, a new golf and tennis pro shop, two platform tennis courts and a revised pool
cabana with a warming room for the platform tennis, expanded parking area, and landscape
improvements are proposed.
Both the pro shop and cabana buildings will need water and sanitary sewer services. The pro
shop will have two toilet rooms, a drinking fountain and a utility sink. The cabana will have one
toilet room, a kitchen sink and a bar sink.
Municipal water and sewer exist in the vicinity and services are within the boundary of the
property.
II. Existing Water and Sanitary Sewer Utilities
Municipal water service is currently provided by the City of Saratoga Springs. A private 8-inch
diameter water main on the south side of the property currently supplies water to the main
clubhouse through a 2-inch service line where a master water meter is located. Following the
meter, water is supplied to the swimming pool and site hose bib system.
Municipal sanitary sewer service is available from the City of Saratoga Springs at the sanitary
sewer main at the intersection of Church Street and Myrtle Street. The sewer main runs east on
Church Street to the truck sewer on High Rock Avenue then by gravity to the SCSD Lift Station
No. 1 at the intersection of High Rock Avenue and Warren Street. Ultimately the wastewater
flows for conveyance and treatment at SCSD's wastewater treatment plant in Mechanicville.
III. Projected Water and Wastewater Flows
The table below provides information on the anticipated wastewater flow rates for the project:
Description Note 1 Use Rate' Total Use
(gpd)
Existing Condition:
Country Club 200 rounds 20 gpd/ea 4,000
Tennis Courts 200 users 10 gpd/ea 2,000
Swimming Pool 100 users 10 gpd/ea 1,000
Restaurant 100 seats 35 gpd/ea 3,500
1
Engineering Report Saratoga Golf& Polo Club
Saratoga Springs, New York
2018074
Existing Condition(cont.):
Banquet 200 seats 10 gpd/ea 2,000
Employees 25 each 15 gpd/ea 375
Total 12,877
1. Rounds of golf, restaurant seats,pool users, etc. are estimated based on provided data.
2. From Table B-3, NYSDEC 2014 Design Standards for Wastewater Treatment Systems.
Average daily flow for wastewater is estimated to be 9 gallons per minute (gpm) based on a 24-
hour day. Estimated peak hourly flow is 37.1 gpm(4.16 x average).3
Average daily demand for water is estimated to be approximately equal to the wastewater flow
or 9 gpm. Peak hourly demand is estimated to be approximately equal to the peak hourly
wastewater flow or 37.1 gpm. Peak instantaneous demand is calculated at 280 gallons per
minute (gpm)based on country club use of 0.6 gpm per member and restaurant use of 1 gpm per
seat.4
For the purposes of input into the City of Saratoga Springs water model, we offer the following
estimated water demands for the project:
• Average Day Demand is 9 gallons per minute (GPM) over the 24-hour period.
• Max Day Demand is 18 gallons per minute (GPM) based on twice the average.
• Peak Hourly Flow is 37.1 gallons per minute (GPM) based on 4.16 times the average.
V. Proposed Water and Wastewater Utilities
Proposed Water Utilities
A new water service is proposed to serve the new pro shop building. The existing 8-inch private
water main will be tapped to provide this service. A new water meter will be provided at the
restroom utility closet. The new water service is proposed to be 1-inch copper.
The new cabana building will be served from the existing clubhouse. Water use at the new
cabana will be measured through the existing clubhouse meter. The new line from the clubhouse
to the cabana is proposed to be 1-inch copper.
Connections and appurtenances, including tapping sleeves and valves, mechanical joints, tees,
isolation valves, thrust blocks, trenching, bedding, service connections, as well as testing and
disinfection will all be specified in accordance with City of Saratoga Springs standards.
2
Engineering Report Saratoga Golf& Polo Club
Saratoga Springs, New York
2018074
Proposed Wastewater Utilities
Sanitary service will be provided from the cabana and pro-shop buildings by installing new 6-
inch PVC gravity sewer laterals and connecting to the existing 8-inch PVC sewerline that
currently serves the main clubhouse building. The new lines will be installed at a minimum slope
of 1.0% to provide adequate cleansing velocity in the pipe. An interior grease trap is proposed
for the cabana kitchen waste line. This device will intercept grease, oil and fat from the kitchen
sink and dishwasher prior to discharge into the sanitary lateral pipe.
A portion of the existing 8-inch sewerline in the southeast portion of the property has been
identified to contain a minor dip or belly. The applicant proposes to replace this portion of the
sewerline as needed to correct the slope deficiency.
Manholes, cleanouts, pipe, trenching, bedding, service connections, and testing will be specified
in accordance with City of Saratoga Springs minimum standards.
Notes
3. From Figure 1, GLUMRB Recommended Standards for Wastewater Facilities
Q= (18 +P%)±(4 +P%)where P=population in thousands
4. From Tables XV and XVI, Community Water Systems Source Book,Ameen.
Attachments
Attachment A Water Demand Calculations
Attachment B Sanitary Sewer Use Calculations
3
ATTACHMENT A
WATER DEMAND CALCULATIONS
SARATOGA GOLF POLO CLUB 2/18/2019
SARATOGA SPRINGS, NY
DETERMINE DAILY AVERAGE AND PEAK HOURLY DEMANL
EXISTING CONDITION:
COUNTRY CLUB:
NO. OF ROUNDS 200 EA
DESIGN FLOW = 20 GPD/EA (NYSDEC)
Qa = 4, 000 GPD
TENNIS COURTS:
NO. OF USERS 200 EA
DESIGN FLOW = 10 GPD/EA (NYSDEC)
Qb = 2, 000 GPD
SWIMMING POOL:
NO. OF USERS 100 EA
DESIGN FLOW = 10 GPD/EA (NYSDEC)
Qc = 1, 000 GPD
RESTAURANT:
NO. OF SEATS 100 EA
DESIGN FLOW = 35 GPD/EA (NYSDEC)
Qd = 3,500 GPD
BANQUET (WEDDING) :
NO. OF SEATS 200 EA
DESIGN FLOW = 10 GPD/EA (NYSDEC)
Qe = 2, 000 GPD
EMPLOYEES:
NO. OF EMPLOYEES 25 EA
DESIGN FLOW = 15 GPD/EA (NYSDEC)
Qf = 375 GPD
EXISTING SUBTOTAL 12, 875 GPD (Qa thru Qf)
AVG. DAILY DAMAND, Qav = 9 GPM (24 HRS)
MAX. DAILY DAMAND, Qmax = 18 GPM (TWICE THE AVG. )
EQUIVALENT POPULATION 180 EA (10-STATE STDS. PAGE
PEAKING FACTOR, Qp/Qav 4 .16 10-5, FIG. 1, BASED ON
PEAK HOURLY FLOW, Qp = 37 .1 GPM 75 GPD/PERSON)
* NYSDEC 2014 DESIGN STANDARDS TABLE B-3 "Typical Per-Unit Loading Rates'
1 Attachment A
SARATOGA GOLF POLO CLUB 2/18/2019
SARATOGA SPRINGS, NY
DETERMINE INSTANTANEOUS DEMAND
COUNTRY CLUB:
NO. OF MEMBERS 300 EA
DESIGN FLOW = 0. 6 GPM/UNIT (AMEEN TABLE XVI) *
Qa = 180 GPM
RESTAURANT:
NO. OF SEATS 100 EA
DESIGN FLOW = 1 GPM/SEAT (AMEEN TABLE XV) **
Qb = 100 GPM
TOTAL INSTANTANEOUS 280 GPM (Qa thru Qb)
* AMEEN TABLE XVI "Instantaneous Water Demands for Institutions"
** AMEEN TABLE XV "Instantaneous Water Demands for Commercial Areas"
2 Attachment A
ATTACHMENT B
SANITARY SEWER USE CALCULATIONS
SARATOGA GOLF POLO CLUB 2/18/2019
SARATOGA SPRINGS, NY
DETERMINE DAILY AVERAGE AND PEAK HOURLY FLOW
EXISTING CONDITION:
COUNTRY CLUB:
NO. OF ROUNDS 200 EA
DESIGN FLOW = 20 GPD/EA (NYSDEC)
Qa = 4, 000 GPD
TENNIS COURTS:
NO. OF USERS 200 EA
DESIGN FLOW = 10 GPD/EA (NYSDEC)
Qb = 2, 000 GPD
SWIMMING POOL:
NO. OF USERS 100 EA
DESIGN FLOW = 10 GPD/EA (NYSDEC)
Qc = 1, 000 GPD
RESTAURANT:
NO. OF SEATS 100 EA
DESIGN FLOW = 35 GPD/EA (NYSDEC)
Qd = 3, 500 GPD
BANQUET (WEDDING) :
NO. OF SEATS 200 EA
DESIGN FLOW = 10 GPD/EA (NYSDEC)
Qe = 2, 000 GPD
EMPLOYEES:
NO. OF EMPLOYEES 25 EA
DESIGN FLOW = 15 GPD/EA (NYSDEC)
Qf = 375 GPD
EXISTING SUBTOTAL 12, 875 GPD (Qa thru Qf)
AVG. DAILY FLOW, Qav = 9 GPM (24 HRS)
EQUIVALENT POPULATION 180 EA (10-STATE STDS. PAGE
PEAKING FACTOR, Qp/Qav 4.16 10-5, FIG. 1, BASED ON
75 GPD/PERSON)
PEAK HOURLY FLOW, Qp = 34.5 GPM
1 Attachment B