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Engineering Report
Water and Sanitary Sewer
For
TAIT LANE RESERVE
TAIT LANE
SARATOGA SPRINGS, NEW YORK
Planning Board #20.xxx
Prepared For
NRP Holdings LLC
1228 Euclid Avenue, Suite 400
Cleveland, Ohio 44115
Contact: Donald Fix
Prepared By
he LA Group, P.C.
40 Long Alley
Saratoga Springs, New York 12866
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May 8, 2020
Engineering Report Tait Lane Reserve
NRP Properties, LLC
2018025
L Introduction
The proposed proj ect involves the development of twelve (12)residential apartment buildings
located on the east side of Allen Drive and South of Tait Lane. The residential buildings will
have one, two and three bedroom apartments. Total residential count for the proj ect is 202
dwelling units. The property is currently undeveloped woodland.
Municipal water exists on the west side of Allen Drive. Municipal sewer exists in Allen Drive
west of the property.
Water will be supplied for domestic and fire protection through a new 6-inch branch lateral
which will connect to the 6-inch main on Allen Drive. This existing 6-inch main is owned by the
City of Saratoga Springs.
For sanitary sewer collection, a new system of pipes and manholes will connect to a new
manhole on the City of Saratoga Springs sewer line within Allen Drive.
IL Proiect Description
The proj ect proposes twelve apartment buildings with associated access drives,parking areas,
landscaping and stormwater management. Five of the buildings include (12) one-bedroom units
and(12) two-bedroom units. Three of the buildings include (6) one-bedroom units, (6) two-
bedroom units and (8) three-bedroom units. Three of the buildings include (6) three-bedroom
units. The last building includes (4) three-bedroom units and a clubhouse. In total, the project
will include 202 dwelling units. The total bedroom count is 372.
IIL Existin� Water and Sanitarv Sewer Utilities
Municipal water service is currently provided by the City of Saratoga Springs. A 6-inch diameter
water main located in Allen Drive.
A hydrant flow test was conducted December 5, 2019 on Allen Drive and indicated static pressures
in the area of Allen Drive of 65 pounds per square inch (psi). During flow tests, hydrants running at
approximately 349 gallons per minute caused the residual pressure to drop to approximately 60 psi
giving a theoretical available flow of approximately 1,274 gallons per minute at 20 pounds per
square inch (psi). Refer to Attachment A for the Hydrant Fire Flow Test Summary provided by
North East Fire Protection Systems Inc.
1
Engineering Report Tait Lane Reserve
NRP Properties, LLC
2018025
Municipal sanitary sewer service is available from the City of Saratoga Springs via a 10" PVC sewer
line within Allen Drive. A new manhole is proposed to be installed at the proposed entrance drive at
Allen Drive. Wastewater entering this manhole is conveyed by gravity to the south along Allen
Drive.
IV. Proiected Water and Wastewater Flows
The tables below provide information on the anticipated wastewater flow rates for the project:
Table 1(Enfire uroiect)
Description Use Rate Total Use
(78) 1-bedroom units 110 gpd/uniti 8,580 gpd
(78)2-bedroom units 220 gpd/uniti 17,160 gpd
(46)3-bedroom units 330 gpd/uniti 15,180 gpd
600 sf office/maintenance 01 gpd/sf 60 gpd
Total 40,980 gpd
For the entire proj ect, average daily flow for wastewater is estimated to be 28.5 gallons per
minute(gpm)based on a 24-hour day. Estimated peak hourly flow is 116.0 gpm (4.07 x
average).�
Average daily demand for water is estimated to be approximately equal to the wastewater flow
or 28.5 gpm. Instantaneous demand is calculated at 1.4 gpm3 for each unit giving a total
instantaneous demand of 282.8 gpm.
Summary of Design Flows
Water Consumption:
Project ADF = 40,980 gal/day (gpd)
Instantaneous Water Use = 28.5 gal/min (gpm)
S'arzitar�v S'ewer Flows:
Project ADF = 41,305 gal/day (gpd)
Peak Hourly Flow (PHF) = 116.0 gal/min (gpm)
For the purposes of input into the City of Saratoga Springs water model, we offer the following
estimated water demands for the proj ect:
• Average Day Demand is 28.5 gallons per minute(GPM) over the 24-hour period.
2
Engineering Report Tait Lane Reserve
NRP Properties, LLC
2018025
• Max Day Demand is 57.0 gallons per minute(GPM)based on twice the average.
• Peak Hourly Flow is 116.0 gallons per minute(GPM)based on 4.07 times the average.
• Fire Flow Demand is 1,000 gallons per minute(GPM)per ISO guidelines.
V. Pronosed Water and Wastewater Utilities
Proposed Water Utilities
To service the project, the existing 6-inch ductile iron waterlines on Allen Drive and Tait Lane
are proposed to be wet tapped in the vicinity of the new proj ect access drives. The new 6-inch
connections to the existing 6-inch waterlines in Allen Drive and Tait Lane will include a wet tap
with saddle, isolation valve, and thrust block.
Needed Fire Flow (NFF) calculations using the ISO Guide for Determination of Needed Fire
Flow are presented in Attachment B. The calculation shows a NFF of 2,250 gallons per minute.
This calculation is for a non-sprinklered building.
For a building protected by an automatic fire sprinkler system, the ISO states:
"The NFF for residential occupancies (such as apartment buildings, lodgirzgs and rooming
houses, board and care facilities, hotels, motels and dormitories)protected by an automatic fire
sprinkler system installed in accordance with the general criteria ofNFPA 13R, Standard for the
Installation of S'prinkler Systems in Residential Occupancies up to and including Four�Stories in
Height, is the demand at the base of the automatic sprinkler riser".
"The minimum NFF is 1,000 gpm at 20 psi for a duration of 2 hours".
Using the minimum given by ISO, the NFF for this facility is 1,000 gpm.
Hydrant flow test data indicates 1,274 gpm available at 20 psi. Based on this information, there
is adequate fire protection water supply available at the site.
The water services proposed for the residential buildings are 6-inches in diameter. Each building
will be metered separately.
Connections and appurtenances, including tapping sleeves and valves, mechanical joints, tees,
isolation valves, fire hydrants, thrust blocks, trenching, bedding, service connections, as well as
testing and disinfection will all be specified in accordance with City of Saratoga Springs
standards.
3
Engineering Report Tait Lane Reserve
NRP Properties, LLC
2018025
Proposed Wastewater Utilities
Sanitary wastewater will be piped from each building via 6-inch PVC laterals installed at a
minimum slope of 2.0%. A new 8-inch PVC sewer main will be installed at a minimum slope of
0.5% and will be connected to the existing 10" sewer main on Allen Drive. Sewer cleanouts have
been located at each building lateral for servicing.
All sanitary sewer mains, laterals, manholes and manhole connections will be furnished, installed
and tested according to City of Saratoga Springs standards.
Notes
1. From Table 1, Appendix 75-A Wastewater Ti^eatment Standards-Residential Onsite Systems
(110 gallons per day per bedroom)
2. From Figure 1, GL UNIRB Recommended Standards for Wastewater Facilities
Q= (18 +P%z)=(4 +P%z)where P=population in thousands
3. From Table XXI, Communitv Water Systems Source Book,Ameen (1.4 gpm/residence).
4. From Table B-3, NYSDEC 2014 Design Standards for Wastewater Treatment Systems.
Attachments
Attachment A Water Design Information:
• Water Demand Calculations
• Needed Fire Flow (NFF) Calculations
Attachment B Sanitary Sewer Design Information:
• Sewer Flow Calculations
Attachment C Hydrant Flow Test Report
4
ATTACHMENT A
WATER DESIGN INFORMATION
Tait Lane Reserve Water System Design Calculations EPANET 05/08/2020
Saratoga Springs, NY
The proposed water distribution network was modelled using EPANET software. EPANET is a computer
program that performs extended period simulation of hydraulic and water quality behavior within
pressurized pipe networks. A network consists of pipes, nodes (pipe junctions), pumps, valves and
storage tanks or reservoirs. EPANET tracks the flow of water in each pipe and the pressure at each
node.
Using the information provided by the City of Saratoga Springs specific to existing water infrastructure
and actual flow testing, the model was calibrated to simulate the conditions that should exist on an
average day.
First a network was drawn using design information such as pipe length, size and friction characteristics.
The ground elevation at each node or junction was entered to account for pressure changes due to
elevation difference. The water source was modelled as a reservoir with a specified hydraulic head. By
applying the hydrant flow test rate of 1,274 gallons per minute (gpm) at the Flowing Hydrant (A), the
pressure at the Target Hydrant (B) dropped from 64 pounds per square inch (psi) to 60 psi.
Once the model was calibrated, various flow conditions were simulated to verify that proposed pipe sizes
are adequate in the design. Base demands used at several points in the model are as follows:
Buildings 1,2,8,9,10 70 gpm
Buildings 3,11,12 75 gpm
Buildings 4,5,6 43.5 gpm
Building 7/Clubhouse 48 gpm
Refer to the following diagrams for an illustration of the EPANET model.
Attachment A
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� PREPARED BY: BCS DATE 05/08/20
CHECKED BY: DBH DATE 05/08/20
The L� GROUP SUBJECT: Tait Lane Reserve
Lnnds���e�.«h��e��u7P��nq�nee��_,q ��. PROJECT NUMBER: 2018025 SHEET 1 OF 1
Assumptions: 12 total Buildings that are 3 stories.
Steel/wood framing.
202 residential apartments.
No exposures and communications.
References: 1. Insurance Services Office (ISO) Guide for Determination of Needed Fire Flow
Edition 06-2014
Needed Fire Flow Formula (for a non-sprinklered building):
NFF� _�C�)���)I1.0 +(X+ P)�l
where:
NFF =the needed fire flow in gallons per minute
C; = a factor related to the type of construction and effective area
O; = a factor related to the type of occupancy
X = a factor related to the exposure hazard of adjacent buildings
P = a factor related to the communication hazard with adjacent buildings
CONSTRUCTION TYPE
Construction Class 2 Qoisted masonry construction)
Construction type coefficient (F) = 1.0 (Chapter 2, Reference 1)
Effective area (A) = 22,583 SF (9033 + (3) 9033/2) (50% of each additional floor)
C = 18FxA'�2
C = 2,704.95 gpm
C = 2,750 (rounded to nearest 250 gpm)
OCCUPANCY TYPE
Hotel Rooms
Occupancy combustibility class C-2 (Limited Combustibility)
Occupancy Factor (0) = 0.85 (Chapter 3, Reference 1)
EXPOSURES AND COMMUNICATION
Exposure Factor(X) = none (Chapter 4, Reference 1, exception for habitational)
Exposure and Communication Factor (X + P) = 0.00
CALCULATION
NFF = (C)(0)(1+(X+P))
NFF = 2,337.50 gpm
NFF = 2,250 gpm (rounded to nearest 250 gpm)
G:\Proj-2018\2018025_Allen_Drive_Apartments\2018025Engineering_Data\OOWater\2018025 ISO NFF Worksheet.xlsx
ATTACHMENT B
SANITARY SEWER DESIGN INFORMATION
VECINO GROUP HOUSING 5/8/2020
SARATOGA SPRINGS, NY
PRELIMINARY CALCULATIONS FOR
SANITARY SEWER SERVICE
DETERMINE DAILY AVERAGE AND PEAK HOURLY FLOWS
1-BEDROOM APARTMENTS:
NO. OF APARTMENTS 78 EA
DESIGN FLOW = 110 GPD/EA (NYSDOH)
Qa = 8, 580 GPD
2-BEDROOM APARTMENTS:
NO. OF APARTMENTS 78 EA
DESIGN FLOW = 220 GPD/EA (NYSDOH)
Qb = 17, 160 GPD
3-BEDROOM APARTMENTS:
NO. OF APARTMENTS 46 EA
DESIGN FLOW = 330 GPD/EA (NYSDOH)
Qc = 15, 180 GPD
MIXED USE
FLOOR AREA 600 SF
DESIGN FLOW = 0 .1 GPD/SF (NYSDEC)
Qd = 60 GPD
MAX. DAILY FLOW, Q = 40, 980 GPD (Qa through Qd)
TOTAL BEDROOMS = 372
POPULATION SERVED = 404 (2 PER APARTMENT UNIT)
AVG. DAILY FLOW, Qav = 28 .5 GPM ( 24 HOURS )
PEAK HOURLY FLOW, Qp = 114 . 6 GPM ( AVG x 4 .02 )
1 ATTACHMENT B
ATTACHMENT C
HYDRANT FLOW TEST REPORT
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P.O. BOX 508 BURNT F�ILLS, N.Y. 12027 (518) 885-1115 FAX {51$) 885-0526
HYDRANT FLOW TEST REPQRT
LQCATI�N: Aller� Drive Saratoga Springs, NY 12866 near intersection ofi Church St.
TEST BY: Cary_Stewart (NEF), Andrea Noward (NEF}, Witnessed by Matt Zeno
(Sara#oga Springs Water Dept.) and Brefit Strorn (The LA Group)
DATE: 12-5-2019 TIME: 9:20 AM
TARGET HYD. LOCATIQN (B) Allen Drive See Ma Atfached
TEST RESULTS: STATIC PRESSURE BEF4RE FL�W {B) 64 PSI
RESIDUAL PRESSURE (B) �0 PSI WITH 349 GPM FLOWING AT (A)
RESIDUAL PRESSURE (B) PSI WITH GPM FL.OWVING AT (A)
FLOW HYD. LOCATION (A) Allen_Drive (See Map Attached)
1} P�RT FLOWED (A) 349 DIAMETER 1 �/4"
2) PORT FLOVIIE� {A} DIAMETER
3) PORT FLOWED {A) DIAMETER
1) P1TOT or FLOW METER READING {A) 18 PSI AT 349 GPM
2} PITOT or FLOW METER READING (A) PSI AT GPM
3} PITOT or �LOW M�TER REAQING (A) PSI AT GPM
OUTLET COEFFICIENT USED 0.90
(smaoth 0.90) (square & sharp 0.88) (prajecting into barrel 0.77)
�STIMATEa FL4W AT 20 PSI 127�4 GPM
STATIC PRESSURE AFTER FLOW TEST (HYD #24) 65 PSI
LOCATIQN SKETCH ATTACHED ? YES X NO
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