New York City Plumbing Code Cover

Copyright

Preface

Dedication

Acknowledgements

Chapter 1 Administration

Chapter 2 Definitions

Chapter 3 General Regulations

Chapter 4 Fixtures, Faucets and Fixture Fittings

Chapter 5 Water Heaters

Chapter 6 Water Supply and Distribution

Chapter 7 Sanitary Drainage

Chapter 8 Indirect/Special Waste

Chapter 9 Vents

Chapter 10 Traps, Interceptors and Separators

Chapter 11 Storm Drainage

Chapter 12 Special Piping and Storage Systems

Chapter 13 Referenced Standards

Appendix A Plumbing Permit Fee Schedule Reserved

Appendix B Rates of Rainfall for Various Cities Reserved

Appendix C Water Recycling Systems

Appendix D Degree Day and Design Temperatures Reserved

Appendix E Sizing of Water Piping System

Appendix F Structural Safety Reserved

Appendix G Vacuum Drainage System Reserved

Title 28 New York City Construction Codes

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The provisions of this chapter shall govern the materials, design, construction and installation of storm drainage. Storm water discharge shall be in accordance with Department of Environmental Protection requirements. Extension requirements from the public storm or combined sewer to the building sewer shall be determined by the Department of Environmental Protection.
All roofs, paved areas, yards, courts and courtyards shall drain into a separate storm sewer system, or a combined sewer system, or to an approved place of disposal. In accordance with the requirements of the Department of Environmental Protection, an approved system for beneficial collection and use of storm water may be installed, in which case overflow from such a system shall be discharged to a public storm or combined sewer . See Section 106.6.2 of this code for required construction documents relating to provisions for discharge for stormwater runoff.
Whenever impervious surfaces on the lot are increased, such impervious surfaces shall drain into a storm sewer system, or a combined sewer system, or to an approved place of disposal.

Exception: An existing one- or two-family dwelling where the area of a proposed horizontal building enlargement plus any proposed increase in impervious surfaces in total is less than or equal to 200 square feet (19 m2). In such cases, the storm water discharge may be accommodated by existing facilities. For the purposes of this exception, the 200 square feet (19 m2) shall include all enlargements and increases cumulatively after July 1, 2008.
The determination as to whether a public storm sewer or public combined sewer is available to a building shall be made in accordance with applicable requirements of the Department of Environmental Protection.
The determination as to whether connection to an available public storm sewer or combined public sewer is feasible shall be made in accordance with applicable requirements of the Department of Environmental Protection.
Extensions of public storm or combined sewers shall be made in accordance with the rules of the Department of Environmental Protection.
Storm water shall not be drained into sewers intended for sewage only.
The conductors and the building storm drain shall be tested in accordance with Section PC 312.
The size of a drainage pipe shall not be reduced in the direction of flow.

Exception: Drainage pipe that is part of an approved detention system.



FIGURE 1101.5.(1) DETENTION TANK CONNECTIONS
Where a detention system is provided, the pipe leaving the detention tank shall be permitted to be reduced to the flow allowed by the Department of Environmental Protection, provided, however, that an emergency overflow shall be provided to protect the building from internal flooding. Such emergency overflow shall equal the full size of the incoming storm water flow. Such emergency overflow shall discharge the overflow outside of the building into either of the following locations:

1. The tax lot; or

2. The public sewer, provided that the overflow piping is provided with a vent, of the same diameter as the overflow piping, that terminates on the front wall of the building facing the street and no more than 2 feet (610 mm) above the sidewalk, provided further that the connection from the overflow pipe to outlet pipe of the detention tank is no more than 9 inches (229 mm) below the top of the curb level. See Figure 1101.5(1).
All connections and changes in direction of the storm drainage system shall be made with approved drainage-type fittings in accordance with Table 706.3. The fittings shall not obstruct or retard flow in the system.
Roofs shall be designed for the maximum possible depth of water that will pond thereon as determined by the relative levels of roof deck and overflow weirs, scuppers, edges or serviceable drains in combination with the deflected structural elements. In determining the maximum possible depth of water, all primary roof drains shall be assumed to be blocked.
Cleanouts shall be installed in the storm drainage system and shall comply with the provisions of this code for sanitary drainage pipe cleanouts.

Exception: Subsurface drainage system.
Storm drainage systems shall be provided with backwater valves as required for sanitary drainage systems in accordance with Section PC 715.
Backwater valves shall be installed in storm drainage systems in accordance with Section 7.3.4 of ASCE 24 as modified by Appendix G of the New York City Building Code for all buildings located in the areas of special flood hazard, as established by Section G102.2 of Appendix G of the New York City Building Code.
Plastic piping and fittings shall not be used.

Exceptions:

1. Plastic piping and fittings may be used in residential buildings five stories or less in height.

2. Corrugated polyethylene piping and fittings, with a diameter of 12 inches (305 mm) or more may be used in connection with any type of building for underground yard drainage and storm water piping when used outside of the foundation wall of the building and not connecting to any piping system from the interior of the building.
Except as otherwise permitted by this code, no person shall perform site grading or land contour work, as defined in Section 19-146 of the Administrative Code, that would cause storm water to flow across sidewalks or onto an adjacent property.
The materials and methods utilized for the construction and installation of storm drainage systems shall comply with this section and the applicable provisions of Chapter 7.
Inside storm drainage conductors installed above ground shall conform to one of the standards listed in Table 702.1.
Underground building storm drain pipe shall conform to one of the standards listed in Table 702.2.
Building storm sewer pipe shall conform to one of the standards listed in Table 1102.4.

TABLE 1102.4 BUILDING STORM SEWER PIPE

MATERIAL STANDARD
Cast-iron pipe ASTM A 74; ASTM A 888;
CISPI 301
Chlorinated polyvinyl chloride
(CPVC) plasticb
ASTM F 437; ASTM F 438;
ASTM F 439
Concrete pipe ASTM C 14; ASTM C 76;
CAN/CSA A257.1M; CAN/
CSA A257.2M
Ductile-iron pipe AWWA C151
High density polyethylene pipe
(HDPE)a
ASTM D 3350
Nonasbestos fiber-cement pipe ASTM C 1450
Polyvinyl chloride (PVC) plastic
pipe (Type DWV, SDR26,
SDR35, SDR41, PS50 or PS100)b
ASTM D 2665; ASTM D 3034;
ASTM F 891; CSA B182.2;
CAN/CSA B182.4;
CSA B181.2
Vitrified clay pipe ASTM C 400; ASTM C 700
Stainless steel drainage systems,
Type 316L
ASME A112.3.1

a. Approved plastic sewer for piping 12 inches and larger in accordance with Section 1101.10, Exception 2.
b. Limited to residential buildings five stories or less in height.
Subsoil drains shall be open-jointed, horizontally split or perforated pipe conforming to one of the standards listed in Table 1102.5.

TABLE 1102.5 SUBSOIL DRAIN PIPE

MATERIAL STANDARD
Cast-iron pipe ASTM A 74; ASTM A 888;
CISPI 301
Polyethylene (PE) plastic pipe ASTM F 405; CAN/CSA
B182.1; CSA B182.6;
CSA B182.8
Polyvinyl chloride (PVC)
Plastic pipe (type sewer pipe,
PS25, PS50 or PS100)a
ASTM D 2729; ASTM F 891;
CSA B182.2;
CAN/CSA-B182.4
Porous concrete pipe ASTM C 654
Vitrified clay pipe ASTM C 4; ASTM C 700
Stainless steel drainage systems,
Type 316L
ASME A112.3.1

a. Limited to residential buildings five stories or less in height.
Roof drains shall conform to ASME A112.21.2M or ASME A112.3.1.
Pipe fittings shall be approved for installation with the piping material installed, and shall conform to the respective pipe standards or one of the standards listed in Table 1102.7. The fittings shall not have ledges, shoulders or reductions capable of retarding or obstructing flow in the piping. Threaded drainage pipe fittings shall be of the recessed drainage type.

TABLE 1102.7 PIPE FITTINGS

MATERIAL STANDARD
Cast-iron ASME B16.4; ASME B16.12;
ASTM A 888; CISPI 301;
ASTM A 74
Chlorinated polyvinyl chloride
(CPVC) plastica
ASTM F 437; ASTM F 438;
ASTM F 439
Ductile iron AWWA C110
High-density polyethylene
(HDPE)
ASTM D 3350
Malleable iron ASME B16.3
Nonasbestos fiber-cement ASTM C 1450
Plastic, generala ASTM F 409
Polyethylene (PE) plastica ASTM F 2306/F 2306M
Polyvinyl chloride (PVC) plastica ASTM D 2464; ASTM D
2466; ASTM D 2467;
CSA-B137.2; ASTM D 2665;
ASTM F 1866
Steel ASME B16.9; ASME B16.11;
ASME B16.28
Stainless steel drainage Systems,
Type 316L
ASME A112.3.1
Vitrified clay ASTM C 425

a. Limited to residential buildings five stories or less in height.
Leaders and storm drains connected to a combined sewer shall be trapped. Individual storm water traps shall be installed on the storm water drain branch serving each conductor, or a single trap shall be installed in the main storm drain just before its connection with the combined building sewer or the public sewer. A hooded catch basin located within the property line shall be the equivalent of a building-house trap for the connection to a street combined sewer.
Storm water traps shall be of the same material as the piping system to which they are attached.
Traps for individual conductors shall be the same size as the horizontal drain to which they are connected.
An accessible cleanout shall be installed on the building side of the trap.
Conductor pipes shall not be used as soil, waste or vent pipes, and soil, waste or vent pipes shall not be used as conductors.
The sanitary and storm drainage systems of a structure shall be entirely separate except for minor modifications to existing buildings having combined systems. Where a combined building drain is utilized, the building storm drain shall be connected in the same horizontal plane through a single-wye fitting to the combined sewer at least 10 feet (3048 mm) downstream from any soil stack. If a separate city storm sewer is not available, building sanitary drains shall be separate and shall only be permitted to connect to a common building combined sewer downstream of building-house trap.
Drains carrying clear water, i.e., air-conditioning drips, pump drips, cooling water, etc., may discharge into the storm water drainage system through an indirect waste connection discharging into a trapped funnel or raised lip floor drain.

Exception: Cooling tower blow-down shall discharge into the sanitary drainage system.
Floor drains provided in open or enclosed parking garages shall drain to the storm drainage system.
Roof drains shall have strainers extending not less than 4 inches (102 mm) above the surface of the roof immediately adjacent to the roof drain. Strainers shall have an available inlet area, above roof level, of not less than one and one-half times the area of the conductor or leader to which the drain is connected.
Roof drain strainers for use on sun decks, parking decks and similar areas that are normally serviced and maintained shall comply with Section 1105.1 or shall be of the flat-surface type, installed level with the deck, with an available inlet area not less than two times the area of the conductor or leader to which the drain is connected.
The connection between roofs and roof drains which pass through the roof and into the interior of the building shall be made water tight by the use of approved flashing material.
The size of the vertical conductors and leaders, gutters, building storm drains, building storm sewers, and any horizontal branches of such drains or sewers shall be based on the 100-year hourly rainfall rate of 3 inches (76 mm) per hour. Sizing for secondary and combined primary and secondary conductors, leaders and drains shall be in accordance with Section PC 1107.
Vertical conductors and leaders shall be sized for the maximum projected roof area, in accordance with Tables 1106.2(1) and 1106.2(2).



where:

De=equivalent circular diameter and De, width and length are in inches.


TABLE 1106.2(1) SIZE OF CIRCULAR VERTICAL CONDUCTORS AND LEADERS

DIAMETER OF LEADER
(inches)a
HORIZONTALLY PROJECTED
ROOF AREA (square feet)
Rainfall rate (inches per hour)
3 6
2 960 480
3 2,930 1,470
4 6,130 3,070
5 11,530 5,765
6 17,995 9,000
8 38,660 19,315

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929m2.
a. Sizes indicated are the diameter of circular piping. This table is applicable to piping of other shapes provided the cross-sectional shape fully encloses a circle of the diameter indicated in this table. For rectangular leaders, see Table 1106.2(2). Interpolation is permitted for pipe sizes that fall between those listed in this table.


TABLE 1106.2(2) SIZE OF RECTANGULAR VERTICAL CONDUCTORS AND LEADERS

DIMENSIONS OF
COMMON LEADER
SIZES
width x length (inches)a
HORIZONTALLY PROJECTED
ROOF AREA (square feet)
Rainfall rate (inches per hour)
3 6
13/4 ×21/2 1,130 565
2 × 3 1,840 920
23/4 × 41/4 4,270 2,135
3× 4 4,400 2,200
31/2× 4 5,300 2,650
31/2× 5 7,100 3,550
33/4 × 43/4 7,320 3,660
33/4 × 51/4 8,500 4,250
31/2 ×6 9,260 4,630
4 × 6 10,990 5,495
51/2 ×51/2 14,760 7,380
71/2 × 71/2 33,500 16,750

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929m2.
a. Sizes indicated are nominal width × length of the opening for rectangular piping.
b. For shapes not included in this table, Equation 11-1 shall be used to determine the equivalent circular diameter, De, of rectangular piping for use in interpolation using the data from Table 1106.2(1).
The size of the building storm drain, building storm sewer and their horizontal branches having a slope of one-half unit or less vertical in 12 units horizontal (4-percent slope) shall be based on the maximum projected roof area in accordance with Table 1106.3. The minimum slope of horizontal branches shall be one-eighth unit vertical in 12 units horizontal (1-percent slope) unless otherwise approved.

TABLE 1106.3 SIZE OF HORIZONTAL STORM DRAINGE PIPING

SIZE OF
HORIZONTAL PIPING
(inches)
HORIZONTALLY PROJECTED ROOF AREA
(square feet)
Rainfall rate (inches per hour)
3 6
1/8 unit vertical in 12 units horizontal (1-percent slope)
3 1,096 548
4 2,506 1,253
5 4,453 2,227
6 7,133 3,566
8 15,330 7,600
10 27,600 13,800
12 44,400 22,200
15 72,800 39,650
1/4 unit vertical in 12 units horizontal (2-percent slope)
3 1,546 773
4 3,533 1,766
5 6,293 3,146
6 10,066 5,033
8 21,733 10,866
10 38,950 19,450
12 62,600 31,350
15 112,000 56,000
1/2 unit vertical in 12 units horizontal (4-percent slope)
3 2,295 1,096
4 5,010 2,500
5 8,900 4,450
6 13,700 7,140
8 30,650 15,320
10 55,200 27,600
12 88,800 44,400
15 158,800 79,250

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929 m2.
In sizing roof drains and storm drainage piping, one-half of the area of any vertical wall that diverts rainwater to the roof shall be added to the projected roof area for inclusion in calculating the required size of vertical conductors, leaders and horizontal storm drainage piping.

Exception: Where vertical conductors or leaders and downstream piping has been sized for secondary roof drainage in accordance with Section 1107, the contribution from vertical walls need not be added to the projected roof area.
Parapet wall roof drainage scupper and overflow scupper location shall comply with the requirements of the New York City Building Code.
The size of semicircular gutters shall be based on the maximum projected roof area in accordance with Table 1106.6.

TABLE 1106.6 SIZE OF SEMICIRCULAR ROOF GUTTERS

DIAMETER OF GUTTERS
(inches)
HORIZONTALLY PROJECTED
ROOF AREA (square feet)
Rainfall rate (inches per hour)
3
1/16 unit vertical in 12 units horizontal (0.5-percent slope)
3 226
4 480
5 834
6 1,280
7 1,840
8 2,655
10 4,800
1/8 unit vertical 12 units horizontal (1-percent slope)
3 320
4 681
5 1,172
6 1,815
7 2,600
8 3,740
10 6,800
1/4 unit vertical in 12 units horizontal (2-percent slope)
3 454
4 960
5 1,668
6 2,560
7 3,860
8 5,310
10 9,600
1/2 unit vertical in 12 units horizontal (4-percent)
3 640
4 1,360
5 2,360
6 3,695
7 5,200
8 7,460
10 13,330

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929 m2.
Secondary (emergency) roof drains or scuppers shall be provided where the roof perimeter construction extends above the roof in such a manner that water will be entrapped if the primary drains allow buildup for any reason. The inlet elevation of secondary (overflow) drains and the invert elevation of overflow scuppers should be not less than 2 inches (51 mm) or more than 4 inches (102 mm) above the low point of the (adjacent to) roof surface unless a safer water depth loading, including the required hydraulic head to maintain required flow rate out of the overflow drainage system that has been determined by the structural design.
Where practical secondary roof drain systems shall have the end point of discharge separate from the primary system. Discharge shall be above grade, in a location which would normally be observed by the building occupants or maintenance personnel. Where separate systems are impractical and to prevent water from flowing over sidewalk or pedestrian walkways, secondary drainage system may tie into the primary drainage system in the vertical conductors.
Secondary (emergency) roof drain systems shall be sized in accordance with Section PC 1106 based on the rainfall rate of 3 inches (76 mm) per hour. Scuppers shall be sized to prevent the depth of ponding water from exceeding that for which the roof was designed as determined by Section 1101.7. Scuppers shall not have an opening dimension of less than 4 inches (102 mm). Where secondary drainage systems tie into primary drainage systems, the combined primary and secondary system shall be sized based on their combined rainfall rate of 6 inches (152 mm) per hour.
Combined sanitary and storm sewers are not permitted in new installations. All sanitary and storm systems shall be separate up to a point within 5 feet (1524 mm) inside or outside of the foundation wall, unless rules of the Department of Environmental Protection require that the point of combination be located otherwise. With respect to repair of combined systems installed prior to the effective date of this section, the size of a combination sanitary and storm drain or sewer shall be computed in accordance with the method in Section 1106.3. The fixture units shall be converted into an equivalent projected roof or paved area. Where the total fixture load on the combined drain is less than or equal to 256 fixture units, the equivalent drainage area in horizontal projection shall be taken as 1,333 square feet (124 m2). Where the total fixture load exceeds 256 fixture units, each additional fixture unit shall be considered the equivalent of 5.2 square feet (0.48 m2) of drainage area. These values are based on a rainfall rate of 3 inch (75 mm) per hour.
Where there is a continuous or semicontinuous discharge into the building storm drain or building storm sewer, such as from a pump, ejector, air conditioning plant or similar device, each gallon per minute of such discharge shall be computed as being equivalent to 32 square feet (2.97 m2) of roof area, based on a rainfall rate of 3 inches (75 mm) per hour.
The roof of a structure shall be designed for the storage of water where the storm drainage system is engineered for controlled flow. The controlled flow roof drain system shall be an engineered system in accordance with this section and Section 28-113.2.2 of the Administrative Code. The controlled flow system shall be designed based on the design rainfall rate in accordance with Section 1106.1.
The control devices shall be installed so that the rate of discharge of water per minute shall not exceed the values for continuous flow as indicated in Section 1109.1.
Runoff control shall be by control devices. Control devices shall be protected by strainers.
Not less than two roof drains shall be installed in roof areas 10,000 square feet (929 m2) or less and not less than four roof drains shall be installed in roofs over 10,000 square feet (929 m2) in area.
Subsoil drains carrying groundwater shall be open-jointed, horizontally split or perforated pipe conforming to one of the standards listed in Table 1102.5. Such drains shall not be less than 4 inches (102 mm) in diameter. Where the building is subject to backwater, the subsoil drain shall be protected by an accessibly located backwater valve. Where subsoil drainage is discharged into a public sewer, the subsoil drains shall discharge into a readily accessible silt and sand interceptor before being connected into the gravity drainage or sump system. Subsoil drainage shall discharge to a trapped area drain, sump, dry well or approved location above ground. The subsoil sump shall not be required to have either a gas-tight cover or a vent. The sump and pumping system shall comply with Section 1113.1.
Building subdrains located below the public sewer level shall discharge into a sump or receiving tank, the contents of which shall be automatically lifted and discharged into the drainage system as required for building sumps. The sump and pumping equipment shall comply with Section 1113.1.
The sump pump, pit and discharge piping shall conform to Sections 1113.1.1 through 1113.1.4.
The sump pump shall be of a capacity and head appropriate to anticipated use requirements.
The sump pit shall not be less than 18 inches (457 mm) in diameter and 24 inches (610 mm) deep, unless otherwise approved. The pit shall be accessible and located such that all drainage flows into the pit by gravity. The sump pit shall be constructed of tile, steel, plastic, cast-iron, concrete or other approved material, with a removable cover adequate to support anticipated loads in the area of use. The pit floor shall be solid and provide permanent support for the pump.
Electrical service outlets, when required, shall meet the requirements of the New York City Electrical Code.
Discharge piping shall meet the requirements of Section 1102.2, 1102.3 or 1102.4 and shall include a gate valve and a full flow check valve. Pipe and fittings shall be the same size as, or larger than, pump discharge tapping.

Exception: In one- and two-family dwellings, only a check valve shall be required, located on the discharge piping from the pump or ejector.
Private on-site stormwater disposal systems shall comply with the provisions of Section 1114.
The use of private on-site stormwater disposal systems shall be permitted only in the following circumstances:

1. Pursuant to a certification issued by the New York City Department of Environmental Protection that a public storm or combined sewer is not available or that connection thereto is not feasible in accordance with Section 106.6.2.2, Item 1(i);

2. Pursuant to a certification submitted by the applicant to the New York City Department of Environmental Protection that a public storm or combined sewer is not available or that connection thereto is not feasible, in such cases where the availability and feasibility of connection to a public storm or combined sewer are allowed to be certified by the applicant pursuant to rules of the New York City Department of Environmental Protection, in accordance with Section 106.6.2.2, Item 1(ii);

3. Pursuant to a certification submitted by the applicant to the New York City Department of Environmental Protection authorizing on-site stormwater disposal in accordance with Section 106.6.2.1, Item 1;

4. For enlargements less than 1000 square feet (93 m2) in accordance with Section 106.6.2, Exception 2;

5. For outdoor drinking fountains; or

6. The disposal of foundation drainage as described in Section 1807.4.3 of the New York City Building Code.
Acceptable on-site stormwater disposal systems shall include:

1. Drywells;

2. Gravel beds;

3. Perforated pipe;

4. Stormwater chambers that facilitate infiltration; and

5. Alternate method of on-site disposal as approved by the New York City Department of Environmental Protection.
On-site stormwater disposal systems shall be located at least 5 feet (1524 mm) from all lot lines and 10 feet (3048 mm) from all foundations or walls existing on the date of application for a building permit or proposed under the application to construct the on-site stormwater disposal system. Systems shall be located 20 feet (6096 mm) from disposal fields and 20 feet (6096 mm) from seepage pits. On-site stormwater disposal systems shall not be located within the building footprint .
The size of an on-site stormwater disposal system shall be predicated on a field investigation performed prior to construction document approval that is performed at the site of a proposed on-site stormwater disposal system to assess the suitability of the soil and site. The investigation shall conform to Sections 1114.2.1 and 1114.2.2 and shall occur prior to approval of construction documents for the system. The field investigation shall be subject to special inspection in accordance with Section 1704.21 of the New York City Building Code.
At least one boring and one test pit shall be made at the approximate site of each proposed on-site stormwater disposal system. Soil borings and sampling procedures shall in accordance with ASTM D 1586 and ASTM D 1587, and generally accepted engineering practice. Soil and rock samples shall be classified in accordance with Section 1802.3 of the New York City Building Code.
The suitability of the subsurface soils must be verified in place by either a percolation test or a permeability test. Where testing determines that the infiltration rate of the subsurface soils is less than 1/2 inch (12.7 mm) per hour, private on-site stormwater disposal systems shall not be permitted. Such tests shall conform to Section 1114.2.2.1 or 1114.2.2.2, as applicable.
The infiltration rate of subsurface soils shall be verified with a percolation test. Percolation tests shall be performed in accordance with Sections 1114.2.2.1.1 through 1114.2.2.1.3 under the supervision of a special inspection agency in accordance with Section 1704.21.1 of the New York City Building Code. At least one percolation test in each system area shall be conducted. The holes shall be spaced uniformly in relation to the bottom depth of the proposed absorption system. More percolation tests shall be made where necessary, depending on system design. The results of the percolation tests shall be filed with the department stating the suitability of the site and the capacity of the subsoil for the proposed use.
The test hole shall be dug or bored. The test hole shall have vertical sides and a horizontal dimension of 4 inches to 8 inches (102 mm to 203 mm). The bottom and sides of the hole shall be scratched with a sharp-pointed instrument to expose the natural soil. All loose material shall be removed from the hole and the bottom shall be covered with 2 inches (51 mm) of gravel or coarse sand.
The hole shall be filled with clear water to a minimum of 12 inches (305 mm) above the bottom of the hole for tests in sandy soils. The time for this amount of water to seep away shall be determined, and this procedure shall be repeated if the water from the second filling of the hole seeps away in 10 minutes or less. The test shall proceed as follows: Water shall be added to a point not more than 6 inches (152 mm) above the gravel or coarse sand. Thereupon, from a fixed reference point, water levels shall be measured at 10-minute intervals for a period of 1 hour. Where 6 inches (152 mm) of water seeps away in less than 10 minutes, a shorter interval between measurements shall be used, but in no case shall the water depth exceed 6 inches (152 mm). Where 6 inches (152 mm) of water seeps away in less than 2 minutes, the test shall be stopped and a rate of less than 3 minutes per inch (7.2 s/mm) shall be reported. The final water level drop shall be used to calculate the percolation rate. Soils not meeting the above requirements shall be tested in accordance with Section 1114.2.2.1.3.
The hole shall be filled with clear water, and a minimum water depth of 12 inches (305 mm) shall be maintained above the bottom of the hold for a 4-hour period by refilling whenever necessary or by use of an automatic siphon. Water remaining in the hole after 4 hours shall not be removed. Thereafter, the soil shall be allowed to swell not less than 16 hours or more than 30 hours. Immediately after the soil swelling period, the measurements for determining the percolation rate shall be made as follows: Any soil sloughed into the hole shall be removed and the water level shall be adjusted to 6 inches (152 mm) above the gravel or coarse sand. Thereupon, from a fixed reference point, the water level shall be measured at 30-minute intervals for a period of 4 hours, unless two successive water level drops do not vary by more than 1/16 inch (1.59 mm). At least three water level drops shall be observed and recorded. The hole shall be filled with clear water to a point not more than 6 inches (152 mm) above the gravel or coarse sand whenever it becomes nearly empty. Adjustments of the water level shall not be made during the three measurement periods except to the limits of the last measured water level drop. When the first 6 inches (152 mm) of water seeps away in less than 30 minutes, the time interval between measurements shall be 10 minutes and the test run for 1 hour. The water depth shall not exceed 5 inches (127 mm) at any time during the measurement period. The drop that occurs during the final measurement period shall be used in calculating the percolation rate.
Soil shall be evaluated for estimated percolation based on a permeability test performed in place, in accordance with procedures established by the New York City Department of Environmental Protection and accepted engineering practice.
The design of on-site stormwater disposal systems shall comply with the provisions of Section 1114.3.1.
The runoff rate shall be calculated using the rational method, Equation 11-1. The calculation shall incorporate the total site area with a rainfall intensity value of I = 5.95 inches per hour. The weighted runoff coefficient shall be calculated using Equation 11-2 and shall incorporate the different combinations of surfaces using the C values listed below.



Where:

Q = developed flow, cubic feet per second
Cw = weighted runoff coefficient
I = the rainfall intensity value, 5.95 in/hr
A = the total site area, acres (ac)



Where:

Cw = weighted runoff coefficient
A = The total site area, acres (ac)
AK = The area of each surface coverage type, acres (ac)
CK = The runoff coefficient associated with each surface coverage type


The following C-values shall be used for calculating a sites weighted runoff coefficient:

.95 = roof/concrete
.85 = asphalt
.7 = porous asphalt/concrete or permeable pavers
.7 = green roof with four or more inches of growing media
.65 = gravel parking lot
.3 = undeveloped areas
.2 = grass areas
.2 = rain gardens, vegetated swales and other surface green infrastructure practices
The storage volume of an onsite stormwater disposal system shall be measured 3 feet (610 mm) above the level of the water table. The location of the water table shall be verified at the time of the field investigation conducted in accordance with Section 1114.2.1. Unless otherwise approved by the New York City Department of Environmental Protection, the storage volume of the onsite stormwater disposal system shall accommodate the total stormwater volume calculated in this section. The stormwater volume shall be calculated as follows:

1. Compute the runoff rate using Equations 11-1 and 11-2.

2. Calculate the outflow rate due to infiltration, in cubic feet per second, using Equation 11-3.

3. Calculate the outflow rate, in cubic feet per second per acre, of imperviousness using Equation 11-4.

4. Calculate the duration of the design storm in minutes using Equation 11-5.

5. Calculate the maximum required detention volume using Equation 11-6.



Where:

Qinf = outflow rate due to infiltration in cubic feet per second
FAmin = minimum footprint or surface area of the stormwater disposal system
isoil = soil infiltration rate in inches per hour



Where:

Qo = restricted flow rate in cubic feet per second per acre of imperviousness
Qinf = outflow rate due to infiltration cubic feet per second
Cw = weighted runoff coefficient for the area tributary to the stormwater system



Where:

t = duration of the storm in minutes
Qo = restricted flow rate in cubic feet per second per acre of imperviousness



Where:

v = maximum required detention volume
t = duration of the storm in minutes
Qo = restricted flow rate in cubic feet per second per acre of imperviousness
A = Area tributary to the detention facility in acres
Cw = weighted runoff coefficient for the area of tributary to the stormwater system
Onsite stormwater disposal systems shall be designed to provide adequate storage, support the use at the surface, and allow for operation and required maintenance. Systems shall be constructed with all necessary components and materials required by the manufacturers specifications. Drywell design shall incorporate a grit chamber, and where required, a sand column constructed in accordance with Figures 1114.4(1) and 1114.4(2), respectively.



FIGURE 1114.4(1) GRIT CHAMBER



FIGURE 1114.4(2) DETAIL OF DRYWELL WITH SAND COLUMN
All drywells shall contain a grit chamber as part of the drywell system. Grit chambers shall be constructed in accordance with the following requirements:

1. Solid access cover with a minimum diameter of 15 inches (381 mm).

2. Grit chamber designed to support the maximum anticipated load.

3. Outlet invert elevation shall be a minimum of 1 inch (25 mm) lower than the lowest inlet elevation.

4. The sump shall be a minimum of 18 inches (450 mm) or two times the largest inlet pipe diameter, whichever is greater, as measured to the outlet invert elevation.

5. The interior dimensions shall be a minimum of 18 inches (450 mm) or four times the largest inlet pipe diameter whichever is greater.
For onsite stormwater disposal systems other than drywells, the design and components shall be as prescribed by the registered design professional in accordance with the manufacturer's recommendations and accepted standards of professional practice.
Onsite stormwater disposal systems shall be installed in accordance the manufacturer's recommendations and shall conform to Sections 1114.5.1 through 1114.5.3.
When an onsite stormwater disposal system installation requires an excavation deeper than 5 feet (1524 mm), the sides of the excavation shall be protected and maintained in accordance with Section 3304.4 of the New York City Building Code.
Where the installation of an onsite stormwater disposal system requires the installation of a sand column, measures shall be taken to ensure the sand column is installed without contamination by impervious materials.
The department reserves the right to require a 24-hour test to verify the absorption of water in the installed on-site stormwater disposal system prior to final approval.
The installation of onsite stormwater disposal systems shall be subject to special inspection in accordance with Section 1704.21 of the New York City Building Code. Minor variations, based on actual site conditions, shall be acceptable at the discretion of the registered design professional of record.
The property owner shall maintain any onsite stormwater disposal system in proper working order in accordance with the rules of the Department of Environmental Protection.
Signage shall be attached to the house trap or fresh air pipe in the basement that states: AN ONSITE STORMWATER DISPOSAL SYSTEM IS LOCATED ON THIS PROPERTY FOR STORMWATER DISPOSAL. INSPECTION AND MAINTENANCE OF THIS ONSITE STORMWATER DISPOSAL SYSTEM IS REQUIRED BY THE RULES OF THE DEPARTMENT OF ENVIRONMENTAL PROTECTION. This signage shall depict the location of the system on the property.
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