Type of Concrete
|
Strength
(pounds per square inch)
|
---|---|
Class A
|
5,000
|
Class B
|
4,500
|
Class C
|
4,000
|
Class D
|
3,500
|
Length of Site Frontage
(feet)
|
Recommended Number of Driveways
|
---|---|
100 or less
|
1
|
More than 100 to 800
|
2
|
Over 800
|
To be specified by the municipal agency upon
receipt of advice of the Borough Engineer
|
Schedule A
| ||||
---|---|---|---|---|
Maintained Illuminance for Parking Lots
| ||||
Basic
|
Enhanced Security
| |||
Horizontal illuminance
| ||||
Minimum
|
0.2 fc
|
0.5 fc
| ||
Average
|
1.0 fc
|
2.5 fc
| ||
Uniformity ratios:
| ||||
Average to minimum
|
5:1
|
5:1
| ||
Maximum to minimum
|
20:1
|
15:1
| ||
Minimum vertical illuminance
|
0.1 fc
|
0.25 fc
|
Required Accessible Parking Spaces
| |
---|---|
Total Parking Spaces in Area
|
Minimum Number of Accessible Spaces to Be Provided*
|
1 to 25
|
1
|
26 to 50
|
2
|
51 to 75
|
3
|
76 to 100
|
4
|
101 to 150
|
5
|
151 to 200
|
6
|
201 to 300
|
7
|
301 to 400
|
8
|
401 to 500
|
9
|
501 to 1,000
|
2% of total
|
1,001 and over
|
20, plus 1 for each 100 over 1,000
|
Notes:
| |
---|---|
*
|
In addition, one in every eight accessible parking spaces (but
not less than one) must be served by an access aisle at least 96 inches
wide and must be designated "van accessible." Provision of all required
spaces in conformance with the "Universal Parking Space Design" which
accommodates both cars and vans is permitted.
|
Type of Unit
|
Number of Spaces*
|
---|---|
Assisted living residence
|
0.50
|
Efficiency
|
1.00
|
1-bedroom
|
1.25
|
2-bedroom
|
1.50
|
Notes:
| |
---|---|
*
|
These parking standards may be reduced if the development is
restricted to occupants 65 years of age and over. Parking for projects
for residents 65 years of age and older may be based upon New Jersey
Housing Mortgage Finance Agency or the U.S. Department of Housing
and Urban Development standards for comparable uses.
|
Street Frontage
(feet)
|
Maximum Height
(feet)
|
Maximum Size of Sign Face
(square feet)
|
Minimum Setback
(percent of building setback)
|
---|---|---|---|
Up to 500
|
10
|
50
|
75%
|
500 to 700
|
12
|
50
|
75%
|
Over 700
|
15
|
50
|
75%
|
Q = (1.486/n) AR2/3 S1/2
| ||
Where:
| ||
n
|
=
|
Manning's roughness coefficient
|
A
|
=
|
Cross-sectional area of flow in square feet
|
R
|
=
|
Hydraulic radius in feet, R=A/P, where P is equal to the wetted
perimeter, measured in feet and defined as the length of a line of
contact between the flowing water and the channel
|
S
|
=
|
Slope of energy grade line in feet per foot
|
The Manning's roughness coefficients used by design engineers
appear in N.J.A.C. 5:21-7.2, Table 2.[1]
|
Table 4
Minimum Depth of Coverage Over Concrete Pipe
| ||
---|---|---|
Pipe Diameter
(in inches)
|
ASTM Class Pipe
|
Minimum Cover
(surface to top of pipe in inches)
|
12
|
III
IV
V
|
17
12
7
|
15
|
III
IV
V
|
16
11
7
|
18
|
III
IV
V
|
16
10
6
|
24
|
III
IV
V
|
15
6
6
|
30
|
III
IV
V
|
10
6
6
|
36 and above
|
III
IV
|
6
6
|
Minimum cover as designated by the American Concrete Pipe Association
|
Q = C A (2gH)0.5
| |||
Where:
| |||
Q
|
=
|
the flow rate in cubic feet per second
| |
C
|
=
|
0.6 (The orifice flow coefficient "C" may vary, depending on
entrance conditions. Design engineers may use other coefficients with
appropriate references.)
| |
A
|
=
|
cross section area of flow in square feet
| |
H
|
=
|
the vertical distance in feet between the center of the orifice
and the water surface
| |
2g
|
=
|
64.4 feet per second2
| |
To minimize the chance of clogging, orifices intended solely
for runoff quantity control will be at least six inches in diameter
(or its equivalent). All joints are to be watertight. In addition,
trash racks and/or anti-vortex devices shall be required. When weirs
are used alone or in conjunction with orifices, design engineers shall
use the following equation:
|
Q = CwL(h)3/2
| ||
Where:
| ||
Q
|
=
|
the flow rate in cubic feet per second
|
Cw
|
=
|
3.2 (design engineers may use other coefficients with appropriate
references)
|
L
|
=
|
length of the weir in feet
|
h
|
=
|
the vertical distance in feet between water surface elevation
and the crest of the weir
|
All weirs shall be constructed as part of a reinforced concrete
structure with appropriate grates
|
Table 5
Permissible Velocities for Emergency Spillways with Uniform
Stands for Various Well-Maintained Grass Covers
| |||
---|---|---|---|
Ground Cover
|
Slope Percent
|
Permissible Velocities On:
| |
Erosion-resistant soils
(fps)
|
Easily eroded soils
(fps)
| ||
Kentucky bluegrass
|
5% to 10%
|
6
|
4
|
Lawn grass mixture
|
0% to 5%
|
5
|
4
|
5% to 10%
|
4
|
3
| |
Weeping lovegrass
|
0% to 5%
|
3.5
|
2.5
|
Alfalfa
| |||
Crabgrass
|
NOTES:
|
fps = feet per second
|
Designs are not limited to the ground covers shown above, Design
engineers may use reinforced grass technologies and other types of
ground cover in accordance with appropriate authoritative standards
|
SOURCE: Soil Conservation Service, U.S. Department of Agriculture
(Washington, D.C.: Government Printing Office, 1959). Cited in Residential
Stormwater Management: Objectives, Principles, and Design Considerations,
ULI-ASCE-NAHB, Urban Land Institute, Washington, D.C.: 1975
|
Table 6
Acceptable PVC Pipe for Use in Earth Berms*
| ||
---|---|---|
Normal Pipe Size
(inches)
|
Schedule for Standard Dimension Ratio (SDR)
|
Maximum Depth of Fill Over Pipe
(feet)
|
4 or smaller
|
Schedule 40
Schedule 80
SDR 26
|
15
20
10
|
6, 8, 10, 12
|
Schedule 40
Schedule 80
SDR 26
|
10
15
10
|
*
|
Polyvinyl chloride pipe, PVC 1120 or PVC 1220, conforming to
ASTM D1785 or ASTM D2241
|
Table 1
Green Infrastructure BMPs for Groundwater Recharge, Stormwater
Runoff Quality, and/or Stormwater Runoff Quantity
| ||||
---|---|---|---|---|
Best Management Practice
|
Stormwater Runoff Quality TSS Removal Rate
|
Stormwater Runoff Quantity
|
Groundwater Recharge
|
Minimum Separation from Seasonal High Water Table
(feet)
|
Cistern
|
0%
|
Yes
|
No
|
—
|
Dry well(a)
|
0%
|
No
|
Yes
|
2
|
Grass swale
|
50% or less
|
No
|
No
|
2(e)
1(f)
|
Green roof
|
0%
|
Yes
|
No
|
—
|
Manufactured treatment device(a)(g)
|
50% or 80%
|
No
|
No
|
Dependent upon the device
|
Pervious paving system(a)
|
80%
|
Yes
|
Yes(b)
No(c)
|
2(b)
1(c)
|
Small-scale bioretention basin(a)
|
80% or 90%
|
Yes
|
Yes(b)
No(c)
|
2(b)
1(c)
|
Small-scale infiltration basin(a)
|
80%
|
Yes
|
Yes
|
2
|
Small-scale sand filter
|
80%
|
Yes
|
Yes
|
2
|
Vegetative filter strip
|
60% to 80%
|
No
|
No
|
—
|
(Notes corresponding to annotations(a) through (g) are found after Table 3)
|
Table 2
Green Infrastructure BMPs for Stormwater Runoff Quantity
(or for groundwater recharge and/or stormwater runoff quality
with a waiver or variance from N.J.A.C. 7:8-5.3)
| ||||
---|---|---|---|---|
Best Management Practice
|
Stormwater Runoff Quality TSS Removal Rate
|
Stormwater Runoff Quantity
|
Groundwater Recharge
|
Minimum Separation from Seasonal High Water Table
(feet)
|
Bioretention system
|
80% or 90%
|
Yes
|
Yes(b)
No(c)
|
2(b)
1(c)
|
Infiltration basin
|
80%
|
Yes
|
Yes
|
2
|
Sand filter(b)
|
80%
|
Yes
|
Yes
|
2
|
Standard constructed wetland
|
90%
|
Yes
|
No
|
N/A
|
Wet pond(d)
|
50% to 90%
|
Yes
|
No
|
N/A
|
(Notes corresponding to annotations (b) through (d) are found after Table 3)
|
Table 3
BMPs for Groundwater Recharge, Stormwater Runoff Quality, and/or
Stormwater Runoff Quantity only with a Waiver or Variance from N.J.A.C.
7:8-5.3
| ||||
---|---|---|---|---|
Best Management Practice
|
Stormwater Runoff Quality TSS Removal Rate
|
Stormwater Runoff Quantity
|
Groundwater Recharge
|
Minimum Separation from Seasonal High Water Table
(feet)
|
Blue roof
|
0%
|
Yes
|
No
|
N/A
|
Extended detention basin
|
40% to 60%
|
Yes
|
No
|
1
|
Manufactured treatment device(h)
|
50% or 80%
|
No
|
No
|
Dependent upon the device
|
Sand filter(c)
|
80%
|
Yes
|
No
|
1
|
Subsurface gravel wetland
|
90%
|
No
|
No
|
1
|
Wet pond
|
50% to 90%
|
Yes
|
No
|
N/A
|
Notes to Tables 1, 2, and 3:
| |
(a)
|
Subject to the applicable contributory drainage area limitation specified at § 94-8.39D(15)(b);
|
(b)
|
Designed to infiltrate into the subsoil;
|
(c)
|
Designed with underdrains;
|
(d)
|
Designed to maintain at least a ten-foot-wide area of native
vegetation along at least 50% of the shoreline and to include a stormwater
runoff retention component designed to capture stormwater runoff for
beneficial reuse, such as irrigation;
|
(e)
|
Designed with a slope of less than 2%;
|
(f)
|
Designed with a slope equal to or greater than 2%;
|
(g)
|
Manufactured treatment devices that meet the definition of green infrastructure at Subsection B;
|
(h)
|
Manufactured treatment devices that do not meet the definition of green infrastructure at Subsection B.
|
Best Management Practice
|
Maximum Contributory Drainage Area
|
---|---|
Dry well
|
1 acre
|
Manufactured treatment device
|
2.5 acres
|
Pervious pavement systems
|
Area of additional inflow cannot exceed three times the area
occupied by the BMP
|
Small-scale bioretention systems
|
2.5 acres
|
Small-scale infiltration basin
|
2.5 acres
|
Small-scale sand filter
|
2.5 acres
|
Table 4
Water Quality Design Storm Distribution
| |||||
---|---|---|---|---|---|
Time
(Minutes)
|
Cumulative Rainfall
(Inches)
|
Time
(Minutes)
|
Cumulative Rainfall
(Inches)
|
Time
(Minutes)
|
Cumulative Rainfall
(Inches)
|
1
|
0.00166
|
41
|
0.1728
|
81
|
1.0906
|
2
|
0.00332
|
42
|
0.1796
|
82
|
1.0972
|
3
|
0.00498
|
43
|
0.1864
|
83
|
1.1038
|
4
|
0.00664
|
44
|
0.1932
|
84
|
1.1104
|
5
|
0.00830
|
45
|
0.2000
|
85
|
1.1170
|
6
|
0.00996
|
46
|
0.2117
|
86
|
1.1236
|
7
|
0.01162
|
47
|
0.2233
|
87
|
1.1302
|
8
|
0.01328
|
48
|
0.2350
|
88
|
1.1368
|
9
|
0.01494
|
49
|
0.2466
|
89
|
1.1434
|
10
|
0.01660
|
50
|
0.2583
|
90
|
1.1500
|
11
|
0.01828
|
51
|
0.2783
|
91
|
1.1550
|
12
|
0.01996
|
52
|
0.2983
|
92
|
1.1600
|
13
|
0.02164
|
53
|
0.3183
|
93
|
1.1650
|
14
|
0.02332
|
54
|
0.3383
|
94
|
1.1700
|
15
|
0.02500
|
55
|
0.3583
|
95
|
1.1750
|
16
|
0.03000
|
56
|
0.4116
|
96
|
1.1800
|
17
|
0.03500
|
57
|
0.4650
|
97
|
1.1850
|
18
|
0.04000
|
58
|
0.5183
|
98
|
1.1900
|
19
|
0.04500
|
59
|
0.5717
|
99
|
1.1950
|
20
|
0.05000
|
60
|
0.6250
|
100
|
1.2000
|
21
|
0.05500
|
61
|
0.6783
|
101
|
1.2050
|
22
|
0.06000
|
62
|
0.7317
|
102
|
1.2100
|
23
|
0.06500
|
63
|
0.7850
|
103
|
1.2150
|
24
|
0.07000
|
64
|
0.8384
|
104
|
1.2200
|
25
|
0.07500
|
65
|
0.8917
|
105
|
1.2250
|
26
|
0.08000
|
66
|
0.9117
|
106
|
1.2267
|
27
|
0.08500
|
67
|
0.9317
|
107
|
1.2284
|
28
|
0.09000
|
68
|
0.9517
|
108
|
1.2300
|
29
|
0.09500
|
69
|
0.9717
|
109
|
1.2317
|
30
|
0.10000
|
70
|
0.9917
|
110
|
1.2334
|
31
|
0.10660
|
71
|
1.0034
|
111
|
1.2351
|
32
|
0.11320
|
72
|
1.0150
|
112
|
1.2367
|
33
|
0.11980
|
73
|
1.0267
|
113
|
1.2384
|
34
|
0.12640
|
74
|
1.0383
|
114
|
1.2400
|
35
|
0.13300
|
75
|
1.0500
|
115
|
1.2417
|
36
|
0.13960
|
76
|
1.0568
|
116
|
1.2434
|
37
|
0.14620
|
77
|
1.0636
|
117
|
1.2450
|
38
|
0.15280
|
78
|
1.0704
|
118
|
1.2467
|
39
|
0.15940
|
79
|
1.0772
|
119
|
1.2483
|
40
|
0.16600
|
80
|
1.0840
|
120
|
1.2500
|
R = A + B - (A x B)/100
|
Where:
| ||
R
|
=
|
total TSS percent load removal from application of both BMPs.
|
A
|
=
|
the TSS percent removal rate applicable to the first BMP.
|
B
|
=
|
the TSS percent removal rate applicable to the second BMP.
|
Schedule of Street Design Standards
| ||||
---|---|---|---|---|
Street Classification
| ||||
Local
|
Collector Streets
|
Arterial Highways
| ||
Normal traffic capacity (ADT)
|
400
|
3,000
|
10,000
| |
Minimum right-of-way width (feet)
|
50
|
60
|
100
| |
Minimum paving width (feet)
| ||||
Two-way
|
30
|
40
|
60
| |
One-way
|
22
|
—
|
—
| |
Shoulder (or parking area) width1
|
—
|
—
|
2 at 8 feet
| |
Sidewalks
| ||||
Width (feet)
|
4
|
4
|
4
| |
Setback, from face of curb (feet)
|
3
|
3
|
4
| |
Design speed (mph)3
|
40
|
50
|
60
| |
Minimum radius of horizontal curvature at center
line (feet)
|
150
|
500
|
2,000
| |
Minimum tangent between reverse curbs (feet)
|
100
|
200
|
6004
| |
Maximum longitudinal grade
|
8%
|
8%
|
4%
| |
Minimum longitudinal grade
| ||||
Desirable
|
0.75%
|
0.75%
|
0.75%
| |
Absolute
|
0.40%
|
0.40%
|
0.40%
| |
Maximum longitudinal grade for 200 feet from
each side of an intersection
|
3.5%
|
3.00%
|
—
| |
Minimum curb return radius at intersection2 (feet)
|
15
|
25
|
45
| |
Vertical curve5
| ||||
Crest: minimum length equals 100 feet; based
on stopping sight distance at design speed
| ||||
Sag: minimum length equals 100 feet; based on
headlight illumination and stopping sight distance at design speed
| ||||
Maximum superelevation not required
|
—
|
—
|
6%
| |
Pavement cross slope minimum
|
3.00%7
|
3.33%8
|
1.50%8
| |
Curb face required6 (inches)
|
6
|
8
|
8
| |
Minimum property line corner radius2 (feet)
|
5
|
15
|
30
|
NOTES:
| |
---|---|
1
|
Shoulders or parking areas as may be required.
|
2
|
When dissimilar streets intersect, the larger
radius will be used.
|
3
|
For sight distance and vertical curve calculation
only.
|
4
|
As required to run out superelevation (1% per
section of travel at design speed).
|
5
|
Not required if algebraic difference of intersecting
grades does not exceed one.
|
6
|
Except in superelevation areas.
|
7
|
A six-inch crown.
|
8
|
An eight-inch crown.
|