Table 6.1 Construction Permits
| ||||
---|---|---|---|---|
Permit Type
|
County Review Department
|
Review Time
|
Expiration
|
Inspection
|
Access permit
|
Engineering Services
|
10 working days after acceptance of complete application.
|
Within 6 months of issuance.
|
Engineering Services
|
For access permit specifications, see § 350-601E
| ||||
Floodplain development permit
|
Flood Commission
|
30 working days after acceptance of complete application.
|
Within 1 year of issuance.
|
Building Services
|
For development permit specifications, see § 350-601G
| ||||
Grading permit
|
Engineering Services and Flood Commission
|
15 working days after acceptance of complete application.
|
Within 180 days of inactivity and per § 350-602D below.
|
Engineering Services
|
For grading permit specifications, see § 350-601H
|
Table 6.2 Community Type and Transect Zone Curb
Radii Dimensions
| |||||
---|---|---|---|---|---|
CURB RADIUS
| |||||
Design Speed
(mph)
|
Effective Turning Radius
(feet)
|
Rural
|
Low Intensity
|
Medium Intensity
|
High Intensity
|
15
|
10 to 15
|
NP
|
P
|
P
|
NP
|
20 to 25
|
15 to 20
|
P
|
P
|
P
|
P
|
30
|
20 to 30
|
P
|
NP
|
NP
|
NP
|
Note: P = permitted, NP = not permitted
|
Table 6.3 Context per Community Type or Zone
| ||
---|---|---|
Community Types
|
Development Intensities
|
Context
|
|
Natural (N)
|
Rural
|
|
Rural (R)
|
Rural
|
|
Low Intensity (L)
|
Walkable urban
|
|
Medium Intensity (M)
|
Walkable urban
|
|
High Intensity (H)
|
Walkable urban
|
Transect Zones
|
Natural (T1)
|
Rural
|
|
Rural (T2)
|
Rural
|
|
Neighborhood Edge (T3)
|
Walkable urban
|
|
General Neighborhood (T4)
|
Walkable urban
|
|
Town Center (T5)
|
Walkable urban
|
Use Zones
|
Rural Density Residential (R5 and R5L)
|
Rural
|
|
Low Density Dwelling (D1 and D1L)
|
Suburban
|
|
Medium Density Dwelling (D2 and D2L)
|
Suburban
|
|
High Density Dwelling (D3)
|
Suburban
|
|
Mobile Home (DM)
|
Suburban
|
|
Mixed Use (MU)
|
Suburban or walkable urban
|
|
Neighborhood Commercial (C1)
|
Suburban
|
|
Community Commercial (C2)
|
Suburban
|
|
Regional Commercial (C3)
|
Suburban
|
|
Light Industrial (I1)
|
Suburban
|
|
Medium Industrial (I2)
|
Suburban
|
|
Heavy Industrial (I3)
|
Suburban
|
Table 6.4 Thoroughfare Classification Context
| ||
---|---|---|
Suburban
|
Walkable Urban
|
Rural
|
Principal arterial
|
Boulevard
|
Principal arterial
|
Minor arterial
|
Avenue, boulevard
|
Minor arterial
|
Collector
|
Street, avenue
|
Collector
|
Local
|
Low-intensity street, street
|
Local
|
Note: A 7-lane roadway cross section with 15 feet
raised median is shown above. However, 3- or 5-lane roadway may be
constructed based on approved traffic impact analysis. In such cases,
median width will be increased accordingly.
|
Note: A 5-lane roadway cross section with 15 feet
raised median is shown above. However, 3- or 5-lane roadway may be
constructed based on approved traffic impact analysis. In such cases,
median width will be increased accordingly.
|
Note: In primarily residential land use areas,
a 10-foot (minimum) multiuse path may be approved in lieu of the 2
5-foot bike lanes.
|
Table 6.8 Thoroughfare Geometry
| ||||||||||
---|---|---|---|---|---|---|---|---|---|---|
|
|
|
|
|
Minimum Center-Line Radius (feet)
|
Vertical Curve Requirements4
|
| |||
Functional Classification
|
Design Speed (mph)1
|
AADT2
|
Minimum Right-of-Way (feet)
|
General Surfacing Requirements, Notes and Conditions3
|
Normal Crown4 (feet)
|
Super Elevation with 0.025 (feet)
|
For Crest Stopping Sight Distance8
|
For SAG Stopping Control Sight Distance8
|
Maximum Grade Change Allowed w/o Vertical Curve9
|
Maximum Grade Allowed10
|
Walkable Urban Thoroughfares
| ||||||||||
Boulevard
|
30
|
15,000 to 32,000
|
72
|
4 inches HMAC minimum
|
Varies according to cross section
|
Varies according to cross section
|
61
|
79
|
Required in all cases
|
7%
|
Avenue
|
30
|
< 22,000
|
73
|
4 inches HMAC minimum
|
Varies according to cross section
|
Varies according to cross section
|
61
|
79
|
0.50%
|
7%
|
Street
|
25
|
< 15,000
|
60
|
3 inches HMAC minimum
|
Varies according to cross section
|
Varies according to cross section
|
80
|
65
|
0.50%
|
8%
|
Low-intensity street
|
20
|
< 7,500
|
Varies according to cross section
|
2 inches HMAC minimum
|
Varies according to cross section
|
Varies according to cross section
|
32
|
35
|
1%
|
10%
|
Suburban Thoroughfares
| ||||||||||
Principal arterial
|
45
|
> 40,000
|
120
|
4 inches HMAC minimum
|
1,090
|
830
|
61
|
79
|
Required in all cases
|
7%
|
Minor arterial
|
45
|
< 40,000
|
100
|
4 inches HMAC minimum
|
1,090
|
830
|
61
|
79
|
0.50%
|
7%
|
Collector
|
35
|
< 20,000
|
85
|
3 inches HMAC minimum
|
430
|
340
|
80
|
65
|
0.50%
|
8%
|
Local
|
30 (major) 25 (minor)
|
< 7,500; see Table 6.6
|
Varies according to cross section
|
2 inches HMAC minimum
|
Varies according to cross section
|
Varies according to cross section
|
32
|
35
|
1%
|
10%
|
Rural Thoroughfares
| ||||||||||
Principal arterial
|
55
|
> 20,000
|
120
|
4 inches HMAC minimum
|
1,850
|
1,350
|
151
|
136
|
Required in all cases
|
7%
|
Minor arterial
|
55
|
< 20,000
|
100
|
4 inches HMAC minimum
|
1,850
|
1,350
|
84
|
96
|
0.50%
|
7%
|
Collector
|
35
|
< 5,000
|
85
|
3 inches HMAC minimum
|
430
|
340
|
29
|
49
|
0.50%
|
8%
|
Local
|
30
25 (cul-de-sac)
|
< 1,500
|
50
|
2 inches HMAC minimum
|
250
|
200
|
19
|
37
|
1%
|
10%
|
Thoroughfare Geometry General Notes for Table
6.8:
| |
A.
|
The location and preliminary alignment of principal
arterials and minor arterials shall be determined in cooperation with
the Mesilla Valley MPO Metropolitan Thoroughfare Plan and El Paso
MPO Metropolitan Transportation Plan based upon the TIA.
|
B.
|
Developer shall use the most recent version of all
AASHTO guides and policies.
|
C.
|
Replatting of an existing subdivision resulting in
the creation of additional lots shall be subject to the combination
and upgrade requirements of this article, succeeding subdivisions,
which require that existing streets within the subdivision be upgraded
to the minimum street pavement and rights-of-way required for the
new subdivision.
|
D.
|
Minimum slope in streets with standard curb and gutter
shall be 1/2% with a crown of minimum 1% and maximum 2%. Minimum slope
in streets with header curb shall be 0%. The crown on a 0% street
shall be a minimum 2%.
|
E.
|
All streets shall provide a roadside recovery clear
zone or other approved method of slope and barrier protection as described
in the latest edition of AASHTO Policy on the Geometric Design of
Highways and Streets.
|
F.
|
Follow New Mexico Department of Transportation Design
Standards to determine design speeds and center-line radii for state
roads.
|
Thoroughfare Geometry Supplemental Notes for
Table 6.8:
| |
1.
|
Posted speed limits shall be at or below the design
speed limits.
|
2.
|
The AADT listed above is a planning tool used to determine
the classification criteria.
|
3.
|
Surfacing width is measured from inside edge of curbing. The minimum allowable thickness is six inches of base course, two inches HMAC or six inches of concrete. Additional thicknesses may be required per § 350-602F.
|
4.
|
A minimum of 50 feet shall be maintained between vertical
points of intersection.
|
5.
|
Lengths of vertical curves longer than the minimums
resulting from the use of K values shown should be used wherever possible.
However, K should not exceed 143 when curb and gutter is used.
|
6.
|
The values for K shown are to be used in determining
the minimum length of vertical curve required by the use of the relationship
L = KA where: L = Length of vertical curve in feet; A = Algebraic
difference in grades expressed in percent; K = Design value indicative
of rate of curvature.
|
7.
|
Crest vertical curves are based on eye height of three
feet three inches, object height of six inches and AASHTO minimum
stopping distances. SAG vertical curves are based on AASHTO standards.
|
8.
|
Local residential streets with 90°, or near 90°,
turns may be designed with a minimum center-line radius of 80 feet
with the approval of the County Engineering Services Department.
|
9.
|
The cross slopes of culs-de-sac shall not exceed 2%.
|
10.
|
Road and utility easements for culs-de-sac may be
provided that serve five lots or less. When this option is utilized,
the roadway shall be designed to this article and the easement shall
be platted as part of the lots.
|
Note: Alternative parkway configurations may be
considered based on land use.
|
Table 6.10 Typical Rural Parkways
| |||
---|---|---|---|
Type A
|
Type B
| ||
(1)
|
Parkway
| ||
(b)
|
Planter and/or multiuse path
| ||
(c)
|
Swale
| ||
(2)
|
Transportation way
| ||
(d)
|
Shoulder
| ||
(e)
|
Travel lane
|
Note: Alternative parkway configurations may be
considered based on land use.
|
Table 6.11 Parkway Assemblies
[Amended 11-14-2017 by Ord. No. 294-2017; 12-8-2020 by Ord. No. 317-2020] | ||||||
---|---|---|---|---|---|---|
Details
|
Rural/T2
|
L/T3/D1/D1L
|
M/T4/D2/D2L
|
H/T5/D3/DM
|
Suburban Commercial/Industrial
| |
Curb type
|
Swale
|
Raised curb
|
Raised curb
|
Raised curb
|
Raised curb
| |
Walkway
| ||||||
Type
|
Not required
|
Path/sidewalk
|
Sidewalk
|
Sidewalk
|
Path/sidewalk
| |
Minimum Width (feet)
|
N/A
|
8 — path
5 — sidewalk
|
5
|
5
|
8 — path
5 — sidewalk
| |
Lighting
| ||||||
Maximum Range of Height (feet)
|
Not required
|
25 to 35
|
25 to 35
|
25 to 35
|
25 to 35
| |
Minimum Range of Spacing (feet)
|
N/A
|
At intersections, 250 to 400
|
At intersections, 250 to 400
|
At intersections, 250 to 400
|
At intersections, 250 to 400
| |
Planter
| ||||||
Type
|
Swale
|
Bio-swale
|
Continuous
|
Continuous or tree well
|
Continuous
| |
Minimum Width (feet)
|
N/A
|
5 — path
6 — sidewalk
|
5
|
72 square feet minimum — tree well; 5 minimum
|
6 — path
5 — sidewalk
|
Table 6.12 Spacing of Driveways from Intersections
| ||||||
---|---|---|---|---|---|---|
|
Arterial
|
Collector
|
Local
| |||
Type of Thoroughfare
|
Approach Distance
(feet)
|
Departure Distance
(feet)
|
Approach Distance
(feet)
|
Departure Distance
(feet)
|
Approach Distance
(feet)
|
Departure Distance
(feet)
|
Principal arterial
|
300
|
200
|
200
|
150
|
150
|
100
|
Minor arterial
|
200
|
150
|
150
|
100
|
100
|
100
|
Collector
|
150
|
150
|
100
|
100
|
75
|
75
|
Local
|
150
|
150
|
100
|
100
|
75
|
75
|
Notes:
| |
(1)
|
Additional distance may be required based upon queuing requirements.
|
(2)
|
Multiuse driveways will be classified the same as local thoroughfares
for the purpose of this table.
|
Table 6.13 Arterial and Collector Access
| ||||||
---|---|---|---|---|---|---|
|
Single Entrance/Exit Widths
(feet)
|
Divided Entrance/Exit Widths
(feet)
| ||||
Entrance
|
Exit
| |||||
Design Vehicle
|
Radius at Back of Curb
(feet)
|
No Median Access
|
With Median Access
|
|
No Median Access
|
With Median Access
|
Car only
|
20 to 30
|
20
|
20 to 30
|
12
|
12
|
20
|
SU-301
|
24 to 30
|
30
|
36 to 40
|
20
|
18
|
22
|
WB-402
|
30 to 40
|
30 to 40
|
40 to 45
|
22
|
20
|
24
|
WB-503
|
35 to 40
|
40 to 45
|
45
|
25
|
20
|
24
|
Notes:
| |
1 Single-unit truck, 30 feet long,
wheel base 20 feet (refuse truck).
| |
2 Tractor-trailer, 50 feet long,
wheel base 40 feet.
| |
3 Tractor-trailer, 55 feet long,
wheel base 50 feet (18-wheeler).
|
Table 6.14 Right-Turn Deceleration Lanes or Tapers
| ||
---|---|---|
Requirement
|
Design Speed of Thoroughfare
(mph)
|
Length
(feet)
|
Taper Required
| ||
1 to 15 trips/day
|
45 to 50
|
200
|
|
35 to 45
|
150
|
|
Under 35
|
Not required
|
Deceleration Lane Required
| ||
15 or more trips/day
|
45 to 50
|
200
|
15:1 taper
|
35 to 45
|
150
|
|
Under 35
|
Not required
|
Note: Additional right-of-way for deceleration
lanes or tapers shall be dedicated, if necessary.
|
Table 6.15 Turnbay Length for Unsignalized Left Turns
| ||
---|---|---|
Mean Arrival Rate
(vehicles/minute)
|
Turnbay Length
(feet)
|
Width
(feet)
|
0.25
|
100 taper
|
10
|
0.25 to 1.0
|
50 + transition
|
10
|
1.5
|
75 + transition
|
10
|
2.0
|
100 + transition
|
10
|
For mean arrival rates above 2 vehicles/minute, the following
formula should be used:
|
Length = VI/C *v*L
|
Where:
| |||
VI
|
=
|
number of left turns in the peak hour
| |
C
|
=
|
cycle length of upstream signal
| |
VI/C
|
=
|
mean arrival rate
| |
V
|
=
|
Poisson arrival factor for 95% confidence level
| |
L
|
=
|
average vehicle length — use 20 feet per vehicle for queues
with 1% trucks
|
Transitions
| |
Design Speed (mph)
|
Taper Length
|
30 to 55
|
15:1 x lane width
|
Table 6.16 Treatment Applications for Ponding Areas
| |
---|---|
Side Slope
|
Typical Treatment Required or Other Acceptable Applications
|
Side slope 2:1
|
Grouted rock, concrete, or wire-tied rip-rap
|
2:1 < Side slope < 3:1
|
Hand placed rip-rap
|
Side slope < 3:1
|
Permanent best management practices (BMPs), such as vegetation,
landscape rock, etc. are required
|
Table 6.17 NRCS Type II-75 Storm Distribution
| |||
---|---|---|---|
Time
(hours)
|
Fraction of 24-hour Rainfall
(Type 11-75)
|
Time
(hours)
|
Fraction of 24-hour Rainfall
(Type 11-75)
|
0.00
|
0.0000
|
7.00
|
0.8740
|
1.00
|
0.0080
|
7.50
|
0.8875
|
2.00
|
0.0177
|
8.00
|
0.8977
|
3.00
|
0.0301
|
9.00
|
0.9122
|
4.00
|
0.0475
|
10.00
|
0.9923
|
4.50
|
0.0591
|
11.00
|
0.9318
|
5.00
|
0.0754
|
12.00
|
0.9392
|
5.25
|
0.0863
|
14.00
|
0.9524
|
5.50
|
0.1016
|
16.00
|
0.9640
|
5.75
|
0.1280
|
18.00
|
0.9743
|
6.00
|
0.7895
|
20.00
|
0.9836
|
6.25
|
0.8323
|
22.00
|
0.9922
|
6.50
|
0.8516
|
24.00
|
1.0000
|
6.75
|
0.8644
|
Table 6.18 Street Capacity Criteria
| |||
---|---|---|---|
Street Type
|
Storm Type
| ||
10-Year, 24-Hour1
|
100-Year, 24-Hour1
| ||
Local
| |||
|
Roadway swales
|
Collected flow spread shall allow for 1 10-foot lane clear of
runoff2
|
Collected flow shall be contained within right-of-way and/or
easements
|
|
Cross flow
|
N/A
|
Cross flow not to exceed 12 inches deep above pavement surface3
|
|
Curb and gutter
|
Collected flow spread shall allow for 1 10-foot lane clear of
runoff2
|
Collected flow shall be contained within the curb and gutter;
cross flow not to exceed 6 inches deep above pavement surface or gutter
flow line3
|
Collector
|
Collected flow spread shall allow for 1 10-foot lane clear of
runoff. Crossing flow cannot exceed 6 inches deep above pavement surface
or gutter flow line3
|
Collected flow shall be contained within the curb and gutter;
cross flow not to exceed 6 inches deep above pavement surface or gutter
flow line3
| |
Arterial
|
Collected flow spread shall allow for 2 10-foot lanes clear
of runoff; no crossing flow allowed on surface
|
Collected flow within the curb and gutter cannot exceed 6 inches
deep above gutter flow line; no cross flow allowed at arroyos and
channel crossings; cross flow not to exceed 3 inches deep at street
intersections3
|
Notes:
| |
(1)
|
Flows exceeding these criteria shall be removed from the street
and conveyed by a storm sewer system or open channel system.
|
(2)
|
Flow collected in roadway swales shall be controlled in such
a way as not to threaten the integrity of street pavements.
|
(3)
|
Cross flow velocities shall be maintained at less than five
feet per second.
|
Table 6.19 Allowable Manhole Spacing
| |
---|---|
Pipe Diameter
(inches)
|
Maximum Allowable Spacing Between Manholes
(feet)
|
24 to 36
|
400
|
42 to 60
|
500
|
Greater than 60
|
750
|
Note: Additional manholes will be required with
a change in vertical or horizontal deflection greater than the manufacturer's
installation specifications.
|
Table 6.20 Values for n for the Manning Formula
| ||
---|---|---|
Flow Condition
|
Roughness Coefficient (n)
| |
Conduits
|
Smooth metal
|
0.010
|
Plastic pipe, PVC, HDPE
|
0.012
| |
Ordinary concrete
|
0.013
| |
Concrete pipe
|
0.015
| |
Corrugated metal pipe
|
0.023
| |
Natural channels
|
Clean, straight, no pools
|
0.029
|
As above, with weeds and stones
|
0.035
| |
Winding, pools and shallows, clean
|
0.039
| |
Very weedy
|
0.040
| |
Lined channels
|
Smooth finish
|
0.015
|
Brick, dressed stone
|
0.016
| |
Smooth earth
|
0.018
| |
Unfinished
|
0.020
| |
Firm gravel
|
0.020
| |
Mortared stone
|
0.020
| |
Dry rubble or rip-rap
|
0.035
| |
Rough asphalt
|
0.016
| |
Smooth asphalt
|
0.013
|
Note: Or currently published values as approved
by ESD.
|
Table 6.21 Inlet Reduction Factors
| |
---|---|
Inlet Type
|
Percentage of Theoretical Capacity Allowed
|
Combination curb and gutter opening with grate
|
65%
|
Curb opening only
|
85%
|
Grate only
|
50%
|
Notes:
| |
(1)
|
Computations for storm drain and inlet design capacities shall
be submitted as part of the storm drainage report.
|
(2)
|
The details of the proposed storm drain system, inlets and manholes
shall be addressed in the drainage report and shown on the construction
drawings.
|
(3)
|
Theoretical flow capacities shall be reduced by the reduction
factors outlined in this table to obtain design flow capacities.
|
Table 6.22 Capacity Credit for Structures
| ||
---|---|---|
Cross-Section Area of Structure
|
Capacity Credit Percentage of Full Flow Capacity
|
Percentage of Major Storm Flow To Be Added to Culvert
Capacity or Considered as Overflow
|
Less than 20 square feet
|
0%
|
100%
|
20 square feet or greater
|
50%
|
50%
|
Table 6.23 Recommended Maximum Headwater-to-Diameter Ratios
| |
---|---|
Storm Frequency
|
HW/D
|
10-year
|
1.0
|
100-year
|
1.25
|
Table 6.24 Maximum Velocity of Unlined Channels and Swales
| ||
---|---|---|
Classification of Soils
| ||
Cover
|
Erosion Resistant (clay) Soil
(feet per second)
|
Easily Erosive (sandy) Soil
(feet per second)
|
No cover, dirt lines
|
4.0
|
2.5
|
*Buffalo grass, bluegrass, smooth brome, blue grama, native
grass mix
|
7.0
|
5.0
|
*Lespedeza, lovegrass, kudzu, alfalfa, crabgrass
|
4.5
|
3.0
|
Note: Table data assumes detailed soils analysis.
| |
*
|
Grass cover assumed to be a good stand and well maintained
|
Freeboard (in feet) = d/4 + 0.025*(v) *(d)1/3
|
Where d = depth of flow in feet (ft)
|
Where v = velocity of flow in feet per second (fps)
|
Freeboard (in feet) = 0.5 + (v2/(2*g))*
|
Where g = gravitational constant 32.2 fps2
|
Where v = velocity of flow in feet per second (fps)
|
*Minimum freeboard under bridges shall be two feet.
|
Table 6.25 Maintenance Guidelines
| ||
---|---|---|
Facility
|
Maintenance, As Necessary
|
Inspection
|
Channels
|
May to October
|
Semiannual
|
Pump stations
|
May to October
|
Semiannual
|
Detention and retention facilities
|
May to October
|
After any major storm greater than 1 inch within a 24-hour period
|
Storm sewer systems
|
Annual
|
Biannual
|
Storm sewer inlets
|
After rainfall events or biweekly during rainy periods
|
Semiannual
|
Table 6.26 Lot Sizes for Individual Liquid Waste
Systems, Minimum Lot Size*
| ||||
---|---|---|---|---|
Community water system
|
0.75 acre(2)
|
0.75 acre(2)
|
1.0 acre
|
(3)
|
Individual water supply
|
0.75 acre(2)
|
1.0 acre
|
1.25 acre
|
(3)
|
Percolation rate (minutes per inch)
|
5 to 15
|
16 to 30
|
31 to 60
|
Less than 5 or more than 60
|
Soil depth(4)
|
More than 7 feet
|
More than 7 feet
|
More than 7 feet
|
Less than 7 feet
|
Slope (percent)
|
Less than 8%
|
Less than 8%
|
8% to 25%
|
More than 25%
|
Design flow
|
375 gallons/day(5)
|
(5)
|
(5)
|
(5)
|
Notes:
| |
(1)
|
In the use of this table, the minimum allowable lot
size is to be based upon the largest minimum lot size determined by
any one of the limiting characteristics listed in the table.
|
(2)
|
Lots smaller than 0.75 acre in size shall be provided
with a) service from a community liquid waste system, or b) detailed
engineering studies and designs meeting the requirements for variance
approval from the Environment Department.
|
(3)
|
Any lots with any of these characteristics shall be
provided with individual liquid waste disposal systems based upon
detailed engineering studies and designs approved by the Environment
Department or be provided with alternative means of liquid waste disposal
|
(4)
|
Soil depth is measured from the ground surface to
any one of the following: a) seasonal high groundwater level; b) bedrock;
or c) the upper surface of any limiting soil layer.
|
(5)
|
The minimum lot size required for individual liquid
waste systems based upon design flow (375 gallons per day minimum)
shall be computed as follows: Lot Size (acres) = Total Design Flow
(gallons per day)/500, except where detailed engineering studies and
designs have been approved for a variance from the Environment Department.
|
*
|
Pending NMED review and approval
|
Table 6.27 Setback Distances for Individual Liquid Waste
Systems
| ||
---|---|---|
|
Required Minimum Setback Distance
(feet)
| |
Object
|
Treatment Unit
|
Disposal System
|
Lot line
|
5
|
5
|
Individual water supply system source
|
50
|
100
|
Public water supply system source
|
100
|
200
|
Edge of watercourses, except canals and arroyos
|
50
|
100
|
Edge of unlined canals and arroyos
|
15 + depth of channel
|
25 + depth of channel
|
Edge of lined canals
|
10 + depth of channel
|
10 + depth of channel
|
Public lakes
|
50(a)
|
100(a)
|
Notes:
| |
(a)
|
Setback distance to artificially controlled lakes and reservoirs
is measured from the closest projected shoreline at the maximum controlled
water level.
|
(b)
|
All components of individual liquid waste systems shall be constructed
so as to not be affected by floodplains.
|