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Tables: Standards for Soil Erosion and Sediment Control in New Jersey

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1. Table 4-2 Permanent Stabilization Mixtures for Various Uses

SESC 2017, PDF p. 30

Table 4-2
Permanent Stabilization Mixtures for Various Uses
Application CLASS/1
PLANTING MIXTURES BY SOIL DRAINAGE
(see Table 4-3)
Excessively Drained Well to
Moderately Well
Drained		 Somewhat Poorly to
Poorly
Drained
Residential/commercial
lots		 10, 12, 15 6, 10, 12, 13, 14, 15 16
Pond and channel banks,
dikes, berms and dams		 2, 5, 6, 10 5, 6, 7, 8, 9, 15 2, 8, 16, 17
Drainage ditches, swales,
detention basins		 2, 9, 11 2, 7, 9, 11, 12, 17 2, 9, 16, 17
Filter Strips 12 11, 12 11, 12
Grasses waterway,
spillways		 2, 3, 9, 10, 12 6, 7, 9, 10, 11, 12 2, 9, 11,12
Recreation areas, athletic
fields		 5, 12, 15, 18 12, 13, 14, 15, 18 16
Special Problem Sites
Steep slopes and banks,
roadsides, borrow areas		 2, 3, 4 ,6 2, 3, 5, 7, 8, 9, 10, 15, 18 2, 9, 10, 11, 12
Sand and gravel pits,
Sanitary landfills		 1, 2, 3, 4, 6, 20 1, 2, 3, 4, 5, 6, 8, 15, 20 2, 8
Dredged material,
spoilbanks, Borrow areas		 2, 3, 6, 20 2, 3, 6, 11, 2,8
Streambanks &
shorelines 2		 2, 8, 20, 21a 2, 8, 19b, 20, 21a, 21b 2, 8, 19a, 21a,b,c,d
Utility rights-of-way 3,7,180 3, 7 8, 9, 17
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 4-2 Table 4-2 Permanent Stabilization Mixtures for Various Uses PLANTING MIXTURES BY SOIL DRAINAGE CLASS/1 Application (see Table 4-3) Well to Somewhat Poorly to Excessively Drained Moderately Well Poorly Drained Drained Residential/commercial 10, 12, 15 6, 10, 12, 13, 14, 15 16 lots Pond and channel banks, dikes, berms and dams 2, 5, 6, 10 5, 6, 7, 8, 9, 15 2, 8, 16, 17 Drainage ditches, swales, 2, 9, 11 2, 7, 9, 11, 12, 17 2, 9, 16, 17 detention basins Filter Strips 12 11, 12 11, 12 Grasses waterway, 2, 3, 9, 10, 12 6, 7, 9, 10, 11, 12 2, 9, 11,12 spillways Recreation areas, athletic 5, 12, 15, 18 12, 13, 14, 15, 18 16 fields Special Problem Sites Steep slopes and banks, 2, 3, 4 ,6 2, 3, 5, 7, 8, 9, 10, 15, 18 2, 9, 10, 11, 12 roadsides, borrow areas Sand and gravel pits, 1, 2, 3, 4, 6, 20 1, 2, 3, 4, 5, 6, 8, 15, 20 2, 8 Sanitary landfills Dredged material, spoilbanks, Borrow areas 2, 3, 6, 20 2, 3, 6, 11, 2,8 Streambanks & 2, 8, 20, 21a 2, 8, 19b, 20, 21a, 21b 2, 8, 19a, 21a,b,c,d shorelines 2 Utility rights-of-way 3,7,180 3, 7 8, 9, 17 1. Refer to Soil Surveys for drainage class descriptions. 2. Refer to Soil Bioengineering Standard for additional seed mixtures. 3. Spillways only 4. See Appendix E for description of turf grasses and cultivars 4-5 Return to TOC

2. Table on PDF page 31, item 1

SESC 2017, PDF p. 31

PERMANENT VEGETATIVE MIXTURES, PLANTING RATES AND PLANTING DATES1
SEED MIXTURE 2 PLANTING
RATE /3		 PLANTING DATES.
O = Optimal Planting period A = Acceptable Planting period		 M AI NTENANCE /4 LEVEL REMARKS
PLANT HARDINESS ZONES (see Figure 4-1)
Zone 5b, 6a Zone 6b Zone 7a, 7b
lbs/acre lbs/1000
sq. ft.		 3/15-
5/31		 6/1-7/31 8/1-
10/1		 3/1-4/30 5/1-
8/14		 8/15-
10/1
5		 2/1-
4/30		 5/1-
8/14		 8/15-
10/3
0
WARM SEASON
SEED MIXTURES		 O O O
1A. For Pinelands National
Reserve Seed mixtures see
Table 4-4 page 4-17
1. Switchgrass and/or
Coastal panicgrass plus
or Flatpea		 15
15
20
20		 .35
.35
.45
.45		 O O O C-D
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 PERMANENT VEGETATIVE MIXTURES, PLANTING RATES AND PLANTING DATES1 SEED MIXTURE 2 PLANTING DATES. PLANTING REMARKS RATE /3 /4 O = Optimal Planting period A = Acceptable Planting period NTENANCE LEVEL AI PLANT HARDINESS ZONES (see Figure 4-1) M Zone 5b, 6a Zone 6b Zone 7a, 7b lbs/1000 3/15- 6/1-7/31 8/1- 3/1-4/30 5/1- 8/15- 2/1- 5/1- 8/15- lbs/acre sq. ft. 5/31 10/1 8/14 10/1 4/30 8/14 10/3 5 0 WARM SEASON SEED MIXTURES 1A. For Pinelands National Reserve Seed mixtures see O O O Table 4-4 page 4-17 1. Switchgrass and/or 15 .35 Coastal panicgrass plus 15 .35 C-D 20 .45 or Flatpea 20 .45 O O O 4-6

3. Table on PDF page 32, item 1

SESC 2017, PDF p. 32

2. Deertongue or
Switchgrass
Redtop		 15
20
1
10		 .35
.45
.1
.23		 O O O C-D Use Deertongue if pH
< 4.0.
Switchgrass is
superior wildlife
plant. Use for
waterways.
Redtop provides quick
cover.
3. Switchgrass
Deertongue
Little Bluestem
Sheep fescue
plus Partridge pea		 15
10
20
20
10		 .35
.25
.45
.45
.25		 O O O C-D Pinelands mixture.
4. Switchgrass
Big Bluestem
Little Bluestem
Sand lovegrass
Coastal panicgrass		 10
5
5
4
10		 .25
.10
.10
.10
.25		 O O O C-D Native warm-season
mixture.
5. Bermudagrass
Zoysiagrass (seed)
Zoysiagrass (sprigs)		 15
30		 0.35
0.70		 O O O A-D Bermudagrass has
superior salt
tolerance. Zoysia has
greater wear tolerance
COOL SEASON
SEED MIXTURES		 130 3 A 5
A		 O A 5
A		 O A 5
A		 O General low-
maintenance mixture.
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 2. Deertongue or 15 .35 Use Deertongue if pH Switchgrass 20 .45 Redtop 1 .1 O O O C-D <Switchgrass4.0. is 10 .23 superior wildlife plant. Use for waterways. Redtop provides quick cover. 3. Switchgrass 15 .35 Pinelands mixture. Deertongue 10 .25 C-D Little Bluestem 20 .45 Sheep fescue 20 .45 O O O plus Partridge pea 10 .25 4. Switchgrass 10 .25 Big Bluestem 5 .10 O O C-D mixture.Native warm-season O Little Bluestem 5 .10 Sand lovegrass 4 .10 Coastal panicgrass 10 .25 5. Bermudagrass 15 0.35 Zoysiagrass (seed) 30 0.70 O O O A-D Bermudagrasssuperior salt has tolerance. Zoysia has Zoysiagrass (sprigs) greater wear tolerance COOL SEASON 130 3 General low- maintenance mixture. A A5 O A A5 O A A5 OSEED MIXTURES 4-7

4. Table on PDF page 33, item 1

SESC 2017, PDF p. 33

6. Fine Fescue (Blend)
Hard Fescue
Chewings fescue
Strong Creeping Red Fescue
Kentucky bluegrass
Perennial ryegrass
plus White clover (see note at
right)		 45
20
5		 .1
..5
.10		 B-D White clover can be
removed when used to
establish lawns
7. Strong Creeping red fescue
Kentucky bluegrass
Perennial ryegrass or
Redtop
plus White clover		 130
50
20
10
5		 3
1
.5
.25
.10		 A 5
A		 O A 5
A		 O A 5
A		 O B-D Suitable waterway
mix.
Canada bluegrass
more drought tolerant.
Use Redtop for
increased drought-
tolerance.
8. Tall fescue (turf-type) or
Strong Creeping red fescue or
Perennial ryegrass
Flatpea		 30
30
30
25		 .7
.7
.7
.60		 O 6
A		 O 6
A		 O 6
A		 B-D Tall fescue best
selected for droughty
conditions.
Use Creeping red
fescue in heavy shade.
Use Flatpea to
suppress woody
vegetation.
9. Deertongue
Redtop
Wild rye (Elymus)
Switchgrass		 20
2
15
25		 .45
.05
.35
.60		 O O O C-D Native wet mix.
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 6. Fine Fescue (Blend) 45 .1 B-D White clover can be Hard Fescue 20 ..5 removed when used to 5 .10 establish lawns Chewings fescue Strong Creeping Red Fescue Kentucky bluegrass Perennial ryegrass plus White clover (see note at right) 7. Strong Creeping red fescue 130 3 Suitable waterway Kentucky bluegrass 50 1 mix. Perennial ryegrass or 20 .5 Canada bluegrass Redtop 10 .25 plus White clover .10 A A5 O A A5 O A A5 O B-D more drought tolerant. 5 Use Redtop for increased drought- tolerance. 8. Tall fescue (turf-type) or 30 .7 Tall fescue best Strong Creeping red fescue or 30 .7 selected for droughty Perennial ryegrass 30 .7 B-D conditions. Flatpea 25 .60 Use Creeping red fescue in heavy shade. O A6 O A6 O A6 Use Flatpea to suppress woody vegetation. 9. Deertongue 20 .45 Native wet mix. Redtop 2 .05 Wild rye (Elymus) 15 .35 O O O C-D Switchgrass 25 .60 4-8

5. Table on PDF page 34, item 1

SESC 2017, PDF p. 34

10. Tall fescue (turf-type)
Perennial ryegrass
or
White clover (see note at right)		 265
20
10
5		 6
5
.25
.10		 O 5
A		 5
A		 O 5
A		 5
A		 O 5
A		 5
A		 C-D white clover can be
excluded on lawn
sites
11 Kentucky Bluegrass
Turf-type Tall fescue		 15
45
22		 0.33
1
5		 A 5
A		 O A 5
A		 O A 5
A		 O C-D Filter strip use for
nutrient uptake.
12. Turf-type Tall fescue
(Blend of 3 cultivars)		 350 8 A 5
A		 O A 5
A		 O A 5
A		 O C-D Use in a managed
filter strip for nutrient
uptake.
13. Hard Fescue and/or
Chewing fescue and/or
Strong creeping red fescue
Perennial ryegrass
Ky. bluegrass (blend)		 175
45
45		 4
1
1		 A 5
A		 O A 5
A		 O A 5
A		 O A-C General
lawn/recreation.
14. Tall fescue
Ky. bluegrass (blend)
Perennial ryegrass (blend)		 265
20
20		 6
0.50
0.50		 A 5
A		 O A 5
A		 O A 5
A		 O A-B Athletic field/ 3
cultivar mix of
Kentucky Bluegrass.
15. Hard fescue
Chewings fescue
Strong Creeping red fescue
Perennial ryegrass		 130
45
45
10		 3
1
1
.25		 A 5
A		 O A 5
A		 O A 5
A		 O C-D Low-maintenance fine
fescue lawn mix.
16. Rough bluegrass
Strong Creeping red fescue		 90
130		 2.0
3		 A 5
A		 O A 5
A		 O A 5
A		 O C-D Moist shade.
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 10. Tall fescue (turf-type) 265 6 C-D white clover can be Perennial ryegrass 20 5 O A5 A5 O A5 A5 O A5 A5 excluded on lawn or 10 .25 sites White clover (see note at right) 5 .10 11 Kentucky Bluegrass 15 0.33 Turf-type Tall fescue 45 1 C-D Filter strip use for A A5 O A A5 O A A5 O 22 5 nutrient uptake. 12. Turf-type Tall fescue 350 8 C-D Use in a managed (Blend of 3 cultivars) filter strip for nutrient A A5 O A A5 O A A5 O uptake. 13. Hard Fescue and/or Chewing fescue and/or 175 4 Strong creeping red fescue A-C General Perennial ryegrass 45 1 A A5 O A A5 O A A5 O lawn/recreation. Ky. bluegrass (blend) 45 1 14. Tall fescue 265 6 A-B Athletic field/ 3 Ky. bluegrass (blend) 20 0.50 cultivar mix of Kentucky Bluegrass. Perennial ryegrass (blend) 20 0.50 A A5 O A A5 O A A5 O 15. Hard fescue 130 3 C-D Low-maintenance fine Chewings fescue 45 1 Strong Creeping red fescue 45 1 A A5 O A A5 O A A5 O fescue lawn mix. Perennial ryegrass 10 .25 16. Rough bluegrass 90 2.0 C-D Moist shade. Strong Creeping red fescue 130 3 A A5 O A A5 O A A5 O 4-9

6. Table on PDF page 35, item 1

SESC 2017, PDF p. 35

17. Creeping bentgrass
Creeping red fescue
Alkali saltgrass		 45
45
45		 1
1
1		 A 5
A		 O A 5
A		 O A 5
A		 O B-D Use bentgrass under
wetter conditions.
Saltgrass will only
persistent under saline
conditions.
18. Hard or Sheeps fescue
N. E. wildflower mixture		 25
12		 0.60
0.35		 O A O O A O O A O C-D Regional Wildflower
mix
Hydroseeding not
recommended.
19. a. Smooth cordgrass
b. Saltmeadow cordgrass		 veg
veg		 O Before
July 1		 O Before
July 1		 D Planted in the
intertidal zone.
Planted above mean
high tide.
20. American Beachgrass
Coastal Panicgrass		 Veg
20		 .45 Before
April 1		 O D Coastal Panicgrass
may be interseeded
between rows of
beachgrass
21. a. Purpleosier willow
b. Dwarf willow
c. Redosier dogwood
d. Silky dogwood		 veg
veg.
veg.
veg.		 Before
May 10		 Before
May 10		 Before
May 1		 D Also refer to Chapters
16 and 18 of USDA
NRCS Engineering
Field Handbook
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 17. Creeping bentgrass 45 1 Use bentgrass under Creeping red fescue 45 1 B-D wetter conditions. Saltgrass will only Alkali saltgrass 45 1 persistent under saline A A5 O A A5 O A A5 O conditions. 18. Hard or Sheeps fescue 25 0.60 Regional Wildflower N. E. wildflower mixture 12 0.35 C-D mix Hydroseeding not recommended. O A O O A O O A O 19. a. Smooth cordgrass veg b. Saltmeadow cordgrass veg O BeforeJuly 1 O BeforeJuly 1 D Plantedintertidalinzone.the Planted above mean high tide. 20. American Beachgrass Veg .45 Before D Coastal Panicgrass Coastal Panicgrass 20 April 1 O may be interseeded between rows of beachgrass 21. a. Purpleosier willow veg Before Before Before D Also refer to Chapters b. Dwarf willow veg. May 10 May 10 May 1 16 and 18 of USDA NRCS Engineering c. Redosier dogwood veg. Field Handbook d. Silky dogwood veg. 4-10

7. Table on PDF page 40, item 1

SESC 2017, PDF p. 40

Growth Soil Drainage Seeding rate
lbs./acre
Name Common name Height
habit Tolerance
Non-Roadside Pinelands Mixture
Schizachyrium
scoparium		 Little bluestem PlB EXDR-WD 2-3' 5
Dichanthelium
clandestinum		 Deertongue PlB EXDR-SWPD 1-3' 5
Panicum virgatum Switchgrass PlB EXDR-PD 4-6' 5
Chamaecrista
fasciculata		 Partridge pea AB EXDR-WD 3' 5
Recommended Optional Addition (See recommended Pinelands species for mixture augmentation. Not for Roadsides)
Andropogon virginicus Broomsedge PlB EXDR-SWPD 18"-3' 5
Solidago bicolor White (Silver rod) Goldenrod P EXDR-WD 1-4’ .5
Lespedeza capitata Roundheaded bushclover PlB EXDR-WD 2-4' 2
Baptisia tinctoria Wild indigo PlB EXDR 1-3’ 5
Carex pensylvanica Pennsylvania sedge PlS EXDR-WD 16" Plugs
Temporary Seeding/Nurse Crops (choose one as a nurse crop where quick germination is needed)
Hordeum vulgare Barley AsB EXDR-WD 8”-3’ 30
Avena sativa Oats AB EXDR-WD 1-3’ 30
Elymus canadensis Canada wildrye PsB WD-MWD 3-6’ 30
Roadside Native Seed Mixture
Schizachyrium
scoparium		 Little bluestem PlB EXDR-WD 2-3' 5
Dichanthelium
clandestinum		 Deertongue PlB EXDR-SWPD 1-3' 5
Chamaecrista
fasciculata		 Partridge pea AB EXDR-WD 3' 5
Cool Season Turf Mixture
Festuca longifolia Hard fescue PlB EXWD-WD 2-3’ 50
Festuca rubra ssp.
rubra		 Strong Creeping red fescue PlB EXWD-WD 1-2’ 50
Festuca rubra ssp.
fallax		 Chewings fescue PlB EXWD-MWD 1-2’ 50
Lolium perenne Turf-type perennial ryegrass PsB EXWD-WD 1-2’ 50
Key
Growth Habit Soil Drainage Tolerance
A-Annual EXDR-Excessively drained
P-Perennial WD-Well-drained
l-Long lived MWD-Moderately well-drained
s-short lived SWPD-Somewhat poorly drained
R-rizomatous PD-Poorly drained
S-stoloniferous
B-bunch
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 h. Table 4-4 Seeding Rates for Pinelands National Reserve Seed Mixtures Growth Soil Drainage Seeding rate Name Common name Height habit Tolerance lbs./acre Non-Roadside Pinelands Mixture Schizachyrium scoparium Little bluestem PlB EXDR-WD 2-3' 5 Dichanthelium clandestinum Deertongue PlB EXDR-SWPD 1-3' 5 Panicum virgatum Switchgrass PlB EXDR-PD 4-6' 5 Chamaecrista fasciculata Partridge pea AB EXDR-WD 3' 5 Recommended Optional Addition (See recommended Pinelands species for mixture augmentation. Not for Roadsides) Andropogon virginicus Broomsedge PlB EXDR-SWPD 18"-3' 5 Solidago bicolor White (Silver rod) Goldenrod P EXDR-WD 1-4’ .5 Lespedeza capitata Roundheaded bushclover PlB EXDR-WD 2-4' 2 Baptisia tinctoria Wild indigo PlB EXDR 1-3’ 5 Carex pensylvanica Pennsylvania sedge PlS EXDR-WD 16" Plugs Temporary Seeding/Nurse Crops (choose one as a nurse crop where quick germination is needed) Hordeum vulgare Barley AsB EXDR-WD 8”-3’ 30 Avena sativa Oats AB EXDR-WD 1-3’ 30 3-6’ Elymus canadensis Canada wildrye PsB WD-MWD 30 Roadside Native Seed Mixture Schizachyrium scoparium Little bluestem PlB EXDR-WD 2-3' 5 Dichanthelium clandestinum Deertongue PlB EXDR-SWPD 1-3' 5 Chamaecrista fasciculata Partridge pea AB EXDR-WD 3' 5 Cool Season Turf Mixture Festuca longifolia Hard fescue PlB EXWD-WD 2-3’ 50 Festuca rubra ssp. rubra Strong Creeping red fescue PlB EXWD-WD 1-2’ 50 Festuca rubra ssp. fallax Chewings fescue PlB EXWD-MWD 1-2’ 50 Lolium perenne Turf-type perennial ryegrass PsB EXWD-WD 1-2’ 50 Key Growth Habit Soil Drainage Tolerance A-Annual EXDR-Excessively drained P-Perennial WD-Well-drained l-Long lived MWD-Moderately well-drained s-short lived SWPD-Somewhat poorly drained R-rizomatous PD-Poorly drained S-stoloniferous B-bunch 4-15 Return to TOC

8. Table on PDF page 42, item 1

SESC 2017, PDF p. 42

Re-establishment of Native
Vegetation Without Seeding		 Re-seeding with Pinelands-Approved
Seed Mixtures
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Pinelands National Reserve Natural Regeneration Process Satisfactory Establishment or Supplementary Planting/seeding Monitor growth Re-apply mulch (if needed) Mulch Pursuant to mulch Standard Seedbed Seed with Preferred Mixture Preparation See Table 4-4 Spread Native Seedbed A-Horizon layer Preparation Spread Native Post Bond pursuant to an Engineer’s A-Horizon layer (PE) estimate Temporary Stabilization Where Permanent Stabilization with Pinelands-approvedPermanent Native Vegetation is seed mixtures. (Table 4.4)encouraged Re-establishment of Native Re-seeding with Pinelands-Approved Vegetation Without Seeding Seed Mixtures 4-17 Return to TOC

9. Table 6-1 Limestone Application Rate by Soil Texture

SESC 2017, PDF p. 46

Limestone 1. Application Rate by Soil Texture
SOIL TEXTURE TONS/ACRE LBS./1000 SQ. FT.
Clay, clay loam, and high organic
soil
Sandy loam, loam, silt loam
Loamy sand, sand		 3
2
1		 135
90
45
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 See the Standard for Topsoiling for topsoil and amendment requirements. C. Install needed erosion control practices or facilities such as diversions, grade stabilization structures, channel stabilization measures, sediment basins, and waterways 2. Soil Preparation A. Uniformly apply ground limestone, and fertilizer according to soil test recommendations such as offered by Rutgers Co-operative Extension. Soil sample mailers are available from the local Rutgers Cooperative Extension offices (http://njaes.rutgers.edu/county/). Fertilizer shall be applied at the rate of 500 pounds per acre or 11 pounds per 1,000 square feet using 10-10-10 or equivalent with 50% water insoluble nitrogen unless a soil test indicates otherwise and incorporated into the surface 4 inches. If fertilizer is not incorporated, apply ½ the rate described above during seedbed preparation and repeat another ½ rate application of the same fertilizer within 3 to 5 weeks after seeding. Apply limestone at the rate of 2 tons/acre unless soil testing indicates otherwise. Calcium carbonate is the equivalent and standard for measuring the ability of liming materials to neutralize soil acidity and supply calcium and magnesium to grasses and legumes. Table 6-1 is a general guideline for limestone application rates. Table 6-1 Limestone 1. Application Rate by Soil Texture SOIL TEXTURE TONS/ACRE LBS./1000 SQ. FT. Clay, clay loam, and high organic 3 135 soil 2 90 Sandy loam, loam, silt loam 1 45 Loamy sand, sand 1. Pulverized dolomitic limestone is preferred for most soils south of the New Brunswick-Trenton line; however, this should be confirmed by soil testing. B. Work lime, and fertilizer into the topsoil as nearly as practical to a depth of 4 inches with a disc, springtooth harrow, or other suitable equipment. The final harrowing or disking operation should be on the general contour. Continue tillage until a reasonably uniform, fine seedbed is prepared. C. Remove from the surface all objects that would prevent good sod to topsoil contact and remove all other debris, such as wire, cable, tree roots, pieces of concrete, clods, lumps, or other unsuitable material. D. Inspect site just before sodding. If traffic has left the soil compacted, the area must be retilled and firmed in accordance with the above. 3. Sod Placement A. Sod strips should be laid on the contour, never up and down the slope, starting at the bottom of the slope and working up. On steep slopes, the use of ladders will facilitate the 6-2 Return to TOC

10. Table 7-2 Temporary Vegetative Stabilization Grasses, Seeding Rates, Dates and Depth

SESC 2017, PDF p. 49

SEED SELECTIONS SEEDING RATE
1
(pounds)		 OPTIMUM SEEDING DATE
2
Based on Plant Hardiness
Zone 3		 OPTIMUM
SEED
DEPTH 4
(inches)
Per
Acre		 Per
1000
Sq. Ft.		 ZONE
5b, 6s		 ZONE
6b		 ZONE
7a, b
COOL SEASON GRASSES
1. Perennial ryegrass 100 1.0 3/15-
6/1
8/1-
9/15		 3/1-
5/15
8/15-
10/1		 2/15-
5/1
8/15-
10/15		 0.5
2. Spring oats 86 2.0 3/15-
6/1
8/1-
9/15		 3/1-
5/15
8/15-
10/1		 2/15-
5/1
8/15-
10/15		 1.0
3. Winter Barley 96 2.2 8/1-
9/15		 8/15-
10/1		 8/15-
10/15		 1.0
4. Annual ryegrass 100 1.0 3/15-
6/1
8/1-
9/15		 3/15-
6/1
8/1-
9/15		 2/15-
5/1
8/15-
10/15		 0.5
5. Winter Cereal Rye 112 2.8 8/1 -
11/1		 8/1 -
11/15		 8/1 -
12/15		 1.0
WARM SEASON GRASSES
6. Pearl millet 20 0.5 6/1-8/1 5/15-
8/15		 5/1-9/1 1.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 be on the general contour. Continue tillage until a reasonable uniform seedbed is prepared. C. Inspect seedbed just before seeding. If traffic has left the soil compacted, the area must be retilled in accordance with the above. D. Soils high in sulfides or having a pH of 4 or less refer to Standard for Management of High Acid Producing Soils, pg. 1-1. 3. Seeding A. Select seed from recommendations in Table 7-2. TABLE 7-2 TEMPORARY VEGETATIVE STABILIZATION GRASSES, SEEDING RATES, DATES AND DEPTH. SEEDING RATE OPTIMUM SEEDING DATE OPTIMUM 1 2 SEED (pounds) Based on Plant Hardiness DEPTH 4 Zone 3 (inches) SEED SELECTIONS Per Per ZONE ZONE ZONE Acre 1000 5b, 6s 6b 7a, b Sq. Ft. COOL SEASON GRASSES 1. Perennial ryegrass 100 1.0 3/15- 3/1- 2/15- 0.5 6/1 5/15 5/1 8/1- 8/15- 8/15- 9/15 10/1 10/15 2. Spring oats 86 2.0 3/15- 3/1- 2/15- 1.0 6/1 5/15 5/1 8/1- 8/15- 8/15- 9/15 10/1 10/15 3. Winter Barley 96 2.2 8/1- 8/15- 8/15- 1.0 9/15 10/1 10/15 4. Annual ryegrass 100 1.0 3/15- 3/15- 2/15- 0.5 6/1 6/1 5/1 8/1- 8/1- 8/15- 9/15 9/15 10/15 5. Winter Cereal Rye 112 2.8 8/1 - 8/1 - 8/1 - 1.0 11/1 11/15 12/15 WARM SEASON GRASSES 6. Pearl millet 20 0.5 6/1-8/1 5/15- 5/1-9/1 1.0 8/15 7-2 Return to TOC

11. Table on PDF page 50, item 1

SESC 2017, PDF p. 50

7. Millet (German or Hungarian) 30 0.7 6/1-8/1 5/15-
8/15		 5/1-9/1 1.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 7. Millet (German or Hungarian) 30 0.7 6/1-8/1 5/15- 5/1-9/1 1.0 8/15 1 Seeding rate for warm season grass, selections 5 - 7 shall be adjusted to reflect the amount of Pure Line Seed (PLS) as determined by a germination test result. No adjustment is required for cool season grasses. 2 May be planted throughout summer if soil moisture is adequate or seeded area can be irrigated. 3 Plant Hardiness Zone (see figure 7-1, pg. 7-4.) 4 Twice the depth for sandy soils B. Conventional Seeding. Apply seed uniformly by hand, cyclone (centrifugal) seeder, drop seeder, drill or cultipacker seeder. Except for drilled, hydroseeded or cultipacked seedings, seed shall be incorporated into the soil, to a depth of 1/4 to 1/2 inch, by raking or dragging. Depth of seed placement may be 1/4 inch deeper on coarse textured soil. C. Hydroseeding is a broadcast seeding method usually involving a truck or trailer mounted tank, with an agitation system and hydraulic pump for mixing seed, water and fertilizer and spraying the mix onto the prepared seedbed. Mulch shall not be included in the tank with seed. Short fibered mulch may be applied with a hydroseeder following seeding. (also see Section IV Mulching) Hydroseeding is not a preferred seeding method because seed and fertilizer are applied to the surface and not incorporated into the soil. Poor seed to soil contact occurs reducing seed germination and growth. Hydroseeding may be used for areas too steep for conventional equipment to traverse or too obstructed with rocks, stumps, etc. D. After seeding, firming the soil with a corrugated roller will assure good seed-to-soil contact, restore capillarity, and improve seedling emergence. This is the preferred method. When performed on the contour, sheet erosion will be minimized and water conservation on site will be maximized. 4. Mulching Mulching is required on all seeding. Mulch will insure against erosion before grass is established and will promote faster and earlier establishment. The existence of vegetation sufficient to control soil erosion shall be deemed compliance with this mulching requirement. A. Straw or Hay. Unnrotted small grain straw, hay free of seeds, applied at the rate of 1-1/2 to 2 tons per acre (70 to 90 pounds per 1,000 square feet), except that where a crimper is used instead of a liquid mulch-binder (tackifying or adhesive agent), the rate of application is 3 tons per acre. Mulch chopper-blowers must not grind the mulch. Hay mulch is not recommended for establishing fine turf or lawns due to the presence of weed seed. Application. Spread mulch uniformly by hand or mechanically so that approximately 95% of the soil surface will be covered. For uniform distribution of hand-spread mulch, divide area into approximately 1,000 square feet sections and distribute 70 to 90 pounds within each section. Anchoring shall be accomplished immediately after placement to minimize loss by wind or water. This may be done by one of the following methods, depending upon the size of the area, steepness of slopes, and costs. 1. Peg and Twine. Drive 8 to 10 inch wooden pegs to within 2 to 3 inches of the soil surface every 4 feet in all directions. Stakes may be driven before or after applying mulch. Secure mulch to soil surface by stretching twine between pegs in a cris-cross and a square pattern. Secure twine around each peg with two or more round turns. 2. Mulch Nettings. Staple paper, jute, cotton, or plastic nettings to the soil surface. Use a degradable netting in areas to be mowed. 7-3 Return to TOC

12. Table on PDF page 59, item 1

SESC 2017, PDF p. 59

Dbh-4.5
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Figure 9-3: Root Protection During Construction Guide Estimate a tree’s Protected Root Zone (PRZ) by calculating the Critical Root Radius (crr). 1. Measure the dbh (diameter of tree at breast height, 4.5 feet above ground on the uphill side of tree) in inches. 2. Multiply measured dbh by 1.5 or 1.0. Express the result in feet. Dbh x 1.5: Critical root radius for older, unhealthy, or sensitive species. Dbh x 1.0: Critical root radius for younger, healthy or tolerant species. Dbh-4.5 Protected Root Zone Critical root radius (PRZ) (CRR) Driplin 1. Protecting Trees from Construction Damage- A Homeowners Guide, Gary R. Johnson, University Of Minnesota Extension Service, Saint Paul, MN, 1999. 9-5 Return to TOC

13. Table 9-1 Tree Characteristics

SESC 2017, PDF p. 62

SPECIES ROOT
SEVERENC
E		 SOIL SOIL pH MATUR MATURE HAZARD DAMAGE
COMPACTION PREFERENCE E TREE CROWN TREE CAUSING
& HEIGHT SPRED RATING* ROOTS
FLOODING (feet) (feet)
Northern white cedar Tolerant Tolerant 6.0-8.0 40-50 10-20 Low No
Balsam fir Tolerant Tolerant 4.0-6.0 40-60 20-35 Medium No
White fir Tolerant Sensitive 4.0-6.5 50-75 10-20 Medium No
Tamarack (Larch) Tolerant Tolerant 4.0-7.5 50-75 15-25 Medium No
White pine Tolerant Sensitive 4.5-6.5 80-100 50-80 Medium No
Jack pine Tolerant Sensitive 4.5-6.5 30-80 20-30 High No
Red pine Tolerant Sensitive 4.5-6.0 50-80 20-40 Medium No
Scotch pine Tolerant Sensitive 4.0-6.5 60-100 30-50 Medium No
Eastern redcedar Tolerant Sensitive 4.7-7.8 40-50 10-20 Low No
Black spruce Tolerant Tolerant 3.5-7.0 30-70 15-30 Medium No
Colorado spruce Intermediate Tolerant 4.6-6.5 50-100 20-30 Medium No
White spruce Tolerant Intermediate 4.5-7.5 40-80 20-30 Medium No
Black ash Tolerant Tolerant 4.1-6.5 40-70 30-60 Medium No
Green ash Tolerant Tolerant 6.0-7.5 30-60 30-50 Medium No
White ash Tolerant Intermediate 5.0-7.5 70-80 50+ Medium No
Bigtooth aspen Tolerant Sensitive 4.8-6.3 50-75 20-35 Medium Yes
Trembling aspen Tolerant Sensitive 4.8-6.5 40-60 20-35 Medium Yes
Blue beech Sensitive Sensitive 6.5-7.5 20-30 15-20 Low No
Paper birch Intermediate Sensitive 5.0-8.0 50-70 30-50 Medium No
River birch Tolerant Tolerant 4.0-6.5 40-70 30-50 Low No
Yellow birch Intermediate Sensitive 4.5-8.0 50-70 50-70 Medium No
Boxelder Tolerant Tolerant 6.5-7.5 40-60 35-50 High Yes
Ohio buckeye Intermediate Intermediate 6.1-6.5 30-50 30-40 Medium Yes
Butternut Sensitive Intermediate 6.6-8.0 40-60 50-60 Medium No
Catalpa Intermediate Tolerant 6.1-8.0 50-80 30-50 Medium No
Black cherry Intermediate Sensitive 6.0-7.5 50-70 40-50 Low No
Kentucky coffeetree Intermediate Intermediate 6.5-7.5 50-80 40-50 Low No
Eastern cottonwood Tolerant Tolerant 5.5-8.0 80-100 80-100 High Yes
Red-osier dogwood Tolerant Intermediate 6.1-8.5 8-10 10-12 Low No
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 9-1: Tree Characteristics 1 SPECIES ROOT SOIL SOIL pH MATUR MATURE HAZARD DAMAGE SEVERENC COMPACTION PREFERENCE E TREE CROWN TREE CAUSING E & HEIGHT SPRED RATING* ROOTS FLOODING (feet) (feet) Northern white cedar Tolerant Tolerant 6.0-8.0 40-50 10-20 Low No Balsam fir Tolerant Tolerant 4.0-6.0 40-60 20-35 Medium No White fir Tolerant Sensitive 4.0-6.5 50-75 10-20 Medium No Tamarack (Larch) Tolerant Tolerant 4.0-7.5 50-75 15-25 Medium No White pine Tolerant Sensitive 4.5-6.5 80-100 50-80 Medium No Jack pine Tolerant Sensitive 4.5-6.5 30-80 20-30 High No Red pine Tolerant Sensitive 4.5-6.0 50-80 20-40 Medium No Scotch pine Tolerant Sensitive 4.0-6.5 60-100 30-50 Medium No Eastern redcedar Tolerant Sensitive 4.7-7.8 40-50 10-20 Low No Black spruce Tolerant Tolerant 3.5-7.0 30-70 15-30 Medium No Colorado spruce Intermediate Tolerant 4.6-6.5 50-100 20-30 Medium No White spruce Tolerant Intermediate 4.5-7.5 40-80 20-30 Medium No Black ash Tolerant Tolerant 4.1-6.5 40-70 30-60 Medium No Green ash Tolerant Tolerant 6.0-7.5 30-60 30-50 Medium No White ash Tolerant Intermediate 5.0-7.5 70-80 50+ Medium No Bigtooth aspen Tolerant Sensitive 4.8-6.3 50-75 20-35 Medium Yes Trembling aspen Tolerant Sensitive 4.8-6.5 40-60 20-35 Medium Yes Blue beech Sensitive Sensitive 6.5-7.5 20-30 15-20 Low No Paper birch Intermediate Sensitive 5.0-8.0 50-70 30-50 Medium No River birch Tolerant Tolerant 4.0-6.5 40-70 30-50 Low No Yellow birch Intermediate Sensitive 4.5-8.0 50-70 50-70 Medium No Boxelder Tolerant Tolerant 6.5-7.5 40-60 35-50 High Yes Ohio buckeye Intermediate Intermediate 6.1-6.5 30-50 30-40 Medium Yes Butternut Sensitive Intermediate 6.6-8.0 40-60 50-60 Medium No Catalpa Intermediate Tolerant 6.1-8.0 50-80 30-50 Medium No Black cherry Intermediate Sensitive 6.0-7.5 50-70 40-50 Low No Kentucky coffeetree Intermediate Intermediate 6.5-7.5 50-80 40-50 Low No Eastern cottonwood Tolerant Tolerant 5.5-8.0 80-100 80-100 High Yes Red-osier dogwood Tolerant Intermediate 6.1-8.5 8-10 10-12 Low No 9-8

14. Table on PDF page 63, item 1

SESC 2017, PDF p. 63

SPECIES ROOT SOIL SOIL MATURE MATURE HAZARD DAMAGE
SEVERENCE COMPACTION pH TREE CROWN TREE CAUSING
& PREFERENCE HEIGHT SPRED RATING* ROOTS
FLOODING (feet) (feet)
American elm Tolerant Intermediate 5.5-8.0 70-100 70-150 Medium Yes
Slippery elm Tolerant Intermediate 6.6-8.0 60-70 40-60 Medium Yes
Hackberry Tolerant Intermediate 6.6-8.0 30-130 50+ Low No
Hawthorn Intermediate Intermediate 6.0-7.5 20-40 20-30 Low No
Bitternut hickory Intermediate Intermediate 6.0-6.5 40-75 30+ Medium No
Honeylocust Tolerant Intermediate 6.0-8.0 50-75 50-75 Medium Yes
Ironwood Sensitive Sensitive 6.1-8.0 25-50 20-30 Low No
Basswood Intermediate Sensitive 5.5-7.3 70-100 50-75 High No
Black locust Tolerant Sensitive 4.6-8.2 30-60 20-50 Medium No
Red maple Tolerant Tolerant 4.5-7.5 50-70 40-60 Medium Yes
Silver maple Tolerant Tolerant 5.5-6.5 60-90 75-100 High Yes
Sugar maple Intermediate Sensitive 5.5-7.3 60-80 60-80 Medium Yes
Mountain-ash Tolerant Intermediate 4.0-7.0 15-25 15-25 Medium No
Black oak Sensitive Sensitive 6.0-6.5 50-80 50-70 Medium No
Bur oak Tolerant Intermediate 4.0-8.0 70-80 40-80 Low No
Pin oak Sensitive Sensitive 5.5-7.5 50-75 30-50 Medium No
Red oak Tolerant Sensitive 5.5-7.5 50-75 30-50 Medium No
Swamp white oak Intermediate Tolerant 6.0-6.5 60-70 40-50 Low No
White oak Sensitive Sensitive 6.5-7.5 60-100 50-90 Low No
Plum Tolerant Sensitive 6.5-6.6 20-25 15-25 Low No
Serviceberry Intermediate Sensitive 6.5-6.6 20-25 15-25 Low No
Black walnut Sensitive Intermediate 6.6-8.0 70-100 60-100 Medium No
Black willow Tolerant Tolerant 6.5-8.0 30-60 20-40 High Yes
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 SPECIES ROOT SOIL SOIL MATURE MATURE HAZARD DAMAGE SEVERENCE COMPACTION pH TREE CROWN TREE CAUSING & PREFERENCE HEIGHT SPRED RATING* ROOTS FLOODING (feet) (feet) American elm Tolerant Intermediate 5.5-8.0 70-100 70-150 Medium Yes Slippery elm Tolerant Intermediate 6.6-8.0 60-70 40-60 Medium Yes Hackberry Tolerant Intermediate 6.6-8.0 30-130 50+ Low No Hawthorn Intermediate Intermediate 6.0-7.5 20-40 20-30 Low No Bitternut hickory Intermediate Intermediate 6.0-6.5 40-75 30+ Medium No Honeylocust Tolerant Intermediate 6.0-8.0 50-75 50-75 Medium Yes Ironwood Sensitive Sensitive 6.1-8.0 25-50 20-30 Low No Basswood Intermediate Sensitive 5.5-7.3 70-100 50-75 High No Black locust Tolerant Sensitive 4.6-8.2 30-60 20-50 Medium No Red maple Tolerant Tolerant 4.5-7.5 50-70 40-60 Medium Yes Silver maple Tolerant Tolerant 5.5-6.5 60-90 75-100 High Yes Sugar maple Intermediate Sensitive 5.5-7.3 60-80 60-80 Medium Yes Mountain-ash Tolerant Intermediate 4.0-7.0 15-25 15-25 Medium No Black oak Sensitive Sensitive 6.0-6.5 50-80 50-70 Medium No Bur oak Tolerant Intermediate 4.0-8.0 70-80 40-80 Low No Pin oak Sensitive Sensitive 5.5-7.5 50-75 30-50 Medium No Red oak Tolerant Sensitive 5.5-7.5 50-75 30-50 Medium No Swamp white oak Intermediate Tolerant 6.0-6.5 60-70 40-50 Low No White oak Sensitive Sensitive 6.5-7.5 60-100 50-90 Low No Plum Tolerant Sensitive 6.5-6.6 20-25 15-25 Low No Serviceberry Intermediate Sensitive 6.5-6.6 20-25 15-25 Low No Black walnut Sensitive Intermediate 6.6-8.0 70-100 60-100 Medium No Black willow Tolerant Tolerant 6.5-8.0 30-60 20-40 High Yes Table 9.1: * Hazard tree rating: refers to the relative potential for a tree to become hazardous. For a tree to be considered hazardous, a potential “target” (e.g., a house, a sidewalk, pedestrians must be present. A high hazard tree rating does no imply that the tree will always fail. 1, Protecting Trees from Construction Damage- A Homeowners Guide, Gary R. Johnson, University Of Minnesota Extension Service, Saint Paul, MN, 1999. 9-9

15. Table 11-1 Allowable Velocity for Various Soil Textures

SESC 2017, PDF p. 70

SOIL TEXTURE ALLOWABLE VELOCITY
ft./sec.
Sand
Sandy loam
Silt loam, loam
Sandy clay loam
Clay loam
Clay, fine gravel, graded loam to gravel
Cobbles
Shale (non weathered shale)		 1.8
2.5
3.0
3.5
4.0
5.0
5.5
6.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 a. Bankfull discharge b. 10-year frequency, storm, peak 2. Temporary (90 days or less) Bypass Channel Channels in this category shall be considered stable if the actual velocity is less than the allowable velocities shown in Table 11-1. The actual velocity is defined as the velocity developed during the 2-year frequency peak discharge. 3. As a stable design, the channel shall meet the following allowable velocity criteria and shall not be designed above 90% of critical flow ( Froude number = 0.90). Table 11-1 Allowable velocity for various soil textures SOIL TEXTURE ALLOWABLE VELOCITY ft./sec. Sand 1.8 Sandy loam 2.5 Silt loam, loam 3.0 Sandy clay loam 3.5 Clay loam 4.0 Clay, fine gravel, graded loam to gravel 5.0 Cobbles 5.5 Shale (non weathered shale) 6.0 Linear crossing of existing channels by pipelines and similar devices do not require a stability analysis of the channel provided the final cross sectional area of the stream remains the same. Channel Stability (drainage area greater than one square mile) Channels must be stable under conditions existing immediately after construction (as-built condition) and under conditions existing during effective design life (aged condition). Channel stability shall be determined for discharges under these conditions as follows: 1. As-built condition - Bankfull flow, design discharge, or 10-year frequency flow, whichever is smallest, but not less than 50% of design discharge. 2. Aged condition - Bankfull flow or design discharge, whichever is larger, except that it is not necessary to check stability for discharges greater than the 100-year frequency. Stability checks are not required if the actual velocity is 1.8 fps or less. Linear crossing of existing channels by pipelines and similar devices do not require a stability analysis of the channel provided the final cross sectional area of the stream remains the same. Where vegetation can be rapidly established by natural or artificial means, the allowable as-built velocity (regardless of type stability analysis) in the newly constructed channel may be increased by a maximum of 20%. The 20% 11-3 Return to TOC

16. Table 12-1 ALLOWABLE VELOCITIES FOR VARIOUS SOILS

SESC 2017, PDF p. 75

SOIL TEXTURE ALLOWABLE VELOCITY
(ft./sec.)
Sand
Sandy loam
Silt loam (also high lime clay), loam
Sandy clay loam
Clay loam
Clay, fine gravel, graded loam to gravel
Cobbles
Shale (non-weathered)		 1.8
2.5
3.0
3.5
4.0
5.0
5.5
6.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE 12-1 ALLOWABLE VELOCITIES FOR VARIOUS SOILS SOIL TEXTURE ALLOWABLE VELOCITY (ft./sec.) Sand 1.8 Sandy loam 2.5 Silt loam (also high lime clay), loam 3.0 Sandy clay loam 3.5 Clay loam 4.0 Clay, fine gravel, graded loam to gravel 5.0 Cobbles 5.5 Shale (non-weathered) 6.0 A. Horizontal Riprap Apron (fig. 12-1, 12-2) Apron Dimensions – unconfined outlet 1. The length and width of the apron shall be determined from the formulas: - For `TW < 0.5 * Do`: `La = 1.8 * (q / Do^0.5) + 7 * Do`; `Wa = 3 * Wo + La`. - For `TW ≥ 0.5 * Do`: `La = 3 * (q / Do^0.5)`; `Wa = 3 * Wo + 0.4 * La`. - In both branches, `q = Q / Wo`. Where Do is the maximum inside culvert height in feet, Wo is the maximum inside culvert width in feet, q is the unit discharge, = Q/Wo in cfs per foot for the conduit design storm or the 25 year storm, whichever is greater and La is the length of the apron determined from the formula and Wo is the culvert width. The width of the apron at the culvert outlet shall be at least 3 times the culvert width. 2. Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at least equal to the bottom width of the channel; and the structural lining shall extend at least one foot above the tailwater elevation but no lower than two-thirds of the vertical conduit dimension above the conduit invert. 3. The side slopes shall be 2:1 or flatter. 4. The bottom grade shall be 0.0% (level). 5. There shall be no over fall at the end of the apron or at the end of the culvert. 12-2 Return to TOC

17. Table on PDF page 79, item 1

SESC 2017, PDF p. 79

1 on 3
1 on 3 2 oW 3 Do 1 on 3
1 on 3
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Figure 12-3 Configuration of Preformed Scour Hole Preformed Scour Hole 1 on 3 A A 1 on 3 Wo 1 on 3 Wo 2 3 Do 1 on 3 PLAN Depth varies, = Do or 0.5 Do Do 3 1 Section A - A 12-6 Return to TOC

18. Table 15-1 Temporary and Permanent Diversion Sizing

SESC 2017, PDF p. 90

Diversion
Type		 Typical Area of protection Design Storm
Frequency		 Freeboard
Required
(ft)
Temporary Construction Areas (structures, roads, pipelines, etc.)
Building Sites		 2 years
5 years		 0.0
0.0
Permanent Agricultural Land
Urban Land Areas,
Play Fields, Recreation Areas, Agricultural Buildings,
etc.
Homes, schools, industrial buildings, etc.		 25 years
25 years
50 years		 0.3 ft.
0.3 ft
0.5 ft
Source context and notes Standards for Soil Erosion an d Sediment Control in New Jersey January 2014 September 1997 or subsequent editions. 2. USDA-NRCS Win TR-55 or Win TR-20. 3. U.S. Army Corps of Engineers HEC HMS 4. Other methods which produce similar results to the models listed above. The minimum size shall be that required to confine the peak runoff from the design storm plus required freeboard. The design storm and freeboard shall comply with the following table: Table 15-1 Temporary and Permanent Diversion Sizing Diversion Typical Area of protection Design Storm Freeboard Type Frequency Required (ft) Temporary Construction Areas (structures, roads, pipelines, etc.) 2 years 0.0 Building Sites 5 years 0.0 Permanent Agricultural Land 25 years 0.3 ft. Urban Land Areas, Play Fields, Recreation Areas, Agricultural Buildings, 25 years 0.3 ft etc. Homes, schools, industrial buildings, etc. 50 years 0.5 ft General Notes 1. Diverted runoff shall outlet onto an undisturbed stable area or onto an area that has been stabilized. 2. Periodic inspection and required maintenance must be provided. Velocity The maximum permissible velocity for design flow will be determined by the most erodible soil texture exposed and the type of vegetation expected and maintained in the channel. As a stable design, the diversion shall meet the following permissible velocity criteria and shall not be designed above 90% of critical flow ( Froude number = 0.90). The following table will be used in selecting maximum permissible velocities: 15-2 Return to TOC

19. Table 15-2 Maximum Permissible Velocity by Soil Type

SESC 2017, PDF p. 91

SOIL TEXTURE Maximum Permissible
Velocity (ft./sec.)
(velocities based on flow of clear water.)
Channel Vegetation
Non-Veg.* Veg.** Sod***
Sand
Silt loam, sandy loam, loamy sand, loam, and muck
Silty clay loam, sandy clay loam
Clay, clay loam, sandy clay, silty clay		 1.8
2.0
2.0
2.5		 2.0
2.0
2.5
3.0		 3.0
3.0
4.0
5.0
Source context and notes Standards for Soil Erosion an d Sediment Control in New Jersey January 2014 Table 15-2 Maximum Permissible Velocity by Soil Type Maximum Permissible SOIL TEXTURE Velocity (ft./sec.) (velocities based on flow of clear water.) Channel Vegetation Non-Veg.* Veg.** Sod*** Sand 1.8 2.0 3.0 Silt loam, sandy loam, loamy sand, loam, and muck 2.0 2.0 3.0 Silty clay loam, sandy clay loam 2.0 2.5 4.0 Clay, clay loam, sandy clay, silty clay 2.5 3.0 5.0 * Temporary Diversions ** Vegetated Channels - The minimum capacity and maximum velocity shall be determined by using the appropriate retardance factors listed below. See Appendix A6 for example and charts for use in design. Maximum allowable velocities for channels stabilized by seeding may be increased according to the type of Flexible Channel Liner used as shown in the Standard for Grassed Waterways . These velocities may be added to the allowable velocities shown above, except for sands. Agricultural Handbook No. 667, Stability Design of Grass-Lined Open Channels, may also be used to design grass lined diversions based on tractive stress. *** On well to excessively drained soils, the use of most cool season sod types will not survive without continued irrigation. Placement of sod in such areas must be approved by the District. Permanent Cover and Erosion Protection A permanent vegetative cover shall be established on all diversions in accordance with the Standard for Permanent Vegetative Cover for Soil Stabilization, or Standard for Permanent Stabilization with Sod. Where the season and other conditions may not be suitable for growing permanent erosion resistant cover, erosion protection will be provided in accordance with the Standard for Temporary Vegetative Cover for Soil Stabilization, or Standard for Stabilization with Mulch Only. Diversions that are not designed to have a permanent vegetative cover shall be designed for bare channel velocities and with flat side slopes to prevent channel and side slope erosion. Diversions that are designed to have a permanent vegetative cover shall be seeded from the toe of the back slope to the upstream side of the designed channel width plus any required filter strip. Other areas disturbed by diversion construction shall also be seeded. Vegetative Retardance Factors Minimum Capacity - “D” Maximum Allowable Velocity - “E” Tables to select channel dimensions are available in Chapters 7 and 9, Ref. #1, appendix A-11 Bare Channels - The minimum capacity and maximum velocity shall be determined by using Manning's formula with an "n" value of 0.025. 15-3 Return to TOC

20. Table 15-3 Roadbed Diversion Spacing by Slope

SESC 2017, PDF p. 95

Road Grade
(percent)		 Approximate Distance
Between Diversions (ft)		 Road Grade
(percent)		 Approximate Distance
Between Diversions (ft)
1
2
5
10		 400
245
125
80		 15
20
25
30		 60
50
40
35
Source context and notes Standards for Soil Erosion an d Sediment Control in New Jersey January 2014 Roadbed Diversions. Where the diversion will be temporarily used to direct water off a graded right of way onto stable areas (Figure 15- 3), and the only area draining toward the diversion is the roadbed itself, the following spacing and size may be used instead of preparing individual designs for each diversion. Table 15-3 Roadbed Diversion Spacing by Slope Road Grade Approximate Distance Road Grade Approximate Distance (percent) Between Diversions (ft) (percent) Between Diversions (ft) 1 400 15 60 2 245 20 50 5 125 25 40 10 80 30 35 Design Criteria: • parabolic section • 2 cfs or less flow rate • 1% slope (grade) on diversion • Top width: 12 feet • Depth: 0.6 feet (0.5’ depth + 0.1’ settlement), no freeboard 15-7 Return to TOC

21. Table 16-1 Dust Control Materials

SESC 2017, PDF p. 98

MATERIAL WATER
DILUTION		 TYPE OF
NOZZLE		 APPLY
GALLONS/ACR
E
Anionic asphalt emulsion 7:1 Coarse Spray 1200
Latex emulsion 12.5:1 Fine Spray 235
Resin in water 4:1 Fine Spray 300
Polyacrylamide (PAM) - spray on
Polyacrylamide (PAM) - dry spread		 Apply according to manufacturer’s instructions. May also be used as
an additive to sediment basins to flocculate and precipitate suspended
colloids. See Sediment Basin standard, p. 26-1
Acidulated Soy Bean Soap Stick None Coarse Spray 1200
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 16-1 Dust Control Materials MATERIAL WATER TYPE OF APPLY DILUTION NOZZLE GALLONS/ACR E Anionic asphalt emulsion 7:1 Coarse Spray 1200 Latex emulsion 12.5:1 Fine Spray 235 Resin in water 4:1 Fine Spray 300 Polyacrylamide (PAM) - spray on Apply according to manufacturer’s instructions. May also be used as Polyacrylamide (PAM) - dry spread an additive to sediment basins to flocculate and precipitate suspended colloids. See Sediment Basin standard, p. 26-1 Acidulated Soy Bean Soap Stick None Coarse Spray 1200 Tillage - To roughen surface and bring clods to the surface. This is a temporary emergency measure which should be used before soil blowing starts. Begin plowing on windward side of site. Chisel-type plows spaced about 12 inches apart and spring-toothed harrows are examples of equipment which may produce the desired effect. Sprinkling - Site is sprinkled until the surface is wet. Barriers - Solid board fences, snow fences, burlap fences, crate walls, bales of hay and similar material can be used to control air currents and soil blowing. Calcium Chloride - Shall be in the form of loose, dry granules or flakes fine enough to feed through commonly used spreaders at a rate that will keep surface moist but not cause pollution or plant damage. If used on steeper slopes, then use other practices to prevent washing into streams or accumulation around plants. Stone - Cover surface with crushed stone or coarse gravel. 16-2 Return to TOC

22. Table on PDF page 100, item 1

SESC 2017, PDF p. 100

TOTAL HEIGHT OF EMBANKMENT
(feet)		 TOP WIDTH
(feet)
up to 20 10
20 - 24 12
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Top width - The minimum top width shall be as follows: Embankment Height and Top Widths TOTAL HEIGHT OF EMBANKMENT TOP WIDTH (feet) (feet) up to 20 10 20 - 24 12 Side slopes - The combined upstream and downstream side slopes of the settled embankment shall not be less than five horizontal to one vertical, with neither slope steeper than 2:1. Slopes must be designed to be stable in all cases, even if flatter side slopes are required. Freeboard - The minimum elevation of the top of the settled embankment shall be 1.0 feet above the maximum water surface upstream during the total capacity design storm. Settlement - The design height of the embankment shall be increased by the amount needed to insure that after all settlement has taken place, the height of the embankment will equal or exceed the design height. This increase shall not be less than 5%, except where detailed soil testing and laboratory analysis shows a lesser amount is adequate. Length - If natural ground elevation is used for an emergency spillway, the constructed top elevation of the embankment shall extend at least 40 feet in both sides of the structure. Structure Spillways Chute and drop spillways shall be designed according to the principles set forth in the Engineering Field handbook for Conservation Practices, The National Engineering Handbook and other applicable USDA-NRCS publications and reports. Entrances to chutes and drop spillways will be protected against the force of flowing water at the interface between the structure’s entrance walls and the earthen embankment. Acceptable methods include rip rap and keying of the entrance walls into the embankment. Channels must not enter these structures at an angle where energy will be dissipated in a bend. The minimum capacity shall be that required to pass the peak flow expected from a design storm of the frequency and duration shown in Table 17-1 or 17-2, as applicable, less any reduction because of detention storage. Full flow structures are structures where the structure spillway plus an emergency spillway, if used, carry all the flow from the watershed. Typical full flow structures are drop spillways and rock chutes. Island structures are structures where flows larger than the structure spillway design flow spread out, and the larger flows are not significantly carried by the structure spillway. Typical island structures are pipe drop and hooded inlets. 17-2 Return to TOC

23. Table 17-1 MINIMUM CAPACITY OF FULL-FLOW STRUCTURES

SESC 2017, PDF p. 101

MINIMUM DESIGN STORM
DRAINAGE
AREA
(acre)		 VERTICAL
DROP
(feet)		 STRUCTURE SPILLWAY
CAPACITY FREQUENCY
(year)		 TOTAL
CAPACITY
FREQUENCY
(year)		 MINIMUM
DURATION
(hour)
250 or less 5 or less 5 10 24
500 or less 10 or less 10 25 24
all other all other 25 100 24
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE 17-1 MINIMUM CAPACITY OF FULL-FLOW STRUCTURES MINIMUM DESIGN STORM DRAINAGE VERTICAL STRUCTURE SPILLWAY TOTAL MINIMUM AREA DROP CAPACITY FREQUENCY CAPACITY DURATION (acre) (feet) (year) FREQUENCY (hour) (year) 250 or less 5 or less 5 10 24 500 or less 10 or less 10 25 24 all other all other 25 100 24 TABLE 17-2 MINIMUM CAPACITY OF ISLAND STRUCTURES MINIMUM DESIGN STORM DRAINAGE VERTICAL STRUCTURE SPILLWAY TOTAL MINIMUM AREA DROP CAPACITY FREQUENCY CAPACITY DURATION (acre) (feet) (year) FREQUENCY (hour) (year) 250 or less 5 or less 1 10 24 500 or less 10 or less 1 25 24 all other 1 year or channel 50 24 design capacity, whichever is higher Total Capacity Design Storm All structures shall have the capacity to pass the peak flow expected from the minimum design storm for total capacity in Tables 17-1 and 17-2, as applicable, less any reduction because of detention storage. This may be accomplished by using a structure spillway or a combination of structure spillway and emergency spillway. There shall not be damage to or erosion of the structure spillway or emergency spillway during passage of the total capacity design storm. Water flowing through an emergency spillway during the total capacity design storm must re-enter the channel without erosion. Emergency spillways may use natural ground or be constructed. Minimum design flow depth for natural ground emergency spillways is 0.3 feet. 17-3 Return to TOC

24. Table 17-2 MINIMUM CAPACITY OF ISLAND STRUCTURES

SESC 2017, PDF p. 101

MINIMUM DESIGN STORM
DRAINAGE
AREA
(acre)		 VERTICAL
DROP
(feet)		 STRUCTURE SPILLWAY
CAPACITY FREQUENCY
(year)		 TOTAL
CAPACITY
FREQUENCY
(year)		 MINIMUM
DURATION
(hour)
250 or less 5 or less 1 10 24
500 or less 10 or less 1 25 24
all other 1 year or channel
design capacity,
whichever is higher		 50 24
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE 17-1 MINIMUM CAPACITY OF FULL-FLOW STRUCTURES MINIMUM DESIGN STORM DRAINAGE VERTICAL STRUCTURE SPILLWAY TOTAL MINIMUM AREA DROP CAPACITY FREQUENCY CAPACITY DURATION (acre) (feet) (year) FREQUENCY (hour) (year) 250 or less 5 or less 5 10 24 500 or less 10 or less 10 25 24 all other all other 25 100 24 TABLE 17-2 MINIMUM CAPACITY OF ISLAND STRUCTURES MINIMUM DESIGN STORM DRAINAGE VERTICAL STRUCTURE SPILLWAY TOTAL MINIMUM AREA DROP CAPACITY FREQUENCY CAPACITY DURATION (acre) (feet) (year) FREQUENCY (hour) (year) 250 or less 5 or less 1 10 24 500 or less 10 or less 1 25 24 all other 1 year or channel 50 24 design capacity, whichever is higher Total Capacity Design Storm All structures shall have the capacity to pass the peak flow expected from the minimum design storm for total capacity in Tables 17-1 and 17-2, as applicable, less any reduction because of detention storage. This may be accomplished by using a structure spillway or a combination of structure spillway and emergency spillway. There shall not be damage to or erosion of the structure spillway or emergency spillway during passage of the total capacity design storm. Water flowing through an emergency spillway during the total capacity design storm must re-enter the channel without erosion. Emergency spillways may use natural ground or be constructed. Minimum design flow depth for natural ground emergency spillways is 0.3 feet. 17-3 Return to TOC

25. Table 18-1 Maximum Allowable Velocities by Soil Texture

SESC 2017, PDF p. 104

SOIL TEXTURE Maximum Allowable
Velocity (fps)
Seeded
Vegetation**		 Sod***
Sand
Silt loam, sandy loam, loamy sand, loam, muck
Silty clay loam, sandy clay loam
Clay, clay loam, sandy clay, silty clay		 2.0
2.0
2.5
3.0		 3.0
3.0
4.0
5.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Minimum capacity and maximum velocity shall be based on the 10 year frequency storm, unless a larger storm event is to be conveyed for reasons of safety, compatibility with other stormwater management measures etc. Velocity The maximum allowable velocity for design flow will be determined by the most erodible soil texture exposed and the type of vegetation expected and maintained in the channel. As a stable design the waterway shall meet the following allowable velocity criteria and shall not be designed within 10% of critical flow (Froude number = 0.90). . Table 18-1 Maximum Allowable Velocities by Soil Texture Maximum Allowable SOIL TEXTURE Velocity (fps) Seeded Sod*** Vegetation** Sand 2.0 3.0 Silt loam, sandy loam, loamy sand, loam, muck 2.0 3.0 Silty clay loam, sandy clay loam 2.5 4.0 3.0 5.0 Clay, clay loam, sandy clay, silty clay Maximum Allowable Velocities are based on flow of clear water. ** Maximum allowable velocities for channels stabilized by seeding may be increased according to the type of Flexible Channel Liner used as shown in the following table. These velocities may be added to the allowable velocities shown above, except for sands. ***On well to excessively drained soils, most cool season sod types will not survive without continued irrigation. Placement of sod in such areas must be approved by the District. Table 18-2 Classification of Flexible Channel Liners by Texas DOT “Class 2" Allowable Shear Incremental increase Flexible Channel Liner Stress2 in velocity Designation 1 (psf) (fps) Type "E" 0 to 2 1.0 Type "F" 0 to 4 1.5 Type "G" 0 to 6 2.0 Type "H" 0 to 8 3.0 Type “I” 0 to 10 4.0 Type “J” 0 to 12 5.0 1 Designations defined by Texas Department of Transportation Hydraulics and Erosion Control Laboratory Field Performance Testing of Selected Erosion Control Products (as amended or most current) Evaluation Cycle 2 Typically refers to maximum stress with a fully vegetated matting 18-2 Return to TOC

26. Table 18-2 Classification of Flexible Channel Liners by Texas DOT

SESC 2017, PDF p. 104

“Class 2"
Flexible Channel Liner
Designation 1		 Allowable Shear
Stress2
(psf)		 Incremental increase
in velocity
(fps)
Type "E"
Type "F"
Type "G"
Type "H"
Type “I”
Type “J”		 0 to 2
0 to 4
0 to 6
0 to 8
0 to 10
0 to 12		 1.0
1.5
2.0
3.0
4.0
5.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Minimum capacity and maximum velocity shall be based on the 10 year frequency storm, unless a larger storm event is to be conveyed for reasons of safety, compatibility with other stormwater management measures etc. Velocity The maximum allowable velocity for design flow will be determined by the most erodible soil texture exposed and the type of vegetation expected and maintained in the channel. As a stable design the waterway shall meet the following allowable velocity criteria and shall not be designed within 10% of critical flow (Froude number = 0.90). . Table 18-1 Maximum Allowable Velocities by Soil Texture Maximum Allowable SOIL TEXTURE Velocity (fps) Seeded Sod*** Vegetation** Sand 2.0 3.0 Silt loam, sandy loam, loamy sand, loam, muck 2.0 3.0 Silty clay loam, sandy clay loam 2.5 4.0 3.0 5.0 Clay, clay loam, sandy clay, silty clay Maximum Allowable Velocities are based on flow of clear water. ** Maximum allowable velocities for channels stabilized by seeding may be increased according to the type of Flexible Channel Liner used as shown in the following table. These velocities may be added to the allowable velocities shown above, except for sands. ***On well to excessively drained soils, most cool season sod types will not survive without continued irrigation. Placement of sod in such areas must be approved by the District. Table 18-2 Classification of Flexible Channel Liners by Texas DOT “Class 2" Allowable Shear Incremental increase Flexible Channel Liner Stress2 in velocity Designation 1 (psf) (fps) Type "E" 0 to 2 1.0 Type "F" 0 to 4 1.5 Type "G" 0 to 6 2.0 Type "H" 0 to 8 3.0 Type “I” 0 to 10 4.0 Type “J” 0 to 12 5.0 1 Designations defined by Texas Department of Transportation Hydraulics and Erosion Control Laboratory Field Performance Testing of Selected Erosion Control Products (as amended or most current) Evaluation Cycle 2 Typically refers to maximum stress with a fully vegetated matting 18-2 Return to TOC

27. Table 19-1 – Maximum Dry Bulk Densities (grams/cubic centimeter) by soil type

SESC 2017, PDF p. 111

Soil Type/Texture Bulk Density
(g/cc)
Coarse, Medium and Fine
Sands and Loamy Sands		 1.80
Very Fine Sand and Loamy
Very Fine Sand		 1.77
Sandy Loam 1.75
Loam, Sandy Clay Loam 1.70
Clay Loam 1.65
Sandy Clay 1.60
Silt, Silt Loam 1.55
Silty Clay Loam 1.50
Silty Clay 1.45
Clay 1.40
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2017 Table 19-1 – Maximum Dry Bulk Densities (grams/cubic centimeter) by soil type Soil Type/Texture Bulk Density (g/cc) Coarse, Medium and Fine 1.80 Sands and Loamy Sands Very Fine Sand and Loamy 1.77 Very Fine Sand Sandy Loam 1.75 Loam, Sandy Clay Loam 1.70 Clay Loam 1.65 Sandy Clay 1.60 Silt, Silt Loam 1.55 Silty Clay Loam 1.50 Silty Clay 1.45 Clay 1.40 Source: USDA Natural Resource Conservation Service, Soil Quality Information Sheet, Soil Quality Resource Concerns: Compaction, April 1996 5. Additional testing methods which comform to ASTM standards and specificaitons, and which produce a dry weight, soil bulk density measurement may be allowed subject to District approval. Procedures for Soil Compaction Mitigation If subgrade soils are determined to be excessively compacted by testing, as identified above, procedures shall be used to mitigate excessive soil compaction prior to placement of topsoil and establishment of permanent vegetative cover. Restoration of compacted soils shall be through deep scarification/tillage (6" minimum depth) where there is no danger to underground utilities (cables, irrigation systems, etc.) or in the alternative, another method as specified by a New Jersey Licensed Professional Engineer. Installation Requirements Timber, logs, brush, rubbish, rocks, stumps and vegetative matter which will interfere with the grading operation or affect the planned stability or fill areas shall be removed and disposed of according to the plan. Topsoil is to be stripped and stockpiled in amounts necessary to complete finish grading of all exposed areas requiring topsoil. See Standard for Topsoiling, pg. 8-1. Fill material is to be free of brush, rubbish, timber, logs, vegetative matter and stumps in amounts that will be detrimental to constructing stable fills. All structural fills shall be compacted as determined by structural engineering requirements for their intended purpose and as required to reduce slipping, erosion or excessive saturation. All disturbed areas shall be left with a neat and finished appearance and shall be protected from erosion. See Standards for Permanent Vegetative Cover for Soil Stabilization, pg. 4-1. Trees to be retained shall be protected if necessary in accordance with the Standard for Tree Protection During Construction, pg. 9-1. 19-4 Return to TOC

28. Table 20-1 Manning’s “n” Values for Various Channel Lining Materials

SESC 2017, PDF p. 113

LINING "n" VALUE
Concrete
Trowel finish
Float finish
Gunite
Cable or articulated block		 0.012 - 0.014
0.013 - 0.017
0.016 - 0.022
Specified by manufacturer
Flagstone 0.020 - 0.025
Wire Mesh Stone filled baskets 0.025
Riprap see the Standard for Riprap
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Design Criteria Capacity Capacity shall be computed using Manning's formula or water surface profile models such as HEC RAS with a coefficient of roughness "n" as follows: Table 20-1 Manning’s “n” Values for Various Channel Lining Materials LINING "n" VALUE Concrete Trowel finish 0.012 - 0.014 Float finish 0.013 - 0.017 Gunite 0.016 - 0.022 Cable or articulated block Specified by manufacturer Flagstone 0.020 - 0.025 Wire Mesh Stone filled baskets 0.025 Riprap see the Standard for Riprap Peak discharge values shall be determined by the following: 1. Rational Method - for peak discharge of uniform drainage areas as outlined in Technical Manual for Land Use Regulation Program, Bureau of Inland and Coastal Regulations Stream Encroachment Permits, Trenton, N.J. September 1997 or subsequent editions. 2. USDA-NRCS Win TR-55 or Win TR-20. 3. U.S. Army Corps of Engineers HEC HMS. 4. Other methods which produce similar results to the models listed above. Minimum capacity and velocity shall be based on the 10 year frequency storm unless a larger storm event is to be conveyed for reasons of safety, compatibility with other stormwater management measures, etc. Velocity Maximum design velocity shall be as shown below. Except for short transition sections, slopes in the range of 0.9 to 1.10 of the critical slope must be avoided. 20-2 Return to TOC

29. Table 20-2 Flow Depths and Velocities for Lined Waterway Design

SESC 2017, PDF p. 114

DESIGN FLOW DEPTH MAXIMUM VELOCITY
0.0 - 0.5'
0.5 - 1.0'
> 1.0'		 25 FPS
15 FPS
10 FPS
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 20-2 Flow Depths and Velocities for Lined Waterway Design DESIGN FLOW DEPTH MAXIMUM VELOCITY 0.0 - 0.5' 25 FPS 0.5 - 1.0' 15 FPS > 1.0' 10 FPS Lined waterways with velocities exceeding critical shall discharge into an energy dissipater to reduce velocity to less than critical. Cross-Section The cross-section shall be triangular, parabolic or trapezoidal. Monolithic concrete may be rectangular. Freeboard The minimum freeboard for lined waterways shall be 0.25 feet above design flow depth in areas where erosion resistant vegetation cannot be grown adjacent to the lined side slopes. No freeboard is required where good vegetation can be grown and is maintained. Side slope Steepest permissible side slopes, horizontal to vertical will be as follows: Table 20-3 Side Slopes for Corresponding Lining Materials LINING STEEPEST PERMISSIBLE SIDE SLOPE Non-Reinforced Concrete- Hand-placed, formed concrete vertical Height of lining 1.5 feet or less Hand-placed, screeded concrete or mortared in-place flagstone- Height of lining less than 2 feet 1 to 1 Height of lining more than 2 feet 2 to 1 Reinforced slip form concrete- Height of lining less than 3 feet 1 to 1 Rock riprap 2 to 1 20-3 Return to TOC

30. Table 20-3 Side Slopes for Corresponding Lining Materials

SESC 2017, PDF p. 114

LINING STEEPEST PERMISSIBLE
SIDE SLOPE
Non-Reinforced Concrete-
Hand-placed, formed concrete
Height of lining 1.5 feet or less		 vertical
Hand-placed, screeded concrete
or mortared in-place flagstone-
Height of lining less than 2 feet
Height of lining more than 2 feet		 1 to 1
2 to 1
Reinforced slip form concrete-
Height of lining less than 3 feet		 1 to 1
Rock riprap 2 to 1
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 20-2 Flow Depths and Velocities for Lined Waterway Design DESIGN FLOW DEPTH MAXIMUM VELOCITY 0.0 - 0.5' 25 FPS 0.5 - 1.0' 15 FPS > 1.0' 10 FPS Lined waterways with velocities exceeding critical shall discharge into an energy dissipater to reduce velocity to less than critical. Cross-Section The cross-section shall be triangular, parabolic or trapezoidal. Monolithic concrete may be rectangular. Freeboard The minimum freeboard for lined waterways shall be 0.25 feet above design flow depth in areas where erosion resistant vegetation cannot be grown adjacent to the lined side slopes. No freeboard is required where good vegetation can be grown and is maintained. Side slope Steepest permissible side slopes, horizontal to vertical will be as follows: Table 20-3 Side Slopes for Corresponding Lining Materials LINING STEEPEST PERMISSIBLE SIDE SLOPE Non-Reinforced Concrete- Hand-placed, formed concrete vertical Height of lining 1.5 feet or less Hand-placed, screeded concrete or mortared in-place flagstone- Height of lining less than 2 feet 1 to 1 Height of lining more than 2 feet 2 to 1 Reinforced slip form concrete- Height of lining less than 3 feet 1 to 1 Rock riprap 2 to 1 20-3 Return to TOC

31. Table 21-1 Non-Erosive Velocities for Point Discharges

SESC 2017, PDF p. 119

Maximum Stable Slope for Point Discharges
for Various Soils
Soil Type Perennial, Natural Vegetation
Maximum Slope (%)
Sands
Sandy loam
Silt loam, loam
Sandy clay loam
Clay loam
Graded loam to gravel		 1.8
2.0
2.5
3.5
5.0
8.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Point of Discharge - Methods for Achieving Stability 1. No well-defined waterway below the point of discharge: Stability cannot be achieved by the allowable velocity method since there can be no determination where the runoff will concentrate. A land-form not previously subjected to concentrated water flow will become unstable. Stability can be achieved by one of the following alternatives: a. Retain pre-existing runoff characteristics. Do not increase the amount and rate of runoff for the development and do not concentrate flows. b. Where there is no well defined channel, no sandy condition, no trees or brush to substantially concentrate the flows and it can be reasonably assumed that the flow will disperse over a broad area. The combinations of slopes and soils in table 21-1 and the following criteria are considered stable for flows of 10cfs or less for a 25 year, 24hr design storm. Table 21-1 Non-Erosive Velocities for Point Discharges Maximum Stable Slope for Point Discharges for Various Soils Soil Type Perennial, Natural Vegetation Maximum Slope (%) Sands 1.8 Sandy loam 2.0 Silt loam, loam 2.5 Sandy clay loam 3.5 Clay loam 5.0 Graded loam to gravel 8.0 Stability Criteria (in conjunction with table 21-1) i. The maximum discharge rate shall be 10 cfs or less for the twenty-five (25) year storm. ii. Multiple outlets may be utilized to reduce individual outlet flow rates to levels below the thresholds noted above. Outlets should be spaced no closer than 50 ft horizontally to avoid re-mixing of flows iii. Flow over the outlet area shall be less than 0.5 cfs/ft. Designers shall not design excessive widths which will cause flows to concentrate. iv. Conduit outlet protection shall be provided in accordance with that Standard and may include: flat aprons, preformed scour holes, impact basins, stilling wells, plunge pools, etc. Level spreaders are not an acceptable design. v. Topography shows broad uniform outlet area where flows will not concentrate. 21-4 Return to TOC

32. Table on PDF page 126, item 1

SESC 2017, PDF p. 126

GABION THICKNESS
(ft.)		 MAXIMUM VELOCITY
(ft./sec.)
1/2
3/4
1		 6
11
14
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 GABION THICKNESS MAXIMUM VELOCITY (ft.) (ft./sec.) 1/2 6 3/4 11 1 14 3. The Manning's "n" value used for gabions shall be 0.025. 4. The wire mesh structures are not exposed to abrasion from sand or gravel transported by moving water. 5. Plastic coated wire shall be used. 6. All wire mesh structures placed against the bottom of a channel shall be underlain by geotextile or a gravel filter designed according to the limits outlined in Table 22-1. 7. The rock used to fill basket structures shall be 4" to 7" angular, block-shaped rock. For wire mesh “mattress” structures, 3" to 4" stone may be used provided the mesh opening is small enough to contain the stone. Smaller stone will provide more stone “layers” in the mattress where larger stone would not sufficiently fill the structure’s void space Table 22-2 Maximum Gabion Slope by Soil Texture Soil Texture Erosive Velocity, VE Maximum Allowable Bottom (fps) Slope (ft./ft.) using geotextile Fabrics* Sandy Loam 2.5 0.029 Silt Loam 3.0 0.041 Sandy Clay Loam 3.5 0.056 Clay Loam 4.0 0.074 Clay, fine gravel, graded loam to gravel 5.0 0.115 Cobbles 5.5 0.139 *For bottom slopes steeper than those shown, a properly designed gravel filter shall be placed under the gabions. Sand, gravel, or stone filters placed under wire mesh basket structures shall meet the filter requirements shown on page 22-3. Concrete Revetment Blocks Concrete revetment blocks are precast interlocking or cabled concrete grids designed for soil stabilization. Concrete revetment blocks may be used when all the following conditions are met: 1. The design storm shall be the same as that required for riprap. 22-5 Return to TOC

33. Table 22-2 Maximum Gabion Slope by Soil Texture

SESC 2017, PDF p. 126

Soil Texture Erosive Velocity, VE
(fps)		 Maximum Allowable Bottom
Slope (ft./ft.) using geotextile
Fabrics*
Sandy Loam
Silt Loam
Sandy Clay Loam
Clay Loam
Clay, fine gravel, graded loam to gravel
Cobbles		 2.5
3.0
3.5
4.0
5.0
5.5		 0.029
0.041
0.056
0.074
0.115
0.139
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 GABION THICKNESS MAXIMUM VELOCITY (ft.) (ft./sec.) 1/2 6 3/4 11 1 14 3. The Manning's "n" value used for gabions shall be 0.025. 4. The wire mesh structures are not exposed to abrasion from sand or gravel transported by moving water. 5. Plastic coated wire shall be used. 6. All wire mesh structures placed against the bottom of a channel shall be underlain by geotextile or a gravel filter designed according to the limits outlined in Table 22-1. 7. The rock used to fill basket structures shall be 4" to 7" angular, block-shaped rock. For wire mesh “mattress” structures, 3" to 4" stone may be used provided the mesh opening is small enough to contain the stone. Smaller stone will provide more stone “layers” in the mattress where larger stone would not sufficiently fill the structure’s void space Table 22-2 Maximum Gabion Slope by Soil Texture Soil Texture Erosive Velocity, VE Maximum Allowable Bottom (fps) Slope (ft./ft.) using geotextile Fabrics* Sandy Loam 2.5 0.029 Silt Loam 3.0 0.041 Sandy Clay Loam 3.5 0.056 Clay Loam 4.0 0.074 Clay, fine gravel, graded loam to gravel 5.0 0.115 Cobbles 5.5 0.139 *For bottom slopes steeper than those shown, a properly designed gravel filter shall be placed under the gabions. Sand, gravel, or stone filters placed under wire mesh basket structures shall meet the filter requirements shown on page 22-3. Concrete Revetment Blocks Concrete revetment blocks are precast interlocking or cabled concrete grids designed for soil stabilization. Concrete revetment blocks may be used when all the following conditions are met: 1. The design storm shall be the same as that required for riprap. 22-5 Return to TOC

34. Table on PDF page 134, item 1

SESC 2017, PDF p. 134

Curve22
CURVE 21-5
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Curve 22-4 CURVECurve22-521-5 22-13 Return to TOC

35. Table on PDF page 142, item 1

SESC 2017, PDF p. 142
0.322 1
D 5 0 = 2.9459 (lbs)
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Curve 22-7 d50 Stone Size by Stone Weight, lbs (for stone weighing 165lbs/ft3) 30.0 25.0 20.0 in 15.0 50, d 10.0 5.0 D50 = 2.9459(lbs)0.3221 0.0 1 10 100 1000 Weight, lbs 22-21 Return to TOC

36. Table on PDF page 150, item 1

SESC 2017, PDF p. 150

LAND USE AVERAGE ANNUAL EROSION
Wooded areas
Developed urban areas, grassed areas, pastures, hay
fields, abandoned fields with good cover
Clean tilled cropland (corn, soybeans, etc.)
Construction areas		 0.2 ton/ac/yr
1.0 ton/ac/yr
10 ton/ac/yr
50 ton/ac/yr
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 1. Trap Efficiency Trap efficiency is the amount, in percent, of the sediment delivered to the sediment basin that will remain in the basin. The sediment basin shall have adequate volume below the crest of the emergency spillway to have an actual trap efficiency of at least 70% at the start of its useful life using Curve 26-1 and with: C = total capacity of the sediment basin up to the crest elevation of the emergency spillway in acre feet. I = average annual surface runoff from Figure 26-1 converted to units of acre feet. For a normally dry sediment basin, the actual trap efficiency is reduced 10% where the incoming sediment is predominately silt, clay, or fine grained. Therefore, enter Curve 26-1 with 80% trap efficiency to achieve 70% actual trap efficiency. For a normally dry sediment basin, the actual trap efficiency is reduced 5% where the incoming sediment is sand or coarse grained. Therefore, enter Curve 26-1 with 75% trap efficiency to achieve 70% actual trap efficiency. 2. Sediment Storage Capacity plus 2 Year Storm Runoff Volume The sediment storage capacity of a sediment basin shall equal the volume of sediment expected to be trapped at the site during the planned useful life of the sediment basin. Where it is determined that periodic removal of sediment is practicable, the sediment storage capacity may be proportionately reduced. Planned periodic removal of sediment shall not be more frequent than once a year. The capacity shall be determined by one of the following methods: Provide sediment storage based on the following formula and figures: V = (DA)(A)(DR)(TE)(1/γs) (2,000 lbs./tons)(1/43560 sq. ft./Ac.) where: V = the volume of sediment trapped in Ac. ft./yr. DA = the total drainage area in acres. A = the average annual erosion in tons per acre per year using the values below for the listed land use Average Annual Erosion by Land Use Type LAND USE AVERAGE ANNUAL EROSION Wooded areas 0.2 ton/ac/yr Developed urban areas, grassed areas, pastures, hay 1.0 ton/ac/yr fields, abandoned fields with good cover Clean tilled cropland (corn, soybeans, etc.) 10 ton/ac/yr Construction areas 50 ton/ac/yr DR = the delivery ratio determined from Curve 26-2 TE = the trap efficiency as determined above. γ = the estimated sediment density in the sediment basin in lbs/cu. ft. (See Table 26-1). γs = the submerged density in a wet sediment pool. γa = the aerated density in a normally dry sediment pool. 24-4 Return to TOC

37. Table 24-1 Soil Densities by Soil Type

SESC 2017, PDF p. 151

SOIL TEXTURE γs
Submerged
(lbs./cu.ft.)		 γs
Aerated
(lbs./cu.ft.)
Clay
Silt
Clay-silt mixtures (equal parts)
Sand-silt mixtures (equal parts)
Clay-silt-sand mixtures (equal parts)
Sand
Gravel
Poorly sorted sand and gravel		 40-60
55-75
40-65
75-95
50-80
85-100
85-125
95-130		 60-80
75-85
65-85
95-100
80-100
85-100
85-125
95-130
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE 24-1 Soil Densities by Soil Type SOIL TEXTURE γs γs Submerged Aerated (lbs./cu.ft.) (lbs./cu.ft.) Clay 40-60 60-80 Silt 55-75 75-85 Clay-silt mixtures (equal parts) 40-65 65-85 Sand-silt mixtures (equal parts) 75-95 95-100 Clay-silt-sand mixtures (equal parts) 50-80 80-100 Sand 85-100 85-100 Gravel 85-125 85-125 Poorly sorted sand and gravel 95-130 95-130 The NRCS Type III 2 year Storm Runoff Volume draining to the Sediment Basin shall be added to the Sediment Storage Capacity to arrive at the total storage volume for the Sediment Basin under this criteria. B. Sediment Basin Outlets: 1. Dewatering Hole: If the sediment basin is de-watered by using a hole in the riser: a. The elevation of the hole shall be the elevation that results in 50% actual trap efficiency in the basin. The value for C used to determine the 50% actual trap efficiency is the capacity of the basin between the bottom of the basin and the invert of the dewatering hole. The riser shall be completely watertight except for the inlet at the top and one hole 4 inches or less in diameter to de-water the basin. b. The sediment shall be removed from the basin when the sediment reaches the elevation of the bottom of the hole. c. A ‘skimmer” or “floating riser” may be utilized to draw down cleaner water from the water surface. The flexible connection to the outlet control structure must be water tight. Provision must be made to prevent the skimmer from resting on the basin floor when the pool has been completely drained. See Appendix A-7 for general details. If the Sediment Basin has a permanent pool: a. De-watering the Sediment Basin - Sediment basins with a permanent pool of water trap sediment more effectively than basins that are normally dry and usually create less of a mosquito problem and safety hazard. Therefore, a sediment basin with a permanent pool is usually a better design than a normal dry sediment basin. If a normally dry or partially dry sediment basin is planned, the basin shall be de-watered by methods depicted above and in appendix A7. If the sediment basin is de-watered by using a subsurface drain, it shall be in accordance with the Subsurface Drain Standard, pg. 32-1 and appendix A-7. A flocculent such as “PAM” (Polyacrylamide) may be added to the basin in accordance with manufacturer’s instructions to remove fine suspended colloidal material prior to dewatering. All 24-5 Return to TOC

38. Table 24-2 Minimum Design Storm

SESC 2017, PDF p. 153

DRAINAGE AREA
(acres)		 FREQUENCY
(years)		 MINIMUM DURATION*
(hours)
less than 20
21 - 49
over 49		 10
25
100		 24
24
24
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 24-2 Minimum Design Storm DRAINAGE AREA FREQUENCY MINIMUM DURATION* (acres) (years) (hours) less than 20 10 24 21 - 49 25 24 over 49 100 24 *For use by USDA-NRCS methods only. Disposal The sediment basin plans shall indicate the method(s) of disposing of the sediment removed from the basin. The sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the basin, in or adjacent to a stream or floodplain or in wetlands. The plans shall also show the method of removal of the sediment basin after the drainage area is stabilized, and shall include the stabilizing of the sediment basin site. Water lying over the trapped sediment shall be removed from the basin by pumping, cutting the top of the riser, or other appropriate method prior to removing or breaching the embankment. Sediment shall not be allowed to flush into the stream or drainage way. Sediment shall be removed from the basin for maintenance purposes when the sediment level reaches the 50 % Trap Efficiency elevation. The elevation shall be identified either by the invert elevation of the 50 % Trap Efficiency dewatering hole (if one is used) or by a marker which shall be visible from the basin edge. Safety - This portion of the Standard is for guidance only. Sediment basins attract children and can be very dangerous. Local County or State ordinances and regulations regarding health and safety must be adhered to. Maintenance The plans shall indicate who is responsible for operation and maintenance during the life of the sediment basin. 24-7 Return to TOC

39. Table 25-1 Flumes with Trapezoidal and Rectangular Sections

SESC 2017, PDF p. 158

Bottom Widths And Drainage Area For
Trapezoidal Flumes With Flow Depths Equal
to 10 Inches
Bottom Width
(feet)		 Drainage Area
(acres)
2
4
6
8
10
12		 7
10
13
16
19
24
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 If a minimum of 75% of the drainage area will have a good grass or woodland cover throughout the life of the structure, the drainage areas listed in Tables 25-1 and 25-2 may be increased by 50%. If a minimum of 75% of the drainage area will have a good mulch cover throughout the life of the structure, the drainage area listed in Tables 25- 1 and 25-2 may be increased by 25%. Flumes with dimensions and associated drainage areas other than those shown in this standard shall be designed on an individual job basis. Capacities shall be determined by acceptable hydrologic and hydraulic computations, as noted under Pipe Drops of this Standard. TABLE 25-1 FLUMES WITH TRAPEZOIDAL AND RECTANGULAR SECTIONS Bottom Widths And Drainage Area For Bottom Widths And Drainage Area For Trapezoidal Flumes With Flow Depths Equal Rectangular Flumes With Flow Depths Equal to 10 Inches to 10 Inches Bottom Width Drainage Area Bottom Width Drainage Area (feet) (acres) (feet) (acres) 2 7 2 3 4 10 4 5 6 13 6 10 8 16 8 13 10 19 10 16 12 24 12 20 Dikes to be 2.5 feet in height above flume entrance. TABLE 25-2 FLUMES WITH PARABOLIC SECTIONS Depths Equal to 1 Foot Depths Equal to 1.5 Feet Top Width Drainage Area Top Width Drainage Area (feet) (acres) (feet) (acres) 4 3 4 4 6 4 6 5 8 5 8 5 10 6 10 7 12 7 12 8 14 8 14 10 16 11 Dikes to be 2.5 feet in height above flume entrance 25-2 Return to TOC

40. Table 25-1 Flumes with Trapezoidal and Rectangular Sections

SESC 2017, PDF p. 158

Bottom Widths And Drainage Area For
Rectangular Flumes With Flow Depths Equal
to 10 Inches
Bottom Width
(feet)		 Drainage Area
(acres)
2
4
6
8
10
12		 3
5
10
13
16
20
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 If a minimum of 75% of the drainage area will have a good grass or woodland cover throughout the life of the structure, the drainage areas listed in Tables 25-1 and 25-2 may be increased by 50%. If a minimum of 75% of the drainage area will have a good mulch cover throughout the life of the structure, the drainage area listed in Tables 25- 1 and 25-2 may be increased by 25%. Flumes with dimensions and associated drainage areas other than those shown in this standard shall be designed on an individual job basis. Capacities shall be determined by acceptable hydrologic and hydraulic computations, as noted under Pipe Drops of this Standard. TABLE 25-1 FLUMES WITH TRAPEZOIDAL AND RECTANGULAR SECTIONS Bottom Widths And Drainage Area For Bottom Widths And Drainage Area For Trapezoidal Flumes With Flow Depths Equal Rectangular Flumes With Flow Depths Equal to 10 Inches to 10 Inches Bottom Width Drainage Area Bottom Width Drainage Area (feet) (acres) (feet) (acres) 2 7 2 3 4 10 4 5 6 13 6 10 8 16 8 13 10 19 10 16 12 24 12 20 Dikes to be 2.5 feet in height above flume entrance. TABLE 25-2 FLUMES WITH PARABOLIC SECTIONS Depths Equal to 1 Foot Depths Equal to 1.5 Feet Top Width Drainage Area Top Width Drainage Area (feet) (acres) (feet) (acres) 4 3 4 4 6 4 6 5 8 5 8 5 10 6 10 7 12 7 12 8 14 8 14 10 16 11 Dikes to be 2.5 feet in height above flume entrance 25-2 Return to TOC

41. Table 25-2 Flumes with Parabolic Sections

SESC 2017, PDF p. 158

Depths Equal to 1 Foot
Top Width
(feet)		 Drainage Area
(acres)
4
6
8
10
12
14		 3
4
5
6
7
8
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 If a minimum of 75% of the drainage area will have a good grass or woodland cover throughout the life of the structure, the drainage areas listed in Tables 25-1 and 25-2 may be increased by 50%. If a minimum of 75% of the drainage area will have a good mulch cover throughout the life of the structure, the drainage area listed in Tables 25- 1 and 25-2 may be increased by 25%. Flumes with dimensions and associated drainage areas other than those shown in this standard shall be designed on an individual job basis. Capacities shall be determined by acceptable hydrologic and hydraulic computations, as noted under Pipe Drops of this Standard. TABLE 25-1 FLUMES WITH TRAPEZOIDAL AND RECTANGULAR SECTIONS Bottom Widths And Drainage Area For Bottom Widths And Drainage Area For Trapezoidal Flumes With Flow Depths Equal Rectangular Flumes With Flow Depths Equal to 10 Inches to 10 Inches Bottom Width Drainage Area Bottom Width Drainage Area (feet) (acres) (feet) (acres) 2 7 2 3 4 10 4 5 6 13 6 10 8 16 8 13 10 19 10 16 12 24 12 20 Dikes to be 2.5 feet in height above flume entrance. TABLE 25-2 FLUMES WITH PARABOLIC SECTIONS Depths Equal to 1 Foot Depths Equal to 1.5 Feet Top Width Drainage Area Top Width Drainage Area (feet) (acres) (feet) (acres) 4 3 4 4 6 4 6 5 8 5 8 5 10 6 10 7 12 7 12 8 14 8 14 10 16 11 Dikes to be 2.5 feet in height above flume entrance 25-2 Return to TOC

42. Table 25-2 Flumes with Parabolic Sections

SESC 2017, PDF p. 158

Depths Equal to 1.5 Feet
Top Width
(feet)		 Drainage Area
(acres)
4
6
8
10
12
14
16		 4
5
5
7
8
10
11
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 If a minimum of 75% of the drainage area will have a good grass or woodland cover throughout the life of the structure, the drainage areas listed in Tables 25-1 and 25-2 may be increased by 50%. If a minimum of 75% of the drainage area will have a good mulch cover throughout the life of the structure, the drainage area listed in Tables 25- 1 and 25-2 may be increased by 25%. Flumes with dimensions and associated drainage areas other than those shown in this standard shall be designed on an individual job basis. Capacities shall be determined by acceptable hydrologic and hydraulic computations, as noted under Pipe Drops of this Standard. TABLE 25-1 FLUMES WITH TRAPEZOIDAL AND RECTANGULAR SECTIONS Bottom Widths And Drainage Area For Bottom Widths And Drainage Area For Trapezoidal Flumes With Flow Depths Equal Rectangular Flumes With Flow Depths Equal to 10 Inches to 10 Inches Bottom Width Drainage Area Bottom Width Drainage Area (feet) (acres) (feet) (acres) 2 7 2 3 4 10 4 5 6 13 6 10 8 16 8 13 10 19 10 16 12 24 12 20 Dikes to be 2.5 feet in height above flume entrance. TABLE 25-2 FLUMES WITH PARABOLIC SECTIONS Depths Equal to 1 Foot Depths Equal to 1.5 Feet Top Width Drainage Area Top Width Drainage Area (feet) (acres) (feet) (acres) 4 3 4 4 6 4 6 5 8 5 8 5 10 6 10 7 12 7 12 8 14 8 14 10 16 11 Dikes to be 2.5 feet in height above flume entrance 25-2 Return to TOC

43. Table on PDF page 161, item 1

SESC 2017, PDF p. 161

Soil type Maximum Slope (percent)
Sand 7
Sandy Loam 8
Loam, Silt Loam 8
Sandy Clay Loam 8
Clay Loam, Silty Clay, Clay 8
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 For receiving slopes with contributing drainage areas that exceed the thresholds defined in Chapter 9.10 of the BMP Manual, a properly designed slope protection structure must be provided in accordance with this Standard If flows are to be directed and controlled via curb cuts, scuppers or other methods which will result in the concentration of flows., then a properly designed slope protection structure must be provided in accordance with this Standard. Maximum slopes for unconcentrated flows from paved surfaces (reproduced from NJDEP BMP Manual Table 9.10-2) Soil type Maximum Slope (percent) Sand 7 Sandy Loam 8 Loam, Silt Loam 8 Sandy Clay Loam 8 Clay Loam, Silty Clay, Clay 8 25-5 Return to TOC

44. Table 26-1 - Estimating Manning’s "n" for Soil Bioengineering practices

SESC 2017, PDF p. 169

Bioengineering System Manning’s "n" values*
Installation
condition
(stability)		 Mature
condition
(capacity)
Conventional vegetation (use of the retardance method is required
for designing grass lining)		 0.025 0.055
Live Staking
Live Facines (wattling bundles)
Branchpacking
Brushmattress
Live Cribwall (similar to wire-mesh baskets in hydraulic effects)		 0.025 0.1
Joint Planting see riprap
standard		 see riprap
standard
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 26-1 - Estimating Manning’s "n" for Soil Bioengineering practices Manning’s "n" values* Bioengineering System Installation Mature condition condition (stability) (capacity) Conventional vegetation (use of the retardance method is required 0.025 0.055 for designing grass lining) Live Staking 0.025 0.1 Live Facines (wattling bundles) Branchpacking Brushmattress Live Cribwall (similar to wire-mesh baskets in hydraulic effects) Joint Planting see riprap see riprap standard standard * Does not consider channel alignment, obstructions etc. Based on non-gravel soils. See Appendix 8, supplement “A” for additional guidance for selecting “n” values Maximum allowable velocities for bankfull and out of bank discharges (fig. 26-2) shall be based on allowable soil velocities found in Table 26-2. These velocities are based on the use of an acceptable erosion control matting in conjunction with the bioengineering system. Every reach shall be individually designed unless all reaches are designed for the worst cases for velocity and capacity (lowest allowable velocity, steepest slope). Bioengineering designs must begin and end in a stable channel section. Design procedures may be evaluated according to channel conditions represented in Table 26-3, below. Table 26-2 - Maximum Allowable Velocities for Bioengineering Soil Texture Velocity (fps) with matting 1 Sand 2 Silt loam, sandy loam, loamy sand, loam and muck 5 Silty clay loam, sandy clay loam 5.5 Clay, clay loam, sandy clay, silty clay 6 1. All Soil Bioengineering Application designs shall incorporate a an erosion control blanket or flexible channel liner over seeded areas and shall be integrated into the measure in accordance with USDA EFH Chapters 16 and/or 18. The flexible channel liner shall be selected based on the design requirements for the planned bioengineering application. 26-5 Return to TOC

45. Table 26-2 - Maximum Allowable Velocities for Bioengineering

SESC 2017, PDF p. 169

Soil Texture Velocity (fps) with matting 1
Sand
Silt loam, sandy loam, loamy sand, loam and muck
Silty clay loam, sandy clay loam
Clay, clay loam, sandy clay, silty clay		 2
5
5.5
6
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 26-1 - Estimating Manning’s "n" for Soil Bioengineering practices Manning’s "n" values* Bioengineering System Installation Mature condition condition (stability) (capacity) Conventional vegetation (use of the retardance method is required 0.025 0.055 for designing grass lining) Live Staking 0.025 0.1 Live Facines (wattling bundles) Branchpacking Brushmattress Live Cribwall (similar to wire-mesh baskets in hydraulic effects) Joint Planting see riprap see riprap standard standard * Does not consider channel alignment, obstructions etc. Based on non-gravel soils. See Appendix 8, supplement “A” for additional guidance for selecting “n” values Maximum allowable velocities for bankfull and out of bank discharges (fig. 26-2) shall be based on allowable soil velocities found in Table 26-2. These velocities are based on the use of an acceptable erosion control matting in conjunction with the bioengineering system. Every reach shall be individually designed unless all reaches are designed for the worst cases for velocity and capacity (lowest allowable velocity, steepest slope). Bioengineering designs must begin and end in a stable channel section. Design procedures may be evaluated according to channel conditions represented in Table 26-3, below. Table 26-2 - Maximum Allowable Velocities for Bioengineering Soil Texture Velocity (fps) with matting 1 Sand 2 Silt loam, sandy loam, loamy sand, loam and muck 5 Silty clay loam, sandy clay loam 5.5 Clay, clay loam, sandy clay, silty clay 6 1. All Soil Bioengineering Application designs shall incorporate a an erosion control blanket or flexible channel liner over seeded areas and shall be integrated into the measure in accordance with USDA EFH Chapters 16 and/or 18. The flexible channel liner shall be selected based on the design requirements for the planned bioengineering application. 26-5 Return to TOC

46. Table 26-3 – Design Approach based on Channel Boundary Conditions

SESC 2017, PDF p. 170

Channel Boundary Condition Design Consideration Approach
Significant sediment load and moveable channel
boundaries		 Alluvial channel design techniques
Boundary material smaller than sand size Allowable Velocity
Boundary material larger than sand size Allowable shear stress
Boundary material does not act as discrete
particles		 Tractive Power
No base flow in channel. Climate can support
permanent vegetation		 Grass lined (retardance) / tractive stress
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Figure 26-2: Terminology in Channel Flow Descriptions Table 26-3 – Design Approach based on Channel Boundary Conditions Channel Boundary Condition Design Consideration Approach Significant sediment load and moveable channel Alluvial channel design techniques boundaries Boundary material smaller than sand size Allowable Velocity Boundary material larger than sand size Allowable shear stress Boundary material does not act as discrete Tractive Power particles No base flow in channel. Climate can support Grass lined (retardance) / tractive stress permanent vegetation Toe Protection at Base Flow Elevation - Toe protection is to be provided on all streambank stabilization projects. Methods of providing toe protection may consist of a fiber roll revetment (coir log) adequately anchored or a structural revetment such as rock rip rap. Fiber roll revetments have a design life of 5 years and are suitable for sites where there is a high probability that vegetation, once established, will be adequate for stabilizing the toe zone. In general, this will be in lower velocity channels where adjacent reaches indicate vegetation alone will be adequate. Riprap for toe protection shall be designed using the bankfull or design discharge velocity using procedures in the Standard for Riprap, pg. 22-1 26-6 Return to TOC

47. Table 26-3 - Summary of Streambank /Upland Slope Bioengineering Protection Measures

SESC 2017, PDF p. 172

System
Type		 Zone of
Application 1
- Base Flow
- Base to Top
- Out of Bank		 Types of erosion
problems for which the
system is suitable		 Comments and
Restrictions
Live stake Base to Top
Out of Bank		 bank scour,
overbank runoff		 suitable for small, simple erosion
problems when used in
conjunction with other systems.
Live fascine Base to Top, Out
of Bank		 general bank scour-,
overbank runoff		 useful for moderate to severe
erosion-, should not be used on
bank faces longer than 15 ft, after
sloping.
Branchpacking Base to Top, Out
of Bank		 local bank scour, gullies
eroded by overbank
runoff		 restricted to repair of small
sites(maximum depth = 4.0 ft.)
Vegetated
Geogrid		 All Zones toe erosion, local bank
scour		 useful on steep slopes (up to
0.5H: IV) where space is
limited/generally restricted to
heights not exceeding 6 ft. overall
Live cribwall All Zones local bank scour,
toe erosion
(requires structural
toe protection)
Joint planting Base to Top, Out
of Bank		 see riprap standard see riprap standard
Brushmattress Base to Top, Out
of Bank		 local and general bank
scour; debris gouging		 generally used on 3H: 1V graded
slopes restricted to sites of 50
linear feet or less
Conventional
vegetation		 Base to Top, Out
of Bank		 general & local
bank scour		 See Table 26-2 for velocity
restrictions
Tree revetment Base to Top general bank
scour		 Provides temporary protection,
susceptible to damage by flooding
debris and beavers
Riprap
(incl. wire-mesh
baskets)		 All Zones local & general
bank scour, toe erosion		 All headcutting and general bed
degradation by erosion must have
armored protection
Coir (coconut
fiber) Logs		 Base, Base to Top toe erosion Must be 2/3 submerged in water
to be an effective rooting medium.
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 26-3 - Summary of Streambank /Upland Slope Bioengineering Protection Measures System Zone of Types of erosion Comments and Type Application 1 problems for which the Restrictions - Base Flow system is suitable - Base to Top - Out of Bank Live stake Base to Top bank scour, suitable for small, simple erosion Out of Bank overbank runoff problems when used in conjunction with other systems. Live fascine Base to Top, Out general bank scour-, useful for moderate to severe of Bank overbank runoff erosion-, should not be used on bank faces longer than 15 ft, after sloping. Branchpacking Base to Top, Out local bank scour, gullies restricted to repair of small of Bank eroded by overbank sites(maximum depth = 4.0 ft.) runoff Vegetated All Zones toe erosion, local bank Geogrid scour useful on steep slopes (up to 0.5H: IV) where space is Live cribwall All Zones local bank scour, limited/generally restricted to toe erosion heights not exceeding 6 ft. overall (requires structural toe protection) Joint planting Base to Top, Out see riprap standard see riprap standard of Bank Brushmattress Base to Top, Out local and general bank generally used on 3H: 1V graded of Bank scour; debris gouging slopes restricted to sites of 50 linear feet or less Conventional Base to Top, Out general & local See Table 26-2 for velocity vegetation of Bank bank scour restrictions Tree revetment Base to Top general bank Provides temporary protection, scour susceptible to damage by flooding debris and beavers Riprap All Zones local & general All headcutting and general bed (incl. wire-mesh bank scour, toe erosion degradation by erosion must have baskets) armored protection Coir (coconut Base, Base to Top toe erosion Must be 2/3 submerged in water fiber) Logs to be an effective rooting medium. 1. See Figure 26-1 for description of zones. 26-8 Return to TOC

48. Table 26-4: Types of Erosion And Causes of Erosion

SESC 2017, PDF p. 176

Table 26-4: Types of Erosion And Causes of Erosion
Type of Erosion Causes
Toe erosion and upper
bank failure		 Removal of unconsolidated or noncohesive lower materials, especially bank
failure along outside bends. Widespread toe erosion may be associated with
bed lowering.
General bed
degradation (Bed scour
over extended
channelization,
reaches)		 Changes in stream gradient due to factors such as lowering of stream base
level due to lake or tailwater fluctuations, stream or stream relocation.
Increased stream discharge due to flow diversion or watershed changes such as
urbanization.
Headcutting In streams undergoing bed degradation, headcuts often develop at locations
where more resistant materials outcrop in the stream channel. Headcuts may
develop at a stream mouth when base level is lowered suddenly due to
dredging, erosion or draining of a lake.
Middle and upper
general bank scour		 Increased discharge resulting from watershed changes; increased flow
velocities caused by reduction in channel roughness or increased gradients;
removal or loss of bank vegetation.
Local streambank scour Scour of local lenses or deposits of unconsolidated material, erosion by
secondary currents caused by flow obstructions and channel irregularities,
loss of bank vegetation.
Local bed scour Local bed scour may be caused by channel constrictions, flow obstructions
such as debris dams or flow deflectors, or trapping of sediment in reservoirs or
sediment traps. Some scour generally occurs below culverts.
Piping Piping develops when fines are removed by water flowing laterally under the
surface. Extensive pipe development requires 1) rapid infiltration, 2) steep
hydraulic gradients, and 3) zones of concentrated flow. Piping may occur in
stratified soils where vertical movement is restricted by sudden reduction in
hydraulic conductivity between strata or where poorly compacted soil around
buried pipes provides conduits for water movement.
Overbank runoff Failure to provide adequate means of directing concentrated flows from
overbank areas into the channel.
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Wildflowers tolerant of wet conditions: * Aqailega canadensis - Eastern Columbine * Chrysanthemum leucanthemum - Ox-eye Daisy * Hesperis 'matronalis - Dame's Rocket * Lupinus perennis - Perennial Lupine * Myostis sylvatica - Forget-Me-Not * Rudbeckia hirta - (Golden Jubilee) Black-eyed Susan Table 26-4: Types of Erosion And Causes of Erosion Type of Erosion Causes Toe erosion and upper Removal of unconsolidated or noncohesive lower materials, especially bank bank failure failure along outside bends. Widespread toe erosion may be associated with bed lowering. General bed Changes in stream gradient due to factors such as lowering of stream base degradation (Bed scour level due to lake or tailwater fluctuations, stream or stream relocation. over extended Increased stream discharge due to flow diversion or watershed changes such as channelization, urbanization. reaches) Headcutting In streams undergoing bed degradation, headcuts often develop at locations where more resistant materials outcrop in the stream channel. Headcuts may develop at a stream mouth when base level is lowered suddenly due to dredging, erosion or draining of a lake. Middle and upper Increased discharge resulting from watershed changes; increased flow general bank scour velocities caused by reduction in channel roughness or increased gradients; removal or loss of bank vegetation. Local streambank scour Scour of local lenses or deposits of unconsolidated material, erosion by secondary currents caused by flow obstructions and channel irregularities, loss of bank vegetation. Local bed scour Local bed scour may be caused by channel constrictions, flow obstructions such as debris dams or flow deflectors, or trapping of sediment in reservoirs or sediment traps. Some scour generally occurs below culverts. Piping Piping develops when fines are removed by water flowing laterally under the surface. Extensive pipe development requires 1) rapid infiltration, 2) steep hydraulic gradients, and 3) zones of concentrated flow. Piping may occur in stratified soils where vertical movement is restricted by sudden reduction in hydraulic conductivity between strata or where poorly compacted soil around buried pipes provides conduits for water movement. Overbank runoff Failure to provide adequate means of directing concentrated flows from overbank areas into the channel. 26-12 Return to TOC

49. Table 26-5: Shrubs suitable for Soil Bioengineering Systems

SESC 2017, PDF p. 177

Table 26-5: Shrubs suitable for Soil Bioengineering Systems
Species Habitat 1 Bank Zone
2		 Root
Form 3		 Shade 4
Tolerance		 Flood 5
Tolerance		 pH
range 6		 Comments
Alnus serrulata
Smooth alder		 nontidal toe rooted medium regular 5.5-7.5 Nitrogen
fixer
weak
wooded
Amorpha fruitcosa
False indigo		 tidal fresh
moist woods		 lower-mid rooted low seasonal 6.0-8.5 Req. full sun
Drought
tolerant
Aronia arbutifolia
Red chokeberry		 nontidal lower-mid rooted medium irregular
seasonal		 5.1-6.5 Drought
tolerant
Aronia melanocarpa
Black chokeberry		 nontidal mid-upper rooted low irregular
seasonal		 5.1-6.5 Drought
tolerant
Baccharis halimifolia
Groundsel bush		 tidal
tidal fresh		 mid-upper rooted,
unrooted		 high seasonal 7.0-8.5 M/F separate
plants
Cephalanthus
occidentalis
Buttonbush		 nontidal
tidal fresh		 toe rooted
unrooted		 high permanent 6.1-8.5 Tolerates
brief drought
Celthra alnifolia
Sweet pepperbush		 tidal
nontidal		 mid-upper rooted high seasonal 4.5-6.5
Cornus amomum
Silky dogwood		 streambankspond
edges		 lower-mid rooted
unrooted		 medium seasonal 5.5-8.5 Drought
tolerant
Cornus racemosa
Gray dogwood		 streambanks
pond edges		 lower-mid rooted
unrooted		 high seasonal 5.5-8.5 Drought
tolerant
Cornus serecia
Redosier dogwood		 streambanks
pond edges		 toe-mid rooted
unrooted		 medium seasonal 5.5-8.5 Drought
tolerant
Ilex decidua
Possumhaw		 forested
wetlands
pond edges		 lower-mid rooted
unrooted		 high irregular 4.0-6.0 M/F separate
plants
Ilex glabra
Inkberry		 forested
wetlands
sandy woods		 mid-upper rooted high irregular
inundation		 4.5-6.0 M/F separate
plants.
Resists salt
spray
Ilex verticulata
Winterberry holly		 tidal fresh
forested wetland		 lower-mid rooted high seasonal 4.5-8.0 Drought
tolerant
Itea virginica
Virginia sweetspire		 forested wetland
streambanks		 toe rooted high regular 5.0-7.0 Tolerates
some salt
Iva frutescens
Hightide bush		 tidal brackish lower rooted low regular 6.0-7.5 Tolerates
15ppt salt
Leucothe racemosa
Leucothe		 forested wetland
moist woods		 lower mid rooted high regular 5.0-6.0 Tolerates
some dry-
down
Lindera benzoin
Spicebush		 seasonal
wetlands
floodplain		 lower-mid rooted high seasonal 4.5-6.5 Tolerates
some
drought
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 26-5: Shrubs suitable for Soil Bioengineering Systems Species Habitat 1 Bank Zone Root Shade 4 Flood 5 pH Comments 2 Form 3 Tolerance Tolerance range 6 Alnus serrulata nontidal toe rooted medium regular 5.5-7.5 Nitrogen Smooth alder fixer weak wooded Amorpha fruitcosa tidal fresh lower-mid rooted low seasonal 6.0-8.5 Req. full sun False indigo moist woods Drought tolerant Aronia arbutifolia nontidal lower-mid rooted medium irregular 5.1-6.5 Drought Red chokeberry seasonal tolerant Aronia melanocarpa nontidal mid-upper rooted low irregular 5.1-6.5 Drought Black chokeberry seasonal tolerant Baccharis halimifolia tidal mid-upper rooted, high seasonal 7.0-8.5 M/F separate Groundsel bush tidal fresh unrooted plants Cephalanthus nontidal toe rooted high permanent 6.1-8.5 Tolerates occidentalis tidal fresh unrooted brief drought Buttonbush Celthra alnifolia tidal mid-upper rooted high seasonal 4.5-6.5 Sweet pepperbush nontidal Cornus amomum streambankspond lower-mid rooted medium seasonal 5.5-8.5 Drought Silky dogwood edges unrooted tolerant Cornus racemosa streambanks lower-mid rooted high seasonal 5.5-8.5 Drought Gray dogwood pond edges unrooted tolerant Cornus serecia streambanks toe-mid rooted medium seasonal 5.5-8.5 Drought Redosier dogwood pond edges unrooted tolerant Ilex decidua forested lower-mid rooted high irregular 4.0-6.0 M/F separate Possumhaw wetlands unrooted plants pond edges Ilex glabra forested mid-upper rooted high irregular 4.5-6.0 M/F separate Inkberry wetlands inundation plants. sandy woods Resists salt spray Ilex verticulata tidal fresh lower-mid rooted high seasonal 4.5-8.0 Drought Winterberry holly forested wetland tolerant Itea virginica forested wetland toe rooted high regular 5.0-7.0 Tolerates Virginia sweetspire streambanks some salt Iva frutescens tidal brackish lower rooted low regular 6.0-7.5 Tolerates Hightide bush 15ppt salt Leucothe racemosa forested wetland lower mid rooted high regular 5.0-6.0 Tolerates Leucothe moist woods some dry- down Lindera benzoin seasonal lower-mid rooted high seasonal 4.5-6.5 Tolerates Spicebush wetlands some floodplain drought 26-13 Return to TOC

50. Table 26-5: Shrubs suitable for Soil Bioengineering Systems

SESC 2017, PDF p. 178

Table 26-5: Shrubs suitable for Soil Bioengineering Systems
Species Habitat 1 Bank Zone
2		 Root
Form 3		 Shade 4
Tolerance		 Flood 5
Tolerance		 pH
range 6		 Comments
Lyonia ligustrina
Maleberry		 open woods lower-mid rooted low seasonal 4.0-6.0 Acid tolerant
Magnolia virginiana
Sweetbay magnolia		 stream borders
forested
wetlands		 lower-mid rooted high irregular/
seasonal		 4.0-6.5 Tolerates
infreq.
flooding by
salt
Myrica cerifera
Wax myrtle		 tidal fresh
brackish swales		 mid-upper rooted high regular 4.0-6.0 tolerates 10
ppt salt. N-
fixing
Myrica pennsylvanica
Bayberry		 tidal fresh
brackish
nontidal		 mid-upper rooted high irregular-
seasonal		 5.0-6.5 Tolerates
drought. N-
fixer
Physocarpus opulifolius
Ninebark		 streamsides
wood edges		 low-mid rooted medium seasonal
Prunus pumila var.
depressa
Dwarf sand cherry		 streamsides
sandbars		 mid-upper rooted low irregular 6.5-8.5 Native to
Del. River.
Groundcover
Rhododendron viscosum
Swamp azalea		 forested
wetlands		 toe-low rooted medium seasonal-
regular		 4.0-6.0 susceptible
to disease
Rosa palustris
Swamp rose		 tidal fresh
forested wetland
streambank		 toe-low rooted low seasonal-
regular
Rhus typhina/glabra
Staghorn/Smooth
sumac		 disturbed
banks/dry sites		 upper rooted low irregular 6.1-7.0 tolerates
some
drought
Salix X cottetii
'Bankers' Dwarf willow		 streambank toe-mid unrooted
rooted		 medium regular-
permanent		 introduced
male hybrid.
noninvasive
Salix discolor
Pussy willow		 streambank
forested wetland		 toe-mid unrooted
rooted		 medium regular-
permanent		 6.6-7.5
Salix exigua
Sandbar willow		 streambank
sandbars		 toe unrooted
rooted		 low regular-
permanent
Salix purpurea
'Streamco' purpleosier
willow		 streambank toe-upper unrooted
rooted		 medium regular-
permanent		 6.0-7.0 introduced
noninvasive
shrub
Sambucus canadensis
Elderberry		 tidal fresh
nontidal
wet meadow		 low-mid rooted-
unrooted		 high irregular-
seasonal		 6.0-8.0 some salt
tolerance
tolerates
drought
Spirea alba/tomentosa
Meadowsweet		 forested wetland mid-upper rooted low irregular 5.1-6.0
Viburnum dentatum
Southern arrowwood		 tidal fresh
nontidal
forested wetland		 mid-upper rooted
unrooted		 medium seasonal 5.1-7.0 tolerates
drought
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 26-5: Shrubs suitable for Soil Bioengineering Systems Species Habitat 1 Bank Zone Root Shade 4 Flood 5 pH Comments 2 Form 3 Tolerance Tolerance range 6 Lyonia ligustrina open woods lower-mid rooted low seasonal 4.0-6.0 Acid tolerant Maleberry Magnolia virginiana stream borders lower-mid rooted high irregular/ 4.0-6.5 Tolerates Sweetbay magnolia forested seasonal infreq. wetlands flooding by salt Myrica cerifera tidal fresh mid-upper rooted high regular 4.0-6.0 tolerates 10 Wax myrtle brackish swales ppt salt. N- fixing Myrica pennsylvanica tidal fresh mid-upper rooted high irregular- 5.0-6.5 Tolerates Bayberry brackish seasonal drought. N- nontidal fixer Physocarpus opulifolius streamsides low-mid rooted medium seasonal Ninebark wood edges Prunus pumila var. streamsides mid-upper rooted low irregular 6.5-8.5 Native to depressa sandbars Del. River. Dwarf sand cherry Groundcover Rhododendron viscosum forested toe-low rooted medium seasonal- 4.0-6.0 susceptible Swamp azalea wetlands regular to disease Rosa palustris tidal fresh toe-low rooted low seasonal- Swamp rose forested wetland regular streambank Rhus typhina/glabra disturbed upper rooted low irregular 6.1-7.0 tolerates Staghorn/Smooth banks/dry sites some sumac drought Salix X cottetii streambank toe-mid unrooted medium regular- introduced 'Bankers' Dwarf willow rooted permanent male hybrid. noninvasive Salix discolor streambank toe-mid unrooted medium regular- 6.6-7.5 Pussy willow forested wetland rooted permanent Salix exigua streambank toe unrooted low regular- Sandbar willow sandbars rooted permanent Salix purpurea streambank toe-upper unrooted medium regular- 6.0-7.0 introduced 'Streamco' purpleosier rooted permanent noninvasive willow shrub Sambucus canadensis tidal fresh low-mid rooted- high irregular- 6.0-8.0 some salt Elderberry nontidal unrooted seasonal tolerance wet meadow tolerates drought Spirea alba/tomentosa forested wetland mid-upper rooted low irregular 5.1-6.0 Meadowsweet Viburnum dentatum tidal fresh mid-upper rooted medium seasonal 5.1-7.0 tolerates Southern arrowwood nontidal unrooted drought forested wetland 26-14 Return to TOC

51. Table 26-5: Shrubs suitable for Soil Bioengineering Systems

SESC 2017, PDF p. 179

Table 26-5: Shrubs suitable for Soil Bioengineering Systems
Species Habitat 1 Bank Zone
2		 Root
Form 3		 Shade 4
Tolerance		 Flood 5
Tolerance		 pH
range 6		 Comments
Viburnum lentago
Nannyberry		 forested wetland mid-upper rooted
unrooted		 medium seasonal
Viburnum prunifolium
Blackhaw viburnum		 forested wetland upper rooted
unrooted		 medium irregular 6.5-7.0
Viburnum trilobum
Am. cranberrybush		 forested wetlands lower-mid rooted
unrooted		 low irregular-
seasonal		 6.0-7.5 tolerates
drought
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 26-5: Shrubs suitable for Soil Bioengineering Systems Species Habitat 1 Bank Zone Root Shade 4 Flood 5 pH Comments 2 Form 3 Tolerance Tolerance range 6 Viburnum lentago forested wetland mid-upper rooted medium seasonal Nannyberry unrooted Viburnum prunifolium forested wetland upper rooted medium irregular 6.5-7.0 Blackhaw viburnum unrooted Viburnum trilobum forested wetlands lower-mid rooted low irregular- 6.0-7.5 tolerates Am. cranberrybush unrooted seasonal drought Footnotes: 1. Habitat: Native habitat of the plant. 2. Bank zone: toe - elevation of baseflow lower to mid - from base to two year flood elevation upper - above two year elevation to flood plain 3. Root form: rooted - use bare-root plants unrooted - use dormant cuttings/brush 4. Shade Tolerance: low -requires full sun medium - tolerates partial shade and full sun high - tolerates full shade and full sun 5. Flood tolerance: permanent - tolerates inundation or saturation 76-100% of the growing season. regular - tolerates inundation or saturation 26-75% of growing season. seasonal - tolerates inundation or saturation 13-25% of the growing season. irregular - tolerates inundation or saturation 5-12% of the growing season. 6. pH range: Preferred range for successful plant establishment. 26-15 Return to TOC

52. Table 26-6: Soil Bioengineering Vegetative Treatment Potential (VTP) for Ponds and Lake Shores

SESC 2017, PDF p. 180

Shoreline Variables Directions For Use: Enter the applicable VTP rating (bold number) in
the last column. Add the total of the VTP ratings and compare with the
Treatment Potential (TP) scale below		 VTP
1. Fetch: Average distance
in miles of open water
measured perpendicular
to the shore and 45
degrees either side of
perpendicular to shore.		 Less than
0.5 miles
8		 0.5 to 1.4
miles
7		 1.5 to 3.4
miles
4		 3.5 to 4.9
miles
2		 over 5.0
miles
0
2. General shape of
shoreline for distance of
200 yards on each side
of planting site.		 Coves
8		 Irregular shoreline
3		 Headland or straight
shoreline
0
3. Shoreline orientation:
General geographic
direction the shoreline
faces.		 Any less
than ½ mile
fetch
5		 West to
North
3		 South to
West
2		 South to
East
1		 North to
East
0
4. Boat traffic: Proximity
of site to recreational
and commercial boat
traffic.		 None
5		 1-10 per
week
withing ½
mile of
shore
3		 More than
10 per
week
within ½
mile of
shore
2		 1-10 per
week
within 100
yards of
shore.
1		 More than
10 per
week
within 100
yards of
shore.
0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014January 2014 Table 26-6: Soil Bioengineering Vegetative Treatment Potential (VTP) for Ponds and Lake Shores Shoreline Variables Directions For Use: Enter the applicable VTP rating (bold number) in VTP the last column. Add the total of the VTP ratings and compare with the Treatment Potential (TP) scale below 1. Fetch: Average distance Less than 0.5 to 1.4 1.5 to 3.4 3.5 to 4.9 over 5.0 in miles of open water 0.5 miles miles miles miles miles measured perpendicular to the shore and 45 8 7 4 2 degrees either side of 0 perpendicular to shore. 2. General shape of Coves Irregular shoreline Headland or straight shoreline for distance of shoreline 200 yards on each side 8 3 of planting site. 0 3. Shoreline orientation: Any less West to South to South to North to General geographic than ½ mile North West East East direction the shoreline fetch faces. 5 3 2 1 0 4. Boat traffic: Proximity None 1-10 per More than 1-10 per More than of site to recreational week 10 per week 10 per and commercial boat withing ½ week within 100 week traffic. mile of within ½ yards of within 100 5 shore mile of shore. yards of shore 1 shore. 3 2 0 ________________________ Cumulation of VTP for variables 1,2,3, and 4 Treatment Potential (TP) Scale : if TP is: Between And Potential of site to be successfully stabilized with soil bioengineering 23 26 Excellent 20 22 Very Good 16 19 Good 13 15 Fair below 13 Poor 26-16 Return to TOC

53. Table 27-1: Lengths of Construction Exits on Sloping Roadbeds

SESC 2017, PDF p. 183

Percent Slope of Roadway Length of Stone Required
Coarse Grained Soils Fine Grained Soils
0 to 2% 50 ft 100 ft
2 to 5% 100 ft 200 ft
>5% Entire surface stabilized with Hot Mix Asphalt Base
Course, Mix I-21
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table 27-1: Lengths of Construction Exits on Sloping Roadbeds Percent Slope of Roadway Length of Stone Required Coarse Grained Soils Fine Grained Soils 0 to 2% 50 ft 100 ft 2 to 5% 100 ft 200 ft >5% Entire surface stabilized with Hot Mix Asphalt Base Course, Mix I-21 1. As prescribed by local ordinance or other governing authority. Where a stabilized construction exit traverses between two buildings, it shall be stoned the entire length of the right- of-way. Mountable stone berms placed across the width of the exit may also be required at the transition point between paved and non-paved areas to trap sediments which are carried by stormwater flowing along the curbline. Individual lot entrance and egress- After interior roadways are paved, individual lot ingress/egress points may require a stabilized construction entrance consisting of no. 3 stone ( 1" to 2") to prevent or minimize tracking of sediments. Width of the stone ingress/egress shall be equal to lot entrance width and shall be a minimum of ten feet in length. Tire washing - If space is limited, vehicle tires may be washed with clean water before entering a paved area. A wash station must be located such that wash water will not flow onto paved roadways or into unprotected storm drainage systems. When the construction access exits onto a major roadway, a paved transition area may be installed between the major roadway and the stoned entrance to prevent loose stones from being transported out onto the roadway by heavy equipment entering or leaving the site. Maintenance The entrance shall be maintained in a condition which will prevent tracking or flowing of sediment onto roadways. This may require periodic top dressing with additional stone or additional length as conditions demand and repair and/or cleanout of any measures used to trap sediment. All sediment spilled, dropped, washed, or tracked onto roadways (public or private) or other impervious surfaces must be removed immediately. Where accumulation of dust/sediment is inadequately cleaned or removed by conventional methods, a power broom or street sweeper will be required to clean paved or impervious surfaces. All other access points which are not stabilized shall be blocked off. 27-2 Return to TOC

54. Table 30-1 Inflow Rates from Different Soil Textures

SESC 2017, PDF p. 196

SOIL TEXTURE UNIFIED SOIL
CLASSIFICATION		 INFLOW RATE PER 1000 FT.
OF LINE IN CFS
Coarse sand and gravel GP, GW, SP, SW 0.15 to 1.00
Sandy or gravelly loam SM, SC, GM, GC 0.07 to 0.25
Silt loam CL, ML 0.04 to 0.10
Clay and clay loam CL, CH, MH 0.02 to 0.20
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Design Inflow The design inflow can be determined by the use of the method described in reference (9), the use of Table 30-1, or by other accepted methods. TABLE 30-1 INFLOW RATES FROM DIFFERENT SOIL TEXTURES 1/ 2/ SOIL TEXTURE UNIFIED SOIL INFLOW RATE PER 1000 FT. CLASSIFICATION OF LINE IN CFS Coarse sand and gravel GP, GW, SP, SW 0.15 to 1.00 Sandy or gravelly loam SM, SC, GM, GC 0.07 to 0.25 Silt loam CL, ML 0.04 to 0.10 Clay and clay loam CL, CH, MH 0.02 to 0.20 1/ Required inflow rates for interceptor lines on sloping land should be increased by 10% for slopes 2% to 5%; 20% for slopes 5% to 12%; and 30% for slopes over 12%. 2/ For complete drainage systems, use the lower value in the above table for the given soil texture. Size of Drain The size of drains shall be computed by applying Manning's formula, or by the method contained in Chapter 14, Ref. (1). The minimum drain shall be equivalent to a 4-inch diameter pipe. Depth, Spacing, and Location The depth, spacing, and location of the drain shall be based on site conditions including soils, groundwater conditions, topography, and outlets. Minimum Velocity and Grade In areas with no siltation hazard, the minimum grades shall be 0.1%. Where it is determined that a siltation hazard exists, velocity of not less than 1.4 feet per second shall be used to establish the minimum grades if site conditions permit. Otherwise, provisions shall be made for prevention of siltation by filters or collection and removal of silt by use of silt traps. Maximum Grade and Protection On sites where topographic conditions require the use of drain lines on grades steeper than 2% or where design velocities will be greater than indicated in Table 30-2 special measures shall be used. These measures shall be specified for each job based on the particular conditions of the job site. Possible protective measures include the following: 30-2 Return to TOC

55. Table 30-2 Maximum Permissible Velocities in Drains without Protective Measures

SESC 2017, PDF p. 197

SOIL TEXTURE VELOCITY -
FEET PER SECOND
Sandy loam
Silt and silt loam
Silty clay loam
Clay and clay loam
Coarse sand and gravel		 2.5
4.0
5.0
6.0
8.0
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 1. Lay the drains so as to secure a tight fit with the inside of one section matching that of the adjoining section. 2. Wrap open joints with geotextile filter. 3. Select the least erodible soil available for hand placing on sides and top of conduit, which must be tamped before backfilling. Tamped thickness of this material over conduit shall be a minimum of two inches. 4. For continuous pipe or tubing with perforations, completely enclose the pipe with geotextile filter material, or properly graded sand and gravel as specified under filters and filter materials on page 30-4. 5. Install relief vents where changes in grade exceed 5 percent. TABLE 30-2 MAXIMUM PERMISSIBLE VELOCITIES IN DRAINS WITHOUT PROTECTIVE MEASURES SOIL TEXTURE VELOCITY - FEET PER SECOND Sandy loam 2.5 Silt and silt loam 4.0 Silty clay loam 5.0 Clay and clay loam 6.0 Coarse sand and gravel 8.0 Materials for Drains "Drains" include conduits of clay, concrete, metal, plastic, or other materials of acceptable quality. The conduit shall meet strength and durability requirements of the site. Loading The allowable loads on drain conduits shall be based on the trench and bedding conditions specified for the job. A factor of safety of not less than 1.5 shall be used in computing the maximum allowable depth of cover for a particular type of conduit. Filters and Filter Material Suitable filters shall be used, where required by site conditions, to prevent sediment accumulation in the conduit. The need for a filter shall be determined by the characteristics of the soil materials at drain depth and the velocity of flow in the conduit. 30-3 Return to TOC

56. Table on PDF page 221, item 1

SESC 2017, PDF p. 221

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Adrian 0-42 m Pt -- --
42-60 ls SP-SM,SM 0.2 35
Albia 0-16 gl,estl GM,GC,SC 0.24 42
16-40 gl (pan) GM,GC,SC 0.4 70
40-60 gl GM,GC,SC 0.3 53
Asbury 0-30 sil GL,ML ii --
30-60 ls,gls,vgls SM,GM -- --
Atherton 0-30 l SM,SC,ML,CL 0.24 42
30-60 scl SM,SC 0.2 35
Bartley 0-11 l,g ML,CL 0.32 56
11-32 cl,l,scl ML,CL 0.3 53
32-42 sl,l SM,SC 0.2 35
42-60 sl,l,gsl,gl SM,SC 0.2 35
Bath 0-28 l,sil SM,SC 0.24 42
gl,vstl GM,GC 0.17 30
28-48 l,sil SM,SC 0.2 35
gl,gsil GM,GC 0.2 35
48-60 gsl SM,SC,GM,GC 0.2 35
Beatty 0-25 l CL,ML 2 --
25-60 ls,gls SM,GM -- --
Biddeford 0-8 ml Pt -- --
8-18 sil ML,CL -- --
18-44 sicl,c,cl CL,CH -- --
44-60 sil,cl,sicl ML,CL -- --
Boonton 0-6 gl,estl ML 0.20 35
6-30 fsl,l,sil,gfsl,gl,gs ML,CL 0.2 35
30-45 fsl,sil,gfsl,gsil ML,CL,SM,SC 0.2 35
45-60 gsl SM 0.2 35
Braceville 0-24 gsl SM,GM 0.24 42
24-36 g or vg, l,sl SM,SC,GM 0.3 53
36-60 stratified scg SM,SP,SP-SM,GP 0.2 35
Bridgeville 0-30 sl,gl SM 0.24 42
30-60 gl,g,s SM 0.2 35
Burnham 0-12 l,sil ML,CL 0.32 26
12-48 gl ML,CL 0.3 53
48-60 stone,g SM,SC,GM,GC 0.2 35
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Adrian 0-42 m Pt -- -- 42-60 ls SP-SM,SM 0.2 35 Albia 0-16 gl,estl GM,GC,SC 0.24 42 16-40 gl (pan) GM,GC,SC 0.4 70 40-60 gl GM,GC,SC 0.3 53 Asbury 0-30 sil GL,ML ii -- 30-60 ls,gls,vgls SM,GM -- -- Atherton 0-30 l SM,SC,ML,CL 0.24 42 30-60 scl SM,SC 0.2 35 Bartley 0-11 l,g ML,CL 0.32 56 11-32 cl,l,scl ML,CL 0.3 53 32-42 sl,l SM,SC 0.2 35 42-60 sl,l,gsl,gl SM,SC 0.2 35 Bath 0-28 l,sil SM,SC 0.24 42 gl,vstl GM,GC 0.17 30 28-48 l,sil SM,SC 0.2 35 gl,gsil GM,GC 0.2 35 48-60 gsl SM,SC,GM,GC 0.2 35 Beatty 0-25 l CL,ML 2 -- 25-60 ls,gls SM,GM -- -- Biddeford 0-8 ml Pt -- -- 8-18 sil ML,CL -- -- 18-44 sicl,c,cl CL,CH -- -- 44-60 sil,cl,sicl ML,CL -- -- Boonton 0-6 gl,estl ML 0.20 35 6-30 fsl,l,sil,gfsl,gl,gs ML,CL 0.2 35 30-45 fsl,sil,gfsl,gsil ML,CL,SM,SC 0.2 35 45-60 gsl SM 0.2 35 Braceville 0-24 gsl SM,GM 0.24 42 24-36 g or vg, l,sl SM,SC,GM 0.3 53 36-60 stratified scg SM,SP,SP-SM,GP 0.2 35 Bridgeville 0-30 sl,gl SM 0.24 42 30-60 gl,g,s SM 0.2 35 Burnham 0-12 l,sil ML,CL 0.32 26 12-48 gl ML,CL 0.3 53 48-60 stone,g SM,SC,GM,GC 0.2 35 A1-20 Return to TOC

57. Table on PDF page 222, item 1

SESC 2017, PDF p. 222

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Carlisle 0-60 m Pt -- --
Cattaraugus 0-20 fsl SM,ML,CL 0.24 42
20-60 gl SM,ML,CL 0.17 30
Chatfield 0-28 l ML,CL 0.17 30
28+ gneiss bedrock
Chenango 0-20 sl SM 0.24 42
gfsl,ksl GM 0.17 30
20-30 vgsl,gsl SM,GM 0.2 35
30-60 g,s,gls GP-GM,GM 0.2 35
Chippewa 0-13 sil ML,CL 0.32 56
chsil,estl ML,CL 0.24 42
13-50 l,chsil(pan) ML,CL,GM 0.4 70
Colden 0-8 sil ML,CL 0.43 75
8-45 sicl ML 0.4 70
Colonie 0-16 lfs,ls SM,SP-SM 0.24 42
16-60 fs,ls,lfs SM,SP-SM 0.2 35
Comly 0-11 sil ML,CL 0.37 65
11-20 sicl,l,sil ML,CL,CH 0.4 70
20-27 sicl(pan) ML,CL,CH 0.5 88
27-40 sil,l,sicl ML,CL,CH 0.3 53
Coplay 0-10 sil ML,CL 0.32 56
10-60 sicl,cl ML,CL 0.3 53
Cossayuna 0-24 l,vfsl SM,ML,CL 0.24 42
gl SC,GM,GC 0.17 30
24-48 g,gl (pan) SC,GM,GC,SM,ML 0.3 53
48-60 gsl SM,GM 0.2 35
Crestmore 0-30 l,sil ML,CL 0.32 56
30+ bedrock
Culvers 0-16 fsl SM,ML,CL 0.28 49
chsil SM,ML,CL 0.20 35
16-45 l ML 0.3 53
chsil ML,CL,GM 0.3 53
Dutchess 0-60 sil,l,shl,shsil GM,SM 0.20 35
Ellington 0-15 l,fsl ML,SM 0.24 42
gl,gsl ML,SM 0.24 42
15-38 l,sl ML,SM 0.3 53
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Carlisle 0-60 m Pt -- -- Cattaraugus 0-20 fsl SM,ML,CL 0.24 42 20-60 gl SM,ML,CL 0.17 30 Chatfield 0-28 l ML,CL 0.17 30 28+ gneiss bedrock Chenango 0-20 sl SM 0.24 42 gfsl,ksl GM 0.17 30 20-30 vgsl,gsl SM,GM 0.2 35 30-60 g,s,gls GP-GM,GM 0.2 35 Chippewa 0-13 sil ML,CL 0.32 56 chsil,estl ML,CL 0.24 42 13-50 l,chsil(pan) ML,CL,GM 0.4 70 Colden 0-8 sil ML,CL 0.43 75 8-45 sicl ML 0.4 70 Colonie 0-16 lfs,ls SM,SP-SM 0.24 42 16-60 fs,ls,lfs SM,SP-SM 0.2 35 Comly 0-11 sil ML,CL 0.37 65 11-20 sicl,l,sil ML,CL,CH 0.4 70 20-27 sicl(pan) ML,CL,CH 0.5 88 27-40 sil,l,sicl ML,CL,CH 0.3 53 Coplay 0-10 sil ML,CL 0.32 56 10-60 sicl,cl ML,CL 0.3 53 Cossayuna 0-24 l,vfsl SM,ML,CL 0.24 42 gl SC,GM,GC 0.17 30 24-48 g,gl (pan) SC,GM,GC,SM,ML 0.3 53 48-60 gsl SM,GM 0.2 35 Crestmore 0-30 l,sil ML,CL 0.32 56 30+ bedrock Culvers 0-16 fsl SM,ML,CL 0.28 49 chsil SM,ML,CL 0.20 35 16-45 l ML 0.3 53 chsil ML,CL,GM 0.3 53 Dutchess 0-60 sil,l,shl,shsil GM,SM 0.20 35 Ellington 0-15 l,fsl ML,SM 0.24 42 gl,gsl ML,SM 0.24 42 15-38 l,sl ML,SM 0.3 53 A1-21 Return to TOC

58. Table on PDF page 223, item 1

SESC 2017, PDF p. 223

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
gl,gsl ML,SM 0.2 35
38-60 s,gs SM,SP-SM,GM 0.2 35
Fredon 0-7 l ML,CL,SM 0.24 42
7-30 sl,fsl SM,ML,CL 0.3 53
gsl,gfsl SM,ML,CL 0.2 35
30-60 s,g GP-GM,SP-SM 0.2 35
Hackettstown 0-30 sl SM 0.24 42
gsl SM,GM 0.17 30
30-60 gls,gsl SM,GM 0.2 35
Haledon 0-10 sil,gsil ML,CL 0.32 56
10-46 sil,l,fsl ML,CL 0.3 53
gsil,gl,gfsl
46-60 vfsl,sl,gvfsl,gsl SM,SC 0.2 35
Halsey 0-24 l ML,SM 0.24 42
24-30 fsl,l,sl SM 0.3 53
30-60 g,gs,s & g GP,GM,SM,SP 0.2 35
Hazen 0-12 gsl,gl ML,CL 0.17 30
12-32 gl ML,CL 0.2 35
32-60 g & S SM 0.2 35
Hero 0-10 l SM,ML,CL 0.24 42
10-24 fsl,gsl SM 0.2 35
24-60 s,gs SM,GM 0.2 35
Hibernia 0-25 l ML,CL,SM,SC 0.37 65
gl,stl,vstl ML,CL,SM,SC 0.32 56
25-36 l,scl,sl, ML,CL,SM,SC 0.3 53
gl,gscl,gsl SM,SC,GM,GC 0.3 53
36-72 gls,gsl,kls SM,GM 0.2 35
Holyoke 0-17 rsil ML,CL 0.24 42
17+ Bedrock
Hoosic 0-15 gl,gsl SM,GM,ML,CL 0.17 30
15-26 gsl,vgsl GM,SM,ML,CL 0.2 35
26-60 s & g SW,GW,SM,GM, 0,2 35
SP,GP
Kendaia 0-8 sil,l,fsl ML 0.28 49
8-20 sil,l ML,ML-CL 0.4 70
ML-CL,ML,SM 0.4 70
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) gl,gsl ML,SM 0.2 35 38-60 s,gs SM,SP-SM,GM 0.2 35 Fredon 0-7 l ML,CL,SM 0.24 42 7-30 sl,fsl SM,ML,CL 0.3 53 gsl,gfsl SM,ML,CL 0.2 35 30-60 s,g GP-GM,SP-SM 0.2 35 Hackettstown 0-30 sl SM 0.24 42 gsl SM,GM 0.17 30 30-60 gls,gsl SM,GM 0.2 35 Haledon 0-10 sil,gsil ML,CL 0.32 56 10-46 sil,l,fsl ML,CL 0.3 53 gsil,gl,gfsl 46-60 vfsl,sl,gvfsl,gsl SM,SC 0.2 35 Halsey 0-24 l ML,SM 0.24 42 24-30 fsl,l,sl SM 0.3 53 30-60 g,gs,s & g GP,GM,SM,SP 0.2 35 Hazen 0-12 gsl,gl ML,CL 0.17 30 12-32 gl ML,CL 0.2 35 32-60 g & S SM 0.2 35 Hero 0-10 l SM,ML,CL 0.24 42 10-24 fsl,gsl SM 0.2 35 24-60 s,gs SM,GM 0.2 35 Hibernia 0-25 l ML,CL,SM,SC 0.37 65 gl,stl,vstl ML,CL,SM,SC 0.32 56 25-36 l,scl,sl, ML,CL,SM,SC 0.3 53 gl,gscl,gsl SM,SC,GM,GC 0.3 53 36-72 gls,gsl,kls SM,GM 0.2 35 Holyoke 0-17 rsil ML,CL 0.24 42 17+ Bedrock Hoosic 0-15 gl,gsl SM,GM,ML,CL 0.17 30 15-26 gsl,vgsl GM,SM,ML,CL 0.2 35 26-60 s & g SW,GW,SM,GM, 0,2 35 SP,GP Kendaia 0-8 sil,l,fsl ML 0.28 49 8-20 sil,l ML,ML-CL 0.4 70 ML-CL,ML,SM 0.4 70 A1-22 Return to TOC

59. Table on PDF page 224, item 1

SESC 2017, PDF p. 224

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
ML-CL,ML,SM 0.3 53
GM-GC
Kistler 0-14 shsil ML,CL 0.24 42
14-24 vshsil ML,CL,GM 0.2 35
24+ slate bedrock
Lackawana 0-26 l ML,CL 0.24 42
chsil ML,CL 0.17 30
26-52 chl (pan) ML,CL 0.3 53
Livingston 0-10 si,sicl ML,CL 0.49 86
10-50 sic ML,CL,MH,CH 0.5 88
Lyons 0-9 vstsil CL,ML,SM,SC 0.28 49
9-18 sil,fsl,sicl SM,SC,GM,GC 0.4 70
ML,CL
18-40 fsl,cl SM,SC,ML,CL 0.4 70
40-60 gl ML,CL,GM,GC 0.3 53
Marksboro 0-10 l ML,CL 0.24 42
gl ML,CL,SM,SC 0.24 42
10-40 l,gsl SM,SC 0.4 70
Menlo 0-22 l ML,CL 0.24 42
gl ML,CL 0.24 42
22-40 gl (pan) SM,SC 0.5 88
Middlebury 0-10 fsl SM,SC,M 0.24 42
10-50 fsl,sil SM,SC,ML 0.4 70
Minoa 0-30 sil,fsl ML,CL,SC 0.28 49
30-60 lfs,sil,lvfs SM 0.2 35
Nassau 0-7 shsil,chsil,vsil SM,GM 0.20 35
7-16 chsil,vchsil SM,SC,GM,GC 0.2 35
shsil,vshsil
16+ shale bedrock
Netcong 0-60 fsl,sl SM,SC 0.24 42
Norwich 0-6 sil ML,CL 0.32 56
vstsil ML,CL 0.28 49
6-30 chsicl ML,CL 0.3 53
30-60 vchsil ML,CL 0.3 53
Oquaga 0-16 vstsl,estl SM 0.20 35
16-26 stsl SM 0.3 53
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) ML-CL,ML,SM 0.3 53 GM-GC Kistler 0-14 shsil ML,CL 0.24 42 14-24 vshsil ML,CL,GM 0.2 35 24+ slate bedrock Lackawana 0-26 l ML,CL 0.24 42 chsil ML,CL 0.17 30 26-52 chl (pan) ML,CL 0.3 53 Livingston 0-10 si,sicl ML,CL 0.49 86 10-50 sic ML,CL,MH,CH 0.5 88 Lyons 0-9 vstsil CL,ML,SM,SC 0.28 49 9-18 sil,fsl,sicl SM,SC,GM,GC 0.4 70 ML,CL 18-40 fsl,cl SM,SC,ML,CL 0.4 70 40-60 gl ML,CL,GM,GC 0.3 53 Marksboro 0-10 l ML,CL 0.24 42 gl ML,CL,SM,SC 0.24 42 10-40 l,gsl SM,SC 0.4 70 Menlo 0-22 l ML,CL 0.24 42 gl ML,CL 0.24 42 22-40 gl (pan) SM,SC 0.5 88 Middlebury 0-10 fsl SM,SC,M 0.24 42 10-50 fsl,sil SM,SC,ML 0.4 70 Minoa 0-30 sil,fsl ML,CL,SC 0.28 49 30-60 lfs,sil,lvfs SM 0.2 35 Nassau 0-7 shsil,chsil,vsil SM,GM 0.20 35 7-16 chsil,vchsil SM,SC,GM,GC 0.2 35 shsil,vshsil 16+ shale bedrock Netcong 0-60 fsl,sl SM,SC 0.24 42 Norwich 0-6 sil ML,CL 0.32 56 vstsil ML,CL 0.28 49 6-30 chsicl ML,CL 0.3 53 30-60 vchsil ML,CL 0.3 53 Oquaga 0-16 vstsl,estl SM 0.20 35 16-26 stsl SM 0.3 53 A1-23 Return to TOC

60. Table on PDF page 225, item 1

SESC 2017, PDF p. 225

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
26+ Bedrock
Otisville 0-10 sl,gsl,gls SM,SP-SM,GP-GM 0.17 30
10-60 gls,gs SM,SP-SM,GM 0.2 35
GP-GM
Palmyra 0-18 sil,gfsl ML,CL 0.24 42
18-24 sil ML,CL 0.2 35
24-40 g & s SM 0.2 35
Parsippany 0-7 sil ML,CL 0.43 75
7-34 cl,sicl,sic ML,CL,CH 0.4 70
34-60 sicl,cl,l ML,CL,CH 0.4 70
Paulina 0-21 l,shl ML,CL 0.28 49
21-38 shl ML,CL 0.2 35
Phelps 0-21 fsl SM 0.24 42
21-45 sl SM 0.3 53
45-50 g & s SM 0.2 35
Pompton 0-28 sl,fsl SM 0.24 42
28-60 s & g SM,GM 0.2 35
Preakness 0-12 sl,l SM 0.28 49
12-30 sl SM 0.2 35
30-60 ls,sl SM,SP-SM 0.2 35
gls GM,SP-SM 0.2 35
Raynham 0-28 sil ML,CL 0.49 86
28-60 sil,vfsl ML,CL 0.4 70
Red Hook 0-10 fsl SM,SC 0.24 42
10-35 sil ML,CL 0.4 70
35-60 ls SM 0.4 70
Rhinebeck 0-12 sil,sicl ML,CL,OL 0.49 86
12-30 sicl,sic CL,ML 0.4 70
30-40 sicl,sil,vfsl CL,ML 0.5 88
Ridgebury 0-16 sl,fsl,l SM,ML,SC 0.24 42
16-40 gl,gsl SM,SC 0.3 53
40-60 gs,s SM,GM 0.2 35
Riverhead 0-9 sl SM,SC 0.28 49
gsl SM,SC 0.20 35
9-34 fsl,slgsl SM,SC 0.3 53
34-60 ls,s,gls,gs SP-SM,SM,GP-GM 0.2 35
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) 26+ Bedrock Otisville 0-10 sl,gsl,gls SM,SP-SM,GP-GM 0.17 30 10-60 gls,gs SM,SP-SM,GM 0.2 35 GP-GM Palmyra 0-18 sil,gfsl ML,CL 0.24 42 18-24 sil ML,CL 0.2 35 24-40 g & s SM 0.2 35 Parsippany 0-7 sil ML,CL 0.43 75 7-34 cl,sicl,sic ML,CL,CH 0.4 70 34-60 sicl,cl,l ML,CL,CH 0.4 70 Paulina 0-21 l,shl ML,CL 0.28 49 21-38 shl ML,CL 0.2 35 Phelps 0-21 fsl SM 0.24 42 21-45 sl SM 0.3 53 45-50 g & s SM 0.2 35 Pompton 0-28 sl,fsl SM 0.24 42 28-60 s & g SM,GM 0.2 35 Preakness 0-12 sl,l SM 0.28 49 12-30 sl SM 0.2 35 30-60 ls,sl SM,SP-SM 0.2 35 gls GM,SP-SM 0.2 35 Raynham 0-28 sil ML,CL 0.49 86 28-60 sil,vfsl ML,CL 0.4 70 Red Hook 0-10 fsl SM,SC 0.24 42 10-35 sil ML,CL 0.4 70 35-60 ls SM 0.4 70 Rhinebeck 0-12 sil,sicl ML,CL,OL 0.49 86 12-30 sicl,sic CL,ML 0.4 70 30-40 sicl,sil,vfsl CL,ML 0.5 88 Ridgebury 0-16 sl,fsl,l SM,ML,SC 0.24 42 16-40 gl,gsl SM,SC 0.3 53 40-60 gs,s SM,GM 0.2 35 Riverhead 0-9 sl SM,SC 0.28 49 gsl SM,SC 0.20 35 9-34 fsl,slgsl SM,SC 0.3 53 34-60 ls,s,gls,gs SP-SM,SM,GP-GM 0.2 35 A1-24 Return to TOC

61. Table on PDF page 226, item 1

SESC 2017, PDF p. 226

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
GM
Rockaway 0-30 l ML,SM,SC 0.24 42
gsl,gl,vstl, ML,SM,SC 0.17 30
vstsl,estsl
30-60 gsl SM,SC 0.2 35
Rockport 0-10 shsil ML,CL 0.20 35
10-36 sicl,sic ML,CL,MH,CH 0.4 70
Rock
Roe 0-10 shsil ML,CL 0.24 42
10-36 l,sil ML,CL 0.3 53
36-60 fs SM 0.2 35
Scio 0-40 sil ML,CL 0.49 86
40-60 sl SM 0.3 53
Sloan 0-45 sil,sicl ML,CL
45-60 gsl SM
Stephensburg 0-19 shl ML 0.28 49
19-26 vshl GM,SM 0.2 35
shale bedrock
Swartswood 0-30 gfsl,gls,vstsl, SM,SC 0.17 30
30-60 gfsl (pan) SM,SC 0.3 53
Townsbury 0-13 l SM,ML 0.24 42
vstl SM,ML 0.17 30
13-36 l SM,ML,SC 0.4 70
gl SM,ML,SC 0.2 53
30-60 gsl SM 0.2 35
Tunkhannock 0-18 gl,vgl SM,GM,ML 0.17 30
18-32 vgsl GM,SM 0.2 35
32-60 s,gs SM,GMSP.GP 0.2 35
Unadilla 0-10 vfsl ML,CL 0.49 86
10-60 sil,vfsl ML,CL 0.4 70
60-70 g & s SP-SM,GP-GM, 0.3 53
GW-GM
Valois 0-60 shl ML,CL 0.17 30
Wallkill 0-8 sil OL,CL,ML,SM,SC 0.32 56
8023 sil CL,ML,SM,SC 0.4 70
23-60 much & peak OL,Pt 0.4 70
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) GM Rockaway 0-30 l ML,SM,SC 0.24 42 gsl,gl,vstl, ML,SM,SC 0.17 30 vstsl,estsl 30-60 gsl SM,SC 0.2 35 Rockport 0-10 shsil ML,CL 0.20 35 10-36 sicl,sic ML,CL,MH,CH 0.4 70 Rock Roe 0-10 shsil ML,CL 0.24 42 10-36 l,sil ML,CL 0.3 53 36-60 fs SM 0.2 35 Scio 0-40 sil ML,CL 0.49 86 40-60 sl SM 0.3 53 Sloan 0-45 sil,sicl ML,CL 45-60 gsl SM Stephensburg 0-19 shl ML 0.28 49 19-26 vshl GM,SM 0.2 35 shale bedrock Swartswood 0-30 gfsl,gls,vstsl, SM,SC 0.17 30 30-60 gfsl (pan) SM,SC 0.3 53 Townsbury 0-13 l SM,ML 0.24 42 vstl SM,ML 0.17 30 13-36 l SM,ML,SC 0.4 70 gl SM,ML,SC 0.2 53 30-60 gsl SM 0.2 35 Tunkhannock 0-18 gl,vgl SM,GM,ML 0.17 30 18-32 vgsl GM,SM 0.2 35 32-60 s,gs SM,GMSP.GP 0.2 35 Unadilla 0-10 vfsl ML,CL 0.49 86 10-60 sil,vfsl ML,CL 0.4 70 60-70 g & s SP-SM,GP-GM, 0.3 53 GW-GM Valois 0-60 shl ML,CL 0.17 30 Wallkill 0-8 sil OL,CL,ML,SM,SC 0.32 56 8023 sil CL,ML,SM,SC 0.4 70 23-60 much & peak OL,Pt 0.4 70 A1-25 Return to TOC

62. Table on PDF page 227, item 1

SESC 2017, PDF p. 227

TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 144, R= 175
Soil Series
(Alpha Listing)		 Locali
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Washington 0-9 l,sil ML,CL 0.32 56
vstl ML,CL 0.28 49
9-60 l,sicl,cl ML,CL 0.3 53
Wassaic 0-14 sil,l ML,CL 0.32 56
gl,gsl SM,SC,GM,GC 0.24 42
14-23 l,sl SM,SC,ML,CL 0.3 53
gsil GM,GC 0.2 35
23+ Bedrock
Wayland 0-7 sil OL-ML,CL 0.32 56
7-38 sil ML,CL 0.5 88
38-50 stratified ML,CL,SC,SM,GM 0.4 70
sil & fsl GC
Wellsboro 0-11 sil,fsl,l SM,ML,CL 0.28 49
chsil SM,ML,CL 0.20 35
11-22 l,sil ML,CL 0.3 53
22-60 fsl,sil,gl SM,SC,ML,CL 0.3 53
(pan)
Whippany 0-9 sil ML,CL 0.43 75
9-60 sil,sicl,sic,c ML,CL,CH 0.4 70
Whitman 0-10 fsl,sl,lvfsl OL,SM,ML 0.24 42
vstl,estsl 0.24 42
10-40 fsl,sl,l SM,ML-CL 0.2 35
40-60 gsl SM
Woodglen 0-10 l ML,CL 0.49 86
10-36 sicl,c ML,CL,MH,CH 0.4 70
36-60 l,cl ML,CL 0.4 70
Wooster 0-32 l,sil,cl ML,CL 0.32 56
gl,chl,gsil ML,CL 0.3 53
chsil,gcl,chcl
32-60 l,sil,chl,chsil ML,CL,SM,SC 0.3 53
gl,gsil
Wurtsboro 0-18 fsl SM,SC 0.24 42
gfsl SM,SC 0.17 30
18-60 fsl (pan) SM,SC 0.3 53
gfsl SM,SC 0.2 35
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2a EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 144, R= 175 Soil Series Locali Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Washington 0-9 l,sil ML,CL 0.32 56 vstl ML,CL 0.28 49 9-60 l,sicl,cl ML,CL 0.3 53 Wassaic 0-14 sil,l ML,CL 0.32 56 gl,gsl SM,SC,GM,GC 0.24 42 14-23 l,sl SM,SC,ML,CL 0.3 53 gsil GM,GC 0.2 35 23+ Bedrock Wayland 0-7 sil OL-ML,CL 0.32 56 7-38 sil ML,CL 0.5 88 38-50 stratified ML,CL,SC,SM,GM 0.4 70 sil & fsl GC Wellsboro 0-11 sil,fsl,l SM,ML,CL 0.28 49 chsil SM,ML,CL 0.20 35 11-22 l,sil ML,CL 0.3 53 22-60 fsl,sil,gl SM,SC,ML,CL 0.3 53 (pan) Whippany 0-9 sil ML,CL 0.43 75 9-60 sil,sicl,sic,c ML,CL,CH 0.4 70 Whitman 0-10 fsl,sl,lvfsl OL,SM,ML 0.24 42 vstl,estsl 0.24 42 10-40 fsl,sl,l SM,ML-CL 0.2 35 40-60 gsl SM Woodglen 0-10 l ML,CL 0.49 86 10-36 sicl,c ML,CL,MH,CH 0.4 70 36-60 l,cl ML,CL 0.4 70 Wooster 0-32 l,sil,cl ML,CL 0.32 56 gl,chl,gsil ML,CL 0.3 53 chsil,gcl,chcl 32-60 l,sil,chl,chsil ML,CL,SM,SC 0.3 53 gl,gsil Wurtsboro 0-18 fsl SM,SC 0.24 42 gfsl SM,SC 0.17 30 18-60 fsl (pan) SM,SC 0.3 53 gfsl SM,SC 0.2 35 A1-26 Return to TOC

63. Table on PDF page 228, item 1

SESC 2017, PDF p. 228

TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Abbottstown 0-20 sil ML,CL 0.43 75
20-38 sil (pan) ML,CL 0.4 70
38-48 shsil ML,CL 0.4 70
shl SM,GM 0.3 53
Amwell 0-10 sil ML,CL,SC 0.32 56
gsil ML,CL<SC 0.28 49
10-23 sil,sicl,gsil ML,CL 0.3 53
23-41 gsicl,ksicl ML,CL 0.3 53
vgsil GM,GC - -
41-53 kfsl,gsil ML,CL,GC 0.3 53
vgsl
Annandale 0-10 l ML,SM 0.28 49
gl SM 0.24 42
10-32 l,cl,scl ML,CL 0.4 70
gl,gcl,gscl ML,CL 0.3 53
32-44 same as 7-32 inches with pan 0.5 88
44-60 sl SM,ML 0.3 53
gsl SM,GM 0.2 35
Athol 0-10 gl SM 0.32 56
10-38 sicl,cl ML,CL 0.3 53
gcl SM,SC 0.3 53
38-60 sicl,cl ML,CL 0.3 53
gsl,gl SM,SC,GM,GC 0.3 53
Bartley 0-11 l,g ML,CL 0.32 56
11-32 cl,l,scl ML,CL 0.3 53
32-42 sl,l SM,SC 0.2 35
42-60 sl,l,gsl,gl SM,SC 0.2 35
Beddington 0-9 shsil ML,CL 0.32 56
9-35 shsil,shl ML,CL 0.2 35
sil ML,CL 0.3 53
35-66 vshl,vshsil ML 0.2 35
shsil CL 0.3 53
66-72 wesh GM 0.2 35
Berks 0-8 shsil,chsil GM,GC,ML 0.24 42
8-20 sh to vshsil SM,GM,GC 0.2 35
20-30 vshsil GM,GC,SM 0.2 35
Source context and notes

Standards for Soil Erosion and Sediment Control in New Jersey January 2014

        TABLE A1-2b  EROSION PROPERTIES OF SOILS IN NEW JERSEY
                 LAND RESOURCE AREA 148, R= 175

Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Abbottstown 0-20 sil ML,CL 0.43 75 20-38 sil (pan) ML,CL 0.4 70 38-48 shsil ML,CL 0.4 70 shl SM,GM 0.3 53 Amwell 0-10 sil ML,CL,SC 0.32 56 gsil ML,CL<SC 0.28 49 10-23 sil,sicl,gsil ML,CL 0.3 53 23-41 gsicl,ksicl ML,CL 0.3 53 vgsil GM,GC - - 41-53 kfsl,gsil ML,CL,GC 0.3 53 vgsl Annandale 0-10 l ML,SM 0.28 49 gl SM 0.24 42 10-32 l,cl,scl ML,CL 0.4 70 gl,gcl,gscl ML,CL 0.3 53 32-44 same as 7-32 inches with pan 0.5 88 44-60 sl SM,ML 0.3 53 gsl SM,GM 0.2 35 Athol 0-10 gl SM 0.32 56 10-38 sicl,cl ML,CL 0.3 53 gcl SM,SC 0.3 53 38-60 sicl,cl ML,CL 0.3 53 gsl,gl SM,SC,GM,GC 0.3 53 Bartley 0-11 l,g ML,CL 0.32 56 11-32 cl,l,scl ML,CL 0.3 53 32-42 sl,l SM,SC 0.2 35 42-60 sl,l,gsl,gl SM,SC 0.2 35 Beddington 0-9 shsil ML,CL 0.32 56 9-35 shsil,shl ML,CL 0.2 35 sil ML,CL 0.3 53 35-66 vshl,vshsil ML 0.2 35 shsil CL 0.3 53 66-72 wesh GM 0.2 35 Berks 0-8 shsil,chsil GM,GC,ML 0.24 42 8-20 sh to vshsil SM,GM,GC 0.2 35 20-30 vshsil GM,GC,SM 0.2 35

                                         A1-27
                                                                    Return to TOC

64. Table on PDF page 229, item 1

SESC 2017, PDF p. 229

TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
30+ shattered shale 0.2 35
Birdsboro 0-16 sil,l ML,CL,SM 0.28 49
16-48 sicl,cl CL,ML,SM 0.3 53
48-60 sl,s,g GM,GC,SM,GW 0.2 35
sicl,l CL,ML 0.3 53
Bowmansville 0-8 sil ML,CL 0.43 75
8-32 sil,l,scl ML,CL 0.4 70
32-60 sil,scl,sl, ML,CL 0.4 70
s,g 0.3 53
Bucks 0-21 sil ML,CL 0.32 56
21-36 sicl,sil ML,CL,MH 0.4 70
36-52 shsil,vshsil ML,CL,GM,GC 0.2 35
Califon 0-10 l ML,SM 0.28 49
gl,gsil,vstl SM 0.24 42
10-32 l,cl,scl ML,CL 0.4 70
gl,gcl,gscl ML,CL 0.3 53
32-44 same as 10-32 but with pan 0.5 88
44-60 sl SM,ML 0.3 53
gsl SM,GM 0.2 35
Chalfont 0-18 sil ML,CL 0.43 75
vstsil ML,CL 0.37 65
18-50 sil,sicl ML,CL 0.6 105
50-60 shsil,shl ML,GM 0.6 105
Cokesbury 0-15 l ML,CL,SM 0.32 56
gl,vstl,estl SM,SC 0.24 42
15-25 cl,sicl ML,CL 0.4 70
25-48 l,sl ML,SM 0.5 88
48-60 gl SM,SC 0.4 70
Croton 0-18 sil ML,CL 0.43 75
vstsil ML,CL 0.37 65
18-36 sil,sicl ML,CL,CH 0.5 88
36-48 shsil,shsicl ML,CL,SMSC 0.4 70
48+ Shale bedrock
Doylestown 0-20 sil ML,CL 0.43 75
60-48 sil ML,CL 0.6 105
shl GM,GC 0.4 70
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 148, R= 175 Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) 30+ shattered shale 0.2 35 Birdsboro 0-16 sil,l ML,CL,SM 0.28 49 16-48 sicl,cl CL,ML,SM 0.3 53 48-60 sl,s,g GM,GC,SM,GW 0.2 35 sicl,l CL,ML 0.3 53 Bowmansville 0-8 sil ML,CL 0.43 75 8-32 sil,l,scl ML,CL 0.4 70 32-60 sil,scl,sl, ML,CL 0.4 70 s,g 0.3 53 Bucks 0-21 sil ML,CL 0.32 56 21-36 sicl,sil ML,CL,MH 0.4 70 36-52 shsil,vshsil ML,CL,GM,GC 0.2 35 Califon 0-10 l ML,SM 0.28 49 gl,gsil,vstl SM 0.24 42 10-32 l,cl,scl ML,CL 0.4 70 gl,gcl,gscl ML,CL 0.3 53 32-44 same as 10-32 but with pan 0.5 88 44-60 sl SM,ML 0.3 53 gsl SM,GM 0.2 35 Chalfont 0-18 sil ML,CL 0.43 75 vstsil ML,CL 0.37 65 18-50 sil,sicl ML,CL 0.6 105 50-60 shsil,shl ML,GM 0.6 105 Cokesbury 0-15 l ML,CL,SM 0.32 56 gl,vstl,estl SM,SC 0.24 42 15-25 cl,sicl ML,CL 0.4 70 25-48 l,sl ML,SM 0.5 88 48-60 gl SM,SC 0.4 70 Croton 0-18 sil ML,CL 0.43 75 vstsil ML,CL 0.37 65 18-36 sil,sicl ML,CL,CH 0.5 88 36-48 shsil,shsicl ML,CL,SMSC 0.4 70 48+ Shale bedrock Doylestown 0-20 sil ML,CL 0.43 75 60-48 sil ML,CL 0.6 105 shl GM,GC 0.4 70 A1-28 Return to TOC

65. Table on PDF page 230, item 1

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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Duffield 0-10 sil ML,CL 0.32 56
vsil,vrsil ML,CL 0.28 49
10-36 sicl ML,CL,MH,CH 0.3 53
36-60 sicl ML,CL 0.4 70
shsil ML,CL 0.3 53
Dunellen 0-15 l,sl ML,SM 0.24 42
gl,gsl ML,SM 0.24 42
15-38 l,sl ML,SM 0.3 53
gl,gsl ML,SM 0.2 35
38-60 s,gs SM,SP-SM,GM 0.2 35
Edneyville 0-11 estl,gl,stl, ML,SM 0.24 42
vstl
11-39 sl,l,scl ML,SM,SC 0.4 70
gsl,gl,gscl ML,SM,SC 0.3 53
39-65 gsl SM,GM 0.2 35
Hazleton 0-9 chl,vstl SM,GM 0.24 42
9-40 chl SM,GM 0.20 35
40-50 vchl GM 0.20 35
Klinesville 0-13 shsil,shl, GM,SM,SC,ML 0.20 35
shsil,vshsil
13-18 vshsil,vshsl GM,GP 0.2 35
Shale, Bedrock
Lamington 0-10 sil ML,CL 0.43 75
10-23 sil,sicl ML,CL 0.4 70
23-45 cl,sil,l ML,CL 0.4 70
45-60 s,sl,sil SM,SP-SM,ML 0.3 53
Lansdale 0-14 l,sl SM,SC,ML,CL 0.28 49
chl,vstl SM,SC,ML,CL 0.24 42
14-30 scl,sl SM,SC 0.3 53
l ML,CL 0.4 70
30-45 chsil,gsl ML,CL 0.3 53
35-60 chsl,gsl,fsl SM,SC 0.2 35
Lansdowne 0-10 l,sil ML,CL 0.43 75
10-26 cl,sicl CL,CH 0.4 70
26-40 l,sicl ML,CL 0.4 70
40-60 shsicl ML,CL 0.4 70
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 148, R= 175 Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Duffield 0-10 sil ML,CL 0.32 56 vsil,vrsil ML,CL 0.28 49 10-36 sicl ML,CL,MH,CH 0.3 53 36-60 sicl ML,CL 0.4 70 shsil ML,CL 0.3 53 Dunellen 0-15 l,sl ML,SM 0.24 42 gl,gsl ML,SM 0.24 42 15-38 l,sl ML,SM 0.3 53 gl,gsl ML,SM 0.2 35 38-60 s,gs SM,SP-SM,GM 0.2 35 Edneyville 0-11 estl,gl,stl, ML,SM 0.24 42 vstl 11-39 sl,l,scl ML,SM,SC 0.4 70 gsl,gl,gscl ML,SM,SC 0.3 53 39-65 gsl SM,GM 0.2 35 Hazleton 0-9 chl,vstl SM,GM 0.24 42 9-40 chl SM,GM 0.20 35 40-50 vchl GM 0.20 35 Klinesville 0-13 shsil,shl, GM,SM,SC,ML 0.20 35 shsil,vshsil 13-18 vshsil,vshsl GM,GP 0.2 35 Shale, Bedrock Lamington 0-10 sil ML,CL 0.43 75 10-23 sil,sicl ML,CL 0.4 70 23-45 cl,sil,l ML,CL 0.4 70 45-60 s,sl,sil SM,SP-SM,ML 0.3 53 Lansdale 0-14 l,sl SM,SC,ML,CL 0.28 49 chl,vstl SM,SC,ML,CL 0.24 42 14-30 scl,sl SM,SC 0.3 53 l ML,CL 0.4 70 30-45 chsil,gsl ML,CL 0.3 53 35-60 chsl,gsl,fsl SM,SC 0.2 35 Lansdowne 0-10 l,sil ML,CL 0.43 75 10-26 cl,sicl CL,CH 0.4 70 26-40 l,sicl ML,CL 0.4 70 40-60 shsicl ML,CL 0.4 70 A1-29 Return to TOC

66. Table on PDF page 231, item 1

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TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Lawrenceville 0-28 sil ML,CL 0.49 86
28-60 sil ML,CL 0.6 105
sl,vfsl SM,SC 0.6 105
Legore 0-8 gl SM,GM 0.20 35
8-24 cl ML,MH,CL 0.3 53
gcl,gl,gsicl SM,SC 0.2 35
24-66 l,sil,sicl ML,CL 0.3 53
gl,vgl,gcl SM-SC 0.2 35
Lehigh 0-14 sil ML,CL 0,43 75
chsil,vstsil ML,CL 0.37 65
14-20 chsicl ML,CL 0.4 70
30-41 chsicl,vchsil ML,CL,GM 0.3 53
41+ Shale Bedrock
Meckesville 0-10 gl ML,CL 0.28 49
10-31 cl,l,scl, ML,CL,SC 0.4 70
sicl (g)
31-38 l ML,CL 0.4 70
38-60 l,scl,(g,k) ML,CL,SM,SC 0.3 53
Mount Lucas 0-9 sil ML,CL 0.32 56
vstsil ML,CL 0.28 49
9-32 l,cl,scl,sicl ML,CL 0.3 53
32-60 l ML 0.4 70
sl SM-SC 0.3 53
Neshaminy 0-14 sil ML,CL 0.32 56
vstsil,gsil ML,CL 0.28 49
14-54 l ML 0.3 53
scl,sl SM,SC 0.3 53
54+ Diabase Bedrock
Nixon 0-12 sil,l,sl ML,CL,SM 0.28 49
12-45 sil,sicl,cl ML,CL 0.4 70
45-60 sl,sil,s SM,ML 0.3 54
gsil,gs SM,ML 0.2 35
Norton 0-14 sil,l ML 0.32 56
14-63 sicl ML,CL 0.4 70
63-70 sil ML 0.4 70
vgl,shl GM 0.3 53
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 148, R= 175 Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Lawrenceville 0-28 sil ML,CL 0.49 86 28-60 sil ML,CL 0.6 105 sl,vfsl SM,SC 0.6 105 Legore 0-8 gl SM,GM 0.20 35 8-24 cl ML,MH,CL 0.3 53 gcl,gl,gsicl SM,SC 0.2 35 24-66 l,sil,sicl ML,CL 0.3 53 gl,vgl,gcl SM-SC 0.2 35 Lehigh 0-14 sil ML,CL 0,43 75 chsil,vstsil ML,CL 0.37 65 14-20 chsicl ML,CL 0.4 70 30-41 chsicl,vchsil ML,CL,GM 0.3 53 41+ Shale Bedrock Meckesville 0-10 gl ML,CL 0.28 49 10-31 cl,l,scl, ML,CL,SC 0.4 70 sicl (g) 31-38 l ML,CL 0.4 70 38-60 l,scl,(g,k) ML,CL,SM,SC 0.3 53 Mount Lucas 0-9 sil ML,CL 0.32 56 vstsil ML,CL 0.28 49 9-32 l,cl,scl,sicl ML,CL 0.3 53 32-60 l ML 0.4 70 sl SM-SC 0.3 53 Neshaminy 0-14 sil ML,CL 0.32 56 vstsil,gsil ML,CL 0.28 49 14-54 l ML 0.3 53 scl,sl SM,SC 0.3 53 54+ Diabase Bedrock Nixon 0-12 sil,l,sl ML,CL,SM 0.28 49 12-45 sil,sicl,cl ML,CL 0.4 70 45-60 sl,sil,s SM,ML 0.3 54 gsil,gs SM,ML 0.2 35 Norton 0-14 sil,l ML 0.32 56 14-63 sicl ML,CL 0.4 70 63-70 sil ML 0.4 70 vgl,shl GM 0.3 53 A1-30 Return to TOC

67. Table on PDF page 232, item 1

SESC 2017, PDF p. 232

TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Parker 0-40 vgl,vgsl,gsl,kl SM,GM,GP 0.17 30
estsp
40-60 vstl,vstls, GM 0.20 35
stsl,stls
Parsippany 0-9 l,sicl,sil ML 0.43 75
9-50 sicl,cl ML,CL 0.5 88
50-60 sicl,cl ML,CL,CH 0.4 70
Pattenburg 0-7 l,gl,vgl ML,SM,GM 0.32 56
7-30 vgl,l,cl,scl ML,GM,SM,SC 0.3 53
30-60 gl,vgl,gsl,vgsl GM,SM 0.2 35
Penn 0-8 l ML 0.32 56
shsil ML,CL 0.28 49
8-30 sil ML,CL 0.4 70
shsil,sicl SC-SM 0.3 53
30+ Shale Bedrock
Pope 0-12 fsl SM - -
12-46 fsl,l SM,SC - -
46-60 s,sl,gs,gsl, SP-SM,SM,GP-GM -
vgs,vgsl GM
Quakertown 0-16 sil ML 0.32 56
chsil ML 0.28 49
16-32 sicl ML,CL 0.3 53
32-48 chsil,cl ML,CL 0.3 53
48+ Sandstone Bedrock
Raritan 0-14 sil ML,CL 0.43 75
14-43 cl,sicl ML,CL,CH 0.3 53
43-60 stratified SM,SC 0.2 35
s,fsl SP,SM 0.2 35
c,sil,l ML,CL,CH 0.3 53
g GM 0.3 53
Readington 0-12 sil ML,CL 0.43 75
12-40 sil,sicl SM,SC,ML,CL 0.4 70
40-50 sil ML,CL 0,4 70
v,sh,sil GM 0.3 53
50+ Shale Bedrock
Reaville 0-13 sil ML,CL 0.43 75
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 148, R= 175 Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Parker 0-40 vgl,vgsl,gsl,kl SM,GM,GP 0.17 30 estsp 40-60 vstl,vstls, GM 0.20 35 stsl,stls Parsippany 0-9 l,sicl,sil ML 0.43 75 9-50 sicl,cl ML,CL 0.5 88 50-60 sicl,cl ML,CL,CH 0.4 70 Pattenburg 0-7 l,gl,vgl ML,SM,GM 0.32 56 7-30 vgl,l,cl,scl ML,GM,SM,SC 0.3 53 30-60 gl,vgl,gsl,vgsl GM,SM 0.2 35 Penn 0-8 l ML 0.32 56 shsil ML,CL 0.28 49 8-30 sil ML,CL 0.4 70 shsil,sicl SC-SM 0.3 53 30+ Shale Bedrock Pope 0-12 fsl SM - - 12-46 fsl,l SM,SC - - 46-60 s,sl,gs,gsl, SP-SM,SM,GP-GM - vgs,vgsl GM Quakertown 0-16 sil ML 0.32 56 chsil ML 0.28 49 16-32 sicl ML,CL 0.3 53 32-48 chsil,cl ML,CL 0.3 53 48+ Sandstone Bedrock Raritan 0-14 sil ML,CL 0.43 75 14-43 cl,sicl ML,CL,CH 0.3 53 43-60 stratified SM,SC 0.2 35 s,fsl SP,SM 0.2 35 c,sil,l ML,CL,CH 0.3 53 g GM 0.3 53 Readington 0-12 sil ML,CL 0.43 75 12-40 sil,sicl SM,SC,ML,CL 0.4 70 40-50 sil ML,CL 0,4 70 v,sh,sil GM 0.3 53 50+ Shale Bedrock Reaville 0-13 sil ML,CL 0.43 75 A1-31 Return to TOC

68. Table on PDF page 233, item 1

SESC 2017, PDF p. 233

TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 148, R= 175
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
shsil ML,CL 0.37 65
13-23 shsil ML,CL 0.3 53
GM,GC 0.3 53
23+ Shale and Silstone Bedrock
Riverhead 0-9 sl SM,SC 0.28 49
gsl SM,SC 0.20 35
9-34 fsl,slgsl,gfsl SM,SC 0.3 53
34-60 ls,s,gls,gs SP-SM,SM,GP-GM 0.2 35
GM
Rowland 0-44 sil,l ML,CL 0.43 75
sicl SM,SC 0.4 70
44-60 stratified SM,GM 0.3 53
s & g SP,GM 0.2 35
sil ML 0.4 70
Tioga 0-9 fsl ML,CL,SM 0.49 86
9-24 sil,l,fsl ML,CL,SM 0.4 70
24-60 vgls SM,GM 0.2 35
Turbotville 0-50 l,sil ML,CL 0.43 75
50-60 l,sl ML,SM 0.3 53
Washington 0-9 l,sil ML,CL 0.32 56
vstsl ML,CL 0.28 49
9-60 l,sicl,cl ML,CL 0.3 53
Watchung 0-9 sil ML,CL 0.43 75
9-46 c,cl,sicl ML,CL,CH 0.4 70
46-60 sil,sicl,l ML,CL 0.4 70
Whippany 0-10 sil ML,CL 0.43 75
10-60 sic,c,sicl ML,CL,CH,MH 0.5 88
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2b EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 148, R= 175 Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) shsil ML,CL 0.37 65 13-23 shsil ML,CL 0.3 53 GM,GC 0.3 53 23+ Shale and Silstone Bedrock Riverhead 0-9 sl SM,SC 0.28 49 gsl SM,SC 0.20 35 9-34 fsl,slgsl,gfsl SM,SC 0.3 53 34-60 ls,s,gls,gs SP-SM,SM,GP-GM 0.2 35 GM Rowland 0-44 sil,l ML,CL 0.43 75 sicl SM,SC 0.4 70 44-60 stratified SM,GM 0.3 53 s & g SP,GM 0.2 35 sil ML 0.4 70 Tioga 0-9 fsl ML,CL,SM 0.49 86 9-24 sil,l,fsl ML,CL,SM 0.4 70 24-60 vgls SM,GM 0.2 35 Turbotville 0-50 l,sil ML,CL 0.43 75 50-60 l,sl ML,SM 0.3 53 Washington 0-9 l,sil ML,CL 0.32 56 vstsl ML,CL 0.28 49 9-60 l,sicl,cl ML,CL 0.3 53 Watchung 0-9 sil ML,CL 0.43 75 9-46 c,cl,sicl ML,CL,CH 0.4 70 46-60 sil,sicl,l ML,CL 0.4 70 Whippany 0-10 sil ML,CL 0.43 75 10-60 sic,c,sicl ML,CL,CH,MH 0.5 88 A1-32 Return to TOC

69. Table on PDF page 234, item 1

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TABLE A1-2c EROSION PROPERTIES OF SOILS IN NEW JERSEY
LAND RESOURCE AREA 149, R= 200
Soil Series
(Alpha Listing)		 1/
Local
Mapping
No.		 Typical
Profile
(inches)		 USDA Texture
Range		 Unified
System		 K KR
Adelphia 0.14 sl,fsl,l ML,CL,SM,SC 0.32 64
14-37 l,scl,fsl SM,SC,ML,CL 0.4 80
37-60 sl,ls SM 0.2 40
Atsion 0-16 s,fs SP,SP-SM 0.17 34
16-60 s,ls SP,SP-SM 0.2 40
Aura 0-13 sl,l SM,ML,CL 0.43 86
gl,gsl SM,SC 0.32 60
ls SP-SM,SM 0.28 40
13-59 scl SM,SC 0.4 80
gscl,gsl GM,GC 0.3 60
59-72 scl,sl SM,SC 0.4 80
gsl,gcl SM,SC,GM,GC 0.3 60
ls SP-SM 0.2 40
Barclay 0-14 fsl,lfs SM 0.49 98
14-40 vfsl,fsl SM 0.4 80
40-60 fs,lfs SM,SP-SM 0.3 60
Bayboro 0-14 sl,l,sil ML 0.37 74
14-64 c,cl,sic CH,CL,MH 0.2 40
Berryland 0-12 s,fs SP,SP-SM 0.17 34
12-72 s,ls,sl SP,SP-SM 0.2 40
Bertie 0-14 sil,l ML,CL 0.37 74
14-40 sil,sicl,l ML,CL 0.4 80
40-60 stratified SM,SC,ML 0.3 60
sl,l,ls
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-2c EROSION PROPERTIES OF SOILS IN NEW JERSEY LAND RESOURCE AREA 149, R= 200 Soil Series Local 1/ Typical USDA Texture Unified (Alpha Listing) Mapping Profile Range System K KR No. (inches) Adelphia 0.14 sl,fsl,l ML,CL,SM,SC 0.32 64 14-37 l,scl,fsl SM,SC,ML,CL 0.4 80 37-60 sl,ls SM 0.2 40 Atsion 0-16 s,fs SP,SP-SM 0.17 34 16-60 s,ls SP,SP-SM 0.2 40 Aura 0-13 sl,l SM,ML,CL 0.43 86 gl,gsl SM,SC 0.32 60 ls SP-SM,SM 0.28 40 13-59 scl SM,SC 0.4 80 gscl,gsl GM,GC 0.3 60 59-72 scl,sl SM,SC 0.4 80 gsl,gcl SM,SC,GM,GC 0.3 60 ls SP-SM 0.2 40 Barclay 0-14 fsl,lfs SM 0.49 98 14-40 vfsl,fsl SM 0.4 80 40-60 fs,lfs SM,SP-SM 0.3 60 Bayboro 0-14 sl,l,sil ML 0.37 74 14-64 c,cl,sic CH,CL,MH 0.2 40 Berryland 0-12 s,fs SP,SP-SM 0.17 34 12-72 s,ls,sl SP,SP-SM 0.2 40 Bertie 0-14 sil,l ML,CL 0.37 74 14-40 sil,sicl,l ML,CL 0.4 80 40-60 stratified SM,SC,ML 0.3 60 sl,l,ls A1-33 Return to TOC

70. Table on PDF page 235, item 1

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gsl SM 0.2 40
Bibb 0-28 sl to sicl ML,CL,SM 0.32 64
28-60 highly variable SM,GM,CL 0.29 40
Chillum 0-28 sil ML,CL 0.32 64
28-60 gscl,gl SM,SC 0.3 60
gsl GM 0.2 40
Colemantown 0-14 l ML,CL,SM 0.43 86
14-30 sc,scl CL,CH,MH 0.4 80
30-60 sl,cl,scl SC,ML,CL 0.4 80
Collington 0-13 sl,fsl SM,SC,ML 0.28 56
ls SM 0.20 40
13-32 scl,cl,sl,l SC,SM,ML,CL 0.4 80
32-60 sl,ls SM,SC 0.2 40
Colts Neck 0-14 sl SM 0.28 56
ls SM 0.20 40
14-34 scl,sl,l SM,SC 0.4 80
34-60 sl SM 0.3 60
Donlonton 0-12 fsl ML,CL,SM,SC 0.43 86
12-40 sc,cl,sic CH,CL,ML 0.4 80
40-60 sc,sicl,cl,ls SM,SC,ML,CL 0.3 60
Downer 0-16 sl SM,SP-SM 0.28 56
ls SM 0.20 40
16-30 sl SM 0.3 60
30-60 s,ls SP,SP-SM 0.2 40
Dragson 0-14 fsl,sl,lfs SM,SC,ML 0.28 56
14-30 sl,scl SM,SC,CL 0.3 60
30-60 ls,lfs SM 0.2 40
Elkton 0-10 sil,sl,l ML,CL,SM 0.43 86
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 gsl SM 0.2 40 Bibb 0-28 sl to sicl ML,CL,SM 0.32 64 28-60 highly variable SM,GM,CL 0.29 40 Chillum 0-28 sil ML,CL 0.32 64 28-60 gscl,gl SM,SC 0.3 60 gsl GM 0.2 40 Colemantown 0-14 l ML,CL,SM 0.43 86 14-30 sc,scl CL,CH,MH 0.4 80 30-60 sl,cl,scl SC,ML,CL 0.4 80 Collington 0-13 sl,fsl SM,SC,ML 0.28 56 ls SM 0.20 40 13-32 scl,cl,sl,l SC,SM,ML,CL 0.4 80 32-60 sl,ls SM,SC 0.2 40 Colts Neck 0-14 sl SM 0.28 56 ls SM 0.20 40 14-34 scl,sl,l SM,SC 0.4 80 34-60 sl SM 0.3 60 Donlonton 0-12 fsl ML,CL,SM,SC 0.43 86 12-40 sc,cl,sic CH,CL,ML 0.4 80 40-60 sc,sicl,cl,ls SM,SC,ML,CL 0.3 60 Downer 0-16 sl SM,SP-SM 0.28 56 ls SM 0.20 40 16-30 sl SM 0.3 60 30-60 s,ls SP,SP-SM 0.2 40 Dragson 0-14 fsl,sl,lfs SM,SC,ML 0.28 56 14-30 sl,scl SM,SC,CL 0.3 60 30-60 ls,lfs SM 0.2 40 Elkton 0-10 sil,sl,l ML,CL,SM 0.43 86 A1-34 Return to TOC

71. Table on PDF page 236, item 1

SESC 2017, PDF p. 236

10-36 sic,c CH,CL,MH 0.4 80
36-60 sic,sicl,scl,c SC,SM,CL,CH,MH 0.4 80
Evesboro 0-60 ls,s,fs SM,SP 0.17 34
Fallsington 0-14 sl,fsl,l SM,SC,ML 0.28 56
14-35 scl,sl SM,SC,ML 0.3 60
35-50 s,ls,sl SM,SP-SM 0.2 40
Fort Mott 0-24 s,ls SP-SM,SM 0.20 40
24-40 sl SM 0.3 60
40-60 s SP-SM,SM 0.2 40
Freehold 0-14 fsl,sl,l SM,ML 0.28 56
ls,lfs SM 0.20 40
14-32 sl,scl SM,SC 0.4 80
32-60 stratified SM 0.2 40
ls,fsl
Freneau 0-60 sl,l SM,ML 0.28 56
Galestown 0-60 ls,s SM,SP 0.17 34
Hammonton 0-18 sl SM 0.28 56
ls SP-SM,SM 0.20 40
18-36 sl SM 0.3 60
36-60 s,ls,gs,gls SP-SM,SM 0.2 40
Holmdel 0-14 fsl,sl,l,lfs SM,ML 0.28 56
14-36 sl,scl,l SM,SC 0.4 80
36-60 ls,sl SM 0.2 40
Howell 0-14 fsl,l SM,ML,CL 0.43 86
14-35 cl,sicl CL 0.4 80
35-60 c,sic,sicl MH,ML,CL 0.3 60
Keansburg 0-30 sl,fsl,l SM,ML,SC 0.28 56
30-60 sl,l SM 0.3 60
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 10-36 sic,c CH,CL,MH 0.4 80 36-60 sic,sicl,scl,c SC,SM,CL,CH,MH 0.4 80 Evesboro 0-60 ls,s,fs SM,SP 0.17 34 Fallsington 0-14 sl,fsl,l SM,SC,ML 0.28 56 14-35 scl,sl SM,SC,ML 0.3 60 35-50 s,ls,sl SM,SP-SM 0.2 40 Fort Mott 0-24 s,ls SP-SM,SM 0.20 40 24-40 sl SM 0.3 60 40-60 s SP-SM,SM 0.2 40 Freehold 0-14 fsl,sl,l SM,ML 0.28 56 ls,lfs SM 0.20 40 14-32 sl,scl SM,SC 0.4 80 32-60 stratified SM 0.2 40 ls,fsl Freneau 0-60 sl,l SM,ML 0.28 56 Galestown 0-60 ls,s SM,SP 0.17 34 Hammonton 0-18 sl SM 0.28 56 ls SP-SM,SM 0.20 40 18-36 sl SM 0.3 60 36-60 s,ls,gs,gls SP-SM,SM 0.2 40 Holmdel 0-14 fsl,sl,l,lfs SM,ML 0.28 56 14-36 sl,scl,l SM,SC 0.4 80 36-60 ls,sl SM 0.2 40 Howell 0-14 fsl,l SM,ML,CL 0.43 86 14-35 cl,sicl CL 0.4 80 35-60 c,sic,sicl MH,ML,CL 0.3 60 Keansburg 0-30 sl,fsl,l SM,ML,SC 0.28 56 30-60 sl,l SM 0.3 60 A1-35 Return to TOC

72. Table on PDF page 237, item 1

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Keyport 0-10 sil,l,fsl,sl SM,ML 0.43 86
10-44 c,sic,cl CL,CH,MH 0.4 80
44-72 sicl,sic CL,ML,MH 0.4 80
iii
Sandy Substratum		 44-72 scl,sl SM,SC,ML,CL 0.3 60
2/
Klej 0-40 ls,fs SM,SP-SM,SP 0.17 34
40-60 ls,fs,lfs,sl SM,SP-SM,SP 0.2 40
Kresson 0-10 l,sl,ls,fsl ML,CL,SM,SP-SM 0.43 86
10-45 sc,scl ML,MH,CL,CH 0.4 80
45-60 sl,l SM,SC,ML,CL 0.3 60
Lakehurst 0-60 s,fs SP,SP-SM 0.17 34
Lakeland 0-60 ls,lfs,s SM,SP 0.17 34
Lenoir 0-10 sil,l,fsl SM,ML 0.43 86
10-60 sicl,c,sic,cl CL,CH,ML,MH 0.4 80
Sandy Substratum3 40-72 scl,sl SM,SC,ML,CL 0.3 60
2/
Leon 0-16 s SP,SP-SM 0.17 34
16-60 s,ls SP,SP-SM 0.2 40
Lenoir 0-10 l,sil ML,CL 0.43 86
10-40 c,sic,cl CL,CH,MH 0.4 80
40-60 cl,sicl CL,MH,ML 0.4 80
Lincroft 0-60 ls,s SM,SP-SM 0.17 34
Marlton 0-14 sl,fsl SM,SC 0.43 86
14-45 sc,scl ML,CL,MH,CH 0.4 80
45-60 sl,scl SM,SC,CL,ML 0.4 80
Matapeake 0-16 sil,fsl,l ML-SM,CL 0.32 64
16-34 sil,sicl ML,CL 0.4 80
34-60 s,ls,sl,l SM,SC,CL,ML 0.3 60
gs
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Keyport 0-10 sil,l,fsl,sl SM,ML 0.43 86 10-44 c,sic,cl CL,CH,MH 0.4 80 44-72 sicl,sic CL,ML,MH 0.4 80 44-72 scl,sl SM,SC,ML,CL 0.3 60 Sandy Substratumiii 2/ Klej 0-40 ls,fs SM,SP-SM,SP 0.17 34 40-60 ls,fs,lfs,sl SM,SP-SM,SP 0.2 40 Kresson 0-10 l,sl,ls,fsl ML,CL,SM,SP-SM 0.43 86 10-45 sc,scl ML,MH,CL,CH 0.4 80 45-60 sl,l SM,SC,ML,CL 0.3 60 Lakehurst 0-60 s,fs SP,SP-SM 0.17 34 Lakeland 0-60 ls,lfs,s SM,SP 0.17 34 Lenoir 0-10 sil,l,fsl SM,ML 0.43 86 10-60 sicl,c,sic,cl CL,CH,ML,MH 0.4 80 Sandy Substratum3 40-72 scl,sl SM,SC,ML,CL 0.3 60 2/ Leon 0-16 s SP,SP-SM 0.17 34 16-60 s,ls SP,SP-SM 0.2 40 Lenoir 0-10 l,sil ML,CL 0.43 86 10-40 c,sic,cl CL,CH,MH 0.4 80 40-60 cl,sicl CL,MH,ML 0.4 80 Lincroft 0-60 ls,s SM,SP-SM 0.17 34 Marlton 0-14 sl,fsl SM,SC 0.43 86 14-45 sc,scl ML,CL,MH,CH 0.4 80 45-60 sl,scl SM,SC,CL,ML 0.4 80 Matapeake 0-16 sil,fsl,l ML-SM,CL 0.32 64 16-34 sil,sicl ML,CL 0.4 80 34-60 s,ls,sl,l SM,SC,CL,ML 0.3 60 gs A1-36 Return to TOC

73. Table on PDF page 238, item 1

SESC 2017, PDF p. 238

Matawan 0-20 sl,ls,fsl SM,SC 0.32 64
20-60 cl,scl,sc,sl CL,SC,SM 0.4 80
Mattapex 0-14 sil,l ML,CL 0.37 74
14-40 sicl,sil,cl ML,CL 0.4 80
40-60 sl,ls,s,l, SM,SC,CL,ML 0.2 40
gs
Matlock 0-10 1 ML,CL 0.43 86
10-35 sc,scl ML,CL,MH,CH 0.4 80
35-60 sl,l SM,SC,ML 0.3 60
Monmouth 0-11 fsl,l,lfs SM,SC,ML,CL 0.43 86
11-40 SC,SCL CL,SC 0.4 80
40-60 sl,scl,sc SM,SC 0.3 60
Nixonton 0-14 fsl,lfs SM 0.49 98
14-40 vfsl,fsl SM 0.4 80
40-60 lfs,ls SM,SP-SM 0.2 40
Osier 0-60 s,fs,ls,lfs SM,SP-SM 0.17 34
Othello 0-14 sil,l,fsl,sicl ML,CL 0.37 74
14-34 sicl,sil ML,CL 0.4 80
34-60 sl,ls,scl SM,SC,CL 0.3 60
Pasquotank 0-30 vfsl,fsl ML,SM 0.49 98
30-60 vfsl,sl,ls ML,SM 0.2 40
Pemberton 0-24 s,ls SM,SP-SM 0.20 40
24-34 sl SM,SC 0.2 40
34-60 s,ls SM,SP-SM 0.2 40
Plummer 0-46 s,fs,ls,lfs SM,SP-SM 0.17 34
46-60 sl,scl SM,SC 0.30 60
Pocomoke 0-28 sl,l,fsl,ls SM,ML 0.28 56
lfs
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Matawan 0-20 sl,ls,fsl SM,SC 0.32 64 20-60 cl,scl,sc,sl CL,SC,SM 0.4 80 Mattapex 0-14 sil,l ML,CL 0.37 74 14-40 sicl,sil,cl ML,CL 0.4 80 40-60 sl,ls,s,l, SM,SC,CL,ML 0.2 40 gs Matlock 0-10 1 ML,CL 0.43 86 10-35 sc,scl ML,CL,MH,CH 0.4 80 35-60 sl,l SM,SC,ML 0.3 60 Monmouth 0-11 fsl,l,lfs SM,SC,ML,CL 0.43 86 11-40 SC,SCL CL,SC 0.4 80 40-60 sl,scl,sc SM,SC 0.3 60 Nixonton 0-14 fsl,lfs SM 0.49 98 14-40 vfsl,fsl SM 0.4 80 40-60 lfs,ls SM,SP-SM 0.2 40 Osier 0-60 s,fs,ls,lfs SM,SP-SM 0.17 34 Othello 0-14 sil,l,fsl,sicl ML,CL 0.37 74 14-34 sicl,sil ML,CL 0.4 80 34-60 sl,ls,scl SM,SC,CL 0.3 60 Pasquotank 0-30 vfsl,fsl ML,SM 0.49 98 30-60 vfsl,sl,ls ML,SM 0.2 40 Pemberton 0-24 s,ls SM,SP-SM 0.20 40 24-34 sl SM,SC 0.2 40 34-60 s,ls SM,SP-SM 0.2 40 Plummer 0-46 s,fs,ls,lfs SM,SP-SM 0.17 34 46-60 sl,scl SM,SC 0.30 60 Pocomoke 0-28 sl,l,fsl,ls SM,ML 0.28 56 lfs A1-37 Return to TOC

74. Table on PDF page 239, item 1

SESC 2017, PDF p. 239

28-60 ls,s SM,SP-SM 0.2 40
Portsmouth 0-26 sil ML,CL 0.28 56
26-60 fs,cos SP,SP-SM 0.2 40
Rutlege 0-18 ls,lfs SM,SP-SM 0.17 34
18-60 s,fs,ls,lfs SP-SM,SP,SM 0.2 40
St. Johns 0-12 s SP,SP-SM 0.17 34
12-72 s,ls,sl,gs SP,SP-SM 0.2 40
Sassafras 0-14 fsl,l,sl SM,ML 0.28 56
ls,lfs SM 0.20 40
gsl SM,SP 0.24 48
14-36 scl,sl,l SM,SC,CL,ML 0.3 60
36-60 sl,ls,fsl SM 0.2 40
gsl,gls SM,SP,SP-SM -- --
Shrewsbury 0-14 sl,fsl,l SM,ML 0.28 56
14-30 scl,sl SC,SM,CL 0.3 60
30-60 s,ls,sl SM,SP-SM 0.2 40
Tinton 0-24 s,ls SM,SP-SM 0.20 40
24-60 s,ls SM,SC,SP-SM 0.20 40
Weeksville 0-14 fsl ML,SM 0.49 98
14-44 sil,fsl ML,SM 0.4 80
44-60 vfsl,fsl,scl ML,CL,SM 0.4 80
Westphalia 0-14 fsl,lfs SM,ML 0.49 98
14-28 fsl,lfs, SC,SM,ML 0.4 80
vfsl
28-60 fs,lfs,fsl SM,ML,SP-SM 0.3 60
Woodsmansie 0-17 s SM,SP-SM 0.20 40
17-30 sl SM,SC 0.2 40
30-60 s,ls,sl SM,SP-SM 0.2 40
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 28-60 ls,s SM,SP-SM 0.2 40 Portsmouth 0-26 sil ML,CL 0.28 56 26-60 fs,cos SP,SP-SM 0.2 40 Rutlege 0-18 ls,lfs SM,SP-SM 0.17 34 18-60 s,fs,ls,lfs SP-SM,SP,SM 0.2 40 St. Johns 0-12 s SP,SP-SM 0.17 34 12-72 s,ls,sl,gs SP,SP-SM 0.2 40 Sassafras 0-14 fsl,l,sl SM,ML 0.28 56 ls,lfs SM 0.20 40 gsl SM,SP 0.24 48 14-36 scl,sl,l SM,SC,CL,ML 0.3 60 36-60 sl,ls,fsl SM 0.2 40 gsl,gls SM,SP,SP-SM -- -- Shrewsbury 0-14 sl,fsl,l SM,ML 0.28 56 14-30 scl,sl SC,SM,CL 0.3 60 30-60 s,ls,sl SM,SP-SM 0.2 40 Tinton 0-24 s,ls SM,SP-SM 0.20 40 24-60 s,ls SM,SC,SP-SM 0.20 40 Weeksville 0-14 fsl ML,SM 0.49 98 14-44 sil,fsl ML,SM 0.4 80 44-60 vfsl,fsl,scl ML,CL,SM 0.4 80 Westphalia 0-14 fsl,lfs SM,ML 0.49 98 14-28 fsl,lfs, SC,SM,ML 0.4 80 vfsl 28-60 fs,lfs,fsl SM,ML,SP-SM 0.3 60 Woodsmansie 0-17 s SM,SP-SM 0.20 40 17-30 sl SM,SC 0.2 40 30-60 s,ls,sl SM,SP-SM 0.2 40 A1-38 Return to TOC

75. Table on PDF page 240, item 1

SESC 2017, PDF p. 240

Woodstown 0-14 sl,fsl,l SM,SC,ML 0.28 56
ls SM 0.20 40
14-36 scl,l,sl SM,CL,SC,ML 0.4 80
36-60 s,ls,sl SM,SP-SM 0.2 40
gsl,gls SM,SP-SM
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Woodstown 0-14 sl,fsl,l SM,SC,ML 0.28 56 ls SM 0.20 40 14-36 scl,l,sl SM,CL,SC,ML 0.4 80 36-60 s,ls,sl SM,SP-SM 0.2 40 gsl,gls SM,SP-SM A1-39 Return to TOC

76. Table on PDF page 247, item 1

SESC 2017, PDF p. 247

Probability Single Storm
One
Year In		 Factor Exceeded
Once In
(Years)		 Factor
2 0.9 1 0.2
5 1.25 2 0.3
20 1.70 5 0.4
10 0.5
20 0.7
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE A1-8 FACTORS FOR MODIFYING THE SOIL LOSS EQUATION TO OBTAIN ESTIMATES BASED ON PROBABILITY AND SINGLE STORM SOIL LOSS Probability Single Storm One Factor Exceeded Factor Year In Once In (Years) 2 0.9 1 0.2 5 1.25 2 0.3 20 1.70 5 0.4 10 0.5 20 0.7 Example: The average annual soil loss from a critical sediment source area was computed to be 100 tons per acre per year. One year in 5 this loss could be: 100 x 1.25 = 125 tons per acre, or one year in 20 the loss could be: 100 x 1.7 = 170 tons per acre. A single storm that may take place once in 10 years could cause a soil loss of 100 x 0.5 = 50 tons per acre. If the single storm is one that occurs once in 2 years, the loss might be: 100 x 0.3 = 30 tons per acre. Notes: i. Mapping units may be inserted on the basis of the local county soil survey. ii. Alluvial soil, unassigned. iii. Data for sandy substratum. A1-46 Return to TOC

77. Table on PDF page 249, item 1

SESC 2017, PDF p. 249

Name of Project Project Location: Municipality
Project Street Address Block Lot
Project Owner(s) Name Email Phone #
Fax #
Project Owner(s) Street Address (No P.O. Box Numbers) City State Zip
Total Project Area
(Acres)		 Total Disturbed Area
(Acres)		 Total Soil Restoration Area
(Acres)		 No. Dwelling or other Units Fee
$
Plans Prepared by* Email of plan preparer: Phone #
Fax #
Street Address City State Zip
Source context and notes APPLICATION FOR SOIL EROSION AND SEDIMENT CONTROL PLAN CERTIFICATION The enclosed soil erosion and sediment control plan and supporting information are submitted for certification pursuant to the Soil Erosion and Sediment Control Act, Chapter 251, P.L. 1975 as amended (NJSA 4:24-39 et. seq.) An application for certification of a soil erosion and sediment control plan shall include the items listed on the reverse side of this form. Name of Project Project Location: Municipality Project Street Address Block Lot Project Owner(s) Name Email Phone # Fax # Project Owner(s) Street Address (No P.O. Box Numbers) City State Zip Total Project Area Total Disturbed Area Total Soil Restoration Area (Acres) (Acres) (Acres) No. Dwelling or other Units Fee $ Plans Prepared by* Email of plan preparer: Phone # Fax # Street Address City State Zip *(Engineering related items of the Soil Erosion and Sediment Control Plan MUST be prepared by or under the direction of and be sealed by a Professional Engineer or Architect licensed in the State of New Jersey, in accordance with NJAC 13:27-6.1 et. seq.) Agent Responsible During Construction Email Street Address City State Zip Phone Fax # The applicant hereby certifies that all soil erosion and sediment control measures are designed in accordance with current Standards for Soil Erosion and Sediment Control In New Jersey and will be installed in accordance with those Standards and the plan as approved by the Soil Conservation District and agrees as follows: 1. To notify the District in writing at least 48 hours in advance of any land 4. To allow District agents to go upon project lands for inspection. disturbance activity. Failure to provide such notification may result in additional inspection fees. 5. That any conveyance of this project or portion thereof prior to its completion will transfer full responsibility for compliance with the certified plan to any 2. To notify the District upon completion of the Project (Note: No certificate subsequent owners. of occupancy can be granted until a report of compliance is issued by the District. 6. To comply with all terms and conditions of this application and certified plan including payment of all fees prescribed by the district fee schedule hereby 3. To maintain a copy of the certified plan on the project site during construction. incorporated by reference. The applicant hereby acknowledges that structural measures contained in the Soil Erosion and Sediment Control Plan are reviewed for adequacy to reduce offsite soil erosion and sedimentation and not for adequacy of structural design. The applicant shall retain full responsibility for any damages which may result from any construction activity notwithstanding district certification of the subject soil erosion and sediment control plan. It is understood that approval of the plan submitted with this application shall be valid only for the duration of the initial project approval granted by the municipality. All municipal renewals of this project will require submission and approval by the district. In no case shall the approval extend beyond three- and one-half years at which time resubmission and certification will be required. Soil Erosion and Sediment Control Plan certification is limited to the controls specified in the plan. It is not authorization to engage in the proposed land use unless such use has been previously approved by the municipality or other controlling agency. It is further understood that all documents, site plans, design reports etc. submitted to the district shall be made available to the public (upon request) pursuant to the Open Public Records Act, N.J.S.A. 47:1A-1 et seq. 1. Applicant Certification* 3. Plan determined complete: Signature Date Signature of District Official Date Applicant Name (Print) 2. Receipt of fee, plan and supporting documents is hereby acknowledged: 4. Plan certified, denied or other actions noted above. Special Remarks: Signature of District Official Date Signature of District Official Date *If other than project owner, written authorization of owner must be attached. SSCC251 7/17

78. Table on PDF page 249, item 2

SESC 2017, PDF p. 249

Agent Responsible During Construction Email
Street Address
City State Zip Phone Fax #
Source context and notes APPLICATION FOR SOIL EROSION AND SEDIMENT CONTROL PLAN CERTIFICATION The enclosed soil erosion and sediment control plan and supporting information are submitted for certification pursuant to the Soil Erosion and Sediment Control Act, Chapter 251, P.L. 1975 as amended (NJSA 4:24-39 et. seq.) An application for certification of a soil erosion and sediment control plan shall include the items listed on the reverse side of this form. Name of Project Project Location: Municipality Project Street Address Block Lot Project Owner(s) Name Email Phone # Fax # Project Owner(s) Street Address (No P.O. Box Numbers) City State Zip Total Project Area Total Disturbed Area Total Soil Restoration Area (Acres) (Acres) (Acres) No. Dwelling or other Units Fee $ Plans Prepared by* Email of plan preparer: Phone # Fax # Street Address City State Zip *(Engineering related items of the Soil Erosion and Sediment Control Plan MUST be prepared by or under the direction of and be sealed by a Professional Engineer or Architect licensed in the State of New Jersey, in accordance with NJAC 13:27-6.1 et. seq.) Agent Responsible During Construction Email Street Address City State Zip Phone Fax # The applicant hereby certifies that all soil erosion and sediment control measures are designed in accordance with current Standards for Soil Erosion and Sediment Control In New Jersey and will be installed in accordance with those Standards and the plan as approved by the Soil Conservation District and agrees as follows: 1. To notify the District in writing at least 48 hours in advance of any land 4. To allow District agents to go upon project lands for inspection. disturbance activity. Failure to provide such notification may result in additional inspection fees. 5. That any conveyance of this project or portion thereof prior to its completion will transfer full responsibility for compliance with the certified plan to any 2. To notify the District upon completion of the Project (Note: No certificate subsequent owners. of occupancy can be granted until a report of compliance is issued by the District. 6. To comply with all terms and conditions of this application and certified plan including payment of all fees prescribed by the district fee schedule hereby 3. To maintain a copy of the certified plan on the project site during construction. incorporated by reference. The applicant hereby acknowledges that structural measures contained in the Soil Erosion and Sediment Control Plan are reviewed for adequacy to reduce offsite soil erosion and sedimentation and not for adequacy of structural design. The applicant shall retain full responsibility for any damages which may result from any construction activity notwithstanding district certification of the subject soil erosion and sediment control plan. It is understood that approval of the plan submitted with this application shall be valid only for the duration of the initial project approval granted by the municipality. All municipal renewals of this project will require submission and approval by the district. In no case shall the approval extend beyond three- and one-half years at which time resubmission and certification will be required. Soil Erosion and Sediment Control Plan certification is limited to the controls specified in the plan. It is not authorization to engage in the proposed land use unless such use has been previously approved by the municipality or other controlling agency. It is further understood that all documents, site plans, design reports etc. submitted to the district shall be made available to the public (upon request) pursuant to the Open Public Records Act, N.J.S.A. 47:1A-1 et seq. 1. Applicant Certification* 3. Plan determined complete: Signature Date Signature of District Official Date Applicant Name (Print) 2. Receipt of fee, plan and supporting documents is hereby acknowledged: 4. Plan certified, denied or other actions noted above. Special Remarks: Signature of District Official Date Signature of District Official Date *If other than project owner, written authorization of owner must be attached. SSCC251 7/17

79. Table on PDF page 249, item 3

SESC 2017, PDF p. 249

1. Applicant Certification*
Signature Date
Applicant Name (Print)		 3. Plan determined complete:
Signature of District Official Date
2. Receipt of fee, plan and supporting documents is hereby acknowledged:
Signature of District Official Date		 4. Plan certified, denied or other actions noted above. Special Remarks:
Signature of District Official Date
Source context and notes APPLICATION FOR SOIL EROSION AND SEDIMENT CONTROL PLAN CERTIFICATION The enclosed soil erosion and sediment control plan and supporting information are submitted for certification pursuant to the Soil Erosion and Sediment Control Act, Chapter 251, P.L. 1975 as amended (NJSA 4:24-39 et. seq.) An application for certification of a soil erosion and sediment control plan shall include the items listed on the reverse side of this form. Name of Project Project Location: Municipality Project Street Address Block Lot Project Owner(s) Name Email Phone # Fax # Project Owner(s) Street Address (No P.O. Box Numbers) City State Zip Total Project Area Total Disturbed Area Total Soil Restoration Area (Acres) (Acres) (Acres) No. Dwelling or other Units Fee $ Plans Prepared by* Email of plan preparer: Phone # Fax # Street Address City State Zip *(Engineering related items of the Soil Erosion and Sediment Control Plan MUST be prepared by or under the direction of and be sealed by a Professional Engineer or Architect licensed in the State of New Jersey, in accordance with NJAC 13:27-6.1 et. seq.) Agent Responsible During Construction Email Street Address City State Zip Phone Fax # The applicant hereby certifies that all soil erosion and sediment control measures are designed in accordance with current Standards for Soil Erosion and Sediment Control In New Jersey and will be installed in accordance with those Standards and the plan as approved by the Soil Conservation District and agrees as follows: 1. To notify the District in writing at least 48 hours in advance of any land 4. To allow District agents to go upon project lands for inspection. disturbance activity. Failure to provide such notification may result in additional inspection fees. 5. That any conveyance of this project or portion thereof prior to its completion will transfer full responsibility for compliance with the certified plan to any 2. To notify the District upon completion of the Project (Note: No certificate subsequent owners. of occupancy can be granted until a report of compliance is issued by the District. 6. To comply with all terms and conditions of this application and certified plan including payment of all fees prescribed by the district fee schedule hereby 3. To maintain a copy of the certified plan on the project site during construction. incorporated by reference. The applicant hereby acknowledges that structural measures contained in the Soil Erosion and Sediment Control Plan are reviewed for adequacy to reduce offsite soil erosion and sedimentation and not for adequacy of structural design. The applicant shall retain full responsibility for any damages which may result from any construction activity notwithstanding district certification of the subject soil erosion and sediment control plan. It is understood that approval of the plan submitted with this application shall be valid only for the duration of the initial project approval granted by the municipality. All municipal renewals of this project will require submission and approval by the district. In no case shall the approval extend beyond three- and one-half years at which time resubmission and certification will be required. Soil Erosion and Sediment Control Plan certification is limited to the controls specified in the plan. It is not authorization to engage in the proposed land use unless such use has been previously approved by the municipality or other controlling agency. It is further understood that all documents, site plans, design reports etc. submitted to the district shall be made available to the public (upon request) pursuant to the Open Public Records Act, N.J.S.A. 47:1A-1 et seq. 1. Applicant Certification* 3. Plan determined complete: Signature Date Signature of District Official Date Applicant Name (Print) 2. Receipt of fee, plan and supporting documents is hereby acknowledged: 4. Plan certified, denied or other actions noted above. Special Remarks: Signature of District Official Date Signature of District Official Date *If other than project owner, written authorization of owner must be attached. SSCC251 7/17

80. Table on PDF page 253, item 1

SESC 2017, PDF p. 253

Drainage Drainage
Area
(acres)		 Post- Percent
Impervious		 Percent Time of
Area Name Development Impervious Concentration
CN# (min)
Source context and notes New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form Basin Details:3 Basin Centroid (NJ State Plane Feet):4 Northing: _________________ Easting: _________________ Basin Type: _________________________________________ Construction: _______________________________________ Status phase:5 Design ☒ As-built ☐ Dam Height: (ft) ________ top width: (ft) __________ Dam Classification: _________________________ Drainage Area(s) to Basin [note- include any bypass areas]6 Drainage Drainage Post- Percent Time of Area Name Area Development Impervious Concentration (acres) CN# (min) Basin Outlet Structure(s)7 ID: End of Pipe Location:8 Northing: Easting: Discharge Type9 Dimensions Elevation Discharge 10 Equation Used11 (weir, orifice, etc) (diameter, (USGS) Coefficient length) ReturnSSCCto251TOCHDF1

81. Table on PDF page 253, item 2

SESC 2017, PDF p. 253

Discharge Type9
(weir, orifice, etc)
Source context and notes New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form Basin Details:3 Basin Centroid (NJ State Plane Feet):4 Northing: _________________ Easting: _________________ Basin Type: _________________________________________ Construction: _______________________________________ Status phase:5 Design ☒ As-built ☐ Dam Height: (ft) ________ top width: (ft) __________ Dam Classification: _________________________ Drainage Area(s) to Basin [note- include any bypass areas]6 Drainage Drainage Post- Percent Time of Area Name Area Development Impervious Concentration (acres) CN# (min) Basin Outlet Structure(s)7 ID: End of Pipe Location:8 Northing: Easting: Discharge Type9 Dimensions Elevation Discharge 10 Equation Used11 (weir, orifice, etc) (diameter, (USGS) Coefficient length) ReturnSSCCto251TOCHDF1

82. Table on PDF page 253, item 3

SESC 2017, PDF p. 253

Dimensions Elevation
(USGS)		 Discharge 10 Equation Used11
(diameter, Coefficient
length)
Source context and notes New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form Basin Details:3 Basin Centroid (NJ State Plane Feet):4 Northing: _________________ Easting: _________________ Basin Type: _________________________________________ Construction: _______________________________________ Status phase:5 Design ☒ As-built ☐ Dam Height: (ft) ________ top width: (ft) __________ Dam Classification: _________________________ Drainage Area(s) to Basin [note- include any bypass areas]6 Drainage Drainage Post- Percent Time of Area Name Area Development Impervious Concentration (acres) CN# (min) Basin Outlet Structure(s)7 ID: End of Pipe Location:8 Northing: Easting: Discharge Type9 Dimensions Elevation Discharge 10 Equation Used11 (weir, orifice, etc) (diameter, (USGS) Coefficient length) ReturnSSCCto251TOCHDF1

83. Table on PDF page 254, item 1

SESC 2017, PDF p. 254

Discharge Type Dimensions Elevation Discharge Equation Used
(weir, orifice, etc) (diameter, (USGS) Coefficient
length)
h
Source context and notes New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form Basin Outlet Structure(s) ID: End of Pipe Location: Northing: Easting: Discharge Type Dimensions Elevation Discharge Equation Used (weir, orifice, etc) (diameter, (USGS) Coefficient length) h Basin Stage-Discharge Rating Table12 Elevation Storage Total Outlet Structure (USGS Feet) (Acre-Ft) Discharge (cfs) NJDEP BMP Water Quality Structures13 Type Size Size Units Northing (SPF) Easting (SPF) (rain garden, green roof, (cu ft, sq ft seepage pit etc) etc) ReturnSSCCto251TOCHDF1

84. Table on PDF page 254, item 2

SESC 2017, PDF p. 254
Elevation Storage Total Outlet Structure
(USGS Feet) (Acre-Ft) Discharge
(cfs)
Source context and notes New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form Basin Outlet Structure(s) ID: End of Pipe Location: Northing: Easting: Discharge Type Dimensions Elevation Discharge Equation Used (weir, orifice, etc) (diameter, (USGS) Coefficient length) h Basin Stage-Discharge Rating Table12 Elevation Storage Total Outlet Structure (USGS Feet) (Acre-Ft) Discharge (cfs) NJDEP BMP Water Quality Structures13 Type Size Size Units Northing (SPF) Easting (SPF) (rain garden, green roof, (cu ft, sq ft seepage pit etc) etc) ReturnSSCCto251TOCHDF1

85. Table on PDF page 254, item 3

SESC 2017, PDF p. 254

Type
(rain garden, green roof,
seepage pit etc)		 Size Size Units
(cu ft, sq ft
etc)		 Northing (SPF) Easting (SPF)
Source context and notes New Jersey Department of Agriculture Hydrologic Modeling Database – Data Entry Form Basin Outlet Structure(s) ID: End of Pipe Location: Northing: Easting: Discharge Type Dimensions Elevation Discharge Equation Used (weir, orifice, etc) (diameter, (USGS) Coefficient length) h Basin Stage-Discharge Rating Table12 Elevation Storage Total Outlet Structure (USGS Feet) (Acre-Ft) Discharge (cfs) NJDEP BMP Water Quality Structures13 Type Size Size Units Northing (SPF) Easting (SPF) (rain garden, green roof, (cu ft, sq ft seepage pit etc) etc) ReturnSSCCto251TOCHDF1

86. Table on PDF page 295, item 1

SESC 2017, PDF p. 295

τ = 0.4KD . . . . .0.25. < 5.0.
Ls 75
re:
gives		 z2-cot2Φ . . .
R
K =
1+z2
an evaluation of the angles of repose		 correspond
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Curves in channels cause the maximum tractive stresses to increase above those in straight channels. The maximum tractive stresses in a channel with a single curve occur on the inside bank in the upstream portion of the curve and near the outer bank downstream from the curve. Compounding of curves in a channel complicates the flow pattern and causes a compounding of the maximum tractive stresses. Figure A8-4 gives values of maximum tractive stresses based on judgment coupled with very limited experimental data. It does not show the effect of depth of flow and length of curve and its use is only justified until more accurate information is obtained. Figure A8-5, with a similar degree of accuracy, gives the maximum tractive stresses at various distances downstream from the curve. B. Allowable Tractive Stress The allowable tractive stress for channel beds, Lb, composed of soil particles with discrete, single grain behavior with a given D75 is: τLb = 0.4D75 When 0.25 in < D75 < 5.0 in. (Eq. A8-5) The allowable tractive stress for channel sides, Ls is less than that of the same material in the bed of the channel because the gravity force aids the tractive stress in moving the materials. The allowable tractive stress for channel sides composed of soil particles behaving as discrete single grain materials, considering the effect of the side slope z and the angle of repose R with the horizontal is τLs = 0.4KD75. . . . .0.25. < 5.0. (Eq. A8-6) z2-cot2ΦR. . . (Eq. A8-7) Where: K = 1+z2 Figure A8-6 gives an evaluation of the angles of repose corresponding to the degree of angularity of the material. Figure A8-7 gives values of K from Equation A8-7. When the unit weight γs of the constituents of the material having a grain size larger than the D75 size is significantly different than 160 lb/ft3, the limiting tractive stress τ Lb and τ Ls as given by Equations (A8-5) and (A8-6) should be multiplied by the factor. γs - γw (Eq. A8-8) T = 97.6 Fine Grained Soils - D75 < 1/4 inch A. Determination of Actual Tractive Stress 1. Reference tractive stress - The expression for reference tractive stress is: τ = γwRtse (Eq. A8-9) A8-8 Return to TOC

87. Table on PDF page 295, item 2

SESC 2017, PDF p. 295

Fine Grained So γ - γ
s w
T =
97.6
ils - D < 1/4 inch
75
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Curves in channels cause the maximum tractive stresses to increase above those in straight channels. The maximum tractive stresses in a channel with a single curve occur on the inside bank in the upstream portion of the curve and near the outer bank downstream from the curve. Compounding of curves in a channel complicates the flow pattern and causes a compounding of the maximum tractive stresses. Figure A8-4 gives values of maximum tractive stresses based on judgment coupled with very limited experimental data. It does not show the effect of depth of flow and length of curve and its use is only justified until more accurate information is obtained. Figure A8-5, with a similar degree of accuracy, gives the maximum tractive stresses at various distances downstream from the curve. B. Allowable Tractive Stress The allowable tractive stress for channel beds, Lb, composed of soil particles with discrete, single grain behavior with a given D75 is: τLb = 0.4D75 When 0.25 in < D75 < 5.0 in. (Eq. A8-5) The allowable tractive stress for channel sides, Ls is less than that of the same material in the bed of the channel because the gravity force aids the tractive stress in moving the materials. The allowable tractive stress for channel sides composed of soil particles behaving as discrete single grain materials, considering the effect of the side slope z and the angle of repose R with the horizontal is τLs = 0.4KD75. . . . .0.25. < 5.0. (Eq. A8-6) z2-cot2ΦR. . . (Eq. A8-7) Where: K = 1+z2 Figure A8-6 gives an evaluation of the angles of repose corresponding to the degree of angularity of the material. Figure A8-7 gives values of K from Equation A8-7. When the unit weight γs of the constituents of the material having a grain size larger than the D75 size is significantly different than 160 lb/ft3, the limiting tractive stress τ Lb and τ Ls as given by Equations (A8-5) and (A8-6) should be multiplied by the factor. γs - γw (Eq. A8-8) T = 97.6 Fine Grained Soils - D75 < 1/4 inch A. Determination of Actual Tractive Stress 1. Reference tractive stress - The expression for reference tractive stress is: τ = γwRtse (Eq. A8-9) A8-8 Return to TOC

88. Table on PDF page 296, item 1

SESC 2017, PDF p. 296

Standards for Soil Erosion and Sediment Control in New Jersey Jan uary 2014
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 A8-9 Return to TOC

89. Table on PDF page 298, item 1

SESC 2017, PDF p. 298

Standards for Soil Erosion and Sediment Control in New Jersey January 2 014
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 A8-11 Return to TOC

90. Table on PDF page 305, item 1

SESC 2017, PDF p. 305

Standards for Soil Erosion and Sediment Control in New Jersey January 2 014
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 A8-18 Return to TOC

91. Table on PDF page 312, item 1

SESC 2017, PDF p. 312

V/ gk s = 3.23/ (32.2)(0.01075/12)(0.0026) = 37
s e
V/ τ/ρ = 21.6 (from Figure A8.8)
V/ τ/ρ
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Solving for allowable tractive stress - φR = 38.4Ε (Figure A8-6). K = 0.45 (Figure A8-7). allowable: τLb = (0.4) (D75) = (0.4)(0.90) = 0.36 allowable: τLs = 0.4 KD75 = (0.4) (0.45) (0.90) = 0.162 Comparing actual with allowable, the channel will be stable in straight and curved sections. Example 4 Given: Bottom width of the trapezoidal section is 18 feet, side slopes are 1-1/2:1. Design flow is 262 cfs, with a depth of 3.5 feet at a velocity of 3.23 fps. Slope of the hydraulic grade line is 0.0026. The design temperature is 50`F. The channel will be cut in nonplastic SM soil, with a D75 size of 0.035 inches, a D65 size of 0.01075 inches (0.273 mm) and a D50 of 0.127 mm. The "n" value for the channel is 0.045. There are no curves in the reach. Sediment load is quite light in this locality, in the range of clear water criteria. Determine: The actual tractive stress and the allowable tractive stress. Solution: Since the D75 size is less than 1/4 inch, use the reference tractive stress method. v = 1.42 x 10-5 ft2/sec., ρ = 1.940 lb sec2/ft4 (Figure A8-10). V3 /gv se = 3.233/ (32.2) (1.42 x 10-5) (0.0026) = 2.83 x 107. V/ gksse = 3.23/ (32.2)(0.01075/12)(0.0026) = 373 V/ τ/ρ = 21.6 (from Figure A8.8) τ = V2 ρ/(V/ τ/ρ)2 = (3.232) 1.94/ (21.6)2 = 0.0434 psf. b/d (ratio of bottom width to depth) = 18/3.5 = 5.14 1.31 (from Figure A8-11 and A8-12). τs/τ ≈ 1.0 τb/τ = Actual Tractive Stresses: τs =(0.0434) (1.0)= 0.0434 psf; τb = (0.0434) (1.31) = 0.0569 psf Allowable Tractive Stresses: D50 = 0.127 mm; from Figure A4-13 and assuming clear water flow (curve No.3) the allowable tractive force is 0.025 psf. Both the bed and the banks of the channel are unstable. A8-25 Return to TOC

92. Table on PDF page 328, item 1

SESC 2017, PDF p. 328

Total Height of
Embankment
(feet)		 Top Width
( feet)
10 or less 6
10-15 8
15-20 10
20-25 12
25-35 14
35 or more 15
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Reservoir Area. The topography and soils of the site shall permit storage of water at a depth and volume that ensure a dependable supply, considering beneficial use, sedimentation, season of use, and evaporation and seepage losses. If surface runoff is the primary source of water for a pond, the soils shall be impervious enough to prevent excessive seepage losses or shall be a type that sealing is practicable. Design Criteria For Embankment Ponds Foundation cutoff. A cutoff of relatively impervious material shall be provided under the dam if necessary. The cutoff shall be located at or upstream from the centerline of the dam. It shall extend up to abutments to the emergency spillway crest elevation and be deep enough to extend into a relatively impervious layer or provide for a stable dam when combined with seepage control. The cutoff trench shall have a minimum bottom width of 4 feet and adequate to accommodate the equipment used for excavation, backfill, and compaction operations. Side slopes shall not be steeper than one horizontal to one vertical. Compaction requirements shall be the same as those for embankments. The trench shall be kept free from standing water during the back-filling operation. The minimum depth shall be at least 3 feet. Seepage Control. Seepage control is to be included if (1) pervious layers are not intercepted by the cutoff, (2) seepage creates swamping downstream, (3) such control is needed to insure a stable embankment, or (4) special problems require drainage for a stable dam. Seepage may be controlled by (1) foundation, abutment, or embankment drains; (2) reservoir blanketing; or (3) a combination of these measures. Earth Embankment. The area on which an embankment is to be placed shall consist of material that has sufficient bearing strength to support the embankment without excessive consolidation. The minimum top width for a dam is shown in table A10-1. If the embankment top is to be used as a public road, the minimum width shall be 16 feet for one-way traffic and 26 feet for two-way traffic. Guardrails or other safety measures shall meet the requirements of the responsible road authority. Table A10-1 Minimum Top Width for Dams Total Height of Top Width Embankment ( feet) (feet) 10 or less 6 10-15 8 15-20 10 20-25 12 25-35 14 35 or more 15 The combined upstream and downstream side slopes of the settled embankments shall not be less than five horizontal to one vertical, and neither slope shall be steeper than two horizontal to one vertical. All slopes must be designed to be stable, even if flatter sides slopes are required. If needed to protect the slopes of the dam, special measures, such as berms, rock riprap, sand-gravel, soil cement, or A10-2 Return to TOC

93. Table on PDF page 330, item 1

SESC 2017, PDF p. 330

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
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 For dams more than 20 feet in effective height, conduits shall be plastic, reinforced concrete, corrugated steel or aluminum, or welded steel pipe. The maximum height of fill over any principal spillway steel or aluminum pipe must not exceed 25 feet. Pipe shall be watertight. The joints between sections of pipe shall be designed to remain watertight after joint elongation caused by foundation consolidation. Concrete pipe shall have concrete bedding or a concrete cradle if required. Cantilever outlet sections, if used, shall be designed to withstand the cantilever load. Pipe supports shall be provided when needed. Other suitable devices such as a Saint Anthony Falls stilling basin or an impact basin may be used to provide a safe outlet. Protective coatings of asphalt coated, or vinyl coating on galvanized corrugated metal pipe, or coal tar enamel on welded steel pipe should be provided in areas that have a history of pipe corrosion, or where the saturated soil resistivity is less than 4,000 ohmscm, or where soil pH is lower than 5. Specifications in tables A10-2 and A10-3 are to be followed for polyvinyl chloride (PVC), steel, and aluminum pipe. Cathodic protection is to be provided for coated welded steel and galvanized corrugated metal pipe where soil and resistivity studies indicate that pipe needs a protective coating, and where the need and importance of the structure warrant additional protection and longevity. If cathodic protection is not provided for in the original design and installation, electrical continuity in the form of joint-bridging straps should be considered on pipes that have protective coatings. Cathodic protection should be added later if mounting indicates the need. Seepage control along a pipe conduit spillway shall be provided if any of the following conditions exists: 1. The effective height of the dam is greater than 15 feet. 2. The conduit is of smooth pipe larger than 8 inches in diameter. 3. The conduit is of corrugated pipe larger than 12 inches in diameter. Table A10-2 :Acceptable PVC Pipe For Use in Earth Dams1 Normal Pipe Size Schedule for Standard Maximum depth (inches) dimension ratio (SDR) of fill over pipe (feet) 4 or smaller Schedule 40 15 Schedule 80 20 SDR 26 10 6, 8, 10, 12 Schedule 40 10 Schedule 80 15 SDR 26 10 1. Polyvinyl chloride pipe, PVC 1120 or PVC 1220, conforming to ASTM-1785 or ASTM-D-2241. A10-4 Return to TOC

94. Table on PDF page 331, item 1

SESC 2017, PDF p. 331

Fill
height
(ft)		 Minimum gauge for steel pipe with
diameter (in) of-21 and
less 24 30 36 42 48		 Minimum thickness (in) of aluminum
pipe /2 with diameter (in) of- 21 and
less 24 30 36
1-15 16 16 16 14 12 10 0.06 0.06 0.075 0.075
15-20 16 16 16 14 12 10 .06 .075 .105 .105
20-25 16 16 14 12 10 10 .06 .105 .135 /3
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Table A10-3: Minimum Gauge for Corrugated Metal Pipe (2-2/3-in x 1/2-in Corrugations)1 Fill Minimum gauge for steel pipe with Minimum thickness (in) of aluminum height diameter (in) of-21 and pipe /2 with diameter (in) of- 21 and (ft) less 24 30 36 42 48 less 24 30 36 1-15 16 16 16 14 12 10 0.06 0.06 0.075 0.075 15-20 16 16 16 14 12 10 .06 .075 .105 .105 20-25 16 16 14 12 10 10 .06 .105 .135 /3 1. Pipe with 6-, 8-, and 10-diameter has 1-1/2-in x 1/4-in corrugations. 2. Riveted or helical fabrication. 3. Not permitted Seepage along pipes extending through the embankment shall be controlled by the use of a filter and drainage diaphragm, unless it is determined that antiseep collars will adequately serve the purpose. The drain shall be minimum of 2 feet thick and extend vertically upward and horizontally at least three times the pipe diameter, and vertically downward at least 18 inches beneath the conduit invert. The drain diaphragm shall be located immediately downstream of the cutoff trench, approximately parallel to the centerline of the dam. The drain shall be outletted at the embankment downstream toe, preferably using a drain backfill envelope continuously along the pipe to where it exists in the embankment. Protecting drain fill from the surface erosion will be necessary. When antiseep collars are used in lieu of a drainage diaphragm, they shall have a watertight connection to the pipe. Maximum spacing shall be approximately 14 times the minimum projection of the collar measured perpendicular to the pipe. Collar material shall be compatible with the pipe materials. The antiseep collar (s) shall increase by 15% the seepage path along the pipe. Closed conduit spillways designed for pressure flow must have adequate antivortex devices. To prevent clogging of the conduit, an appropriate trash guard shall be installed at the inlet or riser. A pipe with a suitable valve shall be provided to drain the pool area if needed for proper pond management or if required by state law. The principal spillway conduit may be used as a pond drain if it is located where it can perform this function. Supply pipes through the dam to watering troughs and other appurtenances shall have an inside diameter of not less than 1-1/4 inches. The minimum diameter principal spillway pipe for a dam which raises the water height by more than 5 feet measured from the downstream toe of the dam to the emergency spillway crest is 18 inches. A principal spillway shall be used except where: 1. The drainage area is 10 acres or less, there is no spring or seep flow and the emergency spillway exit channel is on stable grade all the way back to the existing channel. . A10-5 Return to TOC

95. Table on PDF page 332, item 1

SESC 2017, PDF p. 332

Type 1 Raised2
Water
Height (ft)		 Product of the
storage times
the effective
height of the Dam3		 Drainage
Area
(acres)		 Principal Design
Storm Design
All
Agriculture
Non-
Agriculture
All
Agriculture
Non-
Agriculture
All
All
All
All		 <5
>5
>5
>5
>5
>5
<5
>5
<5
>5		 < 300
< 300
< 300
301 - 3000
301 - 3000
301 - 3000
< 300
> 300
301 - 3000
301 - 3000		 < 320
< 320
< 320
< 320
< 320
< 320
> 320
> 320
> 320
> 320		 1 yr 24 hr
1 yr 24 hr
25yr 24 hr
2 yr 24 hr
2 yr 24 hr
25yr 24 hr
1 yr 24 hr
25yr 24 hr
2 yr 24 hr
25yr 24 hr
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 2. The drainage area is 10 acres or less, there is spring or seep flow and the emergency spillway exit channel is on a stable grade all the way back to the existing channel. For this condition a trickle tube shall be used in accordance with pages 11-13 and 11-16 of USDA, Soil Conservation Service, Engineering Field Manual. Design Storm. Storage and effective height are defined under Scope. 1. Table A10.4 defines minimum design storm for the principal spillway. 2. Table A10.5 defines minimum design storm for the emergency spillway. Table A10-4 Principal Spillway Minimum Design Storms 4 Type 1 Raised2 Product of the Drainage Principal Design Water storage times Area Storm Design Height (ft) the effective (acres) height of the Dam3 All <5 < 300 < 320 1 yr 24 hr Agriculture >5 < 300 < 320 1 yr 24 hr Non- Agriculture >5 < 300 < 320 25yr 24 hr All >5 301 - 3000 < 320 2 yr 24 hr Agriculture >5 301 - 3000 < 320 2 yr 24 hr Non- Agriculture >5 301 - 3000 < 320 25yr 24 hr All <5 < 300 > 320 1 yr 24 hr All >5 > 300 > 320 25yr 24 hr All <5 301 - 3000 > 320 2 yr 24 hr All >5 301 - 3000 > 320 25yr 24 hr 1. Agriculture is defined as being used in connection with the production of crops or livestock. 2. Measured from the usual, mean low water height to the water surface during the emergency spillway design storm. 3. As defined under "Scope". 4. Spillway Storm is Type III. A10-6 Return to TOC

96. Table on PDF page 333, item 1

SESC 2017, PDF p. 333

Type1 Raised2
Water
Height
(feet)		 Total
Storage3		 Drainage
Area
(Acres)		 Emergency
Spillway
Design
Storm4
All
Agriculture
Non-
Agriculture
Agriculture
Non-
Agriculture
All
Agriculture
Non-
Agriculture
Agriculture
Non-
Agriculture
All
Agriculture
Non-
Agriculture
Agriculture
Non-
Agriculture
All
Agriculture
Non-
Agriculture
Agriculture
Non-
Agriculture
All
All		 < 5
5.1-20
5.1-20
> 20
> 20
< 5
5.1-20
5.1-20
> 20
> 20
< 5
5.1-20
5.1-20
> 20
< 20
< 5
5.1-20
5.1-20
> 20
> 20
< 5
> 5		 < 50
< 50
< 50
< 50
< 50
> 50
> 50
> 50
> 50
> 50
< 50
< 50
< 50
< 50
< 50
> 50
> 50
> 50
> 50
> 50
all
all		 < 20
< 20
< 20
< 20
< 20
< 20
< 20
< 20
<20
> 20
21-320
21-320
21-320
21-320
21-320
21-320
21-320
21-320
21-320
21-320
> 320
> 320		 10 yr 24 hr
10 yr 24 hr
100 yr 24 hr
25 yr 24 hr
100 yr 24 hr
50 yr 24 hr
50 yr 24 hr
100 yr 24 hr
50 yr 24 hr
100 yr 24 hr
25 yr 24 hr
25 yr 24 hr
100 yr 24 hr
50 yr 24 hr
100 yr 24 hr
50 yr 24 hr
50 yr 24 hr
100 yr 24 hr
50 yr 24 hr
100 yr 24 hr
50 yr 24 hr
100 yr 24 hr
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Table A10-5 Emergency Spillway Minimum Design Storms5 Type1 Raised2 Total Drainage Emergency Water Storage3 Area Spillway Height (Acres) Design (feet) Storm4 All < 5 < 50 < 20 10 yr 24 hr Agriculture 5.1-20 < 50 < 20 10 yr 24 hr Non- Agriculture 5.1-20 < 50 < 20 100 yr 24 hr Agriculture > 20 < 50 < 20 25 yr 24 hr Non- Agriculture > 20 < 50 < 20 100 yr 24 hr All < 5 > 50 < 20 50 yr 24 hr Agriculture 5.1-20 > 50 < 20 50 yr 24 hr Non- Agriculture 5.1-20 > 50 < 20 100 yr 24 hr Agriculture > 20 > 50 <20 50 yr 24 hr Non- Agriculture > 20 > 50 > 20 100 yr 24 hr All < 5 < 50 21-320 25 yr 24 hr Agriculture 5.1-20 < 50 21-320 25 yr 24 hr Non- Agriculture 5.1-20 < 50 21-320 100 yr 24 hr Agriculture > 20 < 50 21-320 50 yr 24 hr Non- Agriculture < 20 < 50 21-320 100 yr 24 hr All < 5 > 50 21-320 50 yr 24 hr Agriculture 5.1-20 > 50 21-320 50 yr 24 hr Non- Agriculture 5.1-20 > 50 21-320 100 yr 24 hr Agriculture > 20 > 50 21-320 50 yr 24 hr Non- Agriculture > 20 > 50 21-320 100 yr 24 hr All < 5 all > 320 50 yr 24 hr All > 5 all > 320 100 yr 24 hr 1. Agriculture use is defined as being used in connection with the production of crops or livestock. 2. Measured from the usual, mean low water height to the water surface during the emergency spillway design storm. 3. Measured below the crest of the emergency spillway. 4. Any pond for which a state stream encroachment permit is required must use a minimum design storm of 100 yr 24 hr type III for the emergency spillway. 5. Design storm is the type III. A10-7 Return to TOC

97. Table on PDF page 336, item 1

SESC 2017, PDF p. 336

Drainage area
(acre)		 Effective height
of dam1 (feet)		 Storage
(acre-ft)		 Minimum design
storm2
Frequency Minimum
(year) duration (hour)
20 or less
20 or less
More than 20
All others		 20 or less
More than 20
20 or less		 Less than 50
Less than 50
Less than 50		 10
25
25
50		 24
24
24
24
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Emergency Spillways. Emergency spillways convey large flood flows safely past earth embankments. An emergency spillway must be provided for each dam, unless the principal spillway is large enough to pass the peak discharge from the routed hydrograph and the trash that comes to it without overtopping the dam. The following are minimum criteria for acceptable use of closed conduit principal spillway without an emergency spillway: A conduit with a cross-sectional area of 3 square feet or more, an inlet that will not clog, and an elbow designed to facilitate the passage of trash. The minimum capacity of a natural or constructed emergency spillway shall be that required to pass the peak flow expected from a design storm of the frequency and duration shown in table A10-6, less than reduction creditable to conduit discharge and detention storage. Table A10-6: Minimum Spillway Capacity Minimum design storm2 Drainage area Effective height Storage Frequency Minimum (acre) of dam1 (feet) (acre-ft) (year) duration (hour) 20 or less 20 or less Less than 50 10 24 20 or less More than 20 Less than 50 25 24 More than 20 20 or less Less than 50 25 24 All others 50 24 1. As defined under "Scope". 2. Select rain distribution based on climatological region The emergency spillway shall safely pass the peak flow, or the storm runoff shall be routed through the reservoir. The routing shall either start with water surface at the elevation of the crest of the principal spillway or at the water surface after 10 days drawdown, whichever is higher. The 10 day drawdown shall be computed from the crest of the emergency spillway or from the elevation that would be attained if the entire design storm were impounded, whichever is lower. Emergency spillway shall provide for passing the design flow at safe velocity to a point downstream where the dam will not be endangered. Constructed emergency spillways are open channels that usually consist of an inlet channel, a control section, and an exit channel. They shall be trapezoidal and shall be located in undisturbed or compacted earth. The side slopes shall be stable for the material in which the spillway is to be constructed. For dams having an effective height exceeding 20 feet, the emergency spillway shall have a bottom width of not less than 10 feet. Upstream from the control section, the inlet channel shall be level for the distance needed to protect and maintain the crest elevation of the spillway. The inlet channel may be curved to fit existing topography. The grade of the exit channel of a constructed emergency spillway shall fall within the range established by discharge requirements and permissible velocities. A10-10 Return to TOC

98. Table on PDF page 340, item 1

SESC 2017, PDF p. 340

Fill Height Above Pipe
(feet)		 Risers Only
54 60 66
1 - 15
15 - 20
20 - 25		 10 8 8
8 8 8
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Table A10-7 Minimum Gage for Corrugated Metal Pipe Risers 2 2/3 - inch x 1/2 inch Corrugations Steel - Minimum Gage Risers Only Fill Height Above Pipe (feet) 54 60 66 1 - 15 15 - 20 10 8 8 20 - 25 8 8 8 Table A10-8 Aluminum Minimum Gage (inches) Risers Only 42 48 54 12(.105) 10(.135) 10(.135) Risers Only 12(.105) 10(.135) 10(.135) 10(.135) 10(.135) 10(.135) 10(.135) Construction Specifications For Embankment Ponds Foundation Preparation The foundation area shall be cleared of trees, logs, stumps, roots, brush, boulders, sod and rubbish. If needed to establish vegetation, the topsoil and sod shall be stockpiled and spread on the completed dam and spillways. Foundation surfaces shall be sloped no steeper than a ratio of one horizontal to one vertical. The foundation area shall be thoroughly scarified before placement of the fill material. The surface shall have moisture added, or it shall be compacted if necessary so that the first layer of fill material can be compacted and bonded to the foundation. The cutoff trench and any other required excavation shall be dug to the lines and grades shown on the plans or as staked in the field. If they are suitable, excavated materials may be used in the permanent fill. Existing stream channels in the foundation area shall be sloped no steeper than a ratio of one horizontal to one vertical. They shall be deepened and widened as necessary to remove all stones, gravel, sand, stumps, roots, and other objectionable material and to accommodate compaction equipment. Foundation areas shall be kept free of standing water when fill is placed on them. Return to TOC A10-14

99. Table on PDF page 340, item 2

SESC 2017, PDF p. 340

Risers Only
42 48 54
12(.105) 10(.135) 10(.135)
Risers Only 12(.105) 10(.135) 10(.135)
10(.135) 10(.135) 10(.135) 10(.135)
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Table A10-7 Minimum Gage for Corrugated Metal Pipe Risers 2 2/3 - inch x 1/2 inch Corrugations Steel - Minimum Gage Risers Only Fill Height Above Pipe (feet) 54 60 66 1 - 15 15 - 20 10 8 8 20 - 25 8 8 8 Table A10-8 Aluminum Minimum Gage (inches) Risers Only 42 48 54 12(.105) 10(.135) 10(.135) Risers Only 12(.105) 10(.135) 10(.135) 10(.135) 10(.135) 10(.135) 10(.135) Construction Specifications For Embankment Ponds Foundation Preparation The foundation area shall be cleared of trees, logs, stumps, roots, brush, boulders, sod and rubbish. If needed to establish vegetation, the topsoil and sod shall be stockpiled and spread on the completed dam and spillways. Foundation surfaces shall be sloped no steeper than a ratio of one horizontal to one vertical. The foundation area shall be thoroughly scarified before placement of the fill material. The surface shall have moisture added, or it shall be compacted if necessary so that the first layer of fill material can be compacted and bonded to the foundation. The cutoff trench and any other required excavation shall be dug to the lines and grades shown on the plans or as staked in the field. If they are suitable, excavated materials may be used in the permanent fill. Existing stream channels in the foundation area shall be sloped no steeper than a ratio of one horizontal to one vertical. They shall be deepened and widened as necessary to remove all stones, gravel, sand, stumps, roots, and other objectionable material and to accommodate compaction equipment. Foundation areas shall be kept free of standing water when fill is placed on them. Return to TOC A10-14

100. Table on PDF page 351, item 1

SESC 2017, PDF p. 351

Cultivors Minimum**
Seed Purity (%)		 Minimum
Germination (%)
PERENNIAL LEGUME
Clover, White
Crownvetch
Lespedeza, Sericea		 98
95
98		 90
75
85
PERENNIAL GRASSES
Bentgrass, Creeping
Bermudagrass
Bluegrass, Kentucky
Fescue, Hard
Fescue, red (chewing and
(creeping)
Fescue Sheep
Fescue, tall (KY-31)
Redtop
Reed Canarygrass
Ryegrass, Perennial
Weeping lovegrass
Zoysiagrass		 98
98
98
98
98
90
98
92
96
98
95
90		 85
85
85
85
85
95
85
85
80
90
87
80
Barley
Millet
Oats
Rye		 98
99
98
98		 90
80
80
85
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 TABLE B -1 QUALITY OF SEED* Minimum** Minimum Cultivors Seed Purity (%) Germination (%) PERENNIAL LEGUME Clover, White 98 90 Crownvetch 95 75 Lespedeza, Sericea 98 85 PERENNIAL GRASSES Bentgrass, Creeping 98 85 Bermudagrass 98 85 Bluegrass, Kentucky 98 85 Fescue, Hard 98 85 Fescue, red (chewing and 98 85 (creeping) Fescue Sheep 90 95 Fescue, tall (KY-31) 98 85 Redtop 92 85 Reed Canarygrass 96 80 Ryegrass, Perennial 98 90 Weeping lovegrass 95 87 Zoysiagrass 90 80 Barley 98 90 Millet 99 80 Oats 98 80 Rye 98 85 *Seed containing prohibited or restricted noxious weed seeds as listed in the rules for the State Seed Law, NJAC. 2:21-4.1 et. seq., will not be accepted. Prohibited noxious weed - Bindweed, Canada thistle, quackgrass, hedge bindweed, and horse nettle. Restricted noxious weed seed - Wild garlic, bermudagrass, cheat, wild onion, corn cockle, dodder and wild onion, Johnsongrass, perennial sweet sudangrass, sorghum almum and other perennial sorghum hybrids, grant required, but cucumber. **Seed shall not contain in excess of 1.0 percent weed seed. B-2 Return to TOC

101. Table on PDF page 352, item 1

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COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN
H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE
HABIT SEASO TOLERANCE E CE CE E C LEVELS
1/. N 2/. 3/. 4/.
GRASSES
Barley Hordeum vulgare Annual cool WD-MWD 5.5-7.8 No No Low No Moderate
Beachgrass, american Ammophila breveligulata PsR cool WD 5.5-7.5 Yes No High No Low
Bentgrass, creeping Agrostis stolonifera PsR cool MWD-PD 5.5-7.0 Yes No Low No High
Bermudagrass Cynodon dactylon PlS warm EXDR-SWPD 4.5-7.5 Yes No High Yes Moderate
Bluegrass, Canada Poa compressa PlR cool EXDR-SWPD 4.5-9.5 No Yes Low Yes Moderate-low
Bluegrass, Kentucky Poa pratensis PlR cool WD-SWPD 5.5-7.0 Yes No Mod. Yes High-low
Bluegrass, Rough Poa trivialis PsS cool MWD-SWPD 5.5-7.0 Yes Yes Low Yes Moderate-low
Bluestem, big Andropogon gerardii PIB warm EXDR-MWD 5.0-7.5 No No Low No Low
Bluestem, little Schizachyrium scoparium PlB warm EXDR-MWD 5.5-7.5 No No Low No Low
Canarygrass, reed Phalaris arundinacea PlR cool WD-PD 5.0-7.5 Yes No Low No Moderate-low
Coastal panicgrass Panicum amarulum PlB warm EXDR-PD 4.5-7.5 Yes No Mod. No Low
Cordgrass, saltmeadow Spartina patens PlR warm WD-PD 5.0-7.5 Yes No High No Low
Cordgrass, smooth Spartina alternifolia PlR warm PD 5.0-7.5 Yes No High No Low
Deertongue Dichanthelium
clandestinum		 PlR warm EXDR-SWPD 3.8-5.0 Yes No Low No Low
Fescue, creeping red Festuca rubra PlR cool WD-SWPD 4.5-9.5 Yes Yes Low Yes Moderate-low
Fescue, hard Festuca longifolia PlB cool EXDR-WD 4.5-7.5 No Yes Low Yes Low
Fescue, tall Festuca arundinacea PlB cool WD-SWPD 5.0-8.0 Yes Yes Mod. Yes Moderate-low
Indiangrass Sorghastrum nutans PlB warm EXDR-WD 5.0-8.0 No No Low No Low
Lovegrass, sand Eragrostis trichodes PlB warm EXDR-WD 4.5-8.0 No No Low No Low
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 Table B-2 Grass, Legume and Shrub Planting Guide COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE HABIT SEASO TOLERANCE E CE CE E C LEVELS 1/. N 2/. 3/. 4/. GRASSES Barley Hordeum vulgare Annual cool WD-MWD 5.5-7.8 No No Low No Moderate Beachgrass, american Ammophila breveligulata PsR cool WD 5.5-7.5 Yes No High No Low Bentgrass, creeping Agrostis stolonifera PsR cool MWD-PD 5.5-7.0 Yes No Low No High Bermudagrass Cynodon dactylon PlS warm EXDR-SWPD 4.5-7.5 Yes No High Yes Moderate Bluegrass, Canada Poa compressa PlR cool EXDR-SWPD 4.5-9.5 No Yes Low Yes Moderate-low Bluegrass, Kentucky Poa pratensis PlR cool WD-SWPD 5.5-7.0 Yes No Mod. Yes High-low Bluegrass, Rough Poa trivialis PsS cool MWD-SWPD 5.5-7.0 Yes Yes Low Yes Moderate-low Bluestem, big Andropogon gerardii PIB warm EXDR-MWD 5.0-7.5 No No Low No Low Bluestem, little Schizachyrium scoparium PlB warm EXDR-MWD 5.5-7.5 No No Low No Low Canarygrass, reed Phalaris arundinacea PlR cool WD-PD 5.0-7.5 Yes No Low No Moderate-low Coastal panicgrass Panicum amarulum PlB warm EXDR-PD 4.5-7.5 Yes No Mod. No Low Cordgrass, saltmeadow Spartina patens PlR warm WD-PD 5.0-7.5 Yes No High No Low Cordgrass, smooth Spartina alternifolia PlR warm PD 5.0-7.5 Yes No High No Low DichantheliumDeertongue PlR warm EXDR-SWPD 3.8-5.0 Yes No Low No Low clandestinum Fescue, creeping red Festuca rubra PlR cool WD-SWPD 4.5-9.5 Yes Yes Low Yes Moderate-low Fescue, hard Festuca longifolia PlB cool EXDR-WD 4.5-7.5 No Yes Low Yes Low Fescue, tall Festuca arundinacea PlB cool WD-SWPD 5.0-8.0 Yes Yes Mod. Yes Moderate-low Indiangrass Sorghastrum nutans PlB warm EXDR-WD 5.0-8.0 No No Low No Low Lovegrass, sand Eragrostis trichodes PlB warm EXDR-WD 4.5-8.0 No No Low No Low

102. Table on PDF page 353, item 1

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COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN
H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE
HABIT SEASO TOLERANCE E CE CE E C LEVELS
1/. N 2/. 3/. 4/.
Lovegrass, weeping Eragrostis curvula PsB warm EXDR-WD 4.5-8.0 No No Low No Low
Millet, pearl Pennisetum americanum Annual warm WD-SWPD 4.5-7.5 No No Low No Low
Millet, German
(foxtail)		 Setaria italica Annual warm WD-SWPD 4.5-7.5 No No Low No Low
Oats Avena sativa Annual cool WD-SWPD 4.5-7.0 No No Low No Low
Redtop Agrostis gigantea PsR cool WD-PD 4.5-7.5 Yes No Low Yes Low
Rye, cereal Secale cereale Annual cool WD-MWD 4.5-7.0 No No Low No Low
Ryegrass, perennial Lolium perenne PsB cool WD-SWPD 5.5-7.5 No No Mod No High-Moderate
Saltgrass, alkali Puccinella distans PsB cool WD-SWPD 5.5-8.0 No No High No Moderate-Low
Switchgrass Panicum virgatuin PlB warm EXDR-PD 4.5-7.5 Yes No High No Low
Wildrye Elymus virginicus PlB cool MWD-PD 5.0-7.0 Yes Yes Mod No Low
Zoysiagrass Zoysia japonica PlS warm WD-MWD 5.0-7.0 No No High Yes Low
LEGUMES
Birdsfoot trefoil Lotus corniculatus PlR cool EXDR-SWPD 5.0-7.5 Yes No Low No Low
Clover, white Trifolium repens PlR cool WD-SWPD 5.5-7.5 No No Low Yes Low
Crownvetch Coronilla varia PlR cool WD-MWD 5.5-7.5 No No Low No Low
Flatpea Lathyrus sylvestris PlR cool EXDR-MWD 4.0-7.0 No No Mod. No Low
Lespedeza, serecia Lespedeza cuneata PlB warm EXDR-MWD 5.5-7.0 No No Low No Low
Partridge pea Cassia fasciculata Annual warm EXDR-MWD 5.0-7.0 No No Mod. No Low
SHRUBS
Dogwood, redosier Cornus serecia PlR N/A MWD-PD 4.5-7.0 Yes Yes Low N/A Low
Dogwood, silky Cornus amomum PlR N/A WD-PD 4.0-7.0 Yes Yes Low N/A Low
Willow, purpleosier Salix purpurea PlR N/A WD-PD 4.5-7.5 Yes No Low N/A Low
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE HABIT SEASO TOLERANCE E CE CE E C LEVELS 1/. N 2/. 3/. 4/. Lovegrass, weeping Eragrostis curvula PsB warm EXDR-WD 4.5-8.0 No No Low No Low Millet, pearl Pennisetum americanum Annual warm WD-SWPD 4.5-7.5 No No Low No Low Millet, German Low Setaria italica Annual warm WD-SWPD 4.5-7.5 No No No Low(foxtail) Oats Avena sativa Annual cool WD-SWPD 4.5-7.0 No No Low No Low Redtop Agrostis gigantea PsR cool WD-PD 4.5-7.5 Yes No Low Yes Low Rye, cereal Secale cereale Annual cool WD-MWD 4.5-7.0 No No Low No Low Ryegrass, perennial Lolium perenne PsB cool WD-SWPD 5.5-7.5 No No Mod No High-Moderate Saltgrass, alkali Puccinella distans PsB cool WD-SWPD 5.5-8.0 No No High No Moderate-Low Switchgrass Panicum virgatuin PlB warm EXDR-PD 4.5-7.5 Yes No High No Low Wildrye Elymus virginicus PlB cool MWD-PD 5.0-7.0 Yes Yes Mod No Low Zoysiagrass Zoysia japonica PlS warm WD-MWD 5.0-7.0 No No High Yes Low LEGUMES Birdsfoot trefoil Lotus corniculatus PlR cool EXDR-SWPD 5.0-7.5 Yes No Low No Low Clover, white Trifolium repens PlR cool WD-SWPD 5.5-7.5 No No Low Yes Low Crownvetch Coronilla varia PlR cool WD-MWD 5.5-7.5 No No Low No Low Flatpea Lathyrus sylvestris PlR cool EXDR-MWD 4.0-7.0 No No Mod. No Low Lespedeza, serecia Lespedeza cuneata PlB warm EXDR-MWD 5.5-7.0 No No Low No Low Partridge pea Cassia fasciculata Annual warm EXDR-MWD 5.0-7.0 No No Mod. No Low SHRUBS Dogwood, redosier Cornus serecia PlR N/A MWD-PD 4.5-7.0 Yes Yes Low N/A Low Dogwood, silky Cornus amomum PlR N/A WD-PD 4.0-7.0 Yes Yes Low N/A Low Willow, purpleosier Salix purpurea PlR N/A WD-PD 4.5-7.5 Yes No Low N/A Low

103. Table on PDF page 354, item 1

SESC 2017, PDF p. 354
COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN
H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE
HABIT SEASO TOLERANCE E CE CE E C LEVELS
1/. N 2/. 3/. 4/.
Willow, dwarf Salix cottetii PlR N/A WD-PD 4.5-7.0 Yes No Low N/A Low
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey July 2013 COMMON NAME SCIENTIFIC NAME GROWT GROWT SOIL pH FLOOD SHADE SALT FOOT MAINTENAN H H DRAINAGE RANG TOLERAN TOLERAN TOLERANC TRAFFI CE HABIT SEASO TOLERANCE E CE CE E C LEVELS 1/. N 2/. 3/. 4/. Willow, dwarf Salix cottetii PlR N/A WD-PD 4.5-7.0 Yes No Low N/A Low

104. Table on PDF page 412, item 1

SESC 2017, PDF p. 412
BERGEN BURLINGTON CAMDEN
700 Kinderkamack Road, Suite 106 1971 Jacksonville-Jobstown Rd. 423 Commerce Lane, Suite 1
Oradell 07649 Columbus 08022 W. Berlin 08091
201-261-4407 609-267-7410 856-767-6299
201-261-7573 (fax) 609-267-3347 (fax) 856-767-1676 (fax)
973-538-1552* 609- 267-0811* 856-267-0811*
www.bergenscd.org www.bscd.org www.camdenscd.orgcraig.mcgee
[email protected] [email protected] @camdenscd.org
CAPE-ATLANTIC CUMBERLAND-SALEM FREEHOLD
Atlantic County Office Building PO Box 68, 1516 Route 77 (Monmouth & Middlesex)
6260 Old Harding Highway Deerfield 08313 4000 Kozloski Road
Mays Landing 08330 856-451-2422 PO Box 5033
609-625-3144 856-451-1358 (fax) Freehold 07728
609-625-7360 (fax) 856-205-1225* or 732-683-8500
856-205-1225* 856-769-1126* 732-683-9140 (fax)
www.capeatlantic.org www.cumberlandsalemsoil.com 732-462-0075*
[email protected] [email protected] www.freeholdscd.org
[email protected]
GLOUCESTER HUDSON-ESSEX & PASSAIC HUNTERDON
14 Parke Place, Suite C 15 Bloomfield Avenue 687 Pittstown Road, Suite 1
Sewell, NJ 08080 North Caldwell 07006 Frenchtown, NJ 08825
856-589-5250 973-364-0786 908-788-9466
856-256-0488 (fax) 973-364-0784 (fax) 908-788-0795 (fax)
856-769-2790* 973-538-1552* 908-782-4614 ext. 3*
gloucesterscd.org www.hepsoilnj.org www.hcscd.weebly.com
[email protected] [email protected] [email protected]
MERCER MORRIS OCEAN
508 Hughes Drive PO Box 900 714 Lacey Road
Hamilton Square 08690 30 Schulyer Place Forked River 08731
609-586-9603 Morristown 609-971-7002
609-586-1117 (fax) 07963 609-971-3391 (fax)
908-852-2576 ext. 3* 973-285-2953 609-267-0811 ext 115*
http://mercerscd.org 973-285-8345 (fax) www.soildistrict.org
[email protected] mcscd.org [email protected]
[email protected]
SOMERSET-UNION SUSSEX WARREN
Somerset County 4-H Center 186 Halsey Rd, Suite 2 224 Stiger Street
308 Milltown Road Newton 07860 Hackettstown 07840
Bridgewater 08807 973-579-5074 908-852-2579
908-526-2701 973-579-7846 (fax) 908-852-2284 (fax)
908-526-7017 (fax) 908-852-2576 ext. 3* 908-852-2576 ext. 3*
908-782-4614 ext. 3* www.sussexscd.org [email protected]
www.co.somerset.nj.us/publicworks/soil/in [email protected] www.warrencountyscd.com
dex.html
[email protected]
State Soil Conservation Committee *USDA-NRCS Field Office
New Jersey Department of Agriculture
PO Box 330, Trenton, New Jersey 08625
609-292-5540
609-633-7229 (fax)
www.state.nj.us/agriculture
[email protected]
Source context and notes SOIL CONSERVATION DISTRICTS IN NEW JERSEY 2014 BERGEN BURLINGTON CAMDEN 700 Kinderkamack Road, Suite 106 1971 Jacksonville-Jobstown Rd. 423 Commerce Lane, Suite 1 Oradell 07649 Columbus 08022 W. Berlin 08091 201-261-4407 609-267-7410 856-767-6299 201-261-7573 (fax) 609-267-3347 (fax) 856-767-1676 (fax) 973-538-1552* 609- 267-0811* 856-267-0811* www.bergenscd.org www.bscd.org www.camdenscd.orgcraig.mcgee [email protected] [email protected] @camdenscd.org CAPE-ATLANTIC CUMBERLAND-SALEM FREEHOLD Atlantic County Office Building PO Box 68, 1516 Route 77 (Monmouth & Middlesex) 6260 Old Harding Highway Deerfield 08313 4000 Kozloski Road Mays Landing 08330 856-451-2422 PO Box 5033 609-625-3144 856-451-1358 (fax) Freehold 07728 609-625-7360 (fax) 856-205-1225* or 732-683-8500 856-205-1225* 856-769-1126* 732-683-9140 (fax) www.capeatlantic.org www.cumberlandsalemsoil.com 732-462-0075* [email protected] [email protected] www.freeholdscd.org [email protected] GLOUCESTER HUDSON-ESSEX & PASSAIC HUNTERDON 14 Parke Place, Suite C 15 Bloomfield Avenue 687 Pittstown Road, Suite 1 Sewell, NJ 08080 North Caldwell 07006 Frenchtown, NJ 08825 856-589-5250 973-364-0786 908-788-9466 856-256-0488 (fax) 973-364-0784 (fax) 908-788-0795 (fax) 856-769-2790* 973-538-1552* 908-782-4614 ext. 3* gloucesterscd.org www.hepsoilnj.org www.hcscd.weebly.com [email protected] [email protected] [email protected] MERCER MORRIS OCEAN 508 Hughes Drive PO Box 900 714 Lacey Road Hamilton Square 08690 30 Schulyer Place Forked River 08731 609-586-9603 Morristown 609-971-7002 609-586-1117 (fax) 07963 609-971-3391 (fax) 908-852-2576 ext. 3* 973-285-2953 609-267-0811 ext 115* http://mercerscd.org 973-285-8345 (fax) www.soildistrict.org [email protected] mcscd.org [email protected] [email protected] SOMERSET-UNION SUSSEX WARREN Somerset County 4-H Center 186 Halsey Rd, Suite 2 224 Stiger Street 308 Milltown Road Newton 07860 Hackettstown 07840 Bridgewater 08807 973-579-5074 908-852-2579 908-526-2701 973-579-7846 (fax) 908-852-2284 (fax) 908-526-7017 (fax) 908-852-2576 ext. 3* 908-852-2576 ext. 3* 908-782-4614 ext. 3* www.sussexscd.org [email protected] www.co.somerset.nj.us/publicworks/soil/in [email protected] www.warrencountyscd.com dex.html [email protected] State Soil Conservation Committee *USDA-NRCS Field Office New Jersey Department of Agriculture PO Box 330, Trenton, New Jersey 08625 609-292-5540 609-633-7229 (fax) www.state.nj.us/agriculture [email protected] Return to TOC E-1

105. Table on PDF page 417, item 1

SESC 2017, PDF p. 417

Tool Sources Subject of Interest Significance
Phase 1 - Prelim inary site investigation
Geologic maps New Jersey Geological Survey (1)
United States Geological Survey (2)
County planning agencies
Township environmental resources inventory
Original report for site by qualified geologist		 Is carbonate rock present Indicates karst risk present
Risk level based on geologic unit(s) present Indicates possible extent of problem
Presence and location of faults and folds Indicates condition of rock, location of high-risk areas
Orientation of strata and joints Indicates relationship of karst features to one another
Aerial photograp hy U.S.D.A. Natural Resource Conservation Service (3)
N.J.D.E.P. Land Use Regulation Program (4)
New Jersey Geological Survey (1)
United States Geological Survey (5)
Private aerial survey firms		 Land cover for site Significance of previous land use
Location of hedge rows High probability areas for sinkhole
Presence of vegetation in cultivated fields High probability areas for sinkholes and outcrops
Circular patterns High probability areas for sinkholes
Linear patterns Presence of "sags," outcrops, faults, fracture zones
Differential shading Subsurface drainage patterns
Topographic map s United States Geological Survey (2)
New Jersey Geological Survey (1)
Private camping stores, bookstores		 Site relief Presence of steep slopes
Site drainage patterns Natural of modified drainage
Natural depressions High probability areas for sinkholes
Land cover Significance of previous land use
Site field visit Observations of reconnaissance party
Observations of previous owners or land users		 Previous experiences with sinkholes, springs, et cHistory of karst-related problems
Land-use changes over time Controlling factors on land use
Drainage patterns Surface drainage patterns; disappearing streams, springs
Identification of features on maps, photos Identification of potential karst hazards, test sites
Phase 2 - Site-sp ecific investigation
Test pits Previous logs collected at site
Logs performed on site		 Presence of voids in soil High probability areas for sinkholes
Presence of soft or organic soils Previous sinkhole activity; high risk for reactivation
Depth to shallow bedrock Obstacles to underground facilities; pollution hazard
Voids in bedrock High probability areas for sinkholes; pollution hazard
Condition of shallow bedrock Risk to excavation, loads
Bedrock topography Need for excavation, blasting.
Test probes Private drilling or blasting firms (percussion probe) Thickness of unconsolidated overburden Potential for or potential size of, subsidence features
Competency of unconsolidated overburden Potential for ground subsidence
Presence of voids in soil High probability areas for sinkholes; need for foundation elements
Presence of voids in bedrock High probability areas for sinkholes; need for foundation elements
Condition of bedrock Foundation element design
Circulation of air in rig Presence of voids
Test borings Private drilling firms (coring rig) Condition of unconsolidated overburden Potential for subsidence; foundation design
Voids in unconsolidated overburden Potential for or potential size of subsidence features
Condition of bedrock Sinkhole risk; foundation element design
Voids in bedrock Presence and size of voids/sinkhole risk
Water circulation Presence and size of voids in overburden or bedrock
Geophysical surv eys Private geotechnical firms Geophysical anomalies Potential location and size of karst features
Location for additional subsurface data collection
Bedrock topography Need for excavation, blasting.
(1) New Jers
(2) U.S. Geol
(3) USDA Na
(5) U.S. Geol
Source context and notes Standards for Soil Erosion and Sediment Control in New Jersey January 2014 Table K-1: Investigative Methods for Sites Underlain by Carbonate Bedrock Tool Sources Subject of Interest Significance Phase 1 - Preliminary site investigation Geologic maps New Jersey Geological Survey (1) Is carbonate rock present Indicates karst risk present United States Geological Survey (2) Risk level based on geologic unit(s) present Indicates possible extent of problem County planning agencies Presence and location of faults and folds Indicates condition of rock, location of high-risk areas Township environmental resources inventory Orientation of strata and joints Indicates relationship of karst features to one another Original report for site by qualified geologist Aerial photography U.S.D.A. Natural Resource Conservation Service (3) Land cover for site Significance of previous land use N.J.D.E.P. Land Use Regulation Program (4) Location of hedge rows High probability areas for sinkhole New Jersey Geological Survey (1) Presence of vegetation in cultivated fields High probability areas for sinkholes and outcrops United States Geological Survey (5) Circular patterns High probability areas for sinkholes Private aerial survey firms Linear patterns Presence of "sags," outcrops, faults, fracture zones Differential shading Subsurface drainage patterns Topographic maps United States Geological Survey (2) Site relief Presence of steep slopes New Jersey Geological Survey (1) Site drainage patterns Natural of modified drainage Private camping stores, bookstores Natural depressions High probability areas for sinkholes Land cover Significance of previous land use Site field visit Observations of reconnaissance party Previous experiences with sinkholes, springs, etcHistory of karst-related problems Observations of previous owners or land users Land-use changes over time Controlling factors on land use Drainage patterns Surface drainage patterns; disappearing streams, springs Identification of features on maps, photos Identification of potential karst hazards, test sites Phase 2 - Site-specific investigation Test pits Previous logs collected at site Presence of voids in soil High probability areas for sinkholes Logs performed on site Presence of soft or organic soils Previous sinkhole activity; high risk for reactivation Depth to shallow bedrock Obstacles to underground facilities; pollution hazard Voids in bedrock High probability areas for sinkholes; pollution hazard Condition of shallow bedrock Risk to excavation, loads Bedrock topography Need for excavation, blasting. Test probes Private drilling or blasting firms (percussion probe) Thickness of unconsolidated overburden Potential for or potential size of, subsidence features Competency of unconsolidated overburden Potential for ground subsidence Presence of voids in soil High probability areas for sinkholes; need for foundation elements Presence of voids in bedrock High probability areas for sinkholes; need for foundation elements Condition of bedrock Foundation element design Circulation of air in rig Presence of voids Test borings Private drilling firms (coring rig) Condition of unconsolidated overburden Potential for subsidence; foundation design Voids in unconsolidated overburden Potential for or potential size of subsidence features Condition of bedrock Sinkhole risk; foundation element design Voids in bedrock Presence and size of voids/sinkhole risk Water circulation Presence and size of voids in overburden or bedrock Geophysical surveys Private geotechnical firms Geophysical anomalies Potential location and size of karst features Location for additional subsurface data collection Bedrock topography Need for excavation, blasting. (1) New Jersey Geological Survey, P.O. Box 147, Trenton, NJ 07825, 609-292-2576, 609-633-1004 (fax), URL: http://njgs.state.nj.us (2) U.S. Geological Survey, Information Services, Box 25286, Denver, CO 80225, 1-800-USA-MAPS, 303-2-2-4693 (fax), URL: http://mapping.usgs.gov/esic/to_order.html (local dealers also available) (3) USDA Natural Resources Conservation Service, State Soil Scientist, 732-246-1171, ext. 170 (5) U.S. Geological Survey, EROS Data Center, Customer Services, Sioux Falls, SD 57198, 605-594-6151, 605-594-6589 (fax), e-mail: [email protected], URL: http://edcwww.cr.usgs.gov/eros-home.html K-5