19970023 Ver 1_COMPLETE FILE_19970121

STORMWATER & EROSION
CONTROL CALCULATIONS
TOYOTA OF BOONE EXPANSION
East Main Street
Boone, NC
September, 1996
Project #B96099.3
- -----------
J?k CA Rol 0%
9-z--9( . SEAT.
£L 7P
By: 9-Z9 -9G
Michael P. Trew, PE
MUNICIPAL ENGINEERING SERVICES CO., P.A.
671 West King Street Suite A - PO Box 349
Boone, North Carolina 28607

CALCULATION
PROJECT ? U TA OE: PROD. NO. kZ=69 9
CLIENT JC-trim'-k DATE -2-10-9(-
SUBJECT L1-,,,, DES. BY ?
HAIL-l CHK. BY
j
32_
REMARKS
Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROJ. NO.
CLIENT DATE
SUBJECT DES. BY
CHK. BY
REMARKS
Municipal Engineering
Services Company, P.A.
P.O. Box 97. Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT /? PROJ. NO.
CLIENT /,,,UoQh'1/2'1 DATE _
SUBJECT DES. BY -
CHK. BY _

Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROD. NO.
CLIENT DATE
SUBJECT DES. BY 4
CHK. BY
REMARKS
Municipal Engineering
Services Company, RA.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROJ. NO.
CLIENT DATE -
SUBJECT DES. BY .
CHK. BY _
"3v
REMARKS
-
PIP
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Municipal Engineering
Services Company, RA.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROJ. NO.
CLIENT DATE
SUBJECT ?(P 17-4 DES. BY 3Z--
CHK. BY
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Municipal Engineering
Services Company, RA.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROJ. NO.
CLIENT DATE
SUBJECT DES. BY
CHK. BY
REMARKS
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Cam-
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P? P- I v No !N! ? /
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Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
.S
CALCULATION
PROJECT PROJ. NO.
CLIENT DATE
SUBJECT DES. BY
CHK. BY
REMARKS

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--- - 59.3

Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]

CALCULATION
PROJECT
CLIENT
SUBJECT 4 I71- ,PVA IL??E
PROJ. NO. 099
DATE
DES. BY M P?
CHK. BY
3
-I REMARKS
A Z (2°° I-ro) p.a Gc?
s +
Municipal Engineering
Services Company, RA.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROD. NO.
CLIENT DATE
SUBJECT DES. BY jC'
CHK. BY
REMARKS
Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROJ. NO.
CLIENT DATE _
SUBJECT S°`'' oY't rt R p DES. BY
CHK. BY
lye
3 Z?
REMARKS
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Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROJ: NO.
CLIENT DATE
SUBJECT DES. BY
CHK. BY
REMARKS
t4Yf7RAu,46-
t2A9( L/5
f"?'jo+A F?vv
PA-
Q 4-
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Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]
CALCULATION
PROJECT PROD. NO.
CLIENT DATE
h
SUBJECT DES. BY
?v
CHK. BY
REMARKS
? g tL Kj Tb F41 N-
---------- +
Municipal Engineering
Services Company, P.A.
P.O. Box 97, Garner, North Carolina 27529 [phone] P.O. Box 349, Boone, North Carolina 28607 [phone]

r1AtH paNo&zA,
ppkxj? Am L?2'zZ5 4,9aOJ lL'i act.

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BY PLArJiMETc? ? l3f ;.,i zko'/??Z" !ac __\
Cf'ti 4sscof{t ?2Uo?
ollit
1' \

N1L?REST '
0

s
2
a
3
I ? `1;,w of B?eeN? Toro
N
/IN 0.
11
?, • 11
•
. ¦ Y ?
Y , 11
3?OO 11
x
x
m
D
K ?
• '
G S ' t - 32n., 4N/?
z 4?' Z
mu*. 15,5
AMMETRY BY The preparatia
4FR IAL SURVFYC INS thrminh nn url
?/,j
Ex.
-?- - I HOUSE
%
i - --- //
ea ' J
-9I
ell c5
M. IIVP
Z OU 50
-T---- _ nor
O iy 7.7
Mq
BASNN s
Atg?
t
P X 30+P / --- - _ - - T?
ovvl
o• c P' I => ? --,.--..?. ? , fi0" 90 s 78.49
92
0,
12,51
,_=
/-
CURB
Ell RIP-R vu
1, HAN F( AP T 8 ?f /
? 12 N (Jyp, 0 f REM
1 ('1C pgRKl AV f? 95,75 95,89 CkkpC
I it 11 PTO ARk?N?
/AO
r?
.
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
Land Use/Cover A B C O

Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
ppooorcondition 68 79 86 89
faircondition 49. 69 79 84
good condition 39 61 74 80
Meadow
good condition 30 58 71 78
Wood orforest land
Thin stand -poor cover. no mulch 45 66 77 83 '
Good stand - good cover 25 55 70 77
Open spaces. lawns, parks. golfcourses, cemeteries, etc.
.11ood condition:
grass cover on 750/.
Or more of the area 39 61 74 80
fair condition:
grass cover on 50
to 7596 of the area 49 69 79 84
:comcmmial.and business
:areas(85961mpetvious) 89 92 94 95 .
_Indust
r .dstricts
_
(7296 impervious). 81 88 . 91 93
ResId., 94 I Development computed and vegetation established
Average lotsize Average % Impervious
t18acre or'less; 65. 77 '85: 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30
Q
--
® 12 acre 25 57
54 72 81 86
t
, 7 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81.
Paved parking lots. roofs.
driveways, etc. 98 98 98 98
Streets and roads
paved with curbs and
storm sewers 98 98 98 98
gravel 76 85 89 91
dirt 72 82 87 89
Newly graded area 81 89 93 95
Residential: Development underway and no vegetation
'Lot sizes of 1/4 acre 88 93 95 97
Lot sizes of 12 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street
source: USDASCS
8.03.10
uev. IM
Appendices
r•
En
10
..? r o
10
r-• 16.
IR,
U;
CL %0
cis
QO i _ --
a
v U- c
r I i J
e4
I °
• -I YE ?W?'r?
0
v
%0 30.
PA % E
.? f
f
Co
v X
y °
%
' Y
00
Figure 8.031 10-year 1 day precipitation (inches)
I -%° '1
In "< < r
z
1.0
8.03.13
El

O

?a
CO

t - a
a { s ....,.?
I--
?
o .

a
m
8 C3
J e
I
? ? Q 1 Y I
h-
--t
LL ?
C
Z ? I

US
Q
oc
o
t
1
t Z=?

I?
Figure 8.03m 100-year 1 day precipitation (inches)

,s
J
0

g
= 1
N
1'00
r O
s
l? o•
f\ 1 00
?j
d
O

8.03.16
3z
Appendices
b. Determine runoff depth (in inches) from the curve number and rainfall
depth using Table 8.03c.
Table 8.03c
Runoff Depth Rainfall
(inches)
90
Ir
4t>
N
Ids- 2

1.0
12
1.4
1.6
1.8
2.0
2.5
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
Curve Number (CN)i
60 65 70 75 80 85
0.00 0.00 0.00 0.03 0.08 0.17
0.00 0.00 0.03 0.07 0.15 0.28
0.00 0.02 0.06 0.13 0.24 0.39
0.01 0.05 0.11 020 0.34 0.52
0.03 0.09 0.17 029 0.44 0.65
0.06 0.14 024 0.38 0.56 0.80
0.17 0.30 0.46 0.65 0.89 1.18
0.33 0.51 072 0.96 125 1.59
0.76 1.03 (?1.3 67-• 2.04 2.46
1.30 1.65 ' 2.04 ?.4 2.89 3.37
1.92 2.35 e 3.78 4.31
2.60 3.10Q_3.6 4. 4.69 526
3.33 3.90 4.47 5.04 5.62 622
4.10 4.72 5.34 5.95 6.57 7.19
4.90 5.57 623 6.88 7.52 8.16
5.72 6.44 7.13 7.82 8.48 9.14
6.56 7.32 8.05 8.76 9.45 10.12
90
0.32
0.46
0.61
0.76
0.93
1.09
1.53
1.98
2.92
3.88
4.85
5.82
6.81
7.79
8.78
9.77
10.76
95
0.56
0.74
0,92
1.11
1.30
1.48
1.97
2.44
3.42
4.41
5.40
6.40
7.39
8.39
9.39
10.39
11.39
1 To obtain runoff depths for CN's and other rainfall amounts not shown
in this table. use an arithmetic interpolation.
The volume of runoff from the site can be calculated by multiplying the
/1 area of the site by the runoff depth.
v Step 4. Determine the peak rate of runoff for the design storm by adjusting for
o- YR- 0 ' 7 watershed shape as follows:
/b 1.9
(2.q5'-i c'R?.a +? ?1 = 1.29
z z 9 a. Determine an "equivalent drainage area" from the hydraulic length of the
watershed using Figure 8.03n. Hydraulic length is the length of the flow
?. 9 path from the most remote point in the watershed to thepoint of discharge.
b. Determine the discharge (cWuich of runoff) for the equivalent drainage
area from Figure 8.030 through 8.03q:
o J Y Figure 8.030 - for average watershed slopes 0-3%
r
7 _ - Figure 8.03p - for average watershed slopes 3-7%
Figure 8.03q - for average watershed slopes 8-50%
3.zt j A,14 3.7z
z--
Calculate the peak discharge, 01, of the equivalent watershed by multi-
plying equivalent watershed area by runoff from Table 8.03c in Step 3b.
5 .r
-• n
8.03.17
3L
20000

?- 10000 L= 209a0.6
WHERE
L--HYDRAULIC LENGTH, FEET

I

x
W "
u a=DRAINAGE AREA, ACRES
? ;
55c?
5000
i
tr
w
Q
3
2000
??Gh o 10„
x z 1000

W
J
510 20 50 . 100`1 2 i' 500 2000
379c Z5a
Wi ?-. DRAINAGE AREA, ACRES
Figure 8.03n Hydraulic length and drainage area relationship.
r .
c. Compute peak discharge, 02, by multiplying the "equivalent watershed"
peak discharge, 01, by the ratio of the actual drainage area to the equiv-
alent drainage area:
Q2 _ Qt x (actual drainage area)
(equiv. drainage area)
Step S. Adjust peak discharge to account for impervious area and channel
improvements (modified hydraulic length shown in Figure 8.03r).
a. Use the top graph in Figure 8.03r to determine the peak factor for imper-
vious area in the watershed (Factor w).
b. Use the bottom graph in Figure 8.03r to determine the peak factor based
upon the percentage of hydraulic length that has been modified (i.e.,
deepened, widened, lined; etc.) to increase channel capacity (FactorHLM).
c. Adjust peak discharge, 02, from step 4 by multiplying by the two peak
factors.
Q3 mod. = C2 x (Factor imp) x (Factor HLM)
8.03.18
0
K'v
PEAK RATES Of
DISCHARGE FOf
SMALL WATERSI
ON A STEEP St
24-HOUR STOP
TYPE II
DISTRIBUTION
v DRAINAGE AREA, ACRES ?vv vvv
Figure 8.03q Discharge vs equivalent drainage area for average watershed slopes 8 - 501/6.
Z?

8.03.20

Table 8.03d
Slope Adjustment Factors
i
70 5b
:9.- .9l
L
X94 - 9`
q4>r
h?
Appendices
Slope
(percent)
Flat 0.1
0.2
0.3
0.4
0.5
0.7
1.0
1.5
Moderate 3
4
5
6
7
Steep 8
9
10
11 1?1
12
13
14
15
16
-? 20
25
30
40
50
source: USDA-SCS
10 20 50 100 200
acres acres acres acres acres
0.49 0.47 0.44 0.43 0.42
0.61 0.59 0.56 0.55 0.54
0.69 0.67 0.65 0.64 0.63
0.76 0.74 0.72 0.71 0.70
0.82 0.80 0.78 0.77 0.77
0.90 0.89 0.88 0.87 0.87
1.00 1.00 1.00 1.00 1.00
1.13 1.14 1.14 1.15 1.16
0.93 0.92 0.91 0.90 0.90
1.00 1.00 1.00 1.00 1.00
1.04 1.05 1.07 1.08 1.08
•1.07 1.10 1.12 1.14 1.15
1.09 1.13 1.18 1.21 1.22
0.92 0.88 0.84. 0.81 0.80
0.94 0.90 0.86 0.84 0.83
0.96 0.92..___ 0.88 0.87 0.86
0.96 0.90 0.89
0.97 p 95 - -8}93 ° ? 0.92 0.91
0.97 0.97 V 0.95 0.94 0.94
0.98 0.98 - ....0.97.. 0.96 0.96
0.99 0.99 0.99 0.98 0.98
1.00 1.00 1.00 /,1
-0, '
0
1.0n
1.03 1.04 1.05 _
//
V 007
1.06 1.08 1.12 1.14 1.15
1.09 1.11 1.14 1.17 120
1.12 1.16 120 1.24 129
1.17 1.21 125 129 1.34
6-
9 4.0
?.v l

8.03.23
3 ?.
tic
(ULICS
HYDRAULICS OF CULVERTS
161

100-year
rger size
idwater.
ig. 422,
L If the
ed-to be
:)r other
formula
... (14)
1e Man-
desired.
lowable,
r depth.
Led steel
filler size
,mical to
.. Check
late Pipe
Lble 4-11
le corre-
the Fed-
lao 10,000
(
I )
6,000 LOSS COEFFICIENT Ke
166 FOR VARIOUS ENTRANCE (2)
156 6,0 700 TYPES 6'
(3)
-144 000
4 HW ENTRANCE
COEFFICIENT 5. 6.
, p SCALE TMPE 6
- 132 3,000 5• .
(1) Heodwoll, sq. edge; or End 0.5

-.120
v
Section conforming to fill. 5.

•

,000
2
dope
4.
d (2) Mitered to conform to dope 0.7
4
. -JOB 0 (3) Projecting from fill 0.9 3. .
96 1,000 3.
N 000
To use scale (Z) or (3) project 3

64
600 horizontolly to stole (1), then
use straight inclined line through
2•
500 D ord O Kole, or reverse as
400 tl? 2.
2.
300 - ---" O :?
v
1.5
1.5
c ? o
100
-
E
t IM
- -EXAMPLE

- 50

d 1.0
-10
u
40
EXAMPLE
1.0
e1
36
30
Mom. (D)=48 in.=4 ft.
3t
Q-70 d% _0 9
--
33
20 -----------
y
.8 .8
Scale Hw w a:
30 D? 8
u (1) 1 4.0 ft.
rn 27 10 (2) 1.0 4.0
7
•7
des 8 (3) 1.1 4.4 .
ap 24 7
.
6
0 5
U 21 4 .6 .6
v
0 3 6
v
o is
N` 2
15 5
1.0 .5
HEADWATER DEPTH FOR
- 12 CORRUGATED STE EL PIPE CULVERTS
ge. Ob- WITH INLET CONTROL
not war-
s critical
:latter of
whatever
)resented -
no static . I Fig. 4-18. inlet control nom. gra?h for corrugated steel Pipe culverts. The manufac-
sign dis- turers recommend keeping Hlv/D to a maximum of 1.5 and preferably to no more
than 1.0.

?t
+; r
s
y; -

6
51
184'
Discharge-O•CFS
it
j ,
1.,
4. HYDRAULICS
6
S
u 4
lL
s 3
n
C
V
2
V 0
14
12
10
a
6
0

} HYDRAULIC DE

to
1
9
.

1.6
°
u 1.4
u_ .
v
s
c L2
n

0
`-' LO
V
6
0.6
7
0.6

6 0.4 0 1
i' 7 y
do Cannot Exceed Top of Pipe i
S $
0
O
c ?.
V
300 400 500 600 700 Soo 900 1000 V `.
zAt. Discharge-O-M
DischargeA-CFS
Fig. 4-39. Critical depth curves for circular pipe. Same for corrugated steel and other
types of pipe.
34
32
30
2.8
2.6
u 2.4
u
i
2.2
7
n 20

° 1.6

V 1.4
i"-
L2

1'o 6' a 36

0.e E
31'-
!?¦ T'
Q6
J, 0 20 4•
Bureau OF Pvbli
Jon. 196
4&4:40- Critical c
1r' ; •I
r
166
I`
i?
•
4. HYDRAULICS
2000
1000
2
800
600
300
400
Pipe
300
200 72
- - A
_ „
NW °
be
.s

SUBMERGED OUTLET CULVERT FLOWING FULL
NW- H? be-LSe
Fq m11*1 crows MI wbm•r•ed. m sout• HW by •e
mthodF d••cribed I, ft d••i•e dreoedu
LID
02

J
•
y0

ILL.
U
c
100 4

48
Off' OD =
3

d
90 ?
'O 00 =

a, c

60
42 ' ?•
/ 4

rn
-C c

50 O

36
/ '00
5
_»
O
40
33
/ O
EXAMPLE --`"'? Ha6.0
6

Q E 25 cts
-30
I/
c' ?? O
•50

8
27'

'
00

20 oF
20
EXAMPLE 400 10

-21 Diam, s 24 in. 500
0 s 25 cf. 500

1
La 250 ft.
10 18 V-250x0.44-110ft.
K• - 0.25 20
a

6
I5 _
FindH-6.0ft. _--_--
' HEAD FOR STANDARD CORRUGATED
4 12 STEEL PIPE CULVERTS
3 FLOWING FULL-OUTLET CONTROL
n = 0.024
2
Fig. 422. Outlet Control. Head for corrugated steel pipe culvert with submerged out-
le t and culvert flowing full. See note under sketch at top.
/
0, 0_ lZ \
- 0?2 7
\
)
1
C.DZ4 /
°"b°
Pipe Roughness Factor
Diameter (" z
in Inches for Helical Corr.* \n /
p. 12 c.L,4 - .011 .21 C,=,+
r 4
i° ° 016 •44
.019 .61
36
48 .020 .70
'Other values of roughness, n, are applicable to paved pipe, lined pipe and pipe with 3 x 1 in. corru-
gations. See Table 4.10. To use the above chart for these types of pipe and pipe-arches, use
"adjusted length factors" computed per equation 14, page 160.
HYDRA Ul
LL
U
d
0
s
0
Fig.
outt
Fig. 4-23a. P
El
Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Z7
i
3z
Land Use
C Land Use
C
Bare packed soil
Industrial: Smooth 0.30-0.60
Light areas 0.50-0.80 Rough 0.20-0.50
Heavy areas 0.60-0.90 Cultivated rows
Heavy soil no crop 0.30-0.60
Parks, cemeteries 0.10-0.25 Heavy soil with crop 0.20-0.50
Sandy soil no crop 0.20-0.40
Playgrounds 0.20-0.35 Sandy soil with crop 0.10-0.25
Pasture
Railroad yard areas 0.20-0.40 Heavy soil 0.15-0.45
Sandy soil 0.05-0.25
Unimproved areas 0.10-0.30 Woodlands 0.05-0.25
Streets:
Asphalt 0.70-0.95
Concrete 0.80-0.95
Brick 0.70-0.85
Drives and walks 0.75-0.85
Roofs 0.75-0.85
NOTE: The designer must use judgment to select theappropriate C value
withiri-the range for the appropriate land use. Generally, larger areas with
permeable soils, flat slopes, and dense vegetation should have lowest C
values. Smaller areas with slowly permeable soils, steep slopes, and
sparse vegetation should be assigned highest C values.
Source: American. Society of Civil Engineers
Business:
Downtown areas 0.70 -? Lawns:
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas 0.50-0.70 Sandy soil, ave., 2-7% 0.10-0.15
Sandy soil, steep, 7% 0.15-0.20
Residential: Heavy soil, flat, 2% 0.13-0.17
Single-family areas 0.30-0.50 Heavy soil, ave., 2-7% 0.18-0.22
Multi units, detached 0.40-0.60 Heavy soil, steep, 7% 0.25-0.35
Mufti units, attached 0.60-0.75
Suburban 0.25-0.40 Agricultural land:
The overland flow portion of flow time may be determined from Figure 8.03a.
The flow time (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing the length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duration (Figures 8.03b
through 8.03g-source: North Carolina State Highway Commission; Jan.
1973). Select the chart for the locality closest to your location. Enter the
"duration" axis of the chart with the calculated time of concentration, TC. Move
vertically until you intersect the curve of the appropriate design storm, then
move horizontally to read. the rainfall intensity factor, i, in inches per hour.
Step 5. Determine peak discharge, Q (ft3/sec), by multiplying the previously
determined factors using the rational formula (Sample Problem 8.03a).
8.03.2
' ZS
H (ft)
m
7
O
m
O
ftf
C_
O
d
m
O
E
N
L
N
O
E
O
t
Note:
Use nomograph Tc for natural basins with well-defined channels, for overland
flow on bare earth, and for mowed-grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow, concrete or asphalt surfaces, multiply Tc by 0.4.
For concrete channels, multiply Tc by 0.2.
Figure 8.03a Time of concentration of small drainage basins.

7T -- <-4'i ,
8.03.4
cnn T..fM;nI
2%2
www«w«wrra+w«www HYDRO - Version 4.0 **********wxrww /?
« HEC19 / Design Event vat Return Period Program •
* Date of Run: 06-20-94
1
BOONE, NC IDF CURVE PAGE NO
--- Input File: D;\HYDRO\DATA.HDO
JOB BONE, NO IDF CURVE
IDF 2 THRU 100-YEAR RETURN
*w* THE IDF CURVE OPTION KAS DBUN AELECTED.
LOC 36 13 81 41
*+?* THE LATITUDE IS 36 DEGREES, 13 MINUTES
*** THE LONC21TUDE IS 61 DEGREES, 41 MINUTES
RPD 2
«*+ TH3 SELECTED RETURN PERIOD XS 2 YEARS
END
*** END OF COMMAND MLR
**««* HYDRO *?*** (Version 4.0) ****+? DATE 06-20-94
PAG$ NO 2
BOONE, NO ID? CURVE
----......--- ------- ---------- ----
IDF CURVE FOR VARIOUI5 XZTURN PERIODS
- - - - - - - - - - - - - - - - - - - - .. --------------
INTENSITIES (IN/HR)
DURATION
........... 2 YR
...
. 5 YEAR 10 YEAR 25 YEAR 50 YEAR 100 YR
:?, 5 MIN .
... --
5.446 ------------
6.374 -----------
?? -----------
7.782 ------------
8.376 --
8.944
10 MIN 4.304 5.149 5.707 6.468 7.037 7.587
15 MIN 3.510 4.297 4.826 5.555 6.106 6.644
30 MIN 2.428 3.051 3.477 4.076 4.535 4
988
60 MIN 1.537 1.969 2.270 2.697 3.028 .
3
357
120 MIN .992 1.271 1.464 1.740 1.953 .
2.166
4 HRS .579 .742 .855 1.016 1.141 1.265
8
16 HRS
HRB .316 .405 .467 .555 .623 .691

24
HRS .166
.112 .212
.144 .245
166 .291
197 .326 .362

---
--------
----------
------------ .
------------ .
---------- .221
------------- .245
------- -
t«+•• HYDRO **.*w (Version 4. 0) «*«** DATS 06-20-94
PAGE NO 3
BOONE, NC IDF CURVE
7 'HRU 100-YEAR RETURN
INTENSITY CURVE FOR 2 YEAR RETURN PERIOD
RAINFALL INTENSXTY(INCHES/HOUR)-VS-DVRATION(HOURS)
5.45* ...................................................................

---------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------------------
Front Slope (Run:1'Rise) = 100.00 Back Slope (Run:1'Rise) = 0.10 Bottom Width = 80.00
------------,?------?--'------------------------------------------------------------------------------
n =mod = 0.02 d = 0.40 d = 0.60 d = 0.80 d = 1.00
0.013 A 1.62
p = 82.02
R = 0.02
--------------------------
% Stope: V, fps Q, cfs
--------------------------
-? 2.7 1.36 2.2
1.0 0.83 1.35
1.5 1.02 1.66
2.0 1.18 1.91
2.5 1.32 2.14
3.0 1.44 2.34
3.5 1.56 2.53
4.0 1.67 2.70
A =
p =
R =
V, fps
8.96
5.48
6.71
7.75
8.67
9.49
10.26
10.96
40.01
120.40
0.33
Q, cfs
358.36
219.31
268.60
310.16
346.77
379.86
410.30
438.63
A = 66.02
p = 140.61
R = 0.47
---------------
V, fps U, cfs
---------------
11.28 744.71
6.90 455.76
8.46 558.19
9.76 644.54
10.92 720.62
11.96 789.40
12.92 852.64
13.81 911.52
A =
p=
R =
V, fps
13.24
8.10
9.93
11.46
12.81
14.04
15.16
16.21
96.03
160.81
0.60
Q, cfs
1271.78
778.32
953.24
1100.70
1230.62
1348.08
1456.10
1556.63
A = 130.05
p = 181.01
R = 0.72
---------------
V, fps 0, cfs
---------------
14.98 1948.34
9.17 1192.37
11.23 1460.34
12.97 1686.26
14.50 1885.30
15.88 2065.24
17.15 2230.71
18.34 2384.73
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A: cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
2$ .,
20 -
? 15-
a
U
q lo-
w

0 1 it ?E +f'
0' $
Figure 8.06.b.1
1 I I .
10' is* 20' 25'
DIAMETER (Ft.)
d

...

.:.
'
,
6 ,.,?,.. ... ,. ..
..

..:
.
.
...
„ ... .. ... ..I
.
:..
, ... :.. ;..,. :.
'
... ..
,. :, ,. 9 .,.. ,. ...
.; ..;
;
.
'
...
,,..
.; II.II 10.0 ,.. , 0 111'11 .
..
,. .: : :..
...
:. :.
. ..:..
,. i ...
..
.
1
..,.
...
111

.. ,I.: ... ....

'
4 ..'......:.'
.. 2 ..'... 3 " .I " ... ...
.. .,, ... ... .1 .... .....

.,i.. 1

..1. ......

Rev. I Z93 8.06.5
I
13
W N
Z
R
APRON MATERIAL
r ')'j PROTECT CLILVEFTr
TO
Ll TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1 STONE FILLING (FINE) CL. A 3 x Do 4 x Do
2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Do
3 STONE FILLING (MEDIUM) CL. 1 4 x Do 8 x Do
4 STONE FILLING (HEAVY) CL. 1 4 z Do 8 x Do
5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL. 2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS. STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 5501bs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-5001bs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) "n" of linirig (inches)
A- Fine 3 0.031 9 12
6 Light 6 0.035 12 18.
1 Medium 13 0.040 18 24.
Heavy 23 0.044 30 36
(Channels) (Dissapators)

f
8.06.6 Rev. I Z93
7-
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
?&LT74?
James B. Hunt, Jr., Governor NC ENR
Wayne McDevitt, Secretary NORTH CAROLINA DEPARTMENT OF
A. Preston Howard, Jr., P.E., Director ENVIRONMENT AND NATURAL RESOURCES
April 9, 1998
Mr. Michael Trew
Municipal Enginering Services Company
P.O. Box 349
Boone, NC 28607
Re: Toyota of Boone
Stormwater Management Plan
Watauga County
DWQ #970023
Dear Mr. Clark:
DWQ staff conducted a site visit to the stormwater pond at the Toyota of Boone site on 29
March 1998. The pond appeared to be constructed properly. However there appeared to
be some limited erosion along the side of the pond that should be stabilized. Also there
are two drop inlets in the gravel parking lot - one goes directly to the culverted channel,
while the other goes to the stormwater. Both inlets are at the same elevation. The inlet
that goes directly to the stream should be replaced with a sealed cover to prevent
stormwater from directly entering the stream. Once this change is made the stormwater
management devices will be adequate the stormwater mangement plan will be complete.
This letter hereby provides written approval of the stormwater management plan for the
subject once the change is made to the drop inlet in accordance with the requirements of
the 401 Certification. Please call me at [phone] if you have any questions.
cc: Raleigh Field Office, USCOE
DWQ Winston-Salem Regional Office
Central Files
John Domey
r1-Q.L
Environmental Sciences Branch 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post consumer paper
?. JAN 23 '97 01:55PM EHNR•PUBLIC AFFAIRS
MEMO
FROM Gina weaver DATE:
Executive Assistant
to ASSI#mt Secretary for EnviranMWtd Protecflon
TO: T..g=C.oble._ SUBJECT:
John Dorney `
Mike Mickey
On January G, 1997, Rufus Edminsten called Linda Rimer concerning
"an environmental issue" in Boone with Mir. Norman Cheek. I talked
tq several.folks in trying to gather enough information for Mrs. Rimer
to be able`ta ire>xur?i Xvlar. Edminsten's call. I did receive the attached
memo but.was. unclear on where things stood with Mr. Cheek or who
was working with him. Finally Preston Howard directed me to fax the
attached -memo to Mr. Edzninsten so that he would better understand
the situation and that Mr. Cheek. had agreed to the 3 conditions
contained within the memo. Mr. Howard also indicated that someone
needed to contact Mr. Cheek and inform him that he needed to submit
a 401 application reflecting the three conditions that were agreed upon.
I have shared this information with Mr. Edminsten along with the
promise that someone would be (if they haven't" already") contacting
and working with Mr. Cheek to get his 401 application in..
AaMmAi
I?E?-ihlR
(-, ?Q, *)

P.1/3 r"§ 2f
W

NOM CAROiJI DEPARRViENT t7F ENVUXAMML HEALTH, AND NATURAL RE90LORCES
P.O. BOx2y6p6 1"O,.-Narth CaroWna 27611.7487 Telephone [phone]
JAN 23 '97 01:56PM EHNR-PUBLIC AFFAIRS
FAX TRANSMISSION
LpmA PLIMER'S OFFICE
Assistant Secretary for Envixontnental Protection
51 Z N. 5AU$81JRY.5TRSF-T
RALEIGH. NORTm CAROLINA 27604
[phone]
FAX: (91$)715-3060
To: .
Fax #: i53 `T --4 T q )
From: Gina Weaver
Date: ) ° Q Z - 97
Pages: c? , including this cover sheet.
Subject; onoo .yc U" d a
P. 2/3
COMMEN,sP? 4Aa a-ltoc" . rNn.C4.ak
'4 oI aLdA.c?
o?ta.c.Aad.Am.e ?co. ?-°?
,* ?K tt .. .t t t s t naw `- : t I t arr. •-•s i t,-Ir Yr = JdL -- --" i.J??
:' JAN 23 '97 011156PM EHNR•PUBLIC AFFAIRS' P. 3/3
WDEHUMP,
DD+WSK0
To: john Dorw
l:rorn: Allan SMSA=,51kO
Subject: Norman Cheek (Bcwne Toyota) 401
Date: 91609.U
On Sept. 19, 1494 -I, along witfr Mike Mickey, met with Mr_ Cheek and Johnny
Hampton (of Hampto? Construction) to discuss the piping of approximately 290' of
stream running through Mr. Greek's Toyota' dealership. A Mough I am opposed to piping
this much stream, .especially In;i Town where flooding and development Is such a
problem, we all came +a an agreement on how to approach this situation.
The lot across t e road. from Mr. Cheek Is going to have a hotel and drug store
built on It and the con ;ruction firm (as well as Mr. Cheek) is wanting to put the fill dirt
on Mr. Cheek's Toyot lot'in order to .provide more level ground. to extend the car lot.
The construction Is co ,tart soon so all parties' want the 401 issued as soon as po.;sible. I
talked at length with ri:r. lfarnptnn Who well do the pipe Listallaticn and appea::a r=? be
a very conscientious person) and .this is our agreement:
1) No pipe will be Installed approximately 90 feet from the existing box
culvert underneath New Market DC1Ve, This will allow the applicant to fill about 200 feet
of steam and should sdll enable.hlm to enlarge his lot quite a bit.
2) °I.nergy Diall)"ors" (rocks) should be placed ar the end of the ne Nly
installed pipe within this 9o foot secion of strearn. Natural vegetadon should b = allowed
to grow in this area.
3) A stormwater, pond(s) or settling basins of some kind must be in place to
handle the ma)orky of runoff- from the existing and new tots.
Pam of this stream is already piped and the existing pipe is too small. Mr. Cheek plans to
remove the small 'pipe and replace It. with 'adequately sized pipe. The stream is located Irr
a highly develeped.area of Bowe and if everything is installed as we discussed at the site 1
think that water qualky should be maintained if not enhanced. Mr. Cheek agreed to these
conditions even though he strongly •wam:ed to pipe the entire length of :;bream.
tW__
Municipal
Services
Garner, N.C.
OOA
`.l
Engineering
Company, P.A.
Boone, N.C.
LETTER OF TRANSMITTAL
TO: Mr. John Dorney DATE: 01/21/97
Water Quality Section
NC Department EHNR RECEIVED
4401 Reedy Creek Road
Raleigh, NC 27607 SAN 2 3 IYY14
ENVIRONMENTAL SCIENCES
FROM: Michael P. Trew, PE
RE: Toyota of Boone
We are sending you:
(7) Copies of Pre-Construction Notification Application
(1) 401 Certificate Request Letter
(1) Letter authorizing me to act as agent for Toyota of Boone
Submitted:
For review
Remarks:
Via: 1st Class Mail
Copy: Norman Cheek, Toyota of Boone
Signature:
Boone Address: PO Box 349 671 West King Street Boone, NC 28607
Telephone: [phone] Fax: [phone]
January 20, 1997
RECEIVED
Mr. John Dorney AN 2 3 lyy/,
Division of Water Quality
NC Dept. EHNR ENVIRONMENTAL SCIENCES
4401 Reedy Creek Road
Raleigh, NC 27607
RE: 401 Certificate Request For Toyota Of Boone Parking Expansion
Dear John:
Enclosed is an application for the referenced project. We had originally filled out an
application of an extension of 2901f and submitted to both the US Army Corps of
Engineers and NC Wildlife. We obtained approval but scaled back the project to 200 if of
culvert extension. The owner now wishes to extend the culvert another 50 feet to make
the total 250' of culvert extension.
If you have any questions please feel free to call. I will be faxing you the application and j
follow with the required seven copies. /
Sincerely,
MUNICIPAL ENGINEE SERVICES COMPANY, P.A.
Michael P. Trew, PE
Enclosure
Copies: Norman Cheek, Owner
Steve Chapin, US Army Corps of Engineers
RECEIvE.-n
'JAN 2
ENVIRONMENTAL SC?tiyC?-S
?L4
January 14, 1997
TO WHOM IT MAY CONCERN:
I, Norman L. Cheek, do appoint Michael Trew to act as my
agent.
r
Norman L. Cheek

DEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE: pANR?ECElvEr
1) NOTIFICATION TO THE CORPS OF ENGINEERS JAN
2) APPLICATION FOR SECTION 401 CERTIFICATION ENVIRONMENTA
3) COORDINATION WITH THE NC DIVISION OF COASTAL KILNAGEMENT LSG?E?Cr:S
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East Ring Street Boone, NC 28607
SUBDIVISION NAME:
CITY: Boone STATE: NC ZIP CODE: 28607
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME):
(WORK) :
264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone
1

NUMBERS, LANDMARKS, ETC.):
SPECIFIC LOCATION (INCLUDE ROAD
North side of Hughway 421 (king Street)
at intersection of New Market and Hwv 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF- ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ J IF YES, PROVIDE ACTION. I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES Ia TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
2

10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.03 EXCAVATION:
FLOODING:
DRAINAGE:
OTHER:
TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: 250! FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? n/a
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS =
ONLY):
Bottom to be filled to provide level surface for parking, lot
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot
3

14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for parking'use
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: Copied (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: C®nied
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO [j (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [ ] NO [ ]
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH-THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].

4
f ,
H
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Business & Residential
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? n/a
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND Y
3) (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMtNT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE
5
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DEM ID: CORPS ACTION ID:'
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #): ,...
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE: RECEIVED
1) NOTIFICATION TO THE CORPS OF ENGINEERS `JAN 2 3 lyy/_
2) APPLICATION FOR SECTION 401 CERTIFICATION ENVIRONMENTAL$?8
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street Boone, NC 28607
SUBDIVISION. NAME: '20
CITY: Boone STATE: - NC ZIP CODE: gRr.n7
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (If DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME): (WORK): 264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone
1

NUMBERS, LANDMARKS, ETC.):
SPECIFIC LOCATION (INCLUDE ROAD
North side of Hughway 421 (king Street)`
at intersection of New Market and Hwv 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ J IF YES, PROVIDE ACTION. I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION) :
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES 114 TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
t
2
10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.03 EXCAVATION:
FLOODING:
DRAINAGE:
OTHER:
TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: 250' FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? n/a
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY):
Bottom to be filled to provide level surface for parking •lot-
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot
f
I

3

14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for parking'use
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: Copied (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: Copied
17. DOES THE PROJECT. INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
t
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [ ) NO [ J
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH-THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].

4
f ,
H
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE S.TORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Business & R d_ntial
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? n/a
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND
3) (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEM$NT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE
5
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{
DEM ID: CORPS ACTION ID:'
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #):
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE: ' RECEIVED
1) NOTIFICATION TO THE CORPS OF ENGINEERS 'SAN 2 3 Wl_
2) APPLICATION FOR SECTION 401 CERTIFICATION ENVIRONMENTALSCIENCE3
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT I"W
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street Boone, NC 28607
SUBDIVISION. NAME: To
CITY: Boone STATE: NC ZIP CODE: gprn7
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME): (WORK) 264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone

1

NUMBERS, LANDMARKS, ETC.):
SPECIFIC LOCATION (INCLUDE ROAD
North side of Hughway 421 (king Street)`
at intersection of New Market and Hwv 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS=II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF- ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X]
7c. IF THE PROJECT IS LOCATED WITHIN A 'COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ ] IF YES, PROVIDE ACTION. I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
r
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DEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
RECEIVED
1) NOTIFICATION TO THE CORPS OF ENGINEERS JAN 2 3 lyy/,
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT ENVIRONMENTAL SCIENCES
?RANCH
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street Boone, NC 28607
SUBDIVISION. NAME: Co
CITY: Boone STATE: NC ZIP CODE: 98607
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME): (WORK): 264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a
c
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone
1

ECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.):
North side of Hughway 421 (king Street) x'
at intersection of New Market and Hwy 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF- ENVIRONMENTAL CONCERN (AEC) ? YES [ ] NO [X]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ J IF YES, PROVIDE ACTION. I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES III TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
r
2

10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0 . 03
FLOODING:
DRAINAGE:
EXCAVATION:
OTHER:
TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: 250' FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? nla
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY):
Bottom to be filled to provide level surface for parking, lot
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot
vV,
3

14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for parking'use
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT. AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: Copied (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: C6Ried
17. DOES THE PROJECT. INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO (I (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
YES [ J NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO [ ]
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH-THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].

4
f ,
H
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE S.TORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Business & Residential
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? n/a
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND
3) (IN THE TWENTY COASTAL COUNTIES ONLY)., A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMtNT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE
5
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DEM ID:
CORPS ACTION ID:'
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
RECEIVED
1) NOTIFICATION TO THE CORPS OF ENGINEERS JAA, J 1991.
2) APPLICATION FOR SECTION 401 CERTIFICATION i?ll'1
3) COORDINATION WITH TSE NC DIVISION OF COASTAL MANAGEMENT ENV1RONMENTAISCIENCES
c,?,r,NCH
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street Boone, NC 28607
SUBDIVISION. NAME: '20
CITY: Boone STATE: NC ZIP CODE: 986.07
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME): (WORK): 264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a

5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone

Ile
1
t
NUMBERS, LANDMARKS, ETC.):
SPECIFIC LOCATION (INCLUDE ROAD
North side of Hughway 421 (king Street)
at intersection of New Market and Hwv 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF- ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X.]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ ] IF YES, PROVIDE ACTION. I. D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ J NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:

2

10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.03 EXCAVATION:
FLOODING: OTHER:
DRAINAGE: TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: 250' FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? n/a
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH.PLANS: 8 1/2" X 11" DRAWINGS
ONLY):
Bottom to be filled to provide level surface for parking, lot
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot
3

14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for parking'use
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: Copied (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: Cmuied
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO [I (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO [ ]
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH•THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].

4
f ,
H
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Business & Resid_ntial
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? n/A
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND K
3) (IN THE TWENTY COASTAL COUNTIES ONLY)., A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMtNT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE DATE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
5
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J ?f c - I ) ?? ; • 321 - •?
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`\ •vt \ ' h /-?` \??,- ?• ,?? 1 u Trader # /
ack f -A,
?'` ?-_ _ \ ? f (\, 1 t?.Clel!n > ,?? / ? { , I l %??/>????, ,\ \--) •(??•;,li ?lL ?/ ' .^ ,t 1 \ t? __ _.
,'_, a ?? ? ,._ ? Cam, •t - ? ? I ?' t??? '?' ? _
I?[I. YarT,
I ? ? ? \? ? ` \ II' - - i ? I / i h' '!?" (? 1 1//1 \ \ ? L; I Il `l? / -,-, _ /?.. ; `_' ?' •1 ? \
1 111 l Y? V /? ? /, i J /I/r?•J?S/ii??'c?r -- /? ;'/ ?? ? I ? ? .?. ??.-,i?44?_ .' I \?` ?3?\.
\t•. ?. i?./? •' I`I \???. III-I:.I ??/'?`?!'I//?/) ???t ??l \'??3?0 /. ,'.I o?/?/.?? `il/I!..\/;i/?\ _$ \;?\•\\' \_
DEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
RECEIVED
1) NOTIFICATION TO THE CORPS OF ENGINEERS 199I',
2) APPLICATION FOR SECTION 401 CERTIFICATION JAN 23
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
ENVIRONMENTAL SCIENCES
RRANCN
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street Boone, NC 28607
SUBDIVISION NAME:
CITY: Boone STATE: NC ZIP CODE: 2R6.n7
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME): (WORK): 264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone
,

1

SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.): North side of Hughway 421 (king Street)`
at intersection of New Market and Hwv 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF'YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF- ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [XJ
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP)' DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ ] IF YES, PROVIDE ACTION. I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES III TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
2
10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.03 EXCAVATION:
FLOODING:
OTHER:
DRAINAGE: TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION)
LENGTH BEFORE: 2.50' FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? n/a
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY):
Bottom to be filled to provide level surface for parking, lot
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot

3

r1-'
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for parking use
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: Copied (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: C©Ried
17. DOES THE PROJECT.INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO [I (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [ ] NO [ ]
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH'THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].

4
f ,
H
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF t`
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? -Business & Residential
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? n/a
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND
3) (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEM$NT
PROGRAM.
'lV- C/ '.0,0100e
OWNER'S/AGENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE
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DEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street Boone, NC 28607
SUBDIVISION. NAME: 20
CITY: Boone STATE: NC ZIP CODE: 2A6.n:Z
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
3. TELEPHONE NUMBER (HOME): (WORK):
264-7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga NEAREST TOWN OR CITY: Boone
1

SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.): North side of Hughway 421 (king Street)
at intersection of New Market and Hwv 421
6. IMPACTED OR NEAREST STREAM/RIVER: Rocky Knob Creek
RIVER BASIN: New
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF- ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [X] NO [ ] IF YES, PROVIDE ACTION. I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
z
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [X] IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES INS TRACT OF LAND: 1.66
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
2
f
t
Mr'
J
10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.03 EXCAVATION:
FLOODING: OTHER:
DRAINAGE:
TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: 250' FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? n/a
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS t
ONLY):
Bottom to be filled to provide level surface o parking?int-
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot
3
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for parking'use
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: Copied (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: C©nied
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [J NO [I (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
YES [ ] NO (I
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO [ )
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH-THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].

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18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF t`
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE S.TORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Business & Reaid_n ial
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? n/A
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND
3) (IN THE TWENTY COASTAL COUNTIES ONLY)., A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEM$NT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE DATE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
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State of Northtaroiina.
Department of Environment,
Health and Natural Resources •
Division of Water Q4 .iv
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary ED E y N FI
A. Preston Howard, Jr., P.E., Director
August 21, 1997
Mr. Michael Trew
Municipal Engineering Services Company
P.O. Box 349
Boone, NC 28607
Dear Mr. Trew:
RE: Stormwater plan
Boone of Toyota
Watauga County
DWQ # 970023
Thank you for you 16 May 1997 submittal of the stormwater management
plan for the Boone Toyota project in Watauga County. I called you on 23 May
1997 to discuss the project but have not received a call to date. I apologize for
this late written response but believe that we need to resolve this matter soon.
The stormwater management plan you sent does not show any
permanent, wet detention pond as I discussed with Mr. Cheek on 17 January
1997. Our approval on 21 January 1997 was given with this understanding.
Please call me at 919-733-1786 to discuss this matter in order to resolve this
discrepancy.
Sincerely yours,
4Jon Dorney
970023.pnd
Cc: Winston-Salem DWQ Regional Office
Central Files
Environ rnentai sciences Branch • 4401 Reedy Creek Road Raleigh. North Carolina 27607
Telephone [phone] FAX # [phone]
An Equd opporkrdtyAf kn%ittveA Ion Employer SoA recyc!ed/l0A post consumer paper
Municipal Engineering
Services Company, P.A.
Garner, N.C. f Boone, N.C.
LETTER OF TRANSMITTAL
TO: Mr. John Dorney
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27626-0535
FROM: Michael P. Trew, PE
RE: Toyota of Boone
We are sending you:
(2) Copies of Plan
(2) Specifications
(2) Calculations
DATE: 05/16/97
n
Tc?
Submitted: DPw?an ( kas rcc'; ,,a ?P??a? Q'r?^` ?`
As requested U
Via: 1st Class Mail
Copy:
s?
1lR°"?Fti, ` ?99,>
,?Nceo
(nIQ
Municipa ngineering Services Co., P.A.
PO Box 349 - 671 West King Street Boone, NC 28607
Telephone: [phone] Fax: [phone]

SITE WORK SPECIFICATIONS
TOYOTA OF BOONE EXPANSION
East Main Street
Boone, NC op
'li??i9 !9J
F2
?F
September, 1996
Project #B96099.3
V?Cpb665s'993?c?n?J
9
CAROtff,"'?•?
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SEAL Y 6?68? a
yr /C,°?.?a t ?® tree,??? aK
By:
Michael P. Trew, PE
MUNICIPAL ENGINEERING SERVICES CO., P.A.
671 West King Street Suite A - PO Box 349
Boone, North Carolina 28607
INDEX:
Section 1 - Clearing & Grubbing, Rev. 10/91
Section 3 - Pavement, Sidewalk, Curb & Gutter and Related Work, Rev. 10/91
Section 4 - Site Work, Rev. 02/93
Section 7 - Gravity Sewer, Conduits & Drains, 05/94
Section 8 - Pipeline-Trench Excavation and Backfill, Rev. 10/91
Section 10 - Manholes, Inlets, Catch Basins, Vaults and Drainage Structures, Rev. 10/91
MEMO
DATE:
TO: D? r/ M SUBJECT:
aviio
A
From:
tra STATE p
*? NnY IOC i 06,
North Carolina Department of Environment,
: . ?? Health, and Natural Resources @9 Printed on Recycled Paper
Page 1
GENERAL SPECIFICATIONS
1.0 CLEARING AND GRUBBING
1.01 GENERAL
1.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools, and services required for
the work under this section shall be furnished and performed in
compliance with the following General Specification, the Project
Specifications which precede all General Specifications and the Contract
Drawings.
(b) This General Specifications designated as Section 1.0
CLEARING AND GRUBBING covers the description of work generally
utilized and the specifications for performing such work. The Project
Specifications and the Contract Drawings designate the specific work to
be performed under the Contract. The inclusion of items of material or
work within this Specification does not necessarily constitute their use on
this Project.
(c) The Contractor shall accept conditions at the site of the work as
found and shall assume the risk of any variation of the condition of site
or buildings thereon which may occur subsequent to signing of the
Contract. The Contractor must assume the risk of meeting, and the
Contract price shall include, the cost of removal of quicksand, hardpan,
boulders, clay, rubbish, unforeseen obstacles, underground conduits, gas
pipe, drain tile, trees, roots, timber or masonry structures, railroad
tracks, pavements and sidewalks and the delay or damage occasioned by
the same, whether or not these obstacles are shown on the Contract
Drawings. No claim for an amount of money beyond the Contract price
of the work will be entertained or allowed on account of existing
conditions.
(d) The work of clearing shall consist of the cutting of all vegetation
and removal of debris. All timber within the clearing and grubbing
limits shall become the property of the Contractor to cut and dispose of
unless noted otherwise in the Project Specifications. The work of
grubbing shall consist of the removal and satisfactory disposal of all
vegetation and all surface debris.
(e) The work of clearing and grubbing shall also include the removal
and satisfactory disposal of crops, weeds, and other annual growth; the
Rev. 10/91 SECTION 1
Page 2
removal and satisfactory disposal of fences, steps, walls, building
foundations, and other rubble and debris and the filling of holes and
depressions. This work shall also be performed in all non-wooded areas
between the construction limits and the limits of the project right of way
or easements shown on the project plans upon which seeding and
mulching, sprigging, or sodding is to be performed.
(f) Clearing and grubbing operations shall be completed sufficiently
in advance of grading operations as may be necessary to prevent any of
the debris from the clearing and grubbing operations from interfering
with the excavation or embankment operations.
1.01.2 CLEARING
(a) Existing pavements, foundations, structures and similar work
encountered which will interfere with the new construction operations
shall be demolished and removed. All existing construction and
obstructions in areas to be occupied by new buildings or structures shall
be removed as indicated on the Contract Drawings. All pipe and sewer
services shall be sealed during demolition. All such existing
construction and obstructions shall be disposed of off the project site
unless otherwise noted.
(b) The Engineer will designate all areas of growth or individual
trees which are to be preserved due to their desirability for landscape or
erosion control purposes. When the trees to be preserved are located
within the construction limits, they will be so shown on the plans or
designated by the Engineer.
(c) In embankment areas where the depth of the embankment
exceeds 6 feet in height, unless otherwise directed by the Engineer,
sound trees shall be cut at a height of not more than 6 inches above
natural ground. When trees are to be cut outside of construction limits
and the Engineer has designated that the area is not to be grubbed, the
trees shall be cut off reasonably close to the natural ground surface. In
swamp areas, trees may be cut off to approximately 6 inches above low
water level.
(d) . Branches of trees which overhang the roadbed or obstruct sight
distances and which are less than 16 feet above the elevation of the
finished grade shall be trimmed or cut in a manner that will not endanger
the health of the tree. Cut surfaces more than 1 inch in diameter shall be
covered thoroughly with an asphaltum base tree paint.
Rev. 10/91 SECTION 1
Page 3
1.01.3 GRUBBING
(a) The work of grubbing shall be performed on all areas cleared,
with the following exceptions:
(1) In embankment areas, when the depth of embankment
exceeds 6 feet in height, sound stumps shall be cut off no more
than 6. inches above the existing ground level and not grubbed.
Unsound or decayed stumps shall be removed to a depth of
approximately 2 feet below the natural ground surface.
(2) When authorized by the Engineer, stumps outside of
construction limits may be allowed to remain in place. Such
stumps shall be cut off reasonably close to the natural ground
surface.
(3) Stumps in swamp areas shall be cut off to approximately 6
inches above low water level and not grubbed.
(4) Grubbing will not be required in areas where waste or
unsuitable material is to be deposited unless such areas are to
become a part of future construction.
(b) All areas where piles are to be driven shall be grubbed regardless
of fill height. In graded and/or planted areas, all obstructions shall be
removed to a point 12 inches below proposed ground level.
(c) Within the areas between construction limits and the limits of
clearing and grubbing, all holes and other depressions shall be filled, and
the'-area brought to sufficiently uniform contour that subsequent mowing
operations will not be hindered by irregularity of terrain. This work
shall be done regardless of whether the irregularities were the result of
the Contractor's operations or were originally existing.
1.01.4 BURNING
(a) All brush, roots, stumps, tree limbs, timber and other vegetation,
shall be disposed of by the Contractor either by burning the vegetation
within the area cleared or by disposal in locations obtained by the
Contractor and approved by the Engineer.
_(b) When the vegetation is disposed of by burning, all burning shall
be done in such a manner as to prevent injury to property within or
outside of the project limits. Burning shall be in compliance with all
Rev. 10/91 SECTION 1
Page 4
local, state, and federal laws, ordinances, and regulations. The securing
of necessary burning permits shall be the responsibility of the
Contractor. All burning shall be under the constant care of competent
watchmen. Burning shall be thorough and shall not be permitted to
smolder and result in dense smoke.
(c) When the timber and debris are to be disposed of in locations off
of the right-of-way and out of sight of the project, the Contractor shall
furnish the Engineer, before final acceptance of the project, a written
release from the property owner, or his authorized agent, granting the
servitude of his lands.
1.01.5 PROTECTION OF VEGETATION TO REMAIN
(a) The Contractor shall conduct his operations in a manner to
prevent limb, bark, or root injuries to trees, shrubs, or other types of
vegetation that are to remain growing and also to prevent damage to
adjacent property. When any such injuries unavoidably occur, all rough
edges of scarred areas shall first be made reasonably smooth in
accordance with generally accepted horticultural practice, and the scars
then thoroughly covered with an asphaltum base tree paint. Any such
plants that are damaged by any construction operations to such an extent
as to destroy their value for shade or their landscape purposes, shall be
cut and disposed of by the Contractor, without extra compensation, when
so directed by the Engineer.
1.01.6 PROTECTION OF PROPERTY
(a) Necessary arrangements shall be made by the Contractor with all
persons, firms/corporations owning or using any poles, pipes, tracks or
conduits, etc., affected by the work included under this Section to
maintain and protect such facilities. The cost of any such protection
shall be paid by the Contractor and included in the Contract price.
(b) Excavated materials shall be deposited in areas designated by the
Engineer. The Contractor shall avoid depositing excavated materials on
pavements, sidewalks or grass plots, except on authorization of the
Engineer, and then only when adequate temporary provisions have been
made for passage and protection of pedestrians and vehicles. Adequate
bridging and planked crossings must be provided and maintained across
all open trenches for pedestrians and vehicles.
(c) The Contractor shall protect all adjacent property which might be
disturbed during the progress of the work. The Contractor will be held
Rev. 10/91 SECTION 1
Page 5
liable for any damage which may result to neighboring property from
operations performed under this section.
(d) Where excavation or demolition is to be carried on adjacent to
property or construction owned by others, the Contractor shall give due
and legal notice to such owner and shall take all steps necessary to
protect adjacent construction from damage arising out of his operations;
and he shall protect the Owner named in the Contract and his agents
from any and all claims arising due to work covered in this section.
1.01.7 EROSION
(a) All work under this section shall be performed in a manner which
will cause a minimum of soil erosion. The Contractor shall perform
such erosion control work, temporary or permanent, as may be directed
by the Engineer, indicated on the Contract Drawings, or required by
local regulations in order to satisfactorily minimize erosion resulting
from clearing and grubbing operations.
(b) Failure on the part of the Contractor to perform the required
erosion control measures will be just cause for the Engineer to direct the
suspension of clearing and grubbing operations. The suspension will be
in effect until such time as the Contractor has satisfactorily performed
the required erosion control work. In the event the Contractor fails to
perform the directed work within a reasonable length of time, the
Engineer may have the work performed by others. See General
Conditions 4.13. 11 NEGLECTED WORK BY CONTRACTOR.
1.02 MEASUREMENT FOR PAYMENT AND COMPENSATION
(a) All measurement of clearing and grubbing will be made
horizontally.
(b) Work performed in cleaning up non-wooded areas shall be in
accordance with Section 1.01. However, the removal of weeds, vines,
plant stalks, loose rock, and small scattered trees; will be considered as a
minor and incidental part of the work of clearing and grubbing and no
measurement or payment will be made of such work.
(c) On lump sum contracts, and on lump sum items in a unit price
contract, no separate measurement or payment will be made. On unit
price - contracts and on unit price items in a lump sum contract,
measurement will be made based on the actual surface area cleared and
grubbed at the unit price allowed in the proposal. On site borrow areas,
Rev. 10/91 SECTION 1
Page 6 y
approved by the Owner and the Engineer, shall be cleared and grubbed,
and paid for in the above manner.
(d) When the Contractor is required to furnish borrow sources,
material sources, or waste areas, or when the Engineer permits the
Contractor to obtain borrow or deposit waste on any area within the right
of way in lieu of borrow and waste areas which were to have been
furnished by the Contractor, no measurement of clearing and grubbing
will be made for such areas.
Rev. 10/91 SECTION 1
Page 1
GENERAL SPECIFICATIONS
3.0 PAVEMENT, SIDEWALK, CURB & GUTTER AND RELATED WORK
3.01 GENERAL
3.01.1 SCOPE OF WORK
All labor, materials, tools and services required for the furnishing,
installation and adjusting of all asphalt pavement, concrete sidewalk,
concrete curb and gutter, concrete drives, concrete wheelchair ramps and
concrete steps shall be furnished and installed in compliance with the
following General Specifications, the Project Specifications and the
Contract Drawings. The inclusion of items of material or work within
this Specification does not necessarily constitute their use on this Project.
3.01.2 STANDARDS
Where materials and methods are indicated as being in conformance with
a standard specification, it shall refer in all cases to the latest edition of
the North Carolina Department of Transportation Standard Specifications
for Roads and Structures; (N.C.D.O.T. Standard).
3.02 MATERIALS
3.02.1 PAVEMENT MATERIALS
(a) All materials listed herein are subject to review and revision by
the N.C. Highway Commission District Engineer. The materials used
for this project shall be as herein specified unless amended by the Project
Specifications.
(b) Base Course shall be eight (8) inches of A.B.C.; Aggregate Base
Course graded in accordance with the N.C.D.O.T. Standard - Section
520.
(c) Prime Coat shall be applied at the rate of 0.4 gallons per square
yard minimum unless pooling occurs over the compacted base course at
which time the application rate will be reduced. Lower application rates
may be approved by the Engineer if ponding is evident six (6) hours
after application to the base course. The prime coat shall comply with
the N.C.D.O.T. Standard - Section 600.
(d) Surface Course shall conform to N.C.D.O.T. Standard Section
645 for Bituminous Concrete Surface Course, Type I-2. The surface
Rev. 10/91 SECTION 3
- Page 2
course shall be a minimum of two (2) inches deep. The surface course
shall contain approximately 7.0% content of asphalt cement. The exact
content will be based on the mix design and N.C. D.O.T. allowable
standard. The Contractor shall have this mix design approved prior to
use.
3.02.2 CONCRETE SIDEWALK, CURB AND GUTTER AND RELATED
WORK
(a) All materials listed herein shall be supplied and constructed in
accordance with the appropriate N.C.D.O.T. Standard, Section 9.0 -
CONCRETE of these General Specifications, this General Specification,
the Project Specifications and the Contract Drawings.
(b) All concrete shall be Class C, 2500 psi (Section 9.0 -
CONCRETE). All sidewalks, drives and wheelchair ramps shall be
reinforced with one (1) layer of 6 x 6 - W2.9 welded wire mesh unless
otherwise noted by the Project Specifications or the Contrect Drawings.
All concrete work shall utilize a one-half (1/2) inch non-extruded joint
material conforming to the ASTM specification for Preformed Expansion
Joint Filler; ASTM D544. All concrete work shall be cured with
polyethylene film or burlap as per N.C.D.O.T. Section 926. See the
Contract Drawings for details regarding dimensions, reinforcing, etc.
utilized in the construction of concrete steps.
3.03 CONSTRUCTION METHODS
3.03.1 ASPHALT PAVEMENT AND AGGREGATE BASE COURSE
All construction procedures shall be in accordance with the requirements
of the D.O.T. Subdivision Roads Minimum Construction Standards
and/or the D.O.T. Standard Specifications for Roads and Structures.
3.03.2 CURB AND GUTTER
The curb and gutter shall be North Carolina Department of
Transportation Standard 846.01 for two feet six inches (2'-6") curb and
gutter and the concrete shall be as specified above in Section 3.02.2(b)
of this General Specification.
All construction procedures shall be in accordance with the requirements
of the STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, North Carolina Department of Transportation,
published July 1978, Section 846 - CONCRETE CURB, CURB AND
GUTTER, AND GUTTER and Section 825 - INCIDENTAL
Rev. 10/91 SECTION 3
Page 3
CONCRETE CONSTRUCTION.
3.03.3 SIDEWALKS, DRIVES AND WHEELCHAIR RAMPS
(a) SUBGRADE PREPARATION - The subgrade for sidewalks,
driveways and wheelchair ramps shall be formed by excavating to the
required depth, shaped to the proper cross-section and thoroughly
compacted by rolling or tamping before placing any concrete. Where
tree roots are encountered, they shall be removed to a depth of one foot
for the full width of the walk.
All soft and spongy places shall be removed and all depressions filled
with suitable material which shall be thoroughly compacted in layers not
exceeding six (6) inches in thickness.
Where existing sidewalks or driveways are removed, they shall be
removed for their entire depth and disposed of in a satisfactory manner.
Entire sections of a sidewalk slab between joints shall be removed except
when directed by the Engineer.
(b) DIMENSIONS - Sidewalk slabs shall have an area of not more
than thirty-six (36) square feet and the length of slab shall be equal to the
width providing; however, that where sidewalks are being repaired the
size of the slab replaced shall be of the same dimensions as those
remaining in the old walk.
The minimum thickness of a sidewalk shall be four (4) inches except
where it is crossed by a driveway and then it shall be a minimum of six
(6) inches.
The minimum width of a sidewalk shall be four (4) feet except in the
following cases, and when approved by the Engineer.
(1) Where an existing sidewalk is to be repaired the new walk
shall match the existing walk's width unless otherwise noted.
(2) Where required specifically by the Project Specifications
or the Contract Document to be some other width.
(c) ALIGNMENT AND GRADES - Sidewalks shall be constructed
in conformance with the lines and grades established by the Contract
Drawings. Sidewalks shall have a uniform slope perpendicular to the
curb of not less than one-quarter (1/4) inch per foot nor greater than
one-Half (1/2) inch per foot for the distance from curb line to the front
edge of the sidewalk.
Rev. 10/91 SECTION 3
Page 4
The rate of change of the longitudinal slope of a sidewalk shall not
exceed one-half (1/2) inch per foot.
(d) DRAINAGE - A four inch (4") cast iron pipe shall be provided
where necessary to carry the drainage from down spouts under the
sidewalk and parkway and through the curb where required by the
Contract Drawings.
(e) FORMS - Forms used in constructing sidewalks shall be of wood
or metal, of the full depth of the concrete, straight, free from warp, and
of sufficient strength. They shall be staked securely enough to resist the
pressure of the concrete without springing. If of wood, they shall be of
two inch (2") surfaced plank. All forms shall be subject to the approval
of the Engineer. All wood forms shall be thoroughly wetted and metal
forms oiled before placing concrete. All forms shall be thoroughly
cleaned before re-use.
(f) PLACING CONCRETE - No concrete shall be placed until the
forms and subgrades have been approved by the Engineer. The subgrade
shall be thoroughly spaded and rammed and struck off with a template to
the required grade and cross- section. Successive batches of concrete
shall be deposited in a continuous operation until individual sections are
completed.
(g) JOINTS - Contraction joints shall be provided uniformly to
separate the slab and shall be cut in a straight line to a depth equal to at
least one-third (1/3) of the total slab thickness. The joint shall not be
less than one-eighth (1/8) inch nor more than one-fourth (1/4) inch in
width.
A one-half (1/2) inch expansion joint filled with joint filler shall be
placed between all sidewalks and adjoining backs of curbs and between
the intersection of two sidewalks, between all sidewalks and driveways
and sidewalk and steps. Sidewalks constructed adjacent to buildings
shall be separated from the building with a similar joint. The maximum
distance between transverse expansion joints shall be fifty (50) feet).
The joint filler shall extend the full depth of the concrete and shall be
one-fourth (1/4) of an inch below the finished surface of the sidewalk.
(h) FINISHING - After the freshly poured concrete has been brought
to the established grade, it shall be floated with a wooden float to
produce a surface free from irregularities. The final surface shall be
obtained by troweling with a steel trowel or hard float and brushing
lightly with a light weight brush in a transverse direction so as to
Rev. 10/91 SECTION 3
Page 5
produce a uniform gritty surface of the proper texture. All edges and
joints shall be rounded to one-fourth (1/4) of an inch radius.
(i) COLD WEATHER POURING - Concreting operations shall not
be undertaken or continued when the surrounding air temperature is
below 40 degrees F. or the current weather reports indicate the
possibility of temperatures of 32 degrees F. or lower within the ensuing
24 hours unless provisions are made to insulate or heat the concrete in a
manner satisfactory to the Engineer. In any event, the Contractor shall
plan and protect his work in a manner which will assure satisfactory
results. Any concrete damaged by freezing shall be removed and
replaced by the Contractor at his own expense.
Concrete then deposited in the forms shall have a temperature of not less
than 50 degrees nor more than 90 degrees F. The concrete shall be
maintained at a temperature of not less than 50 degrees F. for a period of
at least 72 hours. Concrete shall not be deposited on a frozen subgrade.
0) CURING AND PROTECTION - As soon as the concrete has
hardened sufficiently to prevent damage, it shall be sprinkled with water
and covered with burlap, polyethylene, sand or earth and kept wet for
three (3) days. Sufficient barricades, signs and warning devices shall be
provided by the Contractor to protect the finished concrete.
(k) REMOVAL OF FORMS AND BACKFILLING - After the
concrete has set sufficiently, the forms shall be removed and the spaces
on both sides shall be backfilled with suitable earth, uniformly spread
and compacted. The areas between the curb and sidewalk, and
immediately back of the sidewalk, shall be left in a smooth, neat,
workmanlike condition.
(1) REMOVAL OF DEFECTIVE WORK - The Engineer shall have
the authority to and shall require the removal of any sidewalk, driveway
or portion thereof laid under these specifications which does not conform
to the requirements as set herein. Upon notification in writing by the
Engineer, the Contractor shall take immediate action to correct the faulty
work at his own expense.
3.03.3 REMOVAL OF EXISTING PAVEMENT, SIDEWALK OR CURB
AND GUTTER
(a) This work includes the removal and disposal of any Portland
cement concrete or bituminous pavement and aggregate required to be
joined by new work as required by the Contract Drawings.
Rev. 10/91 SECTION 3
Page 6
(b) The material to be removed shall be saw cut providing a neat
edge between the existing material and the material to be removed. All
sawing shall be to a depth of approximately 2 inches before any ensuing
breaking and/or removal operations are undertaken. All materials
removed shall be disposed of off site by the Contractor unless provided
for differently by the Project Specifications or the Contract Drawings.
3.04 MEASUREMENT FOR PAYMENT AND COMPENSATION
3.04.1 GENERAL
If any or all of the work to be performed under this Contract is on a unit
price basis, the actual number of units of each price item of work
actually performed may be more or less than the number stated in the
Bidding Schedule of the Proposal, or included in the Contract, but no
variation in the Contract unit price will be made on that account. Pay-
ment will be made only for the actual number of units incorporated in
the work, or for the actual number of units of work performed, and at
the Contract unit price for each such unit with measurement for payment
made as defined in the following paragraphs.
3.04.2 AGGREGATE BASE COURSE
Measurement for installed aggregate base course shall be on a tonnage
base computed from the actual number of square feet laid times the
depth in feet times 147 pounds per cubic foot. Payment shall be on the
basis of actual number of tons utilized.
3.04.3 PRIME COAT
Measurement for prime coat shall be on a per gallon basis of the applied
quantity. No adjustment shall be allowed because of temperature.
Payment shall be on the basis of the actual number of gallons utilized.
3.04.4 BITUMINOUS CONCRETE SURFACE COURSE, TYPE I-2
Measurement for Type I-2 surface course shall be on a tonnage basis
computed from the actual number of square feet laid times the depth in
feet times 140 pounds per cubic foot. Payment shall be on the basis of
the actual number of tons utilized.
3.04.5 CONCRETE SIDEWALK
Measurement for concrete sidewalk installed shall be on the basis of
square yard surface area and shall include all required work and
Rev. 10/91 SECTION 3
Page 7
materials. Payment shall be on the basis of the actual number of square
yards measured.
3.04.6 PAVEMENT, CONCRETE SIDEWALK, DRIVEWAY OR WHEEL-
CHAIR RAMP REMOVAL
Measurement for payment of pavement (including aggregate base
course), concrete sidewalk, driveway or wheelchair ramp removed shall
be on the basis of the actual number of square yards required to be
removed as measured prior to removal operations.
3.04.7 CONCRETE CURB AND GUTTER
Measurement for concrete curb and gutter installed shall be on the basis
of the number of linear feet installed including all required work and
materials. Payment shall be on the basis of the actual number of linear
feet measured.
3.04.8 CONCRETE CURB AND GUTTER REMOVAL
Measurement for payment of concrete curb and gutter removed shall be
on the basis of the actual number of linear feet removed as measured
prior to removal operations.
3.04.9 CONCRETE DRIVEWAYS
Concrete driveways shall be paid for as a Lump Sum Item for each
width of drive noted and shall include all required materials and work.
3.04. 10 WHEELCHAIR RAMPS
Wheelchair ramps shall be paid for as a Lump Sum Item as shown and
shall include all required materials and work.
3.04. 11 CONCRETE STEPS
Concrete steps shall be paid for as a Lump Sum Item as shown and shall
include all required materials and work.
3.04.12 SAW CUTTING
Any required saw cutting shall be paid for as a Unit Price Item for the
actual number of linear feet of material cut.
Rev. 10/91 SECTION 3
Page 1
GENERAL SPECIFICATIONS
4.0 SITE WORK
4.01 GENERAL
4.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools and services required to
fulfill the requirements of this Contract for Site Work shall be
furnished and installed in compliance with the following General
Specification, the Project Specifications, and the Contract Drawings.
(b) The General Specification designated as Section 4.0 Site Work
covers the description of work and materials generally utilized in site
work and erosion control and the specification for performing that
work. The Project Specifications and the Contract Drawings designate
specific work to be performed under the Contract. The inclusion of
items of material or work within this Specification does not necessarily
constitute their use on this Project.
4.02 CLEARING AND GRUBBING
(a) Clearing and grubbing of the site shall be in full conformance with
Section 1.0, Clearing and Grubbing, of the General Specifications. The limits
of clearing and grubbing and specific details concerning the work shall be as set
forth in the Project Specifications and the Contract Drawings.
(b) All trenches, ditches, and holes resulting from the work of this section
shall be filled with clean earth and compacted to the level of the surrounding
elevations.
4.03 GRADING
4.03.1 EXCAVATION
(a) GENERAL
(1) Excavation shall include the loosening, loading,
removing, transporting, and disposing of all materials, wet or
dry, necessary to be removed in order to meet the lines, grades
and elevations shown on the Contract Drawings. The
Contractor must assume the risk of meeting and the Contract
price shall include the cost of removal of quicksand, hardpan,
boulders, clay, rubbish, unforeseen obstacles, underground
conduits, gas pipe, drain tile, trees, roots, timber or masonry
Rev. 2/93 SECTION 4
Page2
structures, railroad tracks, pavements, and sidewalks; and the
delay or damage occasioned by the same, whether these
obstacles are shown on the Contract Drawings or not.
(2) No claim for any amount of money beyond the Contract
price of the work will be entertained or allowed on account of
the character of the ground in which the excavation is made
unless rock as defined hereinafter is encountered and removed,
and only then when rock appears as a unit price item. The
quantities for payment shall be determined on the basis
established in Section 4.03.3 of this General Specification.
(3) The location of existing piping and underground
utilities, such as gas mains, water mains, electric duct lines,
telephone conduits, etc., as shown on the Contract Drawings as
approximate. The Owner does not assume responsibility for
the possibility that during construction utilities other than those
shown may be encountered, or that actual location of those
shown may be different from the locations designated on the
Contract Drawings.
(4) At the locations wherein detailed positions of these
facilities become necessary to the new construction, the
Contractor shall, at his own expense, furnish all labor and tools
to either verify and substantiate the record drawing location, or
definitely establish the position of the facilities.
(5) Necessary arrangements shall be made by the Contractor
with all persons,. firms, corporations owning or using any
poles pipes,-., tracks, :. ; or,
conduits, etc., affected by the
construction of this Project, to maintain and protect such
facilities during construction with the cost of such protection
paid by the Contractor and included in the contract price. In
the event that any existing gas pipes, water pipes, conduits,
sewers, tile drains or poles are blocked or interfered with by
the excavation required on this project, the Contractor shall
maintain them in continuous operation, and restore them to the
same condition as they were prior to the start of construction of
this Project, all at no additional compensation.
(6) Excavated material shall not be placed on grass plots
unless there is no other suitable place to put it. Excavated
material shall be placed on pavements or sidewalks only on the
explicit approval of the Engineer.
Rev. 2/93 SECTION 4
Page 3
(7) Sidewalks and pavements must in no case be blocked or
obstructed by excavated material, except on the authorization of
the Engineer, and then only when adequate provisions have
been made for a satisfactory temporary passage of pedestrians
and vehicles. Adequate bridging and planked crossings must be
provided and maintained across all open trenches for
pedestrians and vehicles. Barriers, lights, flares, and watchmen
shall be provided and maintained by the Contractor at all
excavations, and embankments at no additional compensation,
as provided in the General Conditions of the Contract.
(8) Topsoil shall be stripped and stockpiled on the job site.
Topsoil shall be removed to the depth of fertility, except that in
no instance shall topsoil be stripped below a depth of 12 inches.
Topsoil shall be stripped only when friable. Topsoil shall be
free of clay, stones 2" and larger, and debris. Upon
completion of construction, topsoil is to be distributed as set
forth in the Project Specifications and Contract Drawings.
(9) Excavated material shall be deposited so as to interfere
as little as possible with the execution of the whole work or its
several parts, and in such manner that for each purpose the
most suitable material may be placed in its final position but not
in a manner to interfere with the satisfactory carrying out of the
work. Such material as cannot be placed in its final position in
fills and embankments shall be removed to a temporary spoil
bank, from which it shall later be taken and placed in
embankment or fills.
(10) Unsuitable and . surplus excavated material not
incorporated in the improvement shall be disposed of by the
Contractor at his own expense unless otherwise designated in
the Project Specifications, or on the Contract Drawings.
(11) If private land is used by the Contractor as a spoil site,
the Contractor shall obtain written permission from the Owner
or Agent of the land agreeing to its use for this purpose, and
provide the project Owner with a certified copy of such
agreement.
(12) All cuts shall be brought to the grade and cross section
shown on the Contract Drawings, or established by the
Engineer, prior to final inspection and acceptance by the
Engineer.
Rev. 2/93 SECTION 4
Page 4
(13) All subgrades to a depth of 6" under proposed
structures, roadways and parking areas shall be compacted in
accordance with method "C" of ASTM D698, Standard Proctor
Compaction Test, to the following minimum percentage
expressed as a percent of the maximum density at optimum
moisture content: 100 percent of maximum dry density in
pounds per cubic foot.
(b) UNDERCUT
(1) Undercut excavation shall be in accordance with Section
225-4 of the STANDARD SPECIFICATIONS FOR ROADS
AND STRUCTURES, North Carolina Department of
Transportation, published July 1978.
(2) The backfilling of undercut excavation shall be in
accordance with Section 4.03.2 (EMBANKMENT) of these
General Specifications.
(3) Backfilling of undercut excavation shall not be a pay
item unless specifically called for in the Project Specifications.
The cost of backfilling shall be included in the cost of undercut
excavation.
4.03.2 EMBANKMENT
(a) GENERAL
(1) Embankment. includes the transporting, placing,
compacting and testing- of suitable fill material as indicated in
the Project Specifications and on the Contract Drawings. It
shall include the preparation of the areas upon which the
embankment is to be constructed; the formation, compaction,
stability, and maintenance of the embankment; the placing and
compacting of approved material within areas where unsuitable
material has been removed; and the placing and compaction of
embankment materials in holes, pits, and other depressions
within the area.
(2) Only suitable materials shall be used in the construction
of embankments and backfills. No frozen material, roots, sod,
or other objectionable material shall be incorporated or placed
in the embankments or backfills. The top 6 inches of any
embankment shall not contain any material larger than will pass
Rev. 2/93 SECTION 4
Page 5
a 3 inch sieve except where written permission is given by the
Engineer.
(b) EMBANKMENT PREPARATION
(1) Before embankment construction is begun, all vegetation
and rubbish shall be removed from the area within the limits of
the embankment. This material shall be disposed of as directed
by the Engineer, or required by these Specifications. Mowed
sod may be plowed and left in place where the height of the
embankment to be constructed is greater than 6 feet, unless
otherwise noted.
(2) Where embankments are to be placed and compacted on
hillsides, or when new embankments are to be compacted
against existing embankments, or when embankments are built
in part widths, the slopes that are steeper than 4:1 shall be
loosened or plowed to a minimum depth of 6 inches or, if in
the opinion of the Engineer, the nature of the ground is such
that greater precautions should be taken to bind the fill to the
original ground, then benches shall be cut in the existing
ground.
(3) All portions of the surface upon which an embankment
is to be placed shall be thoroughly plowed or scarified and all
cleavage planes broken up before beginning the embankment.
(c) EMBANKMENT FORMATION
(1) The . material shall be deposited and spread in
successive, uniform, approximately horizontal layers of not
more than 6 inches in depth, loose measurement, for the full
width of the cross section, and shall be kept approximately
level by the use of effective spreading equipment. Each layer
of the embankment shall be thoroughly compacted as
hereinafter specified. Hauling shall be distributed over the full
form during the construction of the embankment. The
embankment shall be properly drained at all times.
(2) Where embankments are to be constructed across
ground which will not support the weight of trucks or other
hauling equipment, the first layer of the embankments may be
constructed by dumping successive truck or other equipment
loads in a uniform distributed layer of a thickness not greater
than that necessary to support the trucks or hauling equipment
Rev. 2/93 SECTION 4
Page 6
while placing subsequent layers. The remainder of such
embankments shall then be constructed in layers as above
specified.
(3) Where it is necessary to place embankment material in a
swamp or in water, unsuitable surge material shall be kept in a
fluid state or removed to prevent any of this material from
being trapped in or under the embankment.
(4) No rock lifts shall be placed within 2 feet of the finished
grade. No rock or broken pavement shall be placed in
embankments where piles are to be placed or driven.
(5) In valleys, ravines, and at the foot of slopes on side
hills, a limited amount of end or side dumping will be allowed,
when permitted by the Engineer, to form a satisfactory base in
the formation of the embankment, after which the layers shall
be constructed parallel with the finished grade as hereinbefore
specified.
(d) EMBANKMENT COMPACTION
(1) All embankment material shall be compacted as
specified herein unless otherwise stipulated by the Contract or
directed by the Engineer. Compaction equipment used by the
Contractor shall be adequate to produce the required
compaction and produce a uniformly constructed embankment
with all layers uniformly bound to all preceding layers.
(2) One compaction test shall be made for each 10,000
square feet of fill three (3) feet deep. Compaction shall be
accomplished with other than heavy machinery where that
machinery may cause damage to facilities. See Section 2.0:
Structures - Excavation and Backfill.
(3) All fill shall be compacted in accordance with, method
"C" of ASTM D698 (Standard Proctor Compaction Test) to the
following minimum percentages expressed at a percent of the
maximum density at optimum moisture content:
Rev. 2/93 SECTION 4
Page 7
Under Roadways and
parking areas (except)
the upper three feet) and
water holding embankments
95 percent of maximum dry
density and 90 pounds per cubic
foot dry density
Under proposed structures
and upper three feet under
roadways and parking areas
Areas not otherwise
specified
(e) MAINTENANCE
----- 100 percent of maximum dry
density and 95 pounds per
cubic foot dry density
90 percent of maximum dry
density
(1) The Contractor shall be responsible during construction
and until final acceptance for the maintenance of all
embankments made under the Contract.
(2) During construction and until final acceptance the
Contractor shall construct temporary or permanent earth berms
along the outer edges of the top surface of the embankment,
construct temporary ditches, shape the embankment surface to
provide for the drainage of surface runoff along and throughout
the length of the embankments, and use any other methods
necessary to maintain the work covered by this section so that
the work will not contribute to excessive soil erosion.
(3) The Contractor shall replace, at no cost, any portion of
embankments which have become displaced or damaged due to
carelessness or neglect, on>,the;part of the Contractor.
(4) All embankments shall be brought to the grade and cross
section shown on the Contract Drawings, or established by the
Engineer, prior to final inspection and acceptance.
4.03.3 ROCK EXCAVATION
(a) Wherever the word "Rock" appears, it shall be interpreted to
mean any material encountered of a uniform hardness of three (3) in
the scale of mineral hardness and/or any material which cannot be
removed from its original position with a 300 Hp (minimum), 70,000
lb. working weight (minimum) dozer with a rock ripping attachment in
good condition without continuous drilling and blasting will be
considered rock, provided that the Contractor proves by demonstration
and photographic evidence that slate, shale, sandstone or other hard
Rev. 2/93 SECTION 4
Page 8
material encountered cannot be removed with heavy equipment without
continuous drilling and blasting. Other materials shall not be classed
as rock, although it may be more economical to remove same by
blasting. Boulders will not be classified as rock unless larger than 1/2
cubic yard.
(b) Should rock be encountered in the excavation, it shall be
removed by blasting or other approved methods. Where blasts are
made, the excavation shall be carefully covered with suitable brush,
timber or matting to prevent danger to life and property. The
Contractor shall secure all permits required by Law for blasting
operations and any additional hazard insurance required, the cost of
such permits and insurance to be borne by the Contractor. The
Contractor shall strip -the rock of over-burden, such stripping to be
done in sections and approved by the Engineer. No blasting shall be
done by the Contractor until he has notified the Engineer and until the
necessary cross-sections of the top of the rock have been taken. No
loaded holes shall be left unattended or overnight without approval
from the Engineer. Blasting will not be permitted within 25 feet of
completed pipe lines or structures nor will it be permitted within 25
feet of any existing structure, pipe line or conduit. Adequate warning
and danger signals shall be given before firing dynamite explosives.
Adequate records shall be kept by the Contractor of all explosives kept
at the site of the work. All explosives shall be used and handled,
stored and exploded in conformance with all state and local laws and
regulations.
(c) Materials classified as "Rock" in these Specifications, if
encountered, shall be excavated to the grade of the bottom of structures
to .be: installed: unless: Sp,_ecifically shown on the Contract Drawings to
be removed, to a greater depth. After such rock is removed, the
excavation, when required, shall be backfilled with clean low-void
sand or other non-compressible fine low-void material satisfactory to
the Engineer, and consolidated to place the top surface at the grade
established on the Contract Drawings for the bottom of the structure.
(d) The cost of furnishing, placing and consolidating of such fill
material shall be entered as part of the embankment unit price bid,
except in proposals that do not have unit prices, in which case it
becomes part of the Lump Sum Base Bid. In Proposals that have unit
price schedules, the cost of removing and disposing of rock shall be
entered as Rock Excavation. In Proposals that do not have unit prices,
the cost for Rock Excavation shall become part of the Lump Sum Base
Bid.
Rev. 2/93 SECTION 4
Page 9
4.04 FINAL GRADING
(a) The following tolerances from the established grades will be permitted,
unless otherwise specified by the Project Specifications.
1) general site grading: plus or minus 0.20 foot
2) subgrade under structures, roadways and parking areas:
plus or minus 1/2 inch
(b) Scape grade away from building walls and grade entire areas outside of
building to smooth uniform surface. Finish grades, not otherwise indicated,
shall be uniform levels or slopes between points where levels are given or
between . such .points, and existing finish grades. Abrupt changes in scapes shall
be rounded., -Should figures' for- finish elevations conflict with finish contours
shown, the figures shall govern.
(c) Topsoil shall then be spread on the ground areas and shall be smoothed
down to a loose depth of not less than three inches. Areas to receive topsoil
shall be scarified 12" deep and all construction debris picked out and hauled off
before spreading of topsoil. After topsoil has been spread, the entire area shall
be left smooth and all stones, roots, debris, etc., measuring 2" and larger shall
be removed. Topsoil required, over the amount in the stockpile, shall be
furnished by the Contractor at the unit cost as set forth in the Contract
Documents.
4.05 EROSION AND SEDIMENT CONTROL
4.05.1 GENERAL
(a) -The-:.Contractor. -shall :provide erosion and sediment control as
detailed in the Project Specifications and the Contract Drawing, during
the period of construction. The Contractor shall protect and maintain
all temporary erosion and sediment control features required by
construction of this project. Maintenance is to include, but is not
limited to, removal of sediment as it accumulates in and around
structures and basins, maintenance of temporary diversion - swales,
which will include, regrading and seeding, if deemed necessary by the
Inspector or the Engineer.
(b) Temporary erosion control measures shall include but not be
limited to the use of temporary berms, dikes, dams, drainage ditches,
silt basins, silt ditches, slope drains, structures, vegetation, mulches,
mats, netting, gravel, or any other methods or devices that are
necessary. Temporary erosion control measures may include work
outside the right of way or construction limits where such work is
Rev. 2/93 SECTION 4
Page 10
necessary as a result of construction such as borrow operations, haul
roads, plant sites, equipment storage sites, and disposal of waste or
debris. The Contractor shall be liable for all damages to public or
private property caused by silting or slides originating in waste areas
furnished by the Contractor.
Materials for temporary erosion control measures shall have been
approved by the Engineer before being used or shall be as directed by
the Engineer.
Erosion control measures installed by the Contractor shall be
acceptably maintained by the Contractor.
(c)°..?- -The sediment and° erosion measures implemented on this project
are subject to periodic review by the State of North Carolina
Department of Natural Resources and Community Development and
are to be kept in operating condition at all times. All erosion control
measures are subject to the requirements of the N. C. Sedimentation
Pollution Control Act.
(d) The sequence of construction shall be as set forth in the Project
Specifications and the Contract Drawings.
(e) At the conclusion of project construction, the Contractor shall
completely `remove and dispose of all temporary erosion and sediment
control measures, unless otherwise specified in the Project
Specifications of the Contract Drawings. Temporary diversion swales
shall be regarded to the lines and grades shown on the Contract
Drawings.
(f) During the application of fertilizer and of asphalt binding
material, or other approved binding materials which may cause
damage, adequate precautions shall be taken to prevent damage to
traffic, structures, guardrails, traffic control devices, or any other
appurtenances. The Contractor shall either provide adequate covering
or change methods of :application as required to avoid such damage.
When damage occurs 'the Contractor shall repair it, including any
cleaning that may be necessary, at his own expense.
4.05.2 TEMPORARY SILT FENCE
(a) The Contractor shall construct a temporary silt fence for
retention of silt. The Contractor shall construct the temporary silt
fence at locations shown on the Contract Drawings or as directed by
the Engineer.
Rev. 2/93 SECTION 4
Page 11
(b) Fabric shall be a minimum of 32" high, have 14 gauge wire
mesh, with 6 inch spacing.
(c) Posts -- Posts may be either wood or steel. If wood, they shall
be a minimum of six feet long, relatively straight, and three to four
inches in diameter. Wire fabric shall be fastened to wooded posts with
not less than a number 9 wire staple, 1-1/2" long.
If steel posts are used, they shall be five feet in length and shall be of
'the self-fastener angle steel type.
No. more.. than three feet of any _ post, shall protrude from the ground.
Extra--posts if needed,,°will -be °considered an incidental addition to the
silt fence and no additional payment will be made for them.
(d) Silt barrier shall be a synthetic filter fabric, or a pervious sheet
of polypropylene, nylon, polyester, or polyethylene yarn, certified by
the manufacturer as meeting the requirements of the N. C. Department
of Environment, Health and Natural Resources, Division of Land
Resources, "Erosion and Sediment Control Planning and Design
Manual".
(e) The Contractor will be required to maintain the silt fence in a
satisfactory ' condition for the duration of the project or until its
removal is requested by the Engineer and shall remove and dispose of
silt accumulations at the silt fence when so directed by the Engineer.
After vegetation is established, the Engineer shall determine. if the silt
fence is to. be removed or to. be left in place. If the temporary silt
fence: is; removed,' it..will become: the ;property of the Contractor, but
the contractor will also be required to dress up and seed and mulch the
area to give a pleasing appearance as directed by the Engineer.
(f) All dressing up, seeding and mulching, required in the above
paragraph shall comply with this General Specification Section 4.0 and
all applicable requirements of the "Seeding and Mulching" provisions
included herein.
(g) After the temporary silt fence has served its purpose at one
location, it may be used at other temporary locations providing it is
still in satisfactory condition.
(h) Pay items associated with the use of the temporary silt fence
shall be as allowed by Section 4.08 of this specification.
Rev. 2/93 SECTION 4
Page 12
4.06 PERMANENT COVER
4.06.1 GROUND PREPARATION
(a) Areas to be seeded shall have been cleared, grubbed and
graded. Excessively wet areas shall be allowed to dry; dry areas shall
be lightly sprinkled the day before seeding is accomplished.
Operations shall be accomplished during favorable weather conditions
except that no seed shall be sown on frozen and crusted soil. All
seeded areas shall be mulched.
(b) Ground having a slope steeper than 3:1 shall not be prepared
for. seeding;., seed,. lime. and. fertilizer shall be applied as specified in
paragraph 4.06.2.(b).
(c) Ground having a slope not steeper than 3:1, shall be plowed to
a depth not less than four inches for shoulders and embankments, not
less than six inches for front and back slopes of cuts and for level
areas, and not less than six inches for waste areas having unstable
materials. After having been plowed, areas shall be disced and
harrowed, to the depth of plowing in a manner which will pulverize
the soil. Surface of the disced and harrowed area shall present a
smooth, uniform, loose appearance; large clods, rock, stumps, roots
larger than 1/2 inch in diameter, and debris shall be removed. If
topsoil is to be applied to the area, such preparation by plowing,
discing, and harrowing, is to be done prior to the application of the
topsoil.
(d) With soil material reasonably uniform, apply lime, fertilizer,
and nitrogen as follows:
Lime - Apply at rate of 2 tons per acre, unless
otherwise noted.
Fertilizer - (10-10-10) @ 18-23 lbs. / 1000 sq. ft.
Nitrogen - Topdress with 30-50 pounds'of
nitrogen 30-60 days after planting only
when needed to increase plant growth
and cover.
(e) When hydraulic seeder is to be used, soil preparation is not
required. When conventional seeding is to be done, no preparation is
required if the soil material is loose and has not been sealed by
rainfall. On smooth undisturbed cut slopes, the surface will require
Rev. 2/93 SECTION 4
Page 13
pitting, trenching or scarifying to provide a place for seed to lodge and
germinate.
4.06.2 SEEDING
(a) LEVEL AREAS AND SLOPES NOT STEEPER THAN 3:1
(1) Seed shall be sown within 24 hours after ground
preparation has been completed, and with either mechanical
seed drills or rotary hand seeders; seeds of approximately the
same size may be mixed and sown together. If seeds are sown
with rotary hand seeders, seeded areas shall be lightly raked.
Seeded areas shall be rolled and sprinkled before applying
mulch.
(2) Mulch shall be applied to rolled and sprinkled areas by
either hand-spreading or mechanical methods. Applied mulch
shall be neither thinner than 3/4 inch nor thicker than 1-1/2
inches (approximately 1-1/2 to 2 tons per acre).
(3) All mulched areas (not hydroseeded) shall be tacked at
the rate of 150-200 gallons of tack per ton of mulch.
(4) Lime may be spread by any means that will deliver an
even distribution of lime over the area to be seeded. No
spotting or heavy deposits will be allowed. The lime shall be
applied at the rate of 2 tons per acre unless otherwise noted by
the Project Specifications.
(5) Fertilizer shall be applied to limed areas. Fertilizer (10-
10-10) shall be applied at the rate of 18-23 lbs./1,000 sq. feet.
(b) SLOPES STEEPER THAN 3:1
(1) This work shall be accomplished by hydroseeding and
liming. Hydroseeding shall consist of mixing fertilizer, seed,
and wood cellulose fiber mulch with water and applying the
mixture as a slurry. Rate of application shall ensure that the
fertilizer (10-10-10) will be applied at a rate of 18-23
lbs./1,000 sq. feet, that the seed will be applied at the rate
specified in paragraph 4.06.2.(c) and that the applied mulch
will be neither thinner than 3/4 inch nor thicker than 1-1/2
inches (approximately 1-1/2 to 2 tons per acre). Slurry shall be
spread uniformly over the area and within one hour after having
been mixed, and shall be agitated while being applied.
Rev. 2/93 SECTION 4
Page 1.4
(2) Liming shall consist of mixing lime with water and
applying the mixture as a slurry. Rate of application shall
ensure that the lime will be applied at the rate of two (2) tons
per acre. Slurry shall be spread uniformly over the area
immediately after hydroseeding has been accomplished.
(c) APPLICATION
(1) Apply seed uniformly by broadcasting with a cyclone
seeder, close drilling or cultipacker seeder. Normal depths for
covering seed range from 1/4" for rye grass to 1 inch for small
grain... Firm the soil., after planting with a cultipacker or suitable
equipment- except- where seed is applied with a hydraulic
applicator.
(2) When a hydraulic seeder is used, the seed and fertilizer
are mixed in a slurry and applied in one operation. The seed
must not remain in the slurry with fertilizer for more than one
hour.
(d) SEEDING SCHEDULE
Seed shall be applied and utilized at the correct seasonal time
and in the proper geographical area as follows:
Rev. 2/93 SECTION 4
Page 15
PERMANENT SEEDINGS
Plants and Mixtures Planting Planting Dates Notes
Rates 1. Coastal Plain
Per Acre 2. Piedmont
3. Mountains
1. Pensacola Bahiagrass 40-501bs. 1. Mar. 15 - June 15 Adapted south of line from
2. April - May Shelby, Greensboro, Elizabeth
City, N.C.
2. Common Bermudagrass 8-12 lbs. 1. April - July Bermuda stands traffic does not
(hulled) 2. Apr. 15 - June 30 tolerate shade. In mountains keep
3. May - June 15 under 2,000' elevation on well-
3. Common Bermudagrass 15-20 lbs.. : . 1. Jan. - March drained sunny sites. Refer to
(unhulled) 2. Jan. - March specifications for SODDING AND
3. Dec. - April SPRIGGING.
4. Crownvetch 15-20 lbs. 2. Aug. 20 - Sept. 20 Best in mountains, and upper
Feb. 20 - Apr. 15 Piedmont. Requires a pH of 6+
3. Mar. 15 - April and maintenance of lime, P&K
every 3-4 years. Slow to establish
with seed. Good plant on slopes
that will not be mowed. Refer to
specifications for VINES,
SHRUBS, and TREES.
5. Crownvetch 10-20 lbs. 2. Aug. 20 - Sept.
and Feb. 20 - Apr.
Tall Fescue 20-30 lbs. 3. Mar. 15 - Apr. Avoid wet sites - Mow only to
control brush. Fescue used to
increase land cover during
establishment of Crownvetch.
6. Sericea Lespedeza 40-50 lbs. 1. March - June Lovegrass provides quick
(scarified) and 2. March 15 - June . protective cover
Weeping Lovegrass 4-5 lbs. 3. April - May
7. Sericea Lespedeza 40-501bs. 1. March - June Bermuda provides quick cover,
(scarified) and 2. March 15 - June spreads, and heals in open areas.
Common Bermudagrass 6-8 lbs. 3. April - May Bermuda grass usually disappears
where Sericea establishes a
canopy.
8. Sericea Lespedeza 40-50 lbs. 1. March - April Scarified Sericea may be spring
(scarified) and 2. March - April seeded on;fescue that was seeded
Tall fescue 25-30 lbs. 3. April - May the previous fall.
9.Sericea Lespedeza 50-60 lbs. 1. Dec. - Feb. If Sericea seed unavailable at
(unscarified) and 2. Nov. - Feb. planting time, it may be over-
Tall Fescue 25-301bs. 3. Nov. - March seeded on Fescue later in the
winter.
10.Sericea Lespedeza 60-70 lbs. 1. Sept. - Jan. Include summer annuals in early
(unhulled-unscarified) 2. Aug. - Jan. seedings only. If Sudan growth
Tall Fescue 20-30 lbs. 3. July - Feb. exceeds 10 inches, mow.
Milled or Sudan 15-20 lbs.
Rev. 2/93 SECTION 4
- Page 16
PERMANENT SEEDINGS
Plants and Mixtures Planting Planting Dates Notes
Rates 1. Coastal Plain
Per Acre 2. Piedmont
3. Mountains
II.Sericea Lespedeza 60-701bs. I. Sept. - Dec.
(unhulled-unscarified) 2. Aug. -Jan.
Common Bermuda 10 lbs. 3.July - Feb.
(unhulled)
Rye 25 lbs.
12.Tall Fescue 40-60 lbs.. 1. Sept. -Nov. Not well suited to infertile, sandy,
Feb. - March droughty, soils. Required good
2. Aug. 15 -Oct. 15 maintenance. Seeding date in
Feb. 15 - May mountains varies with elevation
3.July 15 - Sept. and aspect. Good shade tolerance.
March - May Double seeding rate for lawn
quality turf.
13.Tall Fescue 30-50 lbs. 1. Sept. - Nov. Can be used where regular mow-
and Feb. - March ing is desired and high level of
White Clover 3-4 lbs. 2. Aug. 15 -Oct. maintenance will be provided.
Feb. 15 - Apr. 15 Double seeding rate for lawn
3.July 15 - Sept. quality turf.
March & April
14.Tall fescue 30-40 lbs. 2. Aug. 20 - Oct. 10 Red Fescue in this mixture has a
and Feb. 15 - Apr. 15 tendency to fill in voids. It is
Red Fescue 20-30 lbs. 3.July 15 - Sept. shade tolerant.
March & April
15.Tall Fescue 30-40 lbs. 2. Aug. 15 - Oct. Limited to fertile, well-drained
and Feb. 15 - Apr. 15 soils in northern Piedmont and
Bluegrass 20-30 lbs. 3.July 15 - Sept. Mountains. Shade tolerant.
March-April .
16.Tall Fescue 60 lbs. I. Aug. - Sept. Keep annuals cut back to 10-12
and 2.July 15 - Aug. inches.
Browntop Millet 351bs. 3.July - Aug. 15
or Sorghum - 30 lbs.
Sudan Hybrids
17.Tall Fescue 701bs. 1. Dec. -Jan. Use only when necessary to com-
and Rye 25 lbs. 2. Nov. - Jan. plete a job. Mulching will be
3. Oct. - Feb. necessary to provide erosion
control. Keep annuals cut back to
10 to 12 inches.
18.Reed Canarygrass 15-20 lbs. 2. Aug. 20 - Sept. Excellent on berms, stream banks
Feb. 15 - April and poorly drained sites. Do not
3. March - July use on small streams with low
velocity.
Rev. 2/93 SECTION 4
Page 17
PERMANENT SEEDINGS
Plants and Mixtures Planting Planting Dates Notes
Rates 1. Coastal Plain
Per Acre 2. Piedmont
3. Mountains
19. Weeping Lovegrass 4-5 lbs. 1. March - June
2. April - June
3. May - June
4.06.3 N. C. DEPARTMENT OF TRAM
PERMANENT SEEDING
Gives quick summer cover - well
adapted to droughty sites - best
in mixtures with Sericea
Lespedeza. Tends to become
clumpy with age.
iPORTATION (DOT) -
Permanent erosion control shall be performed as follows:
(a) All disturbed areas shall be dressed to typical sections and
plowed to a depth of 5 inches. The top 2 inches shall be pulverized to
provide a uniform seedbed.
NOTE: Lime should be applied before plowing operation.
(b) Lime, seed, and fertilizer shall be applied with necessary
equipment to give uniform distribution of these materials. The hand-
bucket._method_-is<.-not, acceptable...-Following are rates and kinds of
these materials to be applied per acre:
75 lbs. Ky 31 Fescue
50 lbs. Pensacola Bahiagrass
50 lbs. Korean Lespedeza
1,000 lbs. 5-10-10 Fertilizer
4,000 lbs. Agricultural Limestone
NOTE: Only tested and certified seed shall be used. Seed
certification shall be provided to the District Engineer prior to use.
(c) Seeded area shall be cultipacked to firm seedbed and cover seed.
(d) Grain straw shall be applied over seeded areas as a mulch. No bare
ground shall be visible when riding by a mulched area if proper
Rev. 2/93 SECTION 4
-__Page_18_
application is achieved. Thick clumps of straw are not permissible as a
uniform coverage is expected. See 4.06.2(a)(2) for rates.
(e) Mulched area shall be tacked with asphalt sufficient to hold straw in
place. See 4.06.2(a)(3) for rates.
(f) Ditch treatment shall be used in areas where steep grades (more than
10%) could cause ditch erosion. Use of jute mesh, excelsior matting,
or fiberglass roving is acceptable. Ditch treatment should be installed
before mulching operation.
4.07 MATERIALS
4.07.1 TOPSOIL
(a) Topsoil shall be fertile, friable, loamy soil having neither less
than two percent nor more than 30 percent organic matter as
determined by loss on ignition of samples which have been oven-dried
to a constant weight at 212 degrees F. Soil shall be free from subsoil,
heavy and stiff clay, coarse sand, stones larger than two inches in their
largest dimension, toxic amounts of acidic and alkaline substances,
roots, brush, sticks, coarse litter, and other substances which would
interfere with mixing, planting, and maintenance.
(b) Topsoil shall be taken from reasonably well-drained, arable
land which has not supported tobacco growth during the previous three
years, and which is not supporting the growth of Johnson grass or
Kudzu. Topsoil shall be taken from and transported through areas
which are free from. infestations of fire ants, white fringed beetles, and
Japanese beetles. _
(c) Topsoil shall not be taken below the depth of fertility, except
that in no instance shall topsoil be stripped below a depth of 12 inches.
Topsoil shall not be stripped when it is in frozen, muddy, or non-
friable condition.
4.07.2 SEED
(a) Seed shall satisfy the requirements of the North Carolina
Department of Agriculture. No seed will be accepted having a date of
test more than six months prior to the date of sowing.
(b) Seed which has become wet, moldy, and otherwise damaged
will not be acceptable.
Rev. 2/93 SECTION 4
Page 19
4.07.3 NITROGEN
Nitrogen shall be either in granular or liquid form and shall be of
commercial grade. Nitrogen shall be furnished in new, clean, sealed,
and labeled containers; labels shall clearly show manufacturer's name,
brand name, and the weight and guaranteed analysis of contents.
4.07.4 LIME
Lime shall be agricultural type. Total carbonates shall be not less than
85 percent, by weight. Not less than 90 percent shall pass a No. 10
Sieve, and not less than 25 percent shall pass a No. 100 Sieve.
4.07.5 FERTILIZER
Fertilizer shall be uncaked granular type, and either 10:10:10,
4:12:12, 6:12:12, or 5:10:15. Fertilizer shall satisfy the requirements
of the North Carolina Department of Agriculture.
4.07.6 MULCH
(a) - AREAS NOT STEEPER THAN 3:1
Mulch shall be either threshed rye, oat, or wheat straw or Bermuda
grass hay, and shall have a moisture content of not more than 12
percent. Mulch shall be free from noxious weed seeds, soil, sawdust,
mildew, leaves, and substances toxic to vegetation. Material for
holding mulch in place shall be asphalt or other approved binding
material.
(b) AREAS STEEPER THAN 3:1
Mulch shall be wood cellulose fiber, shall contain no germination and
growth-inhibiting factors, shall be green to allow visual metering in its
application, and shall have the property to be evenly dispersed and
suspended when agitated in water. When mulch is sprayed uniformly
on the surface of the soil, the fibers shall form an absorbent cover,
allowing percolation of water to the underlying soil. Mulch shall be
packaged in moisture-resistant bags which have the net weight of the
package plainly shown. Properties of mulch shall be as follows:
Rev. 2/93 SECTION 4
-- _Page 20
Properties
Moisture Content
Organic Matter
(Oven Dried Basis)
Ash Content
pH
Water Holding Capacity
(Grams of Water/100 Grams Fiber)
4.07.7 Jute Net
Nominal Values
in Percent
9.0+3.0
99.2+0.8
0.8+0.2
4.8+0.5
1150 Minimum
(a)- - ? ,Jute net shalt, be?, -heavy ,,,uniform cloth woven of single jute
yarn, which if 36 to 48 inches wide, shall weigh an average of 1.2
pounds per linear yard. The jute net shall be Erosionet, Holdgro,
Weedchek, Curlex or equal.
4.07.8 Geotextile Fabric for Roadways
(a) Geotextile fabric underlining the access roads shall be a high
modulus woven fabric with the following minimum properties:
1) Weight 6.0 oz/yd2 ASTM D-3776
2) Grab Strength 340 lbs. ASTM D-4632
3) Grab Elongation 30% ASTM D-4632
4) Trapezoidal Tear
Strength ASTM D-4533
5) Puncture Strength
170 lbs. ASTM D-4833
6) Permittivity 0.2 sec-1 ASTM D-4491
Geotextile fabric shall be manufactured by Mirafi or approved equal.
4.08 MEASUREMENT FOR PAYMENT AND COMPENSATION
4.08.1 GENERAL
If any or all of the work to be performed under this contract is on a
unit price basis, the actual number of units of each unit price item of
work actually performed may be more or less than the number stated
in Bidding Schedule of the Proposal, or included in the Contract, but
no variation in the Contract unit price will be made on that account.
Payment will be made only for the actual number of units incorporated
in the work, or for the actual number of units of work performed, and
Rev. 2/93 SECTION 4
Page 21
at the Contract unit price for each such unit with measurement for
payment made as defined in the following paragraphs. Measurement
for payment of work done on a unit price basis will be as follows:
4.08.2 CLEARING AND GRUBBING
Unless otherwise specified in the Project Specifications or the Contract
Drawings, the payment for Clearing and Grubbing shall be as specified
in Section 1, Clearing and Grubbing, of these General Specifications.
4.08.3 GRADING
(a) When provided. for by a Unit Price. Proposal, excavation shall
be,paid:for-atthe Contract- Univpriceper cubic yard, which price shall
be full compensation for the excavation and formation and compaction
of embankments, furnishing water for moisture control, disposal of
surplus materials, preparation and completion of subgrades, shoulders,
ditches, channels, ramps, dikes, and other appurtenances and
incidentals necessary to complete the work and all. haul within the
specified "Free Haul Limit".
(b) Embankment shall not be a pay item unless specifically called
for in the Project Specifications. The cost of embankments shall be
included in the cost of excavation, except that required amount, over
that which is available from excavation, which will be paid for at the
Contract unit price per cubic yard of borrow.
(c) When not provided with a Unit Price Proposal, the Contractor
shall merge the cost of all excavation and embankment work with the
Lump Sum Base Bid Item.
(d) The quantity of excavation to be paid for will be the actual
number of cubic yards of materials, measured in their original position
and computed by the average end area method, which have been
acceptable excavated in accordance with Contract Specifications and
Drawings. Final cross sections will be taken after the excavation has
been completed except that the plan typical sections will be used for
the final cross sections where, in the opinion of the Engineer, the work
has been constructed in reasonably close conformity to the plan typical
section.
4.08.4 UNDERCUT EXCAVATION
(a) Undercut excavation shall be as defined by Section 4.03.1(b) of
this Specification. When provided for by a Unit Price Proposal,
Rev. 2/93 SECTION 4
Page 22
undercut excavation shall -be -paid -for -at the Contract Unit price per
cubic yard, which price shall be full compensation for the excavating
and hauling of this material; for the disposal of the excavated material;
for furnishing any disposal areas that may be necessary; for the
backfilling and compacting of suitable material to replace undercut
excavation; and for the furnishing of all labor, equipment, tools and
incidentals necessary to complete the work.
(b) Undercut excavation will be measured on a box cut section to
widths and depths as directed by the Engineer.
(c) When not provided with a Unit Price Proposal, the Contractor
.... shall.. merge-the. cost of all., undercut . excavation work with the Lump
... Sum-Base Bid item or°the Unit!Price Item for Excavation.
4.08.5 ROCK EXCAVATION
Rock excavation shall be as defined by Section 4.03.3 of this
Specification. Rock excavation shall be paid for at a unit price rate
provided a Unit Price Proposal is utilized. If the Proposal is not Unit
Price, the cost of all rock excavated and removal shall be merged with
the Lump Sum Base Bid Item.
4.08.6 FINE GRADING
This item shall not be paid for as a separate pay item, but shall be
included in the cost of grading.
4.08.7 EROSION CONTROL
Except for the items shown below for "Temporary Silt Fence" other
items used for erosion control shall be paid for at the Contract Unit
price per item utilized in erosion control, unless otherwise specified in
the Project Specifications.
4.08.8 TEMPORARY SILT FENCE
When provided for by the proper item in a Unit Price Proposal, the
quantity of temporary silt fence to be paid for under this item shall be
the actual number of linear feet of fence installed in place and
accepted. Such price and payment will be full compensation for the
work as described in the above paragraphs, including but not limited to
furnishing all materials, tools, equipment and all incidentals necessary
to complete the work. When a Unit Price Proposal for this item is not
available, all costs for placing, maintaining and removing all
Rev. 2/93 SECTION 4
Page 23
temporary silt fences and deposited silt materials shall become part of
the Lump Sum Base Bid.
4.08.9 SILT ACCUMULATIONS
(a) When provided for by the proper item in a Unit Price Proposal,
the removal and disposal of silt accumulations shall be paid for at the
Contract Unit Price per cubic yard of "Drainage Ditch Excavation".
(b) When a Unit Price Proposal for this item is not available, all
cost for the removal and disposal of silt accumulations shall become
part of and be considered to be incidental to the work covered by
"Temporary Silt Fence."
4.08. 10 GRASSING
(a) This item shall be paid for at the contract unit price per square
yard. The Contract unit price shall be full compensation for ground
preparation, furnishing and planting seeds, plant establishment and any
incidental items necessary to obtain an acceptable ground cover
(b) : All measurement of permanent seeding will be made
horizontally.
4.08:11 TESTS
(a) Tests for compaction of cohesive and noncohesive soils, which
shall be conducted by a testing laboratory approved by the Engineer,
shall not be paid as, a separate item; but shall be merged into either the
lump sum or unit price items, as applicable.
(b) All cost of these tests shall be paid by the Contractor.
Rev. 2/93 SECTION 4
Page 1
GENERAL SPECIFICATIONS
7.0 GRAVITY SEWERS, CONDUITS, AND DRAINS
7.01 GENERAL
7.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools and services required for
the furnishing, installation and testing of all gravity sewers, conduits,
and drains required on this Contract shall be furnished and installed in
compliance with the following General Specification, the Project
Specifications and the Contract Drawings.
(b) This General Specification designated as Section 7.0 covers the
description of materials generally utilized in sewer and drain
construction and the installation of such materials. The Project
Specifications and the Contract Drawings will designate the specific
work, the materials, the lines, grades and details and the construction
methods to be employed on the furnishing and installation of all Sewers,
Conduits, and Drains on this Contract. The inclusion of items of
material or work within this Specification does not necessarily constitute
their use on this Project.
7.01.2 SHOP DRAWINGS
(a) Attention is directed to the provisions in the General Conditions
of the Contract requiring the submission to the Engineer of descriptive
details and of shop and setting drawings. On Sewer and Drain
installations, such submission shall include the following even though
items proposed to be furnished conform to the exact description stated in
the General or Project Specifications:
(1) Full details of pipe, fittings, specials, joints and the
assembly thereof.
(2) Joint materials and details.
(3) Reinforcing steel bending and setting drawings.
7.01.3 STANDARDS
(a) Where materials and methods are indicated in the following
Specifications as being in conformance with a standard specification, it
shall refer in all cases to the latest edition of the specification and shall
include all interim revisions. Listing of a standard specification without
Rev. 5/94 SECTION 7
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further reference indicates-that the particular material or method shall
conform with such listed specification. -
7.02 CONSTRUCTION MATERIALS
7.02.1 GENERAL
All materials and equipment shall be furnished by an established and
reputable manufacturer or supplier. All materials and equipment shall be
new and shall be of first class ingredients and construction, designed and
guaranteed to perform the service required and shall conform with the
following Standard Specifications or shall be the product of the listed
manufacturers or similar and equal thereto as approved by the Engineer.
7.02.2 CLAY PIPE
(a) CLAY DRAIN TILE - ASTM C4.
(b) STANDARD STRENGTH, EXTRA STRENGTH AND
PERFORATED CLAY SEWER PIPE - ASTM C700.
7.02.3 CONCRETE PIPE
(a) CONCRETE DRAIN TILE - ASTM C412.
(b) CONCRETE SEWER PIPE - ASTM C14 and Concrete with
minimum cement content of 6.5 sacks per cubic yard of concrete. All
pipe specified to be ASTM C-14 pipe shall be bid as Class 2, "B" wall
pipe with O-ring rubber. gasket joints unless otherwise noted by the
ProjectSpecifications. Joints,..may..be either with or without shoulders on
the tongue. Joints shall meet ASTM C-443.
(c) REINFORCED CONCRETE CULVERT, STORM DRAIN
AND SEWER PIPE - ASTM C76 with circular reinforcement, wall thickness B, or as
designated in Project Specifications or Drawings, and concrete with minimum cement
content of 6.5 sacks per cubic yard of concrete. The class of pipe shall
be as required by the Project Specifications and/or Contract Documents.
All pipe specified to be ASTM C-76 pipe shall be bid as Class 3, "B"
wall pipe with O-ring rubber gasket joints unless otherwise noted by the
Project Specifications. Joints shall have opposing shoulders designed to
meet ASTM C-443 and suitable for pipe meeting ASTM C-361 and
AWWA C-302.
(d) PERFORATED CONCRETE PIPE - ASTM C444.
Rev. 5/94 SECTION 7
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(e) REINFORCED CONCRETE LOW HEAD PRESSURE PIPE -
ASTM C361 with circular reinforcement and concrete with minimum
cement content of 6.5 sacks per cubic yard of concrete.
(f) REINFORCED CONCRETE CYLINDER PIPE - AWWA C300
or C301.
(g) REINFORCED CONCRETE SUBAQUEOUS CYLINDER PIPE
- AWWA C300 or C301. Steel lugs for draw bolts shall be located on
the springline at the ends of each pipe. Draw bolts with units shall be
supplied to pull the pipe together subaqueously.
(h) FLARED END SECTIONS (FES) - FES shall be used on all
free-discharging concrete storm drain pipes unless specifically noted
otherwise by the Project Specifications. All flared end sections (FES)
shall be of the same material as the pipeline.
7.02.4 CAST IRON PIPE
(a) CAST IRON PIPE - ASA A21.1, ASA A21.6, or ASA A21.8
completely coated with coal tar pitch varnish; Federal WW-P-421.
(b) CAST IRON PIPE FITTINGS - AWWA C110 completely coated
with coal tar pitch varnish. Wall castings and wall sleeves shall be
provided with intermediated wall collars and shall be coated on inside
only.
(c) CAST IRON SOIL PIPE - ASTM A74. This pipe shall only be
installed in locations specifically noted on the Contract Drawings.
7.02.5 DUCTILE IRON PIPE
All ductile iron pipe shall conform to AWWA C151, class 50 unless
otherwise noted in the Project Specifications and/or the Contract
Drawings. All joints shall be of the Push-On type, unless otherwise
noted in the Project Specifications and/or Contract Drawings.
7.02.6 P.V.C. GRAVITY SEWER PIPE
All P.V.C. Gravity Sewer Pipe shall conform to ASTM D 3034.
7.02.7 FIBERGLASS REINFORCED PIPE
All fiberglass reinforced pipe shall be a composite pipe consisting of a
P.V.C. interior core around which layers of roving fiberglass are wound
Rev. 5/94 SECTION 7
Page 4
and epoxy bonded in accordance- -with _ASTM D2996. The pipe shall be
constructed in 20 foot sections, shall be 150 psi-pressure- rated_ and shall
pass the ASTM D1599 test for burst pressure. The pipe joint shall be of
an integral bell with a spigot end capable of accepting cast iron or ductile
iron pipe creating a water tight joint with a rubber ring gasket.
7.02.8 CORRUGATED METAL PIPE
All corrugated metal pipe shall be furnished in accordance with the
requirements of the Project Specifications, the Contract Drawings, and
Federal Specification WW-P-405B.
Corrugated metal pipe used for storm drain shall be mitered on all free-
discharging ends unless specifically noted otherwise by the Project
Specifications.
7.02.9 CORRUGATED POLYETHYLENE PIPE
All corrugated polyethylene pipe shall be furnished in accordance with
ASTM F405 and F667, and AASHTO M252 and M294.
7.02. 10 JOINTING MATERIALS
(a) CEMENT MORTAR shall be composed of one (1) part Portland
cement and two (2) parts clean torpedo sand. Where pipe is to be laid in
wet sand, the Contractor shall use one-third (1/3) natural cement and
two-thirds (2/3) Portland cement in lieu of 100% Portland cement in
preparing the joint mortar or add an approved waterproofing agent to the
mortar.
(b) RUBBER GASKETS - ASTM C443. Shape and design satisfac-
tory to the Engineer.
(c) MECHANICAL JOINTS - ASA A21.11.
(d) GASKET TYPE JOINTS FOR BELL AND SPIGOT CAST
IRON PIPE shall be similar and equal to American "Fastite," U.S.
"Tyton, " Clow "Bell-Tite" or equal.
(e) FACTORY FABRICATED RESILIENT MATERIAL JOINTS
FOR CLAY PIPE - ASTM C425.
(f) CORRUGATED METAL PIPE JOINTS shall be as specified by
Section 7.03.3(c)(9) unless otherwise noted by the Project Specification.
Rev. 5/94 SECTION 7
Page 5
(g) All joints used on Fiberglass Reinforced Pipe shall be Mechanical
Joints conforming to ASA A21.11 unless otherwise noted in the Project
Specifications or Contract Drawings.
7.02. 11 MATERIAL TESTING
(a) Attention is directed to the provisions in the General Conditions
of the Contract requiring the inspection and testing of materials to be
incorporated in work included under this Contract, by a Testing
Laboratory employed and paid by the Contractor, unless otherwise noted
by the Project Specifications.
(b) All materials to be incorporated in the Construction required
under"this` Contract shall be subject to inspection and testing. Specimens
up to 0.5 percent of the total number of each size of pipe furnished shall
be tested, except that in no case shall less than two (2) specimens be
tested. The laboratory making such tests shall furnish to the Engineer
three (3) certified copies of the tests. No pipe shall be laid before these
reports are approved by the Engineer.
(c) Under the following items, the pertinent tests required are:
(1) Clay Pipe - Where the total quantity required on this
Contract, including all pipe sizes, is less than 1,000 feet, visual
inspection at the site for conformance with ASTM C4 and C700.
Where the total quantity required on this Contract including all
pipe sizes is more than 1,000 feet, tests shall be by an
independent laboratory per ASTM C301 for conformance with
ASTM C700. Drain tile shall be tested per ASTM C4.
(2) Concrete Pipe - Where the total quantity required on this
Contract, including all pipe sizes, is less than 1,000 feet, visual
inspection at site for conformance with ASTM C14, C412, and
C444. Where the total quantity required on this Contract,
including all pipe sizes, is more than 1,000 feet, tests shall be by
an independent laboratory per ASTM C14, C412, and C444.
(3) Reinforced Concrete Pipe - Where the total quantity
required on this Contract, including all pipe sizes, is less than
1,000 feet, visual inspection at the site for conformance with
ASTM C76. Where the total quantity required on this Contract,
including all pipe sizes, is more than 1,000 feet, tests shall be by
an independent laboratory per ASTM C76, Section 9.0. In sizes
30 inches and larger, strength and amount of reinforcing may be
determined by crushing tests on concrete cores taken from the
Rev. 5/94 SECTION 7
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pipe in accordance with ASTM C497
(4) Reinforced Concrete Cylinder Pipe - Where the total
quantity required on this Contract, including all pipe sizes, is less
than 1,000 feet, visual inspection at the site for conformance with
AWWA C300 or C301. Where the total quantity required on this
Contract, including all pipe sizes, is more than 1,000 feet, tests
shall be by independent laboratory per AWWA C300 or C301.
(5) Reinforced Concrete Low-Head Pressure Pipe - Where the
total quantity required on this Contract, including all pipe sizes,
is less than 1,000 feet, preliminary hydrostatic joint tests,
concrete cylinder tests and visual inspection at the site for
conformance with ASTM C361. Where the total quantity
required on this Contract including all pipe sizes, is more than
1,000 feet, preliminary hydrostatic joint tests, followed by
hydrostatic tests on 0.5 percent of the number of each size
required and concrete cylinder tests by an independent laboratory
per ASTM C361.
(6) Corrugated Metal Pipe - All corrugated metal pipe
furnished shall be tested in accordance with the requirements set
forth in Section 4, "Quality Assurance Provisions", of Federal
Specification WW-P-405B. All pipe sampling shall be as stated
in Federal Specification MIL-STD-105. A certification from the
manufacturer will be accepted when filled out on the form en-
closed as part of these Contract Documents.
(7) Corrugated Polyethylene Pipe - All corrugated
-polyethylene pipe furnished shall be tested in accordance with the
test procedures described in AASTO M252 and 294, and ASTM
405 and 667. The supplier shall include a certification form
indicating the passage of the tests as performed by the
manufacturer on all. projects where the total project amount is
1,000 feet or more.
(8) Reinforcing - Certified mill tests for conformance with
ASTM A15 and A305.
(9) Cast Iron Pipe and Ductile Iron Pipe Fittings - Where the
total quantity required on this Contract, including all pipe sizes,
is less than 200 tons, each piece shall bear the manufacturer's
serial number and shall be certified by the manufacturer for
conformance.
Rev. 5/94 SECTION 7
Page 7
(10) P.V.C. Gravity Sewer Pipe - Where the total quantity
required on this Contract, including all pipe sizes, is less than
1,000 feet, visual inspection at the site for conformance with
ASTM D3034 shall apply. Where the total quantity required on
this Contract, including all pipe sizes, is more than 1,000 feet,
test shall be made by an independent laboratory as per ASTM
D3034. The sampling frequency shall not be less than one (1)
sample per lot.
(11) Fiberglass Reinforced Pipe - Where the total quantity
required on this Contract, including all pipe sizes, is less than
1,000 feet, visual inspection at the site for conformance with
ASTM D2996 shall apply. Where the total quantity required on
this Contract, including all pipe sizes, is more than 1,000 feet,
tests shall be by an independent laboratory as per ASTM D2992
and D2996. The sampling frequency shall not be less than one
(1) sample per lot.
7.03 CONSTRUCTION METHODS
7.03.1 TUNNELING
(a) Excavation in tunnels made beneath existing structures, across
railroad rights-of-way, existing pavements and sidewalks for the
installation of pipe or conduits, shall be of sufficient size, height and
width to permit the installation of the pipe, to permit proper bracing of
the tunnel section, and to permit ample room for the prosecution of the
work and safety of the workmen.
(b) AllI tunnels shall. be lined with full circle metal liner plates of
sufficient strength to meet the loading conditions. Loading for highway
and pavement tunnels shall be based upon continuous load carrying
structures for the height of cover under H-20 loading; and loading for
railroad tunnels shall be based upon continuous load carrying structures
for the height of cover under Cooper E-70 loading. In no case shall
liner plates for H-20 loading have a section modulus less than .0736 in.
and for Cooper E-70 loading less than .0918 in. Linear plates for
railroad tunnels shall be galvanized and bituminous coated.
(c) All work performed beneath existing structures, across railroad
rights-of-way, and under pavements shall be performed in accordance
with the requirements of the parties or agencies having jurisdiction over
these locations. The Contractor shall contact the parties or agencies
prior to starting work and shall meet all requirements of the parties or
agencies in regard to methods of construction and the safety precautions
Rev. 5/94 SECTION 7
Page 8
to be taken in performing -the tunnel work. All costs involved in
meeting these requirements shall be paid for by -the Contractor and no
additional compensation will be allowed.
(d) At the Contractor's option, with the written approval of the
Engineer, and with consent of the parties or agencies having jurisdiction;
corrugated metal pipe, reinforced concrete pipe or steel pipe may be
jacked or bored in place as a casing pipe in lieu of a liner plate tunnel
under the following conditions:
(1) That the Contractor be responsible for all approvals from
the parties or agencies having jurisdiction, that the Contractor
furnish complete details of the methods to be employed for
approval and that the work shall be performed under the
following conditions:
(2) Corrugated metal pipe shall be fabricated from corrugated
galvanized sheets, number eight (8) gauge U.S.S., or as specified
in the Project Specifications or Contract Drawings with base
metal made by the open hearth process. Rivets shall be made of
the same material as the base metal, thoroughly galvanized. The
base metal sheets shall be galvanized on both sides by the hot dip
process, at the rate of not less than two (2) ounces per square foot
of metal, or one (1) ounce on each side. Corrugated pipe shall
be specially fabricated for a jacking installation, with sections
fabricated for field riveting. The pipe shall be furnished in
lengths to suit the Contractor; however, the sections should be as
long as is possible for the Contractor to conveniently handle and
install, and shall be bituminous coated inside and outside for
railroad . crossings. _ . Reinforced concrete pipe shall be of the
tongue and groove type, conforming to ASTM Designation C76,
unless otherwise shown on the Contract Drawings and/or
designated in the Project Specifications.
(3) A suitable approach trench shall be opened long enough to
accommodate the length of pipe units to be placed, and wide
enough to provide sufficient working room. Guide timbers or
rails for keeping the pipe on line and grade shall be installed in
the bottom of the trench, and heavy timber backstop supports
installed at the rear of the trench to take the thrust of the jacks.
A timber bearing or "pushing frame" shall be built and furnished
to fit or match the end of the pipe to be jacked, so that the
pressure of the jacks will be evenly distributed over the end of
the pipe. Two (2) hydraulic jacks of sufficient power shall be
used to apply pushing or jacking pressure. Excavation shall be
Rev. 5/94 SECTION 7
Page 9
carried on from inside the pipe, eight (8) to twelve (12) inches
ahead of the lead pipe. Excavation at the top and sides shall be
approximately one (1) inch greater than the outside periphery of
the pipe. Bottom excavation shall be accurately cut to line and
grade. Adjoining sections of corrugated iron pipe shall be made
with cement mortar and jute from the inside. Adjoining sections
of steel pipe shall be welded. Pipe shall be jacked on successive
shifts until completed, this to guard against the "freezing of the
line" due to settlement and compaction of surrounding soil.
7.03.2 BORING
(a) Lines installed under. highways or railroads shall be performed by
boring where permitted and/or -indicated by the Contract Drawings.
Where boring is required, the Contractor will be paid the unit price bid
in the proposal for each linear foot of pipe, so placed, of the type bid
upon in the proposal.
In placing pipe in bored tunnels, any annular space exceeding one-
quarter inch in width between pipe and tunnel shall be grouted. The cost
of grouting shall be an integral part of the price submitted in the
proposal for the type and size of pipe required by the installation.
The Engineer may require "Boring or Tunneling" under objects or
pavings not indicated on the plans, but required in the best interest of the
Owner; in which case the payment for each linear foot required will be
made at the unit price given in the proposal or at the unit price as
established by Article 11 of the General Conditions.
The, Contractor shall install. casings in accordance with the following
requirements:
(1) General
The Contractor shall be required to notify the Department of
Transportation or the appropriate Railroad Association of the
contemplated construction and shall verify or secure the necessary
permits for performing the work.
(2) Carrier Pipe
Carrier line pipe and joints under Highways and Railroads shall
be ductile iron pipe as per Section 7.02.5 of this specification
unless noted otherwise.
Rev. 5/94 SECTION 7
Page 10
(3) Casing Pipe - . _
The casing pipe shall be spiral welded or smooth wall_ steel pipe
unless noted otherwise by the Project Specifications. All casing
pipe shall have a minimum yield strength of 35,000 psi. All
casing pipe and joints shall be of leakproof construction, capable
of withstanding the intended loads. The inside diameter of the
casing pipe shall be at least four (4) inches greater than the
largest outside diameter of the carrier pipe's joints or couplings.
In all cases, the casing pipe shall be large enough to allow the
carrier pipe to be removed. The required minimum wall thick-
ness for casing pipes used under highways shall be as follows:
Pipe Sizes (O.D.) Wall Thickness
12 3/4" 0.188
16" 0.250
18" 0.250
20" 0.250
24" 0.250
30" 0.312
36" 0.375
48" 0.432
The required minimum wall thickness for casing pipes used under
railroads shall be as follows:
Pipe Sizes (O.D.) Wall Thickness
Under 14" 0.188
14"
0.219
16" 0.219
18" 0.250
20"
0.281
22" 0.312
24"
0.344
26"
0.375
28"
0.406
30" 0.406
32" 0.438
34" 0.469
36" 0.469
38" 0.500
40" 0.500
42" 0.500
Rev. 5/94 SECTION 7
Page 11
If casing pipe used under railroads is installed without an exterior
protective coating, increase the wall thickness on the appropriate
size 0.063 inches. The protective coating shall be at least a
single coal - tar primer coat, followed by a single application of
hot coal - tar enamel 3/32 inches thick plus a bonded 15 pound
felt wrap.
(4) Installation
All work on borings shall be under the supervision of the
appropriate District Engineer or his authorized representative,
who shall be notified at least 5 days before actual work of
installation is begun.
Pipelines shall be installed under Highways or Railroads by
boring or jacking, if practicable.
The casing pipe shall be installed by dry boring and jacking. As
the dry boring operation progresses, each new section of the
encasement pipe shall be butt welded to the section previously
jacked into place. The boring auger shall not be of a greater
diameter than the O.D. of the encasement (plus protective coating
where applicable).
Voids are to be filled with a 1:3 Portland cement grout at
sufficient pressure to insure that no settlement will occur. In the
event that an obstruction is encountered during the dry boring
operation, the auger is to be withdrawn, the excess pipe cut off
and capped, and the void completely filled with 1:3 Portland
cement grout at a minimum of 25 psi prior to moving to another
boring site.
All boring operations shall be conducted at all times in such a
manner so as not to create a hazard nor to impede the normal
flow of traffic.
Where the ends of the casing pipe are below grade, they shall be
bricked up with a four inch (4") Schedule 40 PVC drain at the
low end. The drain shall have washed No. 57 stone covering its
outlet. Where the ends of the casing are at or above ground
surface and above high water level, they may be left open,
provided drainage is afforded in such a manner that leakage will
be carried away from any railroad, highway or structure. See
items 7.03.1(d)(1), (2) and (3) for additional information
pertaining to the jacking procedure.
Rev. 5/94 SECTION -7
Page 12
7.03.3 PIPELINE INSTALLATION
(a) GENERAL
(1) The Engineer shall provide on the Contract Drawings a
horizontal layout for the proposed pipeline construction along
with a minimum of one (1) bench mark every 2,000 feet of line
length. The Contractor shall be responsible for verifying the
accuracy of any and all bench marks prior to use. No claim for
extra work will be allowed for alleged inaccuracy of any bench
mark.
(2) It shall be the Contractor's responsibility to protect the
original line and bench marks set by the Engineer. Should this
information become destroyed or damaged, the cost of the
replacement will be borne by the Contractor.
(3) All Clay Pipe, Concrete Pipe, Cast Iron Pipe, Ductile
Iron Pipe, and Corrugated Metal Pipe shall be laid in
conformance with the ASTM standard for installing vitrified clay
pipe, ASTM C12. This specification shall be strictly conformed
with unless otherwise noted by the Project Specifications. The
bedding type shall be Class C unless otherwise noted. This
bedding requires the use of granular materials equivalent to the
N.C. Department of Transportation gradation size 67, or equal,
unless otherwise noted by the Project Specifications or required
by the ENGINEER on site because of local conditions.
All extruded A.B.S. Truss Pipe, P.V.C. Pipe and Fiberglass
Reinforced Pipe shall : be -laid in conformance with the ASTM
standard for installing flexible thermoplastic pipe ASTM D2321.
This specification shall be strictly conformed with unless
otherwise noted by the Project Specifications or required by the
ENGINEER on site because of local conditions. The pipe shall
be bedded to the ASTM C12 specification for Class C bedding
unless otherwise noted. See Section 8.0 Pipeline - • Trench
Excavation and Backfill of the General Specifications for
additional information.
(4) The junction of two or more sewers shall be made in strict
conformance with the Contract Drawings. The cost of all
connections shall be included in the contract price for the new
sewers unless otherwise specifically provided in the Contract.
(5) New sewer connections with old existing sewers shall be
Rev. 5/94 SECTION 7
Page 13
made within a manhole. Where an old manhole exists at the
point of connection of new and old sewers, it shall be repointed
and any loose bricks or blocks in the walls of the old existing
manhole shall be relaid. The cost of such work shall be included
in the Contract price for new main sewer unless other payments
are specifically provided for in the Project Specifications.
(6) Where no old manhole exists at the point of connection, a
new manhole shall be constructed of the size and type shown on
the Contract Drawings. Payment for such additional manholes
will be made at the unit price in the Contract for new manholes,
which price shall include all work necessary to make the
connection.
(7) Connections of new sewers to existing sewers, when
encountered in construction and not shown on the Contract
Drawings, shall be made where ordered by the Engineer. Such
connection shall be made within a manhole, except for house
sewer and drain connections. When such sewer connections are
made within an existing manhole, any added work involved will
be paid for in accordance with the procedure outlined in _ the
General Conditions of the Contract. If the Engineer orders such
connections to be made in a new manhole, such new manhole
will be paid for at the prices established in the Contract, which
price shall include all work necessary to make the connection.
(8) When connections are made with sewers carrying sewage
or water, special care must be taken that no part of the work is
built under water. A flume or dam must be installed and
.pumping maintained, if. necessary, to keep the new work in the
dry until completed and concrete or mortar has set up.
(9) Junctions for future sewer connections, where indicated
on the Contract Drawings, shall be bricked off at the ends or
otherwise sealed off in a manner satisfactory to the Engineer; the
cost to be merged in the Contract price for manholes or sewers.
(10) No pipe shall be laid upon a foundation in which frost
exists; nor at any time when the Engineer shall deem that there is
danger of the formation of ice or the penetration of frost at the
bottom of the excavation. The pipe shall be fitted together and
matched so that there shall be no shoulder or unevenness along
the inside bottom half of the pipe, and so that alignment and
slope are correct. No pipe shall be laid until the preceding length
has been completely aligned and secured. Joints shall not be
Rev. 5/94 SECTION 7
Page 14
completed untit- sufficient_pipe has been laid in advance to insure
against injuring the finished joints. When-jointed in the trench,
the pipe shall form a true and smooth line of sewer. Pipe shall
not be trimmed except for closures, and pipe not making a good
fit shall be removed. Where slight defects occur and the use of
the pipe is approved by the Engineer, defects shall be placed in
the top of the sewer. Temporary bulkheads shall be placed in all
open ends of sewer lines whenever pipe laying is stopped for
more than 8 hours. When sections of line between manholes
have been completed, an inspection shall be conducted and all
deficiencies corrected. This inspection does not constitute
acceptance.
(b) PIPE LAYING
(1) Each pipe shall be laid on an even, firm bed, so that no
uneven strain will come to any part of the pipe. Particular care
shall be exercised to prevent the pipes bearing on the sockets.
Bell holes for bell and spigot pipe shall be dug at each point as
hereinbefore specified. Each pipe shall be laid in conformity
with the line and grades given by the Engineer, and in the
presence of the inspector. The bell-end of the pipe shall be laid
upgrade. Subgrade preparation shall be such that each pipe
spigot will be entered in the receiving pipe bell in such a manner
that the joint packing can be freely inserted at all points of the
joint circumference, special care being taken to provide adequate
joint space at the bottom of the joint without raising the pipe off
of the trench bottom for packing insertion. No portion of the
weight of the spigot end of the pipe shall be transmitted to the re-
ceiving pipe bell:through:the joint packing.
Before each piece of pipe is lowered into the trench, it shall be
thoroughly inspected to insure its being clean. Each piece of pipe
shall be lowered separately. No piece of pipe or fitting which is
known to be defective, shall be laid or placed in the lines. If any
defective pipe or fitting shall be discovered after the pipe-is laid,
it shall be removed and replaced with a satisfactory pipe or fitting
without additional charge. In case a length of pipe is cut to fit in
a line, it shall be so cut as to leave a smooth end at right angles
to the longitudinal axis of the pipe.
(2) The interior of the sewer shall, as the work progresses, be
cleaned of all dirt, jointing material and superfluous materials of
every description. On small pipe sewers, where cleaning after
laying may be difficult, a swab or drag shall be kept inside the
Rev. 5/94 SECTION 7
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pipeline and pulled forward past each joint immediately after its
completion. When laying of pipe is stopped for any reason, the
exposed end of such pipe shall be closed with a plywood plug
fitted into the pipe bell, so as to exclude earth or other material,
and precautions taken to prevent floatation of pipe by run-off into
trench.
(3) All pipe shall be completely shoved home. On pipe of the
tongue and groove type, 30" in diameter and larger, pressure
must be applied to the center of each pipe as it is laid by a winch
and cable or other mechanical means properly set and operated to
insure that the spigot is all the way home in the socket, and that
the sewer joint is of uniform size throughout the circumference of
the pipe.
(4) Laying holes in pipe, if used, shall be tapered and shall be
plugged before backfilling with a tapered concrete plug set in
mortar or mastic.
(5) Pipes laid in tunnel or casing pipe shall be supported on
suitable blocks cut or grouted into position to place the invert of
the sewer or drain at the slope and to the elevations indicated on
the Contract Drawings.
(6) On pipes laid in tunnel or casing pipe, the space between
the casing pipe and tunnel lining shall be either backfilled with
fine low void sand thoroughly rammed or flushed into place,
backfilled with Class "C" concrete or left unbackfilled as
designated in the Project Specifications. If left unbackfilled, each
end shall be suitably bulkheaded to protect against entrance of
foreign material.
(7) All Gravity Flow Pipeline shall be installed using a laser
for control of vertical and horizontal alignment. The Contractor
shall follow accepted practices in the utilization of the laser. A
certified laser operator shall be present on the job at all times.
Care shall be exercised to assure that the alignment control range
of the instrument is not exceeded; but in no case, shall the range
exceed 500 feet. Care shall be taken to prevent vibration of or
direct sunlight on the instrument. Where present, a blower shall
be provided to purge glue vapors from the pipe. An air velocity
meter shall be provided so that the velocity of air in the pipe will
not be great enough to cause the light beam to be distorted. The
Contractor shall coordinate the work to minimize the number of
take downs and set ups at each point. Periodic checks of the
Rev. 5/94 SECTION 7
Page 16
laser shall be made to-assure that alignment is maintained.
(c) PIPE JOINTS
(1) General - In all jointing operations the trench must be
dewatered when joints are made and kept dewatered until
sufficient time has elapsed to assure efficient hardening of the
jointing material. Bell and spigot, or tongue and groove ends of
the pipe shall first be wiped clean before actual jointing
operations are started. The type of joint to be installed in each
location of the several following types specified shall be as
specifically designated in the Project Specifications.
(2) Cement Mortar and Jute Joints - Joints between
consecutive pipes made with jute and Portland Cement Mortar
shall be constructed as follows:
a. On bell and spigot pipe, or variations thereof,
plastic mortar shall be spread in the bottom one-third of
the bell of the pipe previously laid. A closely twisted
gasket of jute of proper thickness and of sufficient length
to span around the pipe and lap at the top shall then be
squeezed into the mortar. The spigot of the next pipe
shall be entered and shoved home. After the pipe has
been thoroughly bedded to line and grade, the jute gasket
shall be caulked into the annular space with a suitable
caulking tool in such manner as to seal the joint against
leakage. The remainder of the space shall be completely
filled with plastic mortar beveled off with the outside of
the pipe... The joint in. pipes 30" or larger in diameter
shall also be pointed and smoothed from the inside after
the pipe has been laid.
b. On tongue and groove type pipe, the jute shall be
firmly attached to the middle of the tongue of each pipe in
one continuous length with a compatible cement having
adhesive properties similar and equal to EC 104 rubber
cement as provided by the Minnesota Mining and
Manufacturing Company. Plastic mortar shall be placed
on the edges of the upper half of the tongue of the pipe.to
be laid and the lower half of the socket of the pipe
previously laid; the pipe then aligned, forced home and
graded. Sufficient mortar shall be placed on each pipe so
that the space between the two pipes shall tend to become
filled by the sliding action of the socket when the pipe is
Rev. 5/94 SECTION 7
Page 17
forced into place. All beveled surfaces of the adjacent
tongue and voids in both the inside and the outside shall
be completely filled with mortar. The inside shall be
troweled smooth for pipes 30" in diameter and larger.
The finished joint shall not be greater than one (1) inch in
width.
(3) Bituminous and Jute Joints, Mastic Type - Joints between
consecutive pipes made with jute and a bituminous joining
compound shall be constructed as follows. Jute and bituminous
joining compound shall be applied in the same manner as that
specified for cement mortar and jute joints.
(4) Bituminous and Jute Joints, Poured Type - Joints between
consecutive bell and spigot pipe made with jute and a bituminous
joining compound, poured in place, shall be constructed as
follows: The bell and spigot of pipes to be joined together shall
first be painted with a bituminous prime coat to insure adherence
of the poured filler to the sides of the pipe. With pipe at grade
and butted, the jute shall be caulked into position in such a
manner as to leave a uniform space all around. The joint shall be
made in one pour using a joint runner.
(5) Rubber Gasket and Bituminous Joints - Joints between
consecutive bell and spigot or tongue and groove pipe made with
a rubber gasket and compatible bituminous compound of a type
recommended by the gasket manufacturer shall be constructed as
follows: The gasket shall be fitted over the tongue or spigot of
each pipe, the space behind the gasket filled with the bituminous
compound on tongue and groove joints, and the pipe entered into
the bell or groove and shoved home. The remainder of the joint
space shall be filled with bituminous compound in the same
manner as that specified for mortar and jute joints.
(6) Cast Iron Pipe and Ductile Iron Pipe Joints.
a. General - Before any joints are made or the spigot
of pipes placed in the bells, the spigots, bells, gaskets and
glands shall be thoroughly cleaned and all foreign
materials removed from their surfaces.
b. In joining bell and spigot pipe and fittings, the
spigot of each pipe shall be properly seated in the bell of
the next adjacent piece and adjusted so as to give a
uniform space for the joint, which shall be made with
Rev. 5/94 SECTION 7
Page 18
braided hemp or jute, fiber packing, or rubber gasket, and
with lead as designated in Project -Specifications. The
packing shall be long enough to completely encircle the
pipe, and shall be thoroughly driven into the bell so as to
leave a space of at least 2 1/2 inches in depth to be filled
with lead. Each joint must be made in one pour. In
making lead joints, the melting pot shall be kept near the
joint to be poured, and dross shall not be allowed to
accumulate in the melting pot. Lead joints shall be
thoroughly caulked by competent mechanics and in such a
manner as shall secure tight joints without overstraining
the iron of the bells.
C. In joining mechanical joint pipe and fittings, the
gland, followed by the gasket, shall be placed over the
plain end of the pipe, the gasket and socket brushed with
soapy water and the pipe inserted into the bell. The
gasket shall then be pushed into position so that it is
evenly seated in the bell and the gland moved into
position against the face of the gasket. The bolts shall be
inserted and made finger tight. The bolts shall then be
tightened up with a ratchet wrench to complete the joint.
d. In joining gasket type pipe and fittings, the gasket
shall be seated evenly around the inside of the bell in the
groove or recess provided and the inside of the gasket
lubricated with lubricant furnished by the joint
manufacturer. The spigot of the next pipe shall be aligned
with the bell and started into the bell until it contacts the
gasket. The joint shall then be completed by forcing the
spigot past the gasket until it makes contact with the base
of the socket. Pressure to force the spigot home shall be
applied by means of a bar, a special lever or a mechanical
jack-type assembly tool.
(7) Factory-Fabricated Resilient Material Joints for Clay Pipe
- In joining clay pipe with factory-fabricated resilient material
joints, the bell and the spigot of the pipes shall be thoroughly
cleaned, the joint material assembled on the spigot if it is made
up of more than one part, the joint material or both bell and
spigot coated with lubricant or adhesive, furnished by the joint
manufacturer, the spigot entered into the bell and the pipe forced
home by means of a bar or mechanical pipe puller.
(8) Rubber Gasket Joints for Reinforced Concrete Low Head
Rev. 5/94 SECTION 7
Page 19
and Cylinder Pressure Pipe -In joining pipes of these types, the
ends of the pipes shall be thoroughly cleaned and the gasket
furnished with the pipe placed in the groove or recess on the
spigot, the gasket coated with a compatible bitumastic compound
of a type recommended by the gasket manufacturer, the spigot
entered into the bell and pipe forced home by means of a bar or
mechanical winch. The remainder of the joint shall be filled with
bituminous compound in the same manner as that specified for
mortar and jute joints.
(9) Corrugated Metal Pipe Joints - Unless allowed by the
Project Specifications, only gasketed standard and two-piece
bands . and the o-ring gasketed hugger-type connection will be
allowed. The ends of the pipes shall be cleaned thoroughly to
accept the gasket. All gaskets shall be lubricated with a lubricant
furnished by the pipe manufacturer to ease assembly and promote
uniform tightening of the connection to the torque specified by
the pipe manufacturer. Upon tightening the connector bands, if
the friction offered by pipe coatings, gaskets, etc., preclude
proper pull-up of the gasket, the contractor shall utilize wooden
levers to aid the compression of the bottom two-thirds of the
band.
(10) Corrugated Polyethylene Pipe Joints - In joining this pipe,
all surfaces shall be cleaned of foreign debris and lubricated for
assembly. All joints shall be water-tight rubber gasketed PVC
Series 35 coupler joints. All joints are assembled by push-on
techniques.
(11) Truss Pipe, Solid Wall Laterals and Accessories - In
joining this pipe, the surfaces to be solvent welded shall be
thoroughly cleaned of all foreign material. Primer shall be
utilized and generously applied to all joining surfaces followed
immediately with the application of cement. The joint shall then
be made to prevent set-up of cement. In making joints of this
type, the pipe shall receive a 1/4 arc rotation while seating the
spigot end into the bell. After the joint is made, every effort
shall be taken not to disturb the pipe.
(12) P.V.C. Sewer Pipe- P.V.C. Sewer Pipe shall be jointed
as per Section 7.03.3(c)(6)d above. The Contractor is cautioned
that all cut ends are to be beveled prior to assembly.
(13) Fiberglass Pipe - Fiberglass Pipe shall be jointed in the
same manner as the P.V.C. Sewer Pipe above.
Rev. 5/94 SECTION 7
Page 20
7.03.4 CONNECTIONS FOR SERVICE PIPES
(a) GENERAL -
(1) Service Connections for house sewer and/or drain
connection openings shall be provided in the main sewers as
shown on the Contract Drawings or as designated in the Project
Specifications. The exact location shall be as directed by the
Engineer during construction.
(2) Unless otherwise shown on the Contract Drawings or so
designated in the Project Specifications, all sewer connection
openings on bell, and spigot pipe shall be wye or tee branches,
with the outlet being four (4) inches in internal diameter. All
sewer connection openings on concrete pipe of the tongue and
groove type shall be cast in place with the shape, size and dimen-
sion of the opening corresponding to the bell end of a standard
sewer pipe four (4) inches in internal diameter. Wye or tee
branches shall be located at the points designated by the
Engineer. Wye branches shall be so installed that the lower lip
of the branch is not more than 2 inches below the outside top of
the pipe. Tees may be installed with the branch vertical or ro-
tated, depending on specific site situations. After installation,
wye or tee branches shall not be covered with backfill until
determination and record has been made by the Engineer of the
location of each with reference to the nearest manhole
downstream therefrom, and the direction in which the wye faces.
(3) All connection openings shall be closed with a vitrified
tile or -concrete disk or ° stopper.. securely held in place with the
same joint material as that specified for main sewer, unless.
otherwise noted on the Contract Drawings.
(b) CONSTRUCTION
(1) All excavation shall be carried out in compliance with the
specifications.
(2) Service connection made to the sewer prior to backfilling
shall not be installed in the pipe trench as vertical risers except as
approved in writing by the Engineer, but shall be laid on a slope
not exceeding 2 feet vertical to 1 foot horizontal, and not less
than 1/8 inch per foot, cut back into the trench bank in such a
manner that the service connection pipe shall have a solid bearing
on undisturbed earth as stipulated for pipe sewers. The service
Rev. 5/94 SECTION 7
Page 21
pipe shall make such a horizontal angle with the sewer line that a
proper connection with the wye or tee branch of slant is obtained
without trimming the pipe and with no danger of jute or jointing
material being forced into the sewer. The first length of pipe
shall not make a total angle with the branch or slant greater than
four inches in two feet, and the wye branch or slant shall be
installed in such a manner as to fit the alignment of the branch
service line as closely as possible. Where vertical risers are
specified or ordered by the Engineer, riser pipes shall be
supported to prevent an excessive load being applied to the main
sewer pipe, and encased in Class "C" concrete with a minimum
thickness of 6 inches, as shown on the plans, specified or ordered
by the Engineer.
(3) Wye and Tee branches for bell and spigot pipe, with less
than 8 feet from the surface of the ground to the center of the
branch, shall be laid horizontally with a slight fall across the
branch. Connection openings on concrete pipe of the tongue and
groove type shall be laid with the opening in the upper quarter of
the pipe.
(4) When the distance from the center of the connection
openings is more than 8 feet from the ground surfaces, the
connection openings shall be raised by means of riser pipes to a
point less than 8 feet from the ground surface. Pipe risers for
single connections shall be laid at an angle of from 45 Degrees to
60 Degrees with the horizontal depending on the side slope of the
sewer trench, and shall be laid in undisturbed soil. Pipe risers
for double connections shall be installed vertically with a double
"T" branch at the top with the branches placed crosswise of the
main sewer. All openings shall be plugged with clay or concrete
disks or stoppers. Riser pipes and joints shall be of the same type
as specified for the main sewer.
(5) When sidewalks are available opposite the sewer being
constructed, the Contractor shall notch the street side of the walk
directly opposite each opening left in the sewer for connection to
building drains. Where walks are not available for such marking,
the Contractor shall place a hardwood stake on the property line
directly opposite each opening left in the sewer. The hardwood
stake shall be topped with a brass marker labeled "Sewer". If the
Contract Drawings so stipulate, the sewer connections shall be
extended to the R/W or as noted, plugged and provided with a
clean out. In this case, the requirements for measured locations,
notching sidewalks, stakes, etc. shall be omitted. Also, the
Rev. 5/94 SECTION 7
Page 22
Contractor shall locate and keep a record of all opening locations
by measurement to the nearest downstream manhole. Such
record shall be delivered to the Engineer monthly during progress
of the work.
7.04 COMPLETION OF CONTRACT
7.04.1 TESTS
(a) GENERAL - It is the intent of these specifications to secure
pipelines with a minimum amount of leakage. All cast iron, reinforced
concrete cylinder pipe, reinforced concrete pressure pipe and truss pipe
shall undergo hydrostatic pressure tests as herein described. All other
gravity pipe lines, except clay pipe, shall be tested for infiltration and/or
for exfiltration. All clay pipelines shall be air tested and tested for
infiltration as described below. Unless otherwise noted by the Project
Specifications, no infiltration or extra filtration testing will be performed
on piping used to transport storm water.
(b) HYDROSTATIC PRESSURE TESTS
(1) When a stretch of pipe and appurtenances has been
completed, and before the pipe or joints are covered, the
Contractor shall furnish proper appliances and facilities for
testing and draining the same, without injury to the work or
surrounding territory. He shall test by filling the pipe with clean
water in the manner described under exfiltration tests; however,
in no case shall there be any visible leakage, nor shall any leak-
age in any stretch of pipe exceed one hundred (100) gallons per
24 .hour day per inch-: diameter per mile, as measured over a
period of two (2) hours in a manner satisfactory to the Engineer.
This allowable leakage is established for 16 foot lengths of pipe.
If different lengths of pipe are used, the allowable leakage shall
be modified in the ratio of 16 feet to the length of pipe actually
used. Water for making tests shall be furnished by the
Contractor at his expense.
(2) Any defects, cracks, or leakage that may develop, or that
may be discovered either in the joints or in the body of the pipe,
shall be promptly made good by the Contractor, at his own
expense, and to the satisfaction of the Engineer.
(3) Upon written permission of the Engineer, the system may
be backfilled prior to testing, it being understood that the
Contractor assumes the risk of re-excavating to the pipe in the
Rev. 5/94 SECTION 7
Page 23
event the system fails to meet the requirements of the pressure
test.
(c) INFILTRATION TESTS
(1) To check the amount of infiltration, the Contractor, at no
added compensation over the contract price for the sewers, shall
furnish, install and maintain a V-notch sharp crested weir in a
wooden frame tightly secured at the low end of each sewer lateral
and at locations on the main sewers as directed by the Engineer.
Maximum allowable infiltration shall be 100 gallons per mile per
inch of diameter of sewer per 24-hour day at any time. The
joints shall be tight and visible leakage in the joints or pipe barrel
or leakage in excess of that specified above shall be repaired at
the Contractor's expense by any means found to be necessary,
and with the Engineer's consent.
(2) When infiltration is demonstrated to be within the
allowable limits, the Contractor shall remove such weirs.
(d) EXFILTRATION TESTS
(1) In areas where ground water is not encountered during
sewer construction, the Contractor shall furnish and install all
necessary materials, equipment, shall supply water, etc., and run
exfiltration tests as hereinafter described before the sewer is
accepted. The maximum allowable exfiltration shall be 100
gallons per mile per inch of diameter of sewer per 24-hour day at
any time. The joints shall be tight and leakage in excess of that
specified . above shall be.. repaired by any means found to be
necessary.
(2) To check the amount of exfiltration, the ends of each
section of sewer between manholes shall be plugged with
watertight bulkheads. Inserted in each bulkhead, at the top of the
sewer pipe, shall be a 2 inch pipe, with an elbow, extending 4
feet vertically in the upper manhole and to the same elevation in
the lower manhole. Air in the sewer pipe shall be exhausted by
filling the 2 inch upper manhole pipe to a height of 4 feet of
water. Using measured containers, the water shall be poured into
the upper 2 inch pipe as needed to maintain a constant head of 4
feet in the upper pipe for a period of thirty minutes, not allowing
the lower pipe to overflow. The volume of water added during
the thirty-minute period shall not exceed the allowable stated
above.
Rev. 5/94 SECTION 7
Page 24
(e) Air Tests
(1) Unless site conditions are such that the site to be tested is
submerged in groundwater, all clay pipe shall be air tested in
accordance with ASTM C828. In conditions where this test is
not used, the pipe shall undergo infiltration tests as outlined by
7.04.1(c). With the consent of the Engineer, the air test may be
utilized in lieu of the hydrostatic test covered in the above
sections for other types of pipe. This substitution shall only be
considered for pipe 12" in diameter and smaller.
7.04.2 RESPONSIBILITY
(a) GENERAL
(1) Sewers must be built so as to remain true to line and
grade. The inclining grade of the bottom of the sewer after
completion shall be such that after flooding, the flood water will
drain off so that no remaining puddle of water will be deeper
than one-half (1/2) of an inch on pipe thirty-six (36) inches
internal diameter or smaller, and three-quarters (3/4) of an inch
on pipe larger than thirty-six (36) inches internal diameter. Any
section of pipe that does not comply with specifications at any
time previous to final acceptance of the work shall be replaced or
relaid at the Contractor's expense.
(2) The Contractor will be held strictly responsible that all
parts of the work shall bear the load of the backfill. If cracks
one-hundredth (1/100) of an inch develop in the pipe within one
year. from the date of final acceptance of the work, the Contractor
will be required to replace, at his expense, all such cracked pipe.
To this end, the Contractor is advised to purchase pipe under a
guarantee from the manufacturer, guaranteeing proper service of
sewer pipe under conditions established by the Contract
Drawings, Contract Specifications, and local conditions at the site
of the work.
7.05 MEASUREMENT FOR PAYMENT AND COMPENSATION
7.05.1 GENERAL
If any or all of the work to be performed under this Contract is on a unit
price basis, the actual number of units of each unit price item or work
performed may be more or less than the number stated in the Bidding
Schedule of the Proposal, or included in the Contract, but no variation in
Rev. 5/94 SECTION 7
Page 25
the Contract unit price will be made on that account. Payment will be
made only for the actual number of units incorporated in the work, or
for the actual number of units of work performed, and at the contract
unit price for each such unit with measurement for payment made as
defined in the following paragraphs. Measurement for payment of work
done on a unit price basis will be as follows:
7.05.2 FITTINGS AND SPECIALS
Unless otherwise specifically provided in the Project Specifications the
cost of furnishing and placing specials and fittings shown on the Contract
Drawings and/or called for in the Project Specifications shall be merged
in the unit prices for the pipelines, and will not be paid for separately.
7.05.3 GRAVITY SEWERS, CONDUITS, CULVERTS, AND DRAINS
(a) Measurement of gravity sewer lines, conduits, culverts and drains
will be made along the centerline of the line, whether curved or straight,
measured in place. The payment for gravity pipelines and related items
that are presented in unit price schedules and requested on a depth of cut
basis shall be the depth of cut obtained by subtracting the perpendicular
distance along the centerline of the structure or pipeline's flow line or
invert from the natural ground surface or top of structure.
(b) Linear measurements on sewers of thirty-six (36) inches or less
internal diameter will be made straight through the manholes. On
sewers larger than thirty-six (36) inches internal diameter, measurement
will start and terminate at the inside face of manholes.
(c) Measurement on catch basin sewer connection leads will be made
from the centerline of basins to the centerline of the manholes or sewers.
Measurement of sewer leads between inlet boxes and catch basins will be
made from the inside wall of the inlet box to the centerline of the catch
basin. Half traps and running traps will be included in the above
measurement and will not be paid for separately.
7:05.4 CAST IRON PIPE AND FITTINGS FOR RAISING OR LOWERING
WATER MAINS
Measurement for payment will be made only for raising or '
those water mains which lie within the area to be occupied by t'
conduit or structure.
Rev. 5/94
Page 26
7.05.5 RELOCATION OF WATER SERVICE PIPES - -
Measurement for payment will be made only for relocating those water
service pipes which lie within the area to be occupied by the sewer,
conduit or structure.
.5/94
SECTION 7
Page 1
GENERAL SPECIFICATIONS
8.0 PIPELINE - TRENCH EXCAVATION AND BACKFILL
8.01 GENERAL
(a) All labor, material, equipment, tools and services required for the
installation of all gravity sewers, conduits, drains, pressure pipelines, valves,
special structures, etc. required on this Contract shall be furnished and installed
in compliance with the following General Specifications, the Project
Specifications and with the Contract Drawings.
(b) This General Specification designated as Section 8.0 Pipeline - Trench
Excavation and Backfill covers the approved techniques to be utilized in the
construction of this work. The Project Specifications and the Contract
Drawings designate the specific work, the location, grades, details and
construction methods to be employed on the installation of all buried pipes and
accessories used on this project. The inclusion of items of material or work
within this Specification does not necessarily constitute their use on this Project.
8.02 CONSTRUCTION METHODS
8.02.1 EXCAVATION
(a) GENERAL
(1) Excavation shall include the loosening, loading,
removing, transporting and disposing of all materials, wet or dry,
necessary to be removed to construct all work in Section 8.01
above included in this Contract to the lines, grades, and locations
shown on the Contract Drawings. The Contractor must assume
the risk of meeting and the Contract price shall include the cost
of removal of quicksand, hardpan, boulders, clay, rubbish,
unforeseen obstacles, underground conduits, gas pipe, drain tile,
trees, roots, timber or masonry structures, railroad tracks,
pavements, and sidewalks, and the delay or damage occasioned
by the same, whether these obstacles are shown on the Contract
Drawings or not.
(2) No claim for an amount of money beyond the Contract
price of the work will be entertained or allowed on account of the
character of the ground in which the trenches or other excavation
is made unless rock as defined hereinafter is encountered and
removed. Additional compensation at the Contract price will be
authorized for all such rock removed; the quantities for payment
Rev. 10/91 SECTION 8
Page 2
being determined on the basis established in Section 8.03
following.
(3) The locations of sewers, pressure pipelines, structures,
etc. as shown on the Contract Drawings, have been selected to
provide the service intended. The Owner reserves the right to
make minor variations in the location of these items during
construction to meet any changed conditions discovered during
the construction, and no extra payment will be allowed the
Contractor for such shifts in alignment.
(4) The location of existing piping and underground utilities,
such as gas mains, water mains, electric duct lines, telephone
conduits, etc., as shown on the Contract Drawings, have been
determined from the records of the parent Utility Companies and
drawings of the existing facilities. However, the Owner does not
assume responsibility for the possibility that during construction,
utilities other than those shown may be encountered, or that
actual location of those shown may be different from the
locations designated on the Contract Drawings.
(5) At the locations wherein detailed positions of these
facilities become necessary to the new construction, the
Contractor shall, at his own expense, furnish all labor and tools
to either verify and substantiate the record drawing location, or
definitely establish the position of the facilities.
(6) Unless otherwise specified in the Project Specifications,
all concrete and asphalt surfaced pavements shall be sawed before
removal and/or repair.
(7) Necessary arrangements shall be made by the Contractor
with all persons, firms, corporations owning or using any poles,
pipes, tracks, or conduits, etc., affected by the construction on
this Project, to maintain and protect such facilities during
construction with the cost of any such protection paid by the Con-
tractor and included in the Contract price. All off- right of way
encroachments are totally the responsibility of the Contractor.
The Contractor shall provide the Owner and Engineer with
written proof that such encroachments are made with the full
knowledge and consent of the property owners involved. In the
event that any existing gas pipes, water pipes, conduits, sewers,
tile drains or poles are blocked or interfered with by the
excavation required on this Project, the Contractor shall maintain
Rev. 10/91 SECTION 8
Page 3
them in continuous operation, and restore them to the same
condition as they were prior to the start of construction of this
Project, all at no additional compensation.
(8) Excavated material shall not be placed on grass plots
unless there is no other suitable place to put it. Excavated
material shall be placed on pavements or sidewalks only on the
explicit approval of the Engineer.
(9) Sidewalks and pavements must in no case be blocked or
obstructed by excavated material, except on the authorization of
the Engineer, and then only when adequate provisions have been
made for a satisfactory temporary passage of pedestrians and
vehicles. Adequate bridging and planked crossings must be
provided and maintained across all open trenches for pedestrians
and vehicles. Barriers, lights, flares, and watchmen shall be
provided and maintained by the Contractor at all trenches,
excavations, and embankments at no additional compensation, as
provided in the General Conditions of the Contract.
(10) The Contract price shall include the furnishing and
installation of all temporary sheeting, shoring, timbering and
bracing required to maintain the excavation in a condition to
furnish safe working conditions and to permit the safe and
efficient installation of all items of contract work. The
Contractor shall further, at his own expense, shore up, or
otherwise protect all fences, buildings, walls, walks, curbs, or
other property adjacent to any excavation which might be
disturbed during the progress of the work. The Contractor will
be held liable for any damage which may result to neighboring
property from excavation or construction operations.
(11) Lumber used for sheeting may consist of any species
which will satisfactorily stand driving. It shall be sawn, or
hewn, with square corners, and shall be free from worm holes,
loose knots, wind shakes, decayed or unsound portions, or other
defects which might impair its strength or tightness. Minimum
thickness shall be 2-inch nominal. Lumber for bracing shall be
No. 2 common yard lumber of timber in less than six (6) inch
sizes, and common structural grade on timbers six (6) inches and
over in width.
(12) The sheeting and bracing shall be removed as the work
progresses in such a manner as to prevent the caving in of the
Rev. 10/91 SECTION 8
Page 4
sides of the excavations, or any damage to the masonry. While
being drawn, all vacancies left by the sheeting and bracing shall
be carefully filled with fine sand and rammed by special tools, or
puddled as directed by the Engineer.
(13) Sheeting, shoring, timbering, and bracing for open
trenches and excavations may be ordered left in place by the
Owner or the Engineer when such is necessary for the protection
of the work, the public, or the adjacent property. Any sheeting
so ordered left in place will be paid for at a rate named in the
Contract, or in the manner established in the General Conditions
of the Contract, said price to cover the furnishing, cutting,
placing, and bracing.
(14) The Contract price in this Contract shall include the cost
of all temporary supports and braces that may be necessary to
secure a safe prosecution of the work until the permanent
structure is complete; such temporary supports must in all cases
be removed by the Contractor at his own expense after or
concurrently with the completion of the permanent structure.
(15) The Contractor shall do all ditching, pumping, well
pointing, and bailing, build all drains, and do all other work
necessary to keep the excavation clear of ground water, sewage
or storm water during the progress of the work, and until finished
work is safe from injury. Where the excavation is wet sand, and
suitable construction conditions cannot be obtained by other
methods, the Contractor shall install and operate, at no additional
.compensation, a pumping. system connected with well points, so
.,as: to ; drain the same effectually. No masonry or pipe shall be
laid in water, and water shall not be allowed to rise over masonry
until concrete or mortar has set at least 24 hours. All water
pumped or drained from the work shall be disposed of in a
manner satisfactory to the Engineer without damage to adjacent
property or to other work under construction. Necessary
precautions shall be taken to protect all construction, against
flooding.
(16) Whenever the excavation is carried beyond the lines and
grades shown on the Contract Drawings, or given by the
Engineer, the Contractor shall, at his own expense, refill all such
excavated space with such material and in such a manner as may
be directed. Beneath and around concrete structures, space
excavated without authority shall be thoroughly compacted when
Rev. 10/91 SECTION 8
Page 5
refilling; or, if deemed necessary by the Engineer, shall be
refilled with concrete at the Contractor's expense.
(17) If the materials encountered on any excavation are not
suitable for structural foundations; or, if necessary to go an
additional depth or width from that designated on the Contract
Drawings to provide proper bearing for pipe or masonry, or to
construct pile or plank foundations, the Contractor shall make
such additional excavations outside the regular limits of the work
as may be directed by the Engineer. The cost of such additional
excavation when authorized by the Engineer shall be paid as
Extra Clay Excavation.
(18) Excavated material shall be deposited so as to interfere as
little as possible with the execution of the whole work or its
several parts, and in such a manner that for each purpose the
most suitable material may be placed in its final position but not
in a manner to interfere with the satisfactory carrying out of the
work. Such material as cannot be placed in its final positon in
fills and embankments shall be removed to a temporary spoil
bank, from which it shall later be taken and placed in
embankments or fills.
(19) Unsuitable and surplus excavated material not in-
corporated in the improvement shall be disposed of by the
Contractor, at his own expense, unless otherwise designated in
the Project Specification or, on the Contract Drawings.
(20) If private land is used by the Contractor as a spoil site, or
for equipment storage, the Contractor shall obtain written per-
mission from the Owner or Agent of he land agreeing to its use
for this purpose, and provide the project Owner with a certified
copy of such agreement.
(21) Where trenches are constructed in or across roadway
ditches or other water courses, the fill material shall be protected
from surface erosion.
(22) All material deposited in roadway ditches or other water
courses crossed by the line of the trench or near a structure shall
be removed immediately after backfilling is completed and the
section grades and contours of such ditches or water courses
restored to their original condition, in order that surface drainage
will be obstructed no longer than necessary.
Rev. 10/91 SECTION 8
Page 6
(23) Construction procedures during backfilling of trenches
shall proceed in such a manner that water will not be diverted
from its previous course.
(24) Whenever the excavation results in both unsuitable
material and good material, the Contractor shall make every
effort to keep these separate. The Engineer shall direct the
replacement of the better material upon refilling the ditch.
(b) TRENCH EXCAVATION
(1) GENERAL - The ground shall be excavated in open
trenches, of sufficient width and depth to provide ample room
within the limits of the excavation, or lines of sheeting and
bracing, for the proper construction of the sewer or drain and its
appurtenances as shown on the Contract Drawings and for
removing any material which the Engineer may deem unsuitable
for foundation.
The excavation of the trench shall not advance more than 200 feet
ahead of the completed masonry and pipe work, except where, in
the opinion of the Engineer, it is necessary to drain wet ground.
When trench excavation is carried ahead of contemplated
masonry and pipe work, the elevation of the bottom of the trench
shall be continually checked to the satisfaction of the Engineer.
Excavation made below that necessary for the proper installation
of the sewers, masonry, and appurtenances shall be refilled only
with properly -graded :crushed rock, thoroughly compacted, all at
the Contractor's expense. Where it is necessary on pipeline
construction to install sheet piling, the maximum allowable trench
width herein specified shall be measured between the inside faces
of the sheeting.
All excavation for pipes and fittings shall result in trench . of
sufficient depth to provide the depth of cover below established
grade, as shown on the Contract Drawings, and/or as specified in
the Project Specifications. If depth of cover is not shown on the
Contract Drawings or so specified, the minimum cover to the top
of pipe shall be three (3) feet. Grades will be established by the
Engineer's Contract Drawings, but shall be transferred to the
ditch by the Contractor.
Rev. 10/91 SECTION 8
Page 7
In clay excavation, except Buried Pressure Pipelines whose
trenching is covered in part by Section 6, the bottom of the
trench shall be excavated to a minimum depth of six (6) inches,
unless otherwise noted in the Project Specifications, below the
bottom of the pipe barrel and this space refilled with N.C.
Department of Transportation Standard Aggregate Size 67, or
other non-compressible fine low void material satisfactory to the
Engineer as bedding. This bedding shall be slightly rounded to
provide as much bearing area as possible for the lower quarter of
the pipe. Clay shall be interpreted to mean all soils other than
rock, and/or gravel. The cost of the additional excavation and
refill shall be merged in the unit bid and contract price for the
pipe sewer, unless provisions are made in the Proposal for a Unit
Price on "TRENCH BEDDING MATERIAL." In this case, the
refill costs are bid as unit prices. In sand and gravel excavation,
the bottom of the excavation shall be slightly rounded to provide
as much bearing area as possible for the lower quarter of the
pipe.
On all installations on which the strength of the pipe will not
withstand the weight of the backfill and any super-imposed load
indicated on the Contract Drawings, resulting from excessive
width of trench at the top of the pipe, and the width of trench as
excavated, measured at the top of the pipe to be installed,
exceeds the maximum allowable width herein specified; the Con-
tractor either shall furnish and install a concrete cradle to the
section shown on the Contract Drawings, with the specifications
hereinafter stated, or shall furnish and place between the pipe and
the bottom and the sides of the trench up to a level 12" above the
top of the pipe with• No. 67 stone or other non-compressible fine,
low-void material satisfactory to the Engineer, at no additional
compensation over the Contract Unit Price for the additional
stone or concrete. The provision of this paragraph shall apply
unless specifically excepted in the Project Specifications.
(2) GRAVITY PIPELINES - When sewer or cast iron pipe of
the bell and spigot type is to be installed in the trench, bell holes
of sufficient depth shall be dug across the bottom of the trench to
accommodate the bell and to permit adequate caulking.
Where pipe sewers are built, the width of the trench at the top of
the pipes shall not exceed the internal diameter of the sewer plus
two (2) feet thru 24" I.D. pipe. Pipe larger than 24" I.D. shall
be laid in a trench width equal to the pipe internal diameter plus
Rev. 10/91 SECTION 8
Page 8
three (3) feet. A greater width may be permitted by the Engineer
when it is necessary to sheet the trench or when special
equipment is used. There shall be at least four (4) inches of clear
space on each side of the pipe to permit placing of backfill
around pipe.
The Contractor shall note that when gravity pipelines, manholes,
catch basins and related items are presented in Unit Price
schedules and when the pricing for these items are requested on a
depth of cut basis, the depth of cut shall always refer to the
perpendicular distance along the centerline of the structure or
pipe from the flow line or invert, to the natural ground surface.
(3) PRESSURE PIPELINES - On all pipelines where pipe
joint units extend beyond the diameter of the pipe barrel, bell
holes shall be provided across the trench at each joint and lug
location. Bell holes shall be deep enough and wide enough to
accommodate the flare of the pipe being installed, and to permit
ample room to construct the joint.
The maximum trench width at the top of the pipes shall not
exceed the internal diameter of the pipe plus two (2) feet thru 24"
I.D. pipe. Pipe larger than 24" I.D. shall be laid in a trench
width equal to the pipe internal diameter plus three (3) feet.
Where required, the Engineer may permit wider excavation to
allow for sheeting or as special conditions dictate.
Excavation for service pipe installation shall be carried out in
compliance with the following specifications. The ground shall
be excavated in open trenches, except where specifically required
in the Project Specifications to be placed in tunnels or borings,
and to a depth necessary to secure three (3) feet of cover. No
water service ditch shall be dug nearer than eighteen (18) inches
to a parallel trench. In firm and unyielding soil, water service
pipes may be laid in a shelf cut in the side of a house drain
trench. When this procedure is followed, the top of the sewer
pipe (house drain) must be a minimum of eighteen (18) inches
below the grade of the water service pipe. The house drain
trench shall be first backfilled up to the height of the shelf. The
backfill shall be thoroughly compacted by placing in six (6) inch
layers and tamping. The water service pipe shall be placed on
the shelf at least twelve (12) inches from the side of the house
drain trench.
Rev. 10/91 SECTION 8
Page 9
(c) STRUCTURE EXCAVATION
Excavation for manholes, catch basins, inlets, valves and special
structures shall be made to the depth and dimensions necessary for the
proper installations of all structures shown on the Contract Drawings.
Care shall be taken that the foundation area of the structure is not
excavated below grade except when rock is encountered. Where
masonry is built directly against the sides or bottom of the excavations,
the final trimming shall be done just before the masonry is placed.
The Contractor shall note that when gravity pipelines, manholes, catch
basins and related items are presented in Unit Price schedules and when
the pricing for these items are. requested on a depth of cut basis, the
depth of cut shall always refer to the perpendicular distance along the
centerline of the structure or pipe to the natural ground surface.
(d) ROCK EXCAVATION
(1) Wherever the word "Rock" appears, it shall be interpreted
to mean any material encountered of a uniform hardness of three
(3) in the scale of mineral hardness and/or any material which
cannot be removed from its original position with a 300 hp
(minimum), 70,000 lb. working weight (minimum) dozer with a
rock ripping attachment, power excavator in good condition
without continuous drilling and blasting. The Contractor will be
responsible for proving, by demonstration and photographic
evidence that slate, shale, sandstone, or other hard material
encountered cannot be removed with heavy equipment without
continuous drilling and blasting. Other materials shall not be
classed as rock, although-it may be more economical to remove
same by blasting. Boulders will not be classified as rock unless
larger than 1/2 cubic yard.
(2) Should rock be encountered in the excavation, it shall be
removed by blasting or otherwise. Where blasts are made, the
excavation shall be carefully covered with suitable brush; timber
or matting to prevent danger to life and property. The Contractor
shall secure all permits required by law for blasting operations
and any additional hazard insurance required; the cost of such
permits and insurance to be borne by the Contractor. No loaded
holes shall be left unattended or overnight without approval from
the Engineer.
Rev. 10/91 SECTION 8
Page 10
(3) Materials classified as "Rock" in these Specifications, if
encountered, shall be excavated to not less than three (3) inches
below the grade of the bottom of structures and six (6) inches
below the bottom of pipes, or conduit to be installed, unless
specifically shown on the Contract Drawings to be removed to a
greater depth. After such rock is removed, the excavation shall
be backfilled with N.C. Department of Transportation Stone #67
or other non-compressible fine low void material satisfactory to
the Engineer, and consolidated to place the top surface at the
grade established on the Contract Drawings for the bottom of the
structure, pipe or conduit. Bearing surface for pipes shall be
slightly rounded to provide as much bearing area as possible for
the lower quarter of the pipe. The cost of furnishing, placing and
consolidating of such fill-material shall be entered as the unit
price for "TRENCH BACKFILL MATERIAL," except in
proposals where this item does not appear. In these cases this
cost shall be merged in the unit price bid for rock excavation.
In Proposals that do not have a rock clause, the cost for rock
excavation and material backfill shall be considered to be
unclassified and shall be merged with the unit price for pipe, or
the lump sum bid for the project.
8.02.2 FOUNDATIONS, STRENGTHENING
(a) GENERAL
(1) Whenever the ground is sufficiently firm and unyielding,
and specially allowed by the Engineer, the masonry shall be laid
directly`. on the bottom . of: the excavation and pipes or conduits
shall be laid as specified under (b) Trench Excavation.
(2) When so designated on the Contract Drawings, or ordered
by the Engineer, excavated areas shall be strengthened for
foundation purposes by furnishing and placing crushed rock or
gravel backfill, concrete cradle or encasement, timber cradles,
timber piling or a combination of these materials.
(3) After the excavation is opened and to grade, it will be
examined by the Engineer who will determine whether or not it is
a satisfactory foundation for masonry or pipes, or if it is
necessary to stabilize the base, install concrete or timber cradle,
concrete encasement or drive piling. Any masonry or pipe in-
stalled in an excavation that has not been examined by the
Rev. 10/91 SECTION 8
Page 11
Engineer, is so installed at the Contractor's own risk. Where
deemed necessary by the Engineer, a soil load test shall be made
to determine the safe bearing capacity of the ground. The cost of
this test shall be considered an extra and will be paid in the
manner allowed by Section 4.11, "Change of Contract Price", in
the General Conditions.
(4) When backfill or cradle is to be placed on any material
which will run or move when wet, sheeting must be employed
during construction to keep adequate side supports on each side
of sewer trench so that weight of cradle and/or sewer will not
tend to cause bottom material to run to each side of the
excavation. In extremely fluid materials, at the direction of the
Owner, wood sheeting shall be used and left in place. In this
case, the backfill or cradle shall extend the entire width between
sheeting. If deemed necessary by the Engineer, the pipe shall be
rigidly anchored or weighted to prevent flotation when the
concrete is placed.
(b) Crushed rock or gravel backfill shall be placed to the depth
shown on the Contract Drawings, or as ordered by the Engineer, but in
no case shall the depth be less than six (6) inches. If the backfill is
greater than six (6) inches in depth, the balance of the material must
have sufficient amounts of graded stone or coarse sand to fill all voids
between rock fragments. The top of the backfill under pipes shall be
slightly rounded to provide as much bearing as possible for the lower
quarter of the pipe. At the direction of the Engineer, the Contractor
may be required to backfill the entire trench to a depth of twelve (12)
inches above the pipe with sand or gravel. This special backfill will be
utilized in, _wet and/or.-unstable areas as determined by the Engineer.
This material will be paid for as described in section 8.03.7.
(c) Concrete cradle or encasement shall be furnished and placed
including reinforcing steel, if required, to the details shown on the
Contract Drawings or as ordered by the Engineer.
(d) Timber cradles shall be fabricated and placed to the details shown
on the Contract Drawings, or ordered by the Engineer. Lumber for
planking, timbering, or bracing shall be No. 2 common yard lumber, for
timber in sizes less than six (6) inch nominal, and common structural
grade for timbers over six (6) inches nominal. All cradle lumber and
planking shall be sawn or hewn with square corners, and shall be free
from worm holes, loose knots, wind shakes, decayed or unsound
portions, or other defects which might impair its strength or tightness.
Rev. 10/91 SECTION 8
Page 12
All lumber and timber shall be subject to inspection by the Engineer
before it is incorporated in the finished work.
(e) Pile foundations shall be furnished and placed to the details
shown on the Contract Drawings or ordered by the Engineer.
(1) Equipment and methods used for driving piling shall be
satisfactory to the Engineer. A protecting cap shall be used in
driving; and the hammer shall be of suitable size and type.
Combination water and air jets may be used to make the driving
easier when so approved by the Engineer. The Contractor is
hereby advised to purchase piling so designated or ordered only
after a test. pile (or piles) has been placed. When piling is
required the Contractor; when ordered by the Engineer, shall
furnish and place test piles in a location designated by the
Engineer. The bearing value of driven piles will be computed on
the basis of the Engineering News Record Formula. For piling
shown on the Contract Drawings, the Project Specifications
designate the bearing values to which the piling shall be driven.
For piling not shown on the Contract Drawings, piling shall be
supplied and driven to the bearing value designated by the
Engineer. When so ordered by the Engineer, the Contractor shall
furnish and place framework and loading for an actual test load
on the pile. Piling shall be driven plumb in all directions
payment unless otherwise shown or ordered and to a minimum of
12 feet. Excavation performed, when authorized, in order to
facilitate the driving of piling shall be backfilled and compacted,
and no payment will be made therefor. Driving of piles will not
be permitted within 500 feet of concrete being placed, or less
than 24 hours _ old, nor within 200 feet of concrete less than 7
days old. All piles, including test piles, shall be paid for
according to 8.03.3 and/or 8.03.4.
8.02.3 BACKFILL
(a) Unless otherwise directed, all trenches and excavation shall be
backfilled as soon as joints have been made. No pipelines having
bituminous or concrete joints, shall be backfilled until the joints have
acquired a suitable degree of hardness. No pressure pipelines shall be
backfilled around the joints until the leakage tests have been made and
leaks that are discovered are repaired to the satisfaction of the Engineer.
No gravity pipelines shall be backfilled above the top of the pipe until
the sewer elevations, gradient, alignment, and pipe joints have been
checked, inspected and approved by the Engineer. All backfilling oper-
Rev. 10/91 SECTION 8
Page 13
ations shall be carried out evenly on both sides of the pipe. Care shall
be taken that no rock, frozen material or other hard substances are
placed in contact with the pipe. All gravity pipelines shall be held in
place by cable and winch or other suitable method satisfactory to the
Engineer during backfill operations so that there will be no movement in
the pipe joints. Excavations for manholes, catch basins, inlets and other
structures shall be backfilled as soon as they have developed sufficient
strength to resist backfilling loads and forces.
(b) The pipe shall then be covered by hand to a depth of 12 inches
above the top of the pipe with clean, dry earth. The material shall be
placed in layers not exceeding six (6) inches in depth, and each layer
thoroughly tamped and compacted by hand, with at least one man
tamping -for each man depositing : -material in the trench. Material for
backfilling the space between the pipe and the bottom and sides of the
trench, and for covering to the depth noted above, shall be clean dry
earth, free from stones larger than two (2) inches, frozen material or
other hard substances (except for conditions hereinafter defined).
(c) The remainder of the trench (except those constructed within
pavement or sidewalk limits) shall be backfilled by using the material
originally excavated from the ditch to a height slightly above the original
elevation of the ground. This backfill commencing 12" above the
installed pipe shall be placed in lifts not exceeding two (2) feet.
Mechanical compaction of this two (2) foot lift shall be sufficient to
insure firm and unyielding soil prior to the placement of additional lifts.
Backfilling shall not be left unfinished more than 300 feet behind the
masonry or pipe work. No heavy rock shall be dropped into the trench
nor placed within three (3) feet of the pipe. In depositing rock in the
trench; care -must be taken: that: the. rock does not injure the structure.
All spaces between pieces of rock shall be filled with earth to insure
there being no voids.
(d) Trenches constructed within the limits of any existing pavement
or sidewalk shall be backfilled to the underside of the pavement or
sidewalk with No. 67 stone thoroughly compacted, unless otherwise
directed by the Engineer. The cost of this special backfill will be paid
for at the Contract unit price for gravel backfill unless the material
excavated is suitable for backfilling, in the opinion of the Engineer, in
which case no special backfill will be paid for. On that part of the sewer
that is constructed under unpaved areas in the streets, alleys, driveways,
parking areas or other ornamental grounds, the backfill shall be
thoroughly compacted after which all depressions formed shall be filled
to a point slightly above the original elevation of the top of the ditch.
Rev. 10/91 SECTION 8
- Page 14
(e) Pipelines shall in all cases be covered with earth to a depth of not
less than three (3) feet above the top of the pipe or as shown on the
Contract Drawings; and where the trenches do not furnish sufficient
backfill material, the Contractor shall supply such material as is required
at no added compensation. If additional filling beyond three (3) feet is
required to be placed over a pipeline for its protection, the Contractor
shall furnish and spread earth, cinders or clean ashes, free from animal
or vegetable matter, in such a manner and in sufficient quantity so that
after it is thoroughly compacted the embankment will be of the uniform
grade and cross-section and of the dimensions shown on the Contract
Drawings, at no added compensation. Such filling shall have a width
extending at least two (2). feet..outside.of the pipeline on both sides and
shall be so constructed that Tnatural,drainage courses are not blocked.
(f) Excavation for manholes, catch basins, inlets and structures shall
be backfilled in the same manner as the adjoining pipelines to which they
are connected or a part thereof.
(g) All surplus excavated material which is not used in backfilling
shall be loaded and disposed of by the Contractor at his own expense,
unless otherwise noted.
(h) Any settlement of the backfill below the original ground surface
shall be remedied by the Contractor for a period of one year after final
completion and acceptance upon receipt of written notice from the
Owner.
8.03 MEASUREMENT FOR PAYMENT AND COMPENSATION
8.03.1 GENERAL
If any or all of the work to be performed under this Contract is on a unit
price basis, the actual number of units of each unit price item of work
actually performed may be more or less than the number stated in the
Bidding Schedule of the Proposal, or included in the Contract; but no
variation in the Contract unit price will be made on that account.
Payment will be made only for the actual number of units of work
performed, and at the Contract unit price for each such unit with
measurement for payment made as defined in the following paragraphs.
Measurement for payment of work done on a unit price basis will be as
follows:
Rev. 10/91 SECTION 8
Page 15
8.03.2 ROCK EXCAVATION
Rock Excavation for structural work will be measured to a plane three
(3) inches below the bottom of the structural foundation, and for a
distance of one (1) foot outside the horizontal limiting dimensions of the
foundation. Measurements for rock excavation for pipe or conduit will
be a plane six (6) inches below the bottom of the outside of the pipe, and
a width equal to the trench width allowed by the specification. No
allowance will be made for rock excavation in excess of the limits above
described.
8.03.3 PRESTRESSED CONCRETE PILES
Prestressed concrete piles will be measured for the actual piling lengths
furnished and installed. No cutting off tops shall be allowed. The
Contractor shall merge in the unit price bid for concrete piling, the extra
cost of furnishing and placing one (1) test pile.
8.03.4 TIMBER PILING
Timber piling will be measured for the actual piling lengths furnished
and installed. Cut off tops will not be included in footage measured for
payment. The Contractor shall merge in the unit price bid for piling, the
extra cost of furnishing and placing one (1) test pile.
8.03.5 TIMBER SHEETING, BRACING AND CRADLES
Timber sheeting, bracing and cradles will be measured in Foot Board
Measure based on the nominal size of the plank or timber furnished
:multiplied by the :lineal feet left° in place. The cost of cutting, mortising,
spiking or bolting shall be included in the price bid per thousand board
feet measure of timber furnished and placed.
8.03.6 CONCRETE CRADLE AND ENCASEMENT
Concrete cradle and encasement will be measured in cubic yards, based
on the lineal feet of cradle or encasement furnished and placed on each
pipe size, multiplied by the cubic yards per lineal foot for each pipe size
indicated on the encasement cross-sections included in the Contract
Drawings. The unit bid and the Contract price for cradle or encasement
shall include the cost of removing and disposing of the added excavation
required to accommodate those materials.
Rev. 10/91 SECTION 8
Page 16
'8.03.7 GRAVEL TRENCH BEDDING MATERIAL
No. 67 gravel trench bedding ordered placed under pipelines and/or
structures will be measured on the basis of the actual number of cubic
yards ordered furnished and placed.
8.03.8 EXTRA CLAY EXCAVATION
Extra clay excavation will be measured on the basis of the actual number
of cubic yards of unsuitable material ordered removed by the Engineer.
8.03.9 PAVEMENT REPLACEMENT
Pavement replacement measuredvfor the replacing of pavement disturbed
during construction of sewers or pressure pipelines will be based on the
width of the trench plus six (6) inches for each side on which the
pavement is cut. Payment for pavement replacement over manholes and
structures will be made only for an area twelve (12) inches beyond the
horizontal limiting dimensions of the base. Any pavement disturbed
beyond the above described limits must be replaced at the Contractor's
expense.
8.03. 10 SIDEWALK AND DRIVEWAY REPLACEMENT
Sidewalk and driveway replacement measured for replacing items
necessary to be disturbed during construction of sewers or pressure
pipelines will be based on the actual number of square feet of sidewalk
and/or driveway replaced.
8.03.11; CURB AND GUTTER`: REPLACEMENT
Concrete curb and gutter replaced will be paid for on the basis of the
actual number of lineal feet of curb and gutter necessary to be disturbed
and replaced.
Rev. 10/91 SECTION 8
Page 1
GENERAL SPECIFICATIONS
10.0 MANHOLES, INLETS, CATCH BASINS, VAULTS AND DRAINAGE
STRUCTURES
10.01 GENERAL
10.01.1 SCOPE OF WORK
(a) All labor, materials, equipment, tools, and services required for
the work under this section shall be furnished and performed in
compliance with the following General Specifications, the Project
Specifications and the Contract Drawings.
(b) This General Specification designated as Section 10.0, Manholes,
Inlets, Catch Basins, Vaults, and Drainage Structures, covers the
materials and the installation of such materials generally utilized for
manholes, catch basins, inlets and drainage structures. The Project
Specifications and the Contract Drawings designate the specific work,
the materials, location, grade, details and construction methods to be
employed on the furnishing and installation of all manholes, inlets, catch
basins and drainage structures. The inclusion of items of material or
work within this Specification does not necessarily constitute their use on
this Project.
(c) Manholes, inlets, catch basins, vaults, drainage structures and
appurtenances constructed and/or installed under the provisions of
Section 10.0; Manholes, Inlets, Catch Basins, Vaults and Drainage
Structures, shall include: providing and installing all necessary castings;
providing, placing, setting and erecting all precast concrete structures;
providing materials, placing,. setting, erecting and providing form work
for built in place structures; the excavation and backfill for all such
structures and providing, placing and forming all concrete necessary to
build structures.
10.01.2 SHOP DRAWINGS
(a) Attention is directed to the provisions in the General Conditions
of the Contract requiring the submission to the Engineer of descriptive
details and of shop and setting drawings. For manhole, catch basin,
inlet, vault and drainage structure installation, such submission shall
include the following, even though items proposed to be furnished
conform to the exact description stated in the Project or General
Specifications.
Rev. 10/91 SECTION 10
Page 2
(1) Precast concrete joints, joint sealing material and
reinforcing details.
(2) Full details of all castings or fabricated metals used as part
of structure.
10.01.3 STANDARDS
Where materials and methods are indicated in the following Speci-
fications as being in conformance with a standard specification, it shall
refer in all cases to the latest edition of the specification and shall include
all interim revisions. Listing of a standard specification without further
reference indicates that. the particular material or method shall conform
with such listed specification. Where manufacturer(s) or trade names
appear, it is only to represent a level of quality expected and in no way
is to be construed to preselect the Contractor's supplier or equipment.
10.02 CONSTRUCTION MATERIALS
10.02.1 GENERAL
All materials and appurtenances shall be furnished by an established and
reputable manufacturer or supplier. All materials and appurtenances
shall be new and shall be of first class ingredients and construction,
designed and guaranteed to perform the service required and shall
conform to the following standard specifications or shall be the product
of the listed manufacturer or similar and equal thereto as approved by
the Engineer.
10.02.2 PRECAST, REINFORCED CONCRETE MANHOLES
(a) All precast reinforced concrete manhole sections shall meet
ASTM C478 specification except as modified herein.
(b) Manhole steps shall be composition material, grouted into the
side of the manhole structure. The rung or cleat shall project a
minimum clear distance of seven (7) inches from the wall of the riser or
cone section measured from the point of embedment. Embedment of
steps shall be a minimum of four (4) inches.
(c) Pipe inlets and outlets shall be through precast holes fitted with
water proof rubber boots with stainless steel tightening bands. If rubber
boots are not used, each inlet and outlet pipe shall have a brick masonry
collar built around the pipe.
Rev. 10/91 SECTION 10
Page 3
(d) Where openings must be cut into sides of manhole sections for
drop connection, extreme care shall be exercised so as not to damage the
manhole. The method of cutting these openings shall be approved by the
Engineer. All openings cut into sides of manholes shall have a minimum
of six (6) inches clearance between holes and manhole section joints.
(e) Eccentric cone sections shall be used where depth of a manhole
will permit it.
(f) The top ring of cone sections shall have a flat surface formed to
receive the first course of brick masonry or grade ring.
(g) Lifting holes in sections of manholes shall be plugged with grout.
10.02.3 BRICK OR BLOCK MASONRY FOR MANHOLES, VAULTS,
INLETS, CATCH BASINS AND DRAINAGE STRUCTURES
(a) Masonry shall include all manholes, vaults, catch basins, inlets
and drainage structures of common brick and cement mortar; brick
courses, where required to bring frames and covers to grade, for vaults,
concrete block or precast concrete pipe and manholes; and the building
in of metal castings, pipes, sleeves and other items required in the work,
complete as shown, specified and directed. All common brick shall be
ASTM Des: C32-73, Grade MS or ASTM C62, Grade SW.
(b) Mortars shall be mixed in the proportions that follow:
1 sack of masonry cement (94 lbs.)
3 cubic feet of dry sand (240 lbs.)
(1) Masonry cement shall be Brixment, Huron, Alpha or
equal, ASTM Des: C139.
(2) Sand shall be of graded quality conforming to the
requirements of ASTM Des: C144. Water shall be clean potable
water, free from injurious or deleterious materials.
(c) All bricks shall be of the best quality, hard burned brick, shall be
whole, sound straight, hard, uniform in structure, with true faces and
shall be of standard size.
(1) Bricks shall be sampled and tested for absorption in .
accordance with ASTM Des: C67. Absorption shall not exceed
9%. Certified test reports shall be furnished to the Engineer.
Rev. 10/91 SECTION 10
Page 4
(2) The bricks shall be culled and sorted when delivered on
the ground by experienced men furnished by the Contractor, and
all bricks condemned shall be immediately removed from the site
of work.
(d) When specified, concrete blocks shall be used for manhole
construction. All concrete block shall be of the special type
manufactured for manhole construction. . Such manhole blocks shall
conform to ASTM C139.
10.02.4 STEPS
Structure steps shall be composition material, embedded into masonry a
minimum of four (4) inches. The rung or cleat shall project a minimum
of seven (7) inches from the wall of the structure measured from the
point of embedment. The minimum cross sectional dimension shall be
one (1) inch. The minimum design live load shall be a single
concentrated load of three hundred (300) pounds. Steps shall be spaced
twelve (12) inches apart and aligned vertically.
10.02.5 CASTINGS FOR FRAMES AND COVERS
(a) Manhole rings and covers, catch basin frames, grates and covers
and other drainage structure castings shall be constructed of cast iron
conforming to the latest ASTM Standard Specifications, Serial
Designation A 48, for Class 30 Gray Iron Castings. All castings shall be
made accurately to the required dimensions, fully interchangeable,
sound, smooth, clean and free from blisters, blowholes and/or other
defects. Defective castings which have been plugged or otherwise
treated -shall not be used. All castings shall be thoroughly cleaned and
painted or coated with a bituminous paint. Each casting shall have its
actual weight in pounds stenciled or painted on it in white paint. The
weight of all castings shall be within 5 % of the weight shown on the
manufacturers' approved shop drawing submittal. Castings will be
weighed at random. Those weighing less than the approved minimum
weight. allowance shall be rejected. All castings shall be true to the
manufacturer's approved shop drawing submittal with a tolerance of
1/16 inch. Prior to shipping, the manufacturer shall fit up all casting
components to insure that all castings furnished are of proper fit and free
from rattle. Castings which do not have properly fitting lids will be
rejected.
(b) All castings shall be of the size and weights shown on the plans
and as manufactured by the Griffin Foundry Co., Russell Pipe &
Foundry Co., Dewey Brothers, Inc., Neenah Foundry Co., or equal.
Rev. 10/91 SECTION 10
Page 5
Sanitary sewer manhole covers shall have the word "Sewer" cast on the
top in letters 2 inches high. All casting components shall have
permanently casted into them the manufacturer's name and approved part
number.
(c) Manufacturers shall furnish to the engineer for approval, certified
tensile test results as performed by an independent testing laboratory at
no additional cost to the owner. Warranty documentation and a legal
certificate of compliance shall also be provided at this time by the
manufacturer.
(d) All castings that fail to meet the beforementioned specifications
shall be rejected. All associated cost for the furnishing of approved
castings shall be the responsibility of the contractor. The approved status
of the manufacturers, providing rejected casting components shall be
revoked.
10.02.6 HATCHES AND COVERS
Hatches and covers for vaults shall be as shown on Contract Drawings
and/or as described in Project Specifications.
10.03 METHOD OF CONSTRUCTION
10.03.1 PRECAST CONCRETE MANHOLES
(a) Precast concrete "pipe" manholes shall be constructed on
Class "C" (2500 PSI) concrete slab foundations. The concrete slab
foundations shall be as indicated on the Contract Drawings. The precast
base ring section shall be set on the "wet" concrete within two (2) hours
of slab pour. Each precast base section shall have its flat bottom and
sides adjoining the bottom, for a vertical distance of not less than (12)
inches, wetted and cleaned of dirt, mud and foreign material. Each
precast base section shall be brushed, on the flat bottom only, with a
slurry of one (1) part cement and three (3) parts sand just prior to being
set on the slab.
(b) Precast concrete manhole base sections shall be placed on a bed
of NCDOT No. 67 stone not less than six (6) inches in depth unless
otherwise noted on the Contract Drawings.
(c) The joints between sections of manholes shall be of such design
that they will be water proof and shall be sealed with mastic or rubber
O-rings.
Rev. 10/91 SECTION 10
- - Page 6
10.03.2 BRICK OR BLOCK MASONRY MANHOLES, INLETS, CATCH
BASINS AND DRAINAGE STRUCTURES
(a) All brick or block masonry structures shall be constructed on
poured in place concrete bottoms. Concrete for the bottom shall be
Class "C" (2500 PSI) and shall have attained full strength before brick
or block masonry is started. The bottom slab thickness shall be a
minimum of eight (8) inches thick or as shown on the Contract
Drawings.
(b) The manhole shall be constructed with care being exercised to
form the incoming and outgoing appurtenances or pipes into the wall of
the.structure at the required elevations.
(c) The bricks shall be laid in mortar of a kind and quality as above
specified. They shall be laid with a "shove joint" and all spaces between
bricks shall be solidly and completely filled with mortar.
A "Shove Joint" method is obtained by spreading an abundant amount of
mortar along the base of the structure and then sliding the masonry unit
with a lateral motion causing the mortar to extrude up between the two
units and forming a solid joint.
(d) The bricks shall be laid to a line with the bed in the line of the
radii of the curves. Bricks shall be thoroughly moistened before laying.
Each brick shall be completely bedded in mortar at its bottom side and
end, in one operation. Joints of face work shall be struck and neatly
pointed. Care shall be taken to have the interior surface smooth and
regular. The masonry units shall be laid in a workmanlike manner, true
to lines and grades indicated on the Contract Drawings. All joints shall
have a thickness of at least 3/8". Competent masons shall be employed
for this work.
(e) No masonry shall be erected when the temperature has dropped
below 45 degrees F. unless it is rising and at no time when it has
dropped below 40 degrees except by permission of the Engineer.
Masonry shall not be laid on frozen work. Any work which freezes
before the mortar has set shall be removed and replaced at the
Contractor's expense.
(f) Unfinished work shall be stepped back for jointing new work.
(g) The outside faces of the brick work of each structure shall be
neatly plastered with mortar not less than 3/8 inch thick, and trowelled
smooth.
Rev. 10/91 SECTION 10
Page 7
(h) The Contractor shall provide all necessary forms and centers
required for laying brick masonry. They shall be true to the required
curves, shapes and sizes, strong enough to withstand all operations
incidental to the placing of the brick work and the face against which the
work is to be laid shall be satisfactorily smooth and clean.
(i) All fresh work shall be protected from injury of all kinds and any
injured work shall be made good by the Contractor in a manner
satisfactory to the Engineer. All new work, unless immediately covered
with earth, shall be kept moist until the mortar has become hard and will
not crack in the sun.
0) The Contractor shall build into the brick masonry the iron steps,
the pipes and other objects shown on the Contract Drawings or as
directed, and all necessary precautions shall be taken to prevent the pipes
and other work from being displaced, broken or deformed. The bricks
and mortar shall be tightly packed around the embedded materials so as
to prevent leakage and secure perfect adhesion.
(k) Concrete block may be used for manhole construction when
approved by the Engineer. All concrete block shall be of the special
type manufactured for manhole construction, or equal to this type. Such
manhole block shall conform to ASTM C139.
0) A "vertical joint" will be used in manhole construction when
shaped manhole block is being used. A 1/2-inch minimum joint will be
constructed on both the bottom and top of the shaped block. A "vertical
joint" is obtained by filling the circular shaped hole, formed by placing
the ends of two shaped blocks together, with mortar. The mortar placed
in this hole must be compacted with a tool specifically approved by the
Inspector. This tool will be kept at the job site and used on all
occasions. No substitute for this tool will be permissible. The masonry
units shall be laid in a workmanlike manner, true to lines and grades
indicated on the Contract Drawings.
10.03.3 BACKFILL
Excavation for manholes, inlets, catch basins, vaults and drainage
structures shall be backfilled in the same manner as the adjoining
pipelines to which they are connected or a part thereof. All forms, false
work, sheeting and bracing shall be removed before backfilling around
the structure. Masonry structures shall be allowed to set for a minimum
period of 24 hours before backfilling.
Rev. 10/91 SECTION 10
Page g
10.03.4 INVERTS AND CHANNELS
Inverts and channels shall be grouted into bottoms of structures so as to
provide smooth transitions for change in direction of flow and change in
grade. The channel shall be formed by grouting up to the springline of
the pipe and uniformly sloping the bottom, on a three to one slope, to
the sides of the manhole. Bricks may be used to reduce the quantity of
grout required on the "shelf' of the invert. At no time shall the
Contractor use calcium chloride to speed the setting of the grout. The
Contractor shall use hydraulic grout sealers only with the Engineer's
prior approval.
10.03.5 PLACING AND SETTING CASTINGS
The castings for the drainage structure shall be set at the required
elevation and properly anchored and grouted to the masonry. Where
manholes are constructed in paved areas, the top surface of the frame
and cover shall be tilted to conform to the exact slope, crown and grade
of the existing adjacent pavement.
10.03.6 MANHOLE DIAMETER
Internal diameter of manhole shall be sized according to the diameter of
the largest pipe exiting the manhole. For nominal size pipe of twenty-
four (24) inch diameter or smaller, the internal diameter of the manhole
shall be four (4) feet unless otherwise shown on the Contract Drawings.
For nominal size pipe greater than twenty-four (24) inch diameter, but
equal to or less than thirty-six (36) inch diameter, the internal diameter
of the manhole shall be five (5) feet. For nominal pipe sizes larger than
thirty-six (36) inch diameter, the internal diameter of the manhole shall
be as specified in the Project Specifications or as shown on the Contract
Drawings.
10.03.7 MANHOLES, INLETS, CATCH BASINS, VAULTS AND
DRAINAGE STRUCTURES OVER EXISTING LINES
All structures that will be constructed over existing lines shall have any
abandoned, connecting pipe broken out. The pipe openings shall be
bricked up and sealed with new flow lines formed as required in the
Contract Drawings.
Rev. 10/91 SECTION 10
Page 9
.10.03.8 BREAKING DOWN & FILLING OF ABANDONED MANHOLES,
CATCH BASINS, ETC.
(a) All structures noted to be abandoned shall have all connecting
pipe plugged with grout and/or mortar and brick. The top of the
structure shall be removed to an elevation of 2 feet below subgrade or
below the springline, where noted, and the structure filled with select
earth material properly tamped. The Contractor shall dispose of all
surplus materials resulting from the abandoning of any structures; how-
ever, every effort shall be made to salvage the castings which shall
become the property of the Owner.
(b) The quantity of abandoned structures broken down, filled in and
accepted will be measured and paid for at the contract Lump Sum price
per each "Breaking Down and Filling Abandoned Manholes, Catch
Basins, and etc.". Such prices and payments will be full compensation
for all material, plugging pipe openings, breaking down of structures,
backfilling, removing of broken materials and other incidentals necessary
to complete the work as required.
10.03.9 DROP MANHOLES
(a) A drop manhole shall be constructed when the difference between
the inverts of inlet. and outlet pipe is greater than two feet. A drop
manhole shall consist of a standard manhole having a drop of pipe,
encased in Class "C" concrete constructed on the outside of the manhole
as shown on the Contract Drawings. Unless otherwise specified, the
fitting and pipe material for the drop shall be cast iron mechanical joint
pipe.
(b) The pipe specials at the top and bottom of the drop, the straight
pipe used in drop and the concrete encasement for the drop shall be
included and constructed as part of the unit price for drop manholes.
10.03. 10 CLEAN-UP OF STRUCTURES
All excess materials; dirt, sand, rock, grout, concrete, forming
materials, trash and debris shall be removed from structures and
disposed of by the Contractor off the project site unless specific
arrangements are made to the contrary with the Engineer.
Rev. 10/91 SECTION 10
Page 10 _
10.03. 11 CAST IN PLACE CONCRETE MANHOLES, CATCH BASINS,
INLETS, VAULTS AND DRAINAGE STRUCTURES
(a) Cast in place structures shall be constructed as specified in
Section 12, Miscellaneous Metalwork and Section 9, Concrete
Reinforcing, of the General and Project Specifications and the Contract
Drawings.
(b) Cast in place structure shall be paid for as part of the Lump Sum
Base Bid and shall be complete as specified or shown on the Contract
Drawings unless otherwise indicated.
10.04 METHOD OF PAYMENT AND MEASUREMENT
10.04.1 MEASUREMENTS OF MANHOLES
Manhole depths shall be measured from the lowest invert to the top of
manhole ring. Payment shall be based on a unit price for the depth of
manhole built. Each manhole depth shall be as shown on the Contract
Drawings. The depth classification shall be as follows:
Greater than 0 feet but equal to or less than 6 feet.
Greater than 6 feet but equal to or less than 8 feet.
Greater than 8 feet but equal to or less than 10 feet.
Greater than 10 feet but equal to or less than 12 feet.
Greater than 12 feet but equal to or less than 14 feet.
Greater than 14 feet but equal to or less than 16 feet.
Greater than 16 feet but equal to or less than 18 feet.
To be continued in this manner until the depth range covers the deepest
manhole in the proposed Project.
10.04.2 MEASUREMENT OF CATCH BASINS, DROP INLETS, CURB
INLETS OR ANY OTHER DRAINAGE STRUCTURE
Catch basins, drop inlets, curb inlets or any other drainage structures
shall be measured from the lowest invert to the inlet point of the
structure. Payment shall be based on a unit price for the depth of the
structure built. The depth of each structure shall be as shown on the
Contract Drawings.
Depth classification shall be as follows:
Greater than 0 feet but equal to or less than 6 feet.
Greater than 6 feet but equal to or less than 8 feet.
Rev. 10/91 SECTION 10
Page 11
Greater than 8 feet but equal to or less than 10 feet.
Greater than 10 feet but equal to or less than 12 feet.
Greater than 12 feet but equal to or less than 14 feet.
Greater than 14 feet but equal to or less than 16 feet.
Greater than 16 feet but equal to or less than 18 feet.
To be continued in this manner until the depth range covers the deepest
structure in the proposed Project.
10.04.3 MEASUREMENT FOR PAYMENT OF MASONRY VAULTS
Masonry vaults shall be paid for as Lump Sum unit price items.
Rev. 10/91 SECTION 10
SENDER:
¦ Complete items 1 and/or 2 for additional services. I also wish to receive the
¦Complete items 3, 4a, and 4b. following services (for an
¦ Print your name and address on the reverse of this form so that we can return this extra fee):
card to you.
¦Attach this form to the front of the mailpiece, or on the back if space does not 1. ? Addressee's Address
¦W eitRetum Receipt Requested' on the mailpiece below the article number. 2. ? Restricted Delivery
¦The Return Receipt will show to whom the article was delivered and the date
delivered. Consult postmaster for fee.
\ddressed to:

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? Express Mail ? Insured
? Retum Receipt for Merchandise ? COD
5. Received Ev:,(PtintName)
6. Signatu : (Addressee or er
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PS Form 3811, December 1994
8. Addressee's Address
and fee is paid)
UNITED STATES POSTAL SERVICE ¦? _;???? First- `,`'I ail
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State of North Carolina
Department of Environment,
Health and Natural Resources AM IS •
Division of Water Quality A
j ;I
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary p E H N
A. Preston Howard, Jr., P.E., Director
May 13, 1997
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Mr. Norman Cheek
665 East King Street
Boone, NC 28607
Dear Mr. Cheek:
Re: Stormwater plan
Boone Toyota parking lot expansion
Watauga County
DWQ #970023
As you will recall, on 21 January 1997 we approved the culverting of 290 linear feet of stream
for a parking lot expansion at Boone Toyota. A condition of that approval was that a stormwater
plan had to be submitted to DWQ by 1 April 1997. To date we have not received this plan. Please
submit the plan by May 23rd, 1997 or call me at 919-733-1786 to discuss the matter.
cc: Winston-Salem DWQ Regional Office
Central Files
John Domey
Si cerely,
Jo R. Dorney
Division of Water Quality • Environmental Sciences Branch
4401 Reedy Creek Ind., Raleigh, NC 27626-0535 - Telephone [phone] - FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
,&40 M* 7J
?EHNF1
January 21,1997
Watauga County
DWQ Project # 970023
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Mr. Norman Cheek
665 East King Street
Boone, NC 28607
Dear Mr. Cheek:
You have our approval to place fill material in 290 linear feet of waters for the purpose of expanding a
parking lot at Boone Toyota, as you described in your application dated 20 January 1997. After reviewing
your application, we have decided that this fill is covered by General Water Quality Certification Number
2671. This certification allows you to use Nationwide Permit Number 26 when it is issued by the Corps of
Engineers.
This approval is only valid for the purpose and design that you described in your application except as
modified below. If you change your project, you must notify us and you may be required to send us a new
application. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H.0506 (h) (6) and (7). For this approval to be
valid, you must follow the conditions listed in the attached certification and any additional conditions listed
below. Additional written DWQ approval is required for a stormwater plan. This plan shall be submitted to
DWQ by 1 April 1997. In addition, you should get any other federal, state or local permits before you go
ahead with your project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater,
Non-Discharge and Water Supply Watershed regulations. This approval will expire when the accompanying
404 or CAMA permit expires unless otherwise specified in the General Certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written
petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone John Dorney at 919-733-1786.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Winston-Salem DWQ Regional Office
,Mr. John, Dorney f -
Central Files
Si ly,
U
ton Howar , r. P.E.
970023.1tr
Division of Water Quality - Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Aff irmative Action Employer • 50% recycled/10% post consumer paper

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FROM rESCO-BOONS PHONE NO. : 7042652601 Jan. 21 1997 03:31PN P.
Q"jRAVTCN/C r44TRUC M*fA MANAGERS
Municipal
Services
P.O. Sex Q7. Garner. Nortn Ca(odna 27529
FAX [phone]

F A X H rz H O
Data:
To:
Fran: --
Re: O a 4 ae
G__a -l-

OMMEERS
Engineering
Company, -P.A:
Box 349. 9000p NOM C.VQJina 7$607 1704)262-1
FAX (7a4) Z65-26O7
S?
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FROM : MESCO-BOONE
OPERATIOWCONWRUCTION MANAOIRS
Municipal
Services
P.O. Box 07, Garner, North Carolina 27629
January 20, 1997
Mr. John Dorney
Division of Water Quality
NC Dept. EHNR
4401 Reedy Creek Road
Raleigh;, NC 27607
PHONE NO. : 7042652601 Jan. 21 1997 03:31PM P2

ENGINEERS
Engineering:
Company, R.A.
Box 349. Boone, North Carolina 2M& (704)262-4
RE: 401 Certificate Request For Toyota Of Boone Parking Expansion
Dear John:
Enclosed is an. application for the referenced project. We had originally filled out an
application of an extension of 2901f and submitted to both the US Army Corps of
Engineers and NC Wildlife. We obtained approval but scaled back the project to 200 if of
culvert extension. The owner now wishes to extend the culvert another 50 feet to make
the total 250' of culvert extension.

If you have any questions please feel free to call. I will be faxing you.the application and
follow with the required seven copies.
Sincerely,
MUNICIPAL ENG SERVICES CONTANY, ?.A.
Michael P. Trew, PE
Enclosure

Copies. Norman Cheek, Owner
Steve Chapin, US Army Corps of Engineers
FROM : MESCO-BOONS
DEM ID:
PHONE NO. : 7042652601
CORPS ACTION ID:*
NATIONWIDE PERMIT REQUESTED (PROVIDE XATXONWIDE PERNXT fl:
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
I) NOTIFICATION fib THE CORPS OF ENGINE p-s
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH TEE NC DIVISION Off' COASTAL XRNhGM&W
SEND THE ORIGINAL JWD (1) COPY OF THIS COMpI.EVED FORM TO THE APMOPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE_PRrNT.
1. OWNERS NAME: Norman Cheek
2. MAILING ADDRESS: 665 East King Street HOCne, NC 28607
SUBDIVISION NAME! v
CITY; Boone STATE: NC ZIP CODE: 7 a e, ti
PROJECT LOCATxON3 ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAIMING ADDRESS ABOVE):
I- TELEPHONE NUMBER (ROME):
(WORK) : 264--7726
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: n/a :
r
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Watauga _ NEAREST TOWN OR CITY: Boone
Jan. 21 1997 03:32PM P3

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FROM : ME5CO-BOONE PHONE NO. : 7042652601 Jan. 21 1997 03:33PM P5
• Syr
10a. NUMBER OF ACRES OF WETLANDS IMPACTED $Y THE PROPOSED PROJECT BY:
FILLING: 0 •_03 EXCAVATION:
FLOODING! OTHER:
DRAINAGE : _ TOTAL ACRES TO BE IMPACTED: 0.04
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PRO-YECT (I1'
RELOCATED, PROVIDE DISTANCE BMW BEFORE AND AFTER RELOCATION)
LENGTH BEFORE: 250' AFTER:
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: F,r
AV$RA0Z DEPTH BEFORE. ET AFTER: FT
(2) STREAM CHANNEL IMPACTS,WYL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF-PIPE IN CHANNEL: X
CHANNEL EXCAVATION: CONSTRUCTION OF A DAMIFLOODING:
OTHER: -.-
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? nea r.
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQ01PMENT TO BE USED (ATT4rH PLANS: 8 1/2" X 11^ DRAWINGS rt
ONLY):
Bottom to be•filled to provide level surface. for Rar ; Int
Bulldozer to be used
13. PURPOSE OF PROPOSED WORK: Level surface for parking lot
3
FROM : MESCO-BOONE PHONE NO. : 7042652601 Jan. 21 1997 03:33PM P6

Y
?•s
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED _
OOT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS):
Area adjacent to stream is too steep for Darkinq•use
15. YOU ARE' REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRZSSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT ARF,A THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED-. COPiea (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE "GBNCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSSO
PROJECT. DATE. CONTACTED: Cooled_
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND? '
YES [I NO [I (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY-ACT?
YES [ ] NO [ 3
b. IF YES, HAS THE., DOCUMWT AEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO [ )
IF ANSWER TO 17b IS XZS, THEN SUBMIT APPROPRIATE, DOCUMENTATION PROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL. MANAGEMENT REGARDING
COMPLIANCE WITH-THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS RA.GGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
- . 1 L -1-
JAN 10 '97 02:36PM EHNR-PUBLIC AFFAIRS
H
MCUEM ENR
DEKWSRG
To; John Dormy
From: Asian Sr1 WASitO
Subject; Norman Cheek (Beam Toyota) 401
Date. 960920
.+cu, lv ?? It-tJr r. up IV
1i1
?`r33r 445 g
On Se 19, JA 06 ak6g WM Mike Mickey, met with Mr. Cheek and Johnny
"?I-larnpcc+r? (of- rt?p?a? sttucthn) to discuss the piping of app OXItnately 290' of
stream ruhning thrbugk Mr. Cheeks Tovota* dealership. Although { din opposed to piping
this much stream, .especially In a'Town where flooding and development is such a
1 problem, we all. came to an agNetnent bn how to approach this situation.
'1
The lot across t e road. from Mr: Cheek k going to have a hotel and drug store
built on it and the con pirction Hull (as well as Mr. Cheek) is wanting to pert the fill dirt
on Mir. Cheek's Toyot 'lot 'in order to provide more level ground. to extend the czar tot.
The construction is W ,tart soon $o all parties. want the 401 issued as soon as paisible. I
r ' tallied at length with Mr. 144mpton- (who will do the pipe installation and appear d to be
? a very conscientious iwrson) and this Is our agreement;
I) No pipe will be installed approximately 90 feet from the existing box
culvert undemeath New Market Drtve.. This will allow the applicant to fill about 200 fees
of stream and should still enable.him to enlarge his lot quite a bit.
2) "Energy Dissip terse (rocks) should be plated ac the end of the neNly
installed pipe within this 90 foot sec-Jon of stream. W wrai vegetation should b-a allowed
to grow in Ebb area. '
3) A stozmwater pond(s) or settling basins of some kind must be In place to
. handle the ma(orky of runoff-from. the eAting and new Iots.
part of this stream is aireadyr piped and the existing pipe Is too small. Mr. Cheek plans to
remove the small pipe and mviace It with adequately sized pipe. The streann Is located In
a highly developed .area of Boone and if everything Is installed as we discussed at the site 1
think that water quaft should be maintained if not enhanced. Mr. Cheek agreed to dwe
eondidons even th6ugb he strongly -wanted to pipe the endre length of seam.
--504- JJ/1J
Jm-
L I
- j
State of North Carolina
Department of Environment,
Health and Natural Resources
Ja mes & Hunt, Jr., G ove mor
Jonathan B. Howes, Secretary
Steven J. Levita4 Deputy Secretary
FAXED
JAN 15? 19
LTIFMAI
ON%
?EHNR
Division of Water Quality
Environmental Sciences Branch
4401 Reedy Creek Load
Raleigh, N.C. 27607
FAX:[phone]
FAX TO: I Lt Y\ U E I I .-e I FAX NUMBER: I
FROM:
PHONE:
NO. OF PAGES INCLUDING THIS SHEET: 5
C -s
?e
f?FL 'It-120"'A
C
PAGE
kPPNAME PERMIT NO FINAL DATE PROJECT TYPE
3AMARITAN,S PURSE--TOM JACKSON 91390 09/19/91 COMMERCIAL FIL
VC DOT, SR 1109 91603 05/28/91 BRIDGE REPLACE
VC DOT, US 421 91604 05/28/91 ROAD WIDENING
VC DOT, SR 1350 91711 11/04/91 BRIDGE REPLACE
VC DOT, SR 1137 BRIDGE 91754 11/04/91 BRIDGE REPLACE
kSTON-FIDLER LTD 91776 11/06/91 COMMERCIAL FIL
MORE
PAGE 1
kPPNAME FINAL DATE PERMIT NO PROJECT-TYPE
------- ---------- --------- -------------
ROBERT K. SWIETER 00092 ROAD CROSS
MORE
PAGE 1
APPNAME FINAL DATE PERMIT NO PROJECT TYPE
vC DOT - PAVE SR 1116 02/24/93 0000046 PAVE SR
'TC DOT - CULVERTS ON SR 1110 03/01/93 0000115 CULVERTS
DOT - REPLACE BRIDGE 298 ON SR 1580 02/23/93 0000146 REPLACE BRIDGE
`OT - PAVE SR 1244 07/06/93 0000300 CULVERTS
_.1 l l V I\ 1J 1J L v v .i w-___ v -L u 1 - v v a.
ZHIA B. BLUST 06/23/93 0000461 COMMERCIAL FIL
_REK M. & SARA J. ALLEN 06/17/93 0000486 ROAD CROSSING
SIRS. GERARDO 06/17/93 0000491 STREAMBANK STA
"HETOLA PROPERTIES 07/14/93 0000494 POND
3LUE RIDGE PARKWAY 06/30/93 0000540 DREDGE POND
!MACK BROWN 10/20/93 0000649 AGRICULTURAL F
vC DOT - PAVE SR 1396 09/22/93 0000781 CULVERTS
VC DOT - REPLACE BRIDGE 198 ON SR 1225 10/14/93 0000865 REPLACE BRIDGE
VC DOT - PAVE SR 1335 10/14/93 0000881 BANK STABILIZA
VC DOT - PAVE SR 1339 10/25/93 0000895 CULVERTS
VC DOT - PAVE SR 1404 11/24/93 0000988 CULVERTS
MORE
1c' 1? l?
PAGE 2
kPPNAME FINAL DATE PERMIT NO PROJECT TYPE
------- ---------- --------- ------------
iOUND EARS CLUB, LTD. 12/13/93 0001019 DREDGING
9C DOT - PAVE SR 1300 12/13/93 0001021 CULVERTS
JOHN H. COUNCILL - WATAUGA WOOD PRODUCTS 03/17/94 0001070 COMMERCIAL FIL
MORE
PAGE 1
f
APPNAME FINAL DATE PERMIT NO PROJECT TYPE
------- ---------- --------- ------------
9C DOT - PAVE SR 1306 02/22/94 0000063 CULVERTS
ETC DOT - PAVE SR 1354 02/17/94 0000100 CULVERTS
9C DOT - BRIDGE 74 OVER MEAT CAMP CREEK 03/25/94 0000284 REPLACE BRIDGE
wC DOT - PAVE SR 1104 07/08/94 0000408 CULVERTS
9C DOT - PAVE SR 1514 05/23/94 0000459 CULVERTS
EDWARD W. GREENE 06/15/94 0000501 LAND FILL
rOWN OF BOONE 07/15/94 0000628 STEPING STONE
9C DOT - PAVE SR 1556 07/22/94 0000654 CULVERTS
FIRST BAPTIST CHURCH-BOONE 09/06/94 0000658 LOT FILL
LEE MOORE OIL COMP. 08/11/94 0000700 BANK STABILIZA
4C DOT - BAIRDS CREEK, BRIDGE 45 09/01/94 0000721 BRIDGE REPLACE
BEECH MOUNTAIN TOWN 11/29/94 0000755 DREDGING
9C DOT - PAVE SR 1227 08/23/94 0000768 CULVERTS
"TC DOT - PAVE SR 1559 09/06/94 0000807 CULVERTS
EAT E GREEN 09/06/94 0000819 PARKING LOT
A 'N`FRLAND WOODS DEV. - ALGONQUIN ASS. 10/10/94 0000866 SEWER LINE
loalaLSN00 QV0U T' 90000 96/TT/LO
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