20052134 Ver 2_More Info Received_20120831

V �
By -pass Ditch for Pipe 1 Q - 2-13q
liner Calculations
EcE
AUG 3 1 2012

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH /S.I.
USER SPECIFIED CHANNEL LINING BACK -UP COMPUTATIONS
PROJECT NAME: Gates @ Ethan's Glenn PROJECT NO.: 10 -1005
COMPUTED BY: BAH DATE: 8/31/2012
FROM STATION /REACH: Bypass Dicth for Ditch Block A
DRAINAGE AREA: 2.26 acres DESIGN FREQUENCY: 10 yr storm
INPUT PARAMETERS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Channel Discharge
: 9.8 cfs (.28 m ^3 /s)
Peak Flow Period
: 0.083 hours
Channel Slope
: 0.05 ft/ft (0.05 m /m)
Channel Bottom Width: 2.0 ft (.61 m)
Left Side Slope
:31
Right Side Slope
: 3:1
Channel Lining: SC150 Staple D
Permi. Shear(Tp) :2.00 psf (95.8 Pa)
Phase = 0
CALCULATIONS
Initial Depth Estimate = 0.16 * (9.8 /(0.050 ^0.5)) "0.375 = 0.66 ft (.20 m)
Final Channel Depth (after 8 iterations) =.64 ft (0.19 m)
Flow Area = (2.0 * 0.6) +(0.5 *0.64 ^2 * (3.0 +3.0)) = 2.5 sq.ft (0.2 m ^2)
Wet Per. =2.0 +(0.6 *(((3.0 ^2) +1) ".5 +((3.0 ^2) +1) ^.5)) = 6.0 ft (1.8 m)
Hydraulic Radius = (2.5 / 6.0) = 0.4 ft (0.1 m)
Channel Velocity =(1. 486 /0.047) *(0.4 "0.667) *(0.050 ".5) = 3.9 fps (1.2 m /s)
Channel Effective Manning's Roughness = 0.047
Calculated Shear (Td) = 62.4 * 0.64 * 0.050 = 1.99 psf (95.3 Pa)
Safety Factor = (TpfTd) = (2.00 /1.99) = 1.00

By -pass Ditch for Pipe 2
Liner Calculations

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH /S.I.
USER SPECIFIED CHANNEL LINING BACK -UP COMPUTATIONS
PROJECT NAME: Gates @ Ethan's Glenn PROJECT NO.: 10 -1005
COMPUTED BY: BAH DATE: 8/31/2012
FROM STATION /REACH: ByPass Dicch for Ditch Block B
DRAINAGE AREA: 1.03 acres DESIGN FREQUENCY: 10 yr storm
INPUT PARAMETERS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Channel Discharge
: 4.4 cfs (.12 MA 3/s)
Peak Flow Period
: 0.083 hours
Channel Slope
:0.075 ft/ft (0.075 m /m)
Channel Bottom Width: 2.0 ft (.61 m)
Left Side Slope
:31
Right Side Slope
: 3:1
Channel Lining: SC150 Staple D
Permi. Shear(Tp) :2.00 psf (95.8 Pa)
Phase = 0
CALCULATIONS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Initial Depth Estimate = 0.16 * (4.4 /(0.075 ^0.5)) ^0.375 = 0.45 ft (.14 m)
Final Channel Depth (after 9 iterations) =.4 ft (0.12 m)
Flow Area = (2.0 * 0.4) +(0.5 *0.40 ^2 * (3.0 +3.0)) = 1.3 sq.ft (0.1 m ^2)
Wet Per. =2.0 +(0.4 *(((3.0 ^2) +1) ^.5 +((3.0 ^2) +1) ^.5)) = 4.5 ft (1.4 m)
Hydraulic Radius = (1.3 / 4.5) = 0.3 ft (0.1 m)
Channel Velocity =(1. 486 /0.050) *(0.3 ^0.667) *(0.075 ^.5) = 3.5 fps (1.1 m /s)
Channel Effective Manning's Roughness = 0.050
Calculated Shear (Td) = 62.4 * 0.40 * 0.075 = 1.85 psf (88.7 Pa)
Safety Factor = (Tp/Td) = (2.00 /1.85) = 1.08

Flow Splitter for level Spreader 2
Liner Calculations

DESIGN OF RIPRAP OUTLET PROTECTION
(Source - Bank and channel iming procedures'. Xew York Department of
Transportation. Dtviiion of Des :gn and Constnicnon. 19'1.)
Guide to Color Key: JUser Input Data Calculated Value Refisntnce Data
Company: JOHN W. HARMS, P.E CON MTMG OWNER M2
Designed By: BAH Date:
Project Name: Gates @ Etlmft Glenn Site Location (car►rmn) Raleigh
Project No.: 10 -1008 Culvert Id. LS-2
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1,a Compute flow : eloclly V. at culvert or paved ctr-autmel 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 D. = 1 25 x D,, of single culvert
Velocity (ft/s) 10.34
Opening type Pipe Culvert
Single or multiple openings? Skxje
Outlet pipe diameter, Do (ft) 1.5
NOTE 1: If opening type is anyming other than "Pipe Culvert". D.=& (Cross - sectional area of flow at outlet).
NOTE 2: If mul5ple openings, Do 1.25 x D. of single culvert.
Step 3) For apron grades of 10 ° -b or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
3 Figure s.Ic
apron have > / =10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use rod higher Zone in Figure 8.064 to determine apron length.
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. L7se figure 8.06. e - to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Max. stone size in. 15 Figure 8.08e
Step 2. Use figure 8.06. f . to determine acceptable size range for stone
(for 12 FPS it is 125 -500 lbs. for 75O10 of stone. and the maximum
and minimum range in weight should be 25 -500 lbs.).
COTE: In determining channel velocities for stone hnmgs and revetment .
use the following coefficients of roughness:
Diameter Mannmg's v1um. thickness
(inches) ..n " of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 is
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissauato:s)
8 max range of stones (Ibs) 25-
iht ranoe of 75% of stones (lbs) 50 -

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH /S.I.
USER SPECIFIED CHANNEL LINING BACK -UP COMPUTATIONS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
PROJECT NAME: Gates @ Ethan's Glenn PROJECT NO.: 10 -1005
COMPUTED BY: BAH DATE: 8/30/2012
FROM STATION/REACH: liner for ditch to TO STATION /REACH: level spreader
DRAINAGE AREA: 3.7 Acres DESIGN FREQUENCY: 10 yr storm
INPUT PARAMETERS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Channel Discharge
: 16.1 cfs (.46 MA 3/s)
Peak Flow Period
: 0.083 hours
Channel Slope
: 0.05 ft/ft (0.05 m /m)
Channel Bottom Width: 2.0 ft (.61 m)
Left Side Slope
:31
Right Side Slope
:3:1
Channel Lining: C125 Staple D
Permi. Shear(Tp) :2.25 psf (107.7 Pa)
Phase = 0
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATIONS
Initial Depth Estimate = 0.16 * (16.1 /(0.050 ^0.5)) ^0.375 = 0.80 ft (.24 m)
Final Channel Depth (after 8 iterations) =.56 ft (0.17 m)
Flow Area = (2.0 * 0.6) +(0.5 *0.56 "2 * (3.0 +3.0)) = 2.0 sq.ft (0.2 m ^2)
Wet Per. =2.0 +(0.6 *(((3.0 ^2) +1) ^.5 +((3.0 ^2) +1) ^.5)) = 5.5 ft (1.7 m)
Hydraulic Radius = (2.0 / 5.5) = 0.4 ft (0.1 m)
Channel Velocity =(1. 486 /0.022) *(0.4 ^0.667) *(0.050 ^.5) = 7.9 fps (2.4 m /s)
Channel Effective Manning's Roughness = 0.022
Calculated Shear (Td) = 62.4 * 0.56 * 0.050 = 1.74 psf (83.1 Pa)
Safety Factor = (Tprfd) = (2.25 11.74) = 1.30

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH /S.I.
USER SPECIFIED CHANNEL LINING BACK -UP COMPUTATIONS
PROJECT NAME: Gates @ Ethan's Glenn PROJECT NO.: 10 -1005
COMPUTED BY: BAH DATE: 8/30/2012
FROM STATION /REACH: liner for conversion of TO STATION /REACH: existing sediment basin
DRAINAGE AREA: 3.7 Acres DESIGN FREQUENCY. 10 yr storm
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
INPUT PARAMETERS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Channel Discharge
: 16.1 cfs (.46 m "3 /s)
Peak Flow Period
: 0.0833 hours
Channel Slope
: 0.023 ft/ft (0.023 m /m)
Channel Bottom Width: 2.0 ft (.61 m)
Left Side Slope
:3:1
Right Side Slope
: 3:1
Channel Lining: DS75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATIONS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Initial Depth Estimate = 0.16 * (16.1 /(0.023 ^0.5)) ^0.375 = 0.92 ft (.28 m)
Final Channel Depth (after 8 iterations) = .95 ft (0.29 m)
Flow Area = (2.0 * 1.0) +(0.5 *0.95 ^2 * (3.0 +3.0)) = 4.6 sq.ft (0.4 m "2)
Wet Per. =2.0 +(1.0 *(((3.0 "2) +1) ".5 +((3.0 "2) +1) ".5)) = 8.0 ft (2.4 m)
Hydraulic Radius = (4.6 / 8.0) = 0.6 ft (0.2 m)
Channel Velocity =(1. 486 /0.045) *(0.6 ^0.667) *(0.023 ^.5) = 3.5 fps (1.1 m /s)
Channel Effective Manning's Roughness = 0.045
Calculated Shear (Td) = 62.4 * 0.95 * 0.023 = 1.37 psf (65.4 Pa)
Safety Factor = (Tp/Td) = (1.55 /1.37) = 1.14

Ditch for Level Spreader 3
Liner Calculations

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH /S.I.
USER SPECIFIED CHANNEL LINING BACK -UP COMPUTATIONS
PROJECT NAME: Gates @ Ethan's Glenn PROJECT NO.: 10 -1005
COMPUTED BY: BAH DATE: 8/31/2012 _
FROM STATION /REACH: Dicth for Level Spreader 3
DRAINAGE AREA: 0.23 acres DESIGN FREQUENCY: 10 yr storm
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
INPUT PARAMETERS
********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Channel Discharge
: 1.0 cfs (.03 MA 3/s)
Peak Flow Period
: 0.083 hours
Channel Slope
: 0.16 ftKt (0.16 m /m)
Channel Bottom Width: 2.0 ft (.61 m)
Left Side Slope
:31
Right Side Slope
:31
Channel Lining: DS75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
CALCULATIONS
Initial Depth Estimate = 0.16 * (1.0 /(0.160 ^0.5)) "0.375 = 0.23 ft (.07 m)
Final Channel Depth (after 8 iterations) =.15 ft (0.05 m)
Flow Area = (2.0 * 0.2) +(0.5 *0.15 ^2 * (3.0 +3.0)) = 0.4 sq.ft (0.0 m ^2)
Wet Per. =2.0 +(0.2 *(((3.0 "2) +1) ^.5 +((3.0 "2) +1) ^.5)) = 3.0 ft (0.9 m)
Hydraulic Radius = (0.4 / 3.0) = 0.1 ft (0.0 m)
Channel Velocity =(1. 486 /0.055) *(0.1 ^0.667) *(0.160 ^.5) = 2.7 fps (0.8 m /s)
Channel Effective Manning's Roughness = 0.055
Calculated Shear (Td) = 62.4 * 0.15 * 0.160 = 1.51 psf (72.1 Pa)
Safety Factor = (Tp/Td) = (1.55 /1.51) = 1.03

f
t
t �
\ \ \\ \
RESHAPE AND FORM NCDOT / /' ,ill
\ \\ \\ TOAD DITCH USE NORTH
\ \ q \ AMERICAN SC150 WITH STAPLE Y /✓
PATTERN D OR EQUILAVENT ? /'
\\
V v EXISTING ✓
V e v STORMWATER / NEUSE
= EASEMENT _ / / RIPARIAN BUFFER
\e\ / `f EXISTING SEDIMENT !
`BASIN TO BE REMOVED
v ROPOSED YARD INLET / v
r \ RIM EL. =+ -328 MUST BE REGRADED ! \ TOP HEADWALL = 322.95
dill,
DITCH BLOCK "A" ROPOSEDARD INLET
- v / { ! v 0.64' HIGH RIM EL. =3 '
INVERT EL. =326 INV IN = 315.77
v INVERT EL.'
323.36'
._DITCH BLOCK „B" x ' \\ 4
/
�.• ° v ) XISTING
. (FUTURE 0.48' HIGH)---___ GRADE STANDARD BYPASS DITCH! W Ln W
\ \ GRADE STANDARD BYPASS DITCH o / o yr r l
USE NORTH AMERICAN SC150 , '��' USE NORTH AMERICAN SC150 STORMWATER / / / // \ \ �\ ` ` ` ( if / \
WITH STAPLE PATTERN D OR ! ! / / y EASEMENT �v / / / , / ✓ \ \ \ \ i l
\ EQUILAVENT /! / / WITH STAPLE PATTERN D OR s / / / r✓ / / / , / / ✓ ! i \ \ \ \ o
EQUILAVENT
-
I
tz
_
Raw
�.� /" �
/ LIGH_ POLE / / / `_- / / /t N'
- l CT � Vii-
Q / / VE i I i
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------ _: . �� � � 1 �� � TTS POND (1,4 qn
Q - - - C �- I j I ! ' p' PUBLIC FUN \
G V }5 , e
�V! M . BOX
C� X �\ �� � \ \ \ �• ;� \ \ \ ` „ `` _" \ _ i '` � ' .,,' / '.- `/.' / ,.rrhs m�s... � �: °.x::;s.HA. "'�-- �'.�'��75 \ °� \ \ \ \ \ \ \ \ \ ` � /
,e C�� / /�9; `"°tea"+ �� 1��� =•r � \ \ � — -- ' — -• _ � ° �. -- �- „ / .i / .i • .may_ �._....._ e
TOWN
\/ 'CABLE TV " / ! ,- - - - - - _ _ -'� -� - - - - - e GRADE STANDARD DITCH ° \ `�` i
_ USE NORTH AMERICAN DS75 WITH `l \ -� ` \ C7 _ /
INV x/321 -- J -- 1 a-- ! -� _.•__ --/
� � .� ` ''-. `� -. � ����` i / � / / 1 LIGHT POLE
/ ! �.. STAPLE PATTERN D OR EQUILAVENT
BAY , �` ga b ``.- i l PHONE PED
`� "'��
r /
I P, ralo I I --- NJ
U
N
r�
0u
Sil \ \ \
/' .p'• // // C-/ 1 v — FENCE
:•/ �� ° ; F� s.; ' INV - 321 PHONE
If
If �f « , f « rt 32 — I NSTING 6.�� JFOREBAY I j �X$TAG
i3 RC ! / ELEV = 321.75 /� r.. r F -�' f I s' ! / / I ! \ \ p
_ c
-.. r
i1
(q/ i1 , j _ ! 1 f ' ! \s� ST RMNVATER °�°
qq
/ s q°P ASiEMNT ° W p
o-El i # ! I f ! i s
/ . i I ( I .,_
, , I I I I 117..I_I;r '� / I ( ! v - \ I 1 CONSTRUCTION SEQUENCE
a? W N_ N
---5 I
I 1 ` 1) SURVEY /LOCATE BORE END POINTS C
, 2) CONDUCT ROAD BORE PER PLANS o � C � N
it I „� -' SHAPE DITCHES AND
l J 2� \ ( 1. CONSTRUCT INLET BOXES ; ,
J O f ! , , INSTALL DITCH BLOCKS. +-' cc3 cd �I
! ! LEVEL y 30' I' I i; !
/ / j TOP HEADWALL -- 321.50 x � �` � \ � �
it ?'' V i Iy ! ! ! ! ! (' 1 r! T = 1 1 r ! I . 1 �� BUILDING BUFFER 4) STABILIZE WTIH LINER, SEED AND MULCH. Q I� � N -
! SPREADER -Z si°. `,` /LEVEL `V j�' $ ! % ( INV OUT 3 4 7 ! ' , 5) SURVEY CLEARING LIMITS FOR LEVEL SPREADERS.
SPREADER -1 k 1 r 1 6) STAKE AREA FOR CONSTRUCTION AND INSTALL EROSION n
�! CONTROL DEVICES.
gp�g
/ ! tt 1 Cgy
d� -, 3a VEGETATIVE /�/ ! ! ! ! , 5O' J ° ( 1 7) CLEAR CONSTRUCTION SITE AREA
, .r / tea°.
t r. �, ! / / ! J ' ` ` 1 _ Ail,, ? fl1
\ 1 _ I / ! ! ! p , ! ; ` 8) CONDUCT GRADING OPERATIONS. J z
t FILTER STRIP/ ! ^ ! ! t t 1 t
� � �. i 1 9) CONSTRUCT CONCRETE LEVEL SPREADER EDGES.
f? 10 INSTALL RIPRAP FOREBAYS �Ye{ SAT w-
FOREBAY -t_l,' ! �/j ! 1 , I 1 1 1 FINE GRADE, LINE SEED AND MULCH LEVELte'
11 �- ! SILT 1 1 1
, / I t i )�
,,� tl ,,, � i '�� 9 � � � SPREADERS
1 / 3 1f ,.:t1r. -- FENCE
INSTALL 9' LONG¢, / ! ! �� fi / .� -' ! ! I ' I I I 1 I tl , 1t 12) CONSTRUCT BYPASS CHANNELS FOR LS -2 AND LS -3
�' °�' '/ ! + I I 1 1 13) RESTABILIZE ALL DISTURBED AREAS
DISSIPATOR TO BOTH, t \�_ 3a' VEGETATIVE, (! I� , i s� I I 1 t 1�
SIDES OF THE EXISTING r f / \® - FILTER STRIP `' f ,jj,
SEDIMENT BASIN (USE / ���� ' ° ! I `i" I ��/
alt 1 I 1 I VJ
CLASS 1 MED RIPRAP
/ \\� SILy FENCE �' / / 1 ( ► i LL
it
X STI N O S E MEN T , / r //� ! � -���,..LEVEL - I i 1 i 11
SPREA R 3 I I I 1 1
BA 14, (SEE NOT // ,' ' / �' // It ! ck ! I I
/ / .� / / EXISTING NAT AL
F ! IWATERSH ER-` i \
DRAINAGE W / .- / % 1 °— a OF
;
DO NOT GR 9DE / _ ✓ / ! I r i \ \
1 i
/� GRAPHIC SCALE
20 0 1 0 20 40 80
' I ,
IN FEET)
i inch - 20 ft. �V
W T RSHED BUFF R
A EXISTING PIPE
DITCH BLOCK HEIGHT INSTALL 9' LONG 25
A - 0.64' DISSIPATOR TO BOTH EXISTING PIPE
+ SIDES OF THE INV OUT = 323.62 EXCESS RAIN FALL TOP OF SEDIMENT BASIN
B ®�'� i EXISTING SEDIMENT 1" RAIN FALL (WATER QUALITY) ELEV = 324.75 EL = 325
C - 0. BASIN (USE CLASS 1 = .
/ 7$
ELEV 32378 - WEIR FOR EXCESS RAIN
D - N/A \ MED RIPRAP) FALL USE AS 'DITCH BLOCK
*EXISTING SEDIMENT
ELEV = 323.78
! y BASIN TO BE „` \yyy\ -0-4
! \y \ INCORPORATED %y � ApR ESS RAIN FALL �� ��, -! ��- G .�- y \ • !�o '*'NOTES 1 k 'INTO DITCH BLOCK C�`°* Z-1 1 " RAIN FALL (WATER QUALITY)] \, . \i\ CONVERT SEDIMENT BASIN DAM TO
r�� „C� ; A ,. � .° \r � . � A/.,. i.:�
FLOW DIVERSION DITCH BLOCK PER \�� y'\ SIDES SOF THE EXISTING
_ DIA RIPRAP ARMOR
n \\ �yi y t SEDIMENT BASIN (USE BOTTOM OF EXIS7323 DITCHOUT TO LEVEL SPREADER
INDICATED DIMINSIONS SEE FLOW DITCH BLOCK ` \ , ` \ y y�y, SEDIMENT BASIN ELEV = J23 A —A ���VVV
SPLITTING METHOD THIS SHEET. � � , ,•� j`'y f\� 31 �r \� CLASS 1 MED RIPRAP 16'
,;:s •. �' �.d 6 \�\ t DITCH OUT
s
rt
r
.7
2' RECOMMENDED.
BYPASS CHANNEL DETAILS
- ,•?s,.'r'F 1,.6 . ' TO FOREBAY 1 RAIN FALL (WATER EXCESS RAIN FALL
\�� AND LEVEL QUALITY) ELEV = 323.78 ELEV = 324.75
�(��� \� y'•f \ �� SPREADER EXISTING 18" PIPE
INV OUT 323.62 28'
Y DROP INLET ELEV = 321.50
WEIRr \\ -� ----• .. -=.►: .. FOREBAY
. •.....'� , r, y�'��`r: oy iry �`y�; - \K-1
r
LINE WITH NORTH AMERICAN DS75 WEIR FOR EXCESS RAIN FALL
STAPLE PATTERN D OR EQUIVALENT.
PIPE UNDER ROAD TO LEVEL SPREADER CLINE WITH NORTH AMERICAN C125 ELEV = 323.00 PITCHOUT TO LEVEL SPREADER
B —B
DITCH BLOCK A -I- B
STAPLE PATTERN D OR EQUIVALENT.
FLOW SPUTTER AT LS -2
DITCH BLOCK C
FLOW SPLITTING METHOD

\ \ RESHAPE AND FORM NCDOT
\ \ ` ROAD DITCH USE NORTH
\\ \\ \ /
\ � AMERICAN SC150 WITH STAPLE
PATTERN D OR EQUILAVENT
EXISTING
STORMWATER NEUSE
EASEMENT _ _ ~`` / RIPARIAN BUFFER
\ p / EXISTING SEDIMENT
�.\BASIN TO BE REMOVED /
ROPOSED YARD INLET /� \\ " " /RIM ROPOSED YARD INLET
l� DITCH BLOCK A
,RIM EL.= + /- 328'(MUST BE REGRADED) / \ TOP HEADWALL = 322.95 �� >
/ \ 0.64 HIGH EL. =328 INVERT EL. =326 INV IN = 315.77 { V '
VERT EL.= 323.36 1` DITCH BLOCK "B" w (FUTURE 0.48 HIGH) - GRADE STANDARD BYPASS DITCH XISTING i
P \ \ Vy ^ —7 \ \\ \ USE NORTH AMERICACiI SC150 '�y GRADE STANDARD BYPASS DITCH STORMWATER
WITH STAPLE PATTER(11 D OR I USE NORTH AMERICAN SC150 EASEMENT
WITH STAPLE PATTERN D OR
t;
EQUIILAVENT EQUILAVENT
2k�\ > .� r> ~\ `° \ \\ ZZ
Lo
Rml
cili ! 1 i l
LIGH 1 POL1:: / t c�
t I I I I L o t , N
.4
FOND
E ' - W TA K
ob
Q -_
\ \
C U M M . B0 X �\ \ x 1 N, \ \ \ �- — _ _ r .,% / i ` . " s' ' •� r \ \ , \. • • U •''N r-1 y
V /CABLE TV - - - -> /
P !% / / � -�' - - - r ry . � GRADE STANDARD DITCH `\ � ` = � \ -� ° i � / ,,,.. � ; / �,�4. �- � J /
USE NORTH AMERICAN DS75 WITH v ° -- '� _- -� " _ A
INV 321 STAPLE PATTERN D OR EQUILAVENT t� ,� / / ; ` �� ! -"— I I J 1 LIGHT POLL. V1
FOREBAY �' .,-- ° '$ \ \ -- / i t� Q '-PHONE PED
FENCE
�� 1 INV = 321
I I, Y'
X I J
PHONE
009
i
ccrs y
1 ` o \ X32' EISTING 6 X TING m > 5c""; @ 6% FOREBAY 8„ RC ELEV 321. ST R M MA E R ! A9EM N iiI ig L (Q
I
i1
'7� �Ca ��I °\
/' � y i k L 1 i I f lost > I 1 t
i �� 1 � `2�
/ LEVEL
'`�. ✓ 1
30 lf�_�✓ STOP HEADWALL - 321.50 xr i I i t 1
/ SPREADER -2 f k,
<: LEVEL Tl�:j $ 50' / /� j �i �� INV OUT = 314 7 t) 1 ii t tl t
(j��., SPREADER -1
/ ���� �s}ri 5, FA. •J i ��i. _�'"^�; }�I jif �t� h / I � I i � � t � \ � t t t
50 � d �: �• 1 t � 1 1 1
I 1 1 i
'� '
30 VEGETATIVE t
FILTER STRIPS
t l vv �trrl�
, , ,'r'
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