20081246 Ver 1_More Info Received_20081121

EX 9 01? - I a 4 t0
TIE JOHN K WADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Ms. Lia Myott Date: November 21, 2008
North Carolina Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, North Carolina 27604 ** HAND DELIVER **
[phone]
Re: Courtyard/Residence Inn Job No.: SRE-07000
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
2 401 Certification Application Form
2 Storm Drainage Details Sheet D-4

These are transmitted as checked below:
? As requested
® For approval
? For review and comment
Remarks:
t L? L? V
? For your use
NOV 2 1 2008
? pENR ALrrff
? VVETLANDS AND STORMINATER BRANCH
Copy to:
Signed:
J Jeremy F&h, PE
Project Manager
FOR INTERNAL USE ONLY
? Copy Letter of Transmittal Only to File
® Copy Entire Document to File
ENGINEERS • PLANNERS • SURVEYORS • ENVIRONMENTAL:
RESEARCH TRIANGLE PARK ¦ CHARLOTTE • WILMINGTON
800-733-5646 • www.,iohnnncadams.com
?? p?O? W AT F90G
-! r
WDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. PROJECT INFORMATION
Project name Courtyard/Residence Inn by Marriott
Contact name Vinay Patel
Phone number 704-364-6008
Date November 20, 2008
Drainage area number #1
II. DE"INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP NA
Drawdown flow from the BMP 0.00 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area 119,354.00 ftz
Impervious surface area 101,494.80 ftz
Percent impervious 85.04 %
Rational C coefficient 0.88
Peak flow from the 1 in/hr storm 2.41 cfs
Time of concentration 7.01 min
Rainfall intensity, 10-yr storm 6.735 in/hr
Peak flow from the 10-yr storm 16.24 cfs
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify) NA
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 80.00 It
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 80.00 ft
Elevation at downslope base of level lip 334.00 fmsl
Elevation at top of bank of the receiving water 332.00 fmsl
Slope (from level lip to to top of bank) 2.50 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 196.00 sq ft OK
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 2.41 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
32.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
2.50 ft
7.60 ft
0.98 ft
3.31 cfs
Rip Rap
W
t ------------
M

--? 1
M
Form SW401-Level Spreader, Fifter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.

Sheet C-1, 1. Plans (1" - 50' or larger) of the entire site showing:
Sheet C-4 & Design at ultimate build-out,
Drainage Off-site drainage (if applicable),
Areas Sheet - Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
A Boundaries of drainage easement.
z,?? Sheet C-1 & 2. Plan details 1" = 30' or larger) for the levels reader showin :
Sheet C4 - Forebay (if applicable),
High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
Design at ultimate build-out.
' Sheet SW-C 3. Section view of the level spreader (1" = 20' or larger) showing:
& Sheet D-4 - Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
?I - Downslope filter fabric.

See Attached 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
/VI Sheet C-3 & 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire

f Sheet D-4 drainage area is stabilized.
See Attached 6. The supporting calculations.

See Attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
l%
NA 8. A copy of the deed restrictions (if required).
Worksheet
Worksheet for Trapezoidal Channel
Project Description
Worksheet Trapezoidal Chann(
Flow Element Trapezoidal Channi
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coeffic 0.074 i- " SEE TAOle 8-05f OMi1WO
Slope 0 51000 ft/ft
Left Side Slope 2.55 H : V
Right Side Slope 2.55 H : V
Bottom Width 2.50 ft
Discharge 16.24 cfs
Results
Depth 0.98 ft ie--- OCR* /N CtlAMIVEt-
Flow Area 4.9 ft2
Wetted Perim, 7.88 ft
Top Width 7.50 ft
Critical Depth 0.83 ft
Critical Slope 0.102453 ft/ft
Velocity 3.31 ft/s
Velocity Head 0.17 ft
Specific Enerc 1.15 ft
Froude Numb 0.72
Flow Type 3ubcritical
Project Engineer: Leonard McBryde
x:\...\permits\level spreader\channel.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 (614bj
11/20/08 01:08:02 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
0
Table 8.05f Manning's Roughness Coefficient

Lining Category

Lining Type n - value
n value for Depth Ranges
0-0.5 it 0.5-2.0 ft 2.0 ft
(0-15 cm) (15-60 cm) (> 60 cm)
Rigid Concrete 0.015 0.013 0.013
Grouted Riprap 0.040 0.030 0.028
Stone Masonry 0.042 0.032 0.030
Soil Cement 0.025 0.022 0.020
Asphalt 0.018 0.016 0.016
Unlined Bare Soil 0.023 0.020 0.020
Rock Cut 0.045 0.035 0.025
Gravel Riprap 1-inch (2.5-cm) D50 0.044 0.033 0.030
2-inch (5-cm) D50 0.066 0.041 0.034
G5S1
Rock Riprap 6-inch (15-cm) D52W??NCK 0.104 0.069,^a,o-j ar 0.035
12-inch (30-cm) D5o 0.078 0.040
Note: Values listed are representative values for the respective depth ranges. Manning's roughness coefficients, n, vary with the flow depth.
DETERMINING SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T=yds
Td = Permissible shear stress
T= Y where: - 2
T shear stress in lb/ft
/ y = unit weight of water, 62.4 lb/ft3
T?`??y\ 0.05 0, s = flow depth in ft
x s channel gradient in ft/ft.
_ If the permissible shear stress, Td, given in Table 8.05g is greater than the
?-' 3.12 V49 computed shear stress, the riprap or temporary lining is considered acceptable.
If a lining is unacceptable, select a lining with a higher permissible shear stress
and repeat the calculations for normal depth and shear stress. In some cases it
-7 =3.33 t ?/ftt may be necessary to alter channel dimensions to reduce the shear stress.
gwow
Computing tractive force around a channel bend requires special considerations
because the change in flow direction imposes higher shear stress on the channel
G00? bottom and banks. The maximum shear stress in a bend, Tb, is given by the
"Pe V following equation:
B•GS9
Tb = KbT
where:
Tb = bend shear stress in lb/ft2
Kb = bend factor
T = computed stress for straight channel in Ib/ft2
The value of Kb is related to the radius of curvature of the channel at its center
line, Rc, and the bottom width of the channel, B, Figure 8.05e. The length of
channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
8.05f.
8.05.12
Rev. 12/93
Appendices
Table 8.05g
Permissible Shear Stresses
for Riprap and Temporary
Liners
Permissible Unit Shear Stress, Td
Lining Category Lining Type (lb/ft)
Temporary Woven Paper Net 0.15
Jute Net 0.45
Fiberglass Roving:
Single 0.60
Double 0.85
Straw with Net 1.45
Curled Wood mat 1.55
Synthetic Mat 2.00
d5o Stone Size (inches)
Gravel Riprap 1 0.33
2 0.67
Rock Riprap 6 X51 2.00
9-01011 3.004tJJ3
12 4.00
15 5.00
18 6.00
21 7.80
24 8.00
Adapted From: FHWA, HGG15, April 1933, pgs. 17 & 37.
Design Procedure- The following is a step-by-step procedure for designing a temporary liner for a
Temporary Liners channel. Because temporary liners have a short period of service, the design 0
may be reduced. For liners that are needed for six months or less, the 2-yr
frequency storm is recommended.
Step 1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from manufacturer's specifications or Table
8.05e, pg. 8.05.10.
Step 2. Calculate die normal flow depth using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d, pg. 8.05.11. For smaller runoffs Figure 8.05d is
not as clearly defined. Recommended solutions can be determined by using the
Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the penmissible shear stress for
the liner.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and repeat steps 1
through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.05b, pg. 8.05.14.
Rev. 12/93 8.05.13
TABLE 1005-2
AGGREGATE GRADATION
FINE AGGREGATE
STD. PERCEN'T'AGE OF TOTAL BY WEIGHT PASSING REMARKS
SIZE # 3/8" #4 #8 #10 #16 #30 #40 #SO #80 #100 #200
1S 100 90- 40- 0- 0- Blotting Sand., Asphalt
100 85 20 3 Retreatment
2S 100 95- 80- 45 25 8- 0.5 0 Concrete, Subsurface
100 100 95 75 30 10 3 Drainage, Blotting Sand
2MS 100 95- 84- 45 25 8- 0.5- 0-* Concrete
100 100 95 75 35 20 8
4S 100 95- 15- 0- 0- Mortar
100 45 10 5
* FOR MANUFACTURED FINE AGGREGATE USED IN PORTLAND CEMENT CONCRETE:
When tested during production the amount of material passing the No. 200 sieve shall not be greater than 8% When
tested at the job site prior to use, the amount of material passing the No. 200 sieve shall not be greater than 1091shall
consist of the dust of fracture, and shall be essentially free from clay or shale.
TABLE 1005-1
AGGREGATE GRADATION, COARSE AGGREGATE
STD. PERCENTAGE OF TOTAL BY WEIGHT PASSING REhIARKS
SiZE## 2' 1112' 1' 3/4' 1/2' 318' #4 H8 #10 016 #30 040 N50 #80 #100 0200
100 90- 20- 0- 0- 0*
4 loo 55 15 5 0.6 Asphalt Plant Mix Pvn*
100 95- 35- 0- 0- 0.*
467M 100 70 30 5 0.6 Asphalt Plant Mix Pvmt.
100 90- 20 0- 0- 0-* ASTMat Coat Sedunent
S 100 55 10 5 0.6 Control Stone
100 95- 25- 0- 0- 0-* Str. Conc., Shoulder Drain

57
100
60
10
5
0.6 ,
Sediment Control Stone
100 95- 25- 0- O- p*
57M 100 45 10 5 0.6 P. C. ConcPavement
100 90- 20 0- 0- :
6 100 55 15 5 AST
100 90. 20- 0- 0- 0* Sir. Conc., Asphalt Plank
67 100 55 10 5 0-6 Mix Pavement
1 OD 98 75- 2Q 0- 0* Asphalt Plant M. PvmR

78M
100
900
45
15
0.6 ,
AST, Weep Hole Drains,
Str. Conc.
100 AST
34M 70 20 8
100 75- 55- 33- 25- 14- 4- Aggregate Stabilization

ABC
97
80
55
45
30
12** ,
Aggregate Base Course,
As alt Plant Mix Pvrnt.

ABC
A 100 75- 45- 20- 0- 0- Maintenance Stabilization
Q
) 100 79 40 25 12**
TABLE 1042-1
ACCEPTANCE CRITERIA FOR RIP RAP
AND STONE FOR EROSION CONTROL
REQUIRED STONE SIZES - INCHES
CLASS MINIMUM MIDRANGE MAXIMUM
A 2 4 6
12
1 5 10
14
NCVT
?sS
Ra? n
`46 t; to
k
?• d
•a
No mote than 5.0% of the material fitmisW can be less then the minimum size specified
nor no more than 10.01A of the materiel can exceed the maximum size specified.
?0F W ATFRQ Michael F. Easley, Governor
William G. Ross Jr., Secretary
tom- North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 Oversight/Express Review Permitting Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #
Fax #:
919-733-0203
919-733-6893
Fax To: Kevin Yates
Subject: Marriott Courtyard/Residence Inn
Number of pages including cover sheet: 4
Notes or special instructions:
Fax #: [phone]
Date: November 20, 2008
The original will be sent in the mail. If you have questions, please contact Lia Myott Gilleski at 919-733-9502
or Joseph GXamfi at 919-715-3473.
NorthCarolina
,Naturally
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: http://l12o,enr.state.ne.us/ncwet]ands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
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~ ` IIi2" M ~ ~ ~WQ ~ ~ . to frl M ~ ~ _..I - - ~ ...1 . ~o s o"..--....,w ~ ~ o ~ ff- 2 ~ ~ , ~ ~xaaus_oN do,r,T I I Iaax.: r•. , ~ L I C"~~ C ; `t d ~.A._BNFS "U°. 1 d a ~ BYPA,SS CHE#NNEI,~RIPRAP LI€~ING ~
t1 d I~ r " Y Y ~ Q 1-- ~ ~ 4w~ _ _ a~Q ~
~ ~ Z cc-~ Z ~ {n ro A DOWEL ELEVATI,QN ~ ~ y ~ l7 ~ ~ ~ ~ H SEGTION__R.-R NORMAL CURE A1J0 GUTTER ON STEEP GRADES ~ ~ ~ Material D50 (in) Ttlickness (in) ~ ' p ~
_ ~ Z E7 ~ 3J~{ ~ W y ~ BIHIHUM DIMENSIONS AND OUAHTITIES FOR CONCRETE OATGH BASIH(BASED OH MIN HEIGNTy H, WITH HO RFSBR) ~z~- _ Classl ~0. 22 _ p~~~~
"OINENSFON v__ , Y1 j 6..~. iivt. Gix.__,.- T ~ ~ r SECTI©N G-1-.1 H LU E",~ DTIlENSIOtiS OE BOx ANB PIPE COVER ( CU YOS, CGtiG. Ftf GOx: DEDUCTIONS
I L/2 + ~ ~ ~ SPAN WIDTH IWIOTH ,SPAR AIli. HEIGHT BARS U BARS V GARS Tp, gpT70y - ONE PIPE © ~ 1 I/2 J Z PIPE _ ul 7arAL r,„Y797rJt-- - nt la Q ~ ~ 0 A 8 ! C~0 E{ E F 170. 'LENGTH N0. LE tt Gi'N IiO. LENGTH' LBG. SLAD SLA3 t:t¢=7, H C.M. R.C. ~ p ~ / ~ ~ SEGTIDN F-F Z ~ ~ - o,a~s~o ~i2 , D.otS o.o2G _ _ ~..~~~~~.,W
T} [J 112 5/B 12" 3' 0" 2' 2 2 9 _ G? ~ ~1 2 3!4' U1 LL ~ t5" 3'-0" 2'-2" ; 3' 0' I 0 235_..0 823 ...0.423 0,038
t~-t ',r ~ ~ .--i8"- 3 4._I. _2,'2 ~-.3- ..I __i__ '__.__...L---,._. '0235 0.88T 0.033 0049 _ - - I I/r' 2 I! ` 2 3/4 zb 3.0 2 2 ~ s RIPRAP ~ ~ ~ ~
` ~ _ q 235~t 1 OOt 0.059 0.085 .r 13/4 ~ 30" 3' 0" 2' 2" , 3' 4" - 9'•3" t' 2" 14'•0" 4 i'-5" 2 3''9" 3 3'•9 ; 39 ! 0.72310.321 7.433 0.092 0.127 ch 36° 3' 0" 2'•2" 13'•10°i 4'-9" P 8" i 4' 0"' _ _ _ , I-4 ~ i'•if I•- 3 3~ 9' . _3 3mD 43 ' O.tGt;0.350 1.714 10.13210,778 ~r~~- ~~Q
SECTI[IN H°}'~ SECTION Z'"'Z - ~ 42" 3'•0". 2,•2~~' 4'•5" 5° 3" 7' S" . 3' 2" _ 4 1 8 i~2 2 7~ a 2 77 32 ~ O.tt2 0.310 7 738 O.S80 0.243 SECTION E-E , . L_ ~ 7.fi'
r~ 48" 3'-0' 2'-2 5 0 1_ . 8 9 t.2 0' 3 2`_(._..4 . 2 3.. ,1.__.,3__ 2., it". 3. 2 if 5 ~ 4 745 0 352 2 052 ' D,235 0,377. 54.:. _3'-0"~. 2'-7 5' 7 6'•3 f 2 7" ; 3 2. a, _ ? 70 1 6 2 1i.°. 3. t2...t e1 0. 80 0 38G 2 387 0.297 0.407... _ TYPE A YP sHeET 2 aF z _ _ SHEET 2 d>" 2 ~ ~
HEET2 OF3 ~ SECTI©N Y-Y HEETR OF3 ` RISER HAS .228 CEIBTC YARDS OF CONCRETE PER FOOT fiEIGHT TE PER FOOT fiEIGHT 840 * /tieY O.~S' R ~ ~ h•~•{ O U VG : '~~~.:f~~~ ~ l~ p^I I
40,03 840,03 844.02 8 .C~ ~I , ~ ~i._~~g 1 C~ '
LICsHTLY GDMPACTED , ~x~r~ ~.~~r_~..~I_~~~~~tn~..~...~~.1_.:.~~~.~FI~~_~~..~~.~._.t~..~~.1!...I~:.~~.~..I~~.:.~~
BACKFILL IN 6` LIFTS z,~`
STANDARD 2'X2' GRATE AND PRAMS ~ d(r~ln) MIN. CCI~?EF~
UNDISTURBED ~ • BYP CHANNEL CR{~SS-S~GT~C~~i NAILS
5" MIN. 8" " r SOIL i i {-7 ~ ~ I i- 4 6" 3 4 27 & smaller 3 -~~I-iii_Ili~ .III==1Ii I~~-- N.T.S.
MORTAR OPENING 80" to 60' 4' PIPE
BED 26"x26" - In + , 66` & .larger 6'
~ ~ 1/6 Bc ~ CORBEL BRICK ~ ~ «4qt r d
1 PER COURSE t0 o m ~
POR 6 COURSE--- " ~ _c1 Bc =OUTSIDE DIAMETER I DF CaNCRETE PIPE A
z GL SS G ~ ~ CDRDINARY BEDDING) {3) ~4 REBARS CONTINUOUS
7~ #4 REBAR ~ 18" O.G.
z t- t~ H DENSELY GDMPACTED
~ ~ o ~ ~ ~ ~ BACKFILL, TAMPED m .n ~ ° ~ ~ ~ ~ IN 6' LIFTS
8" {TYP} 12"
4 z D > r ~ • 13" ~ ' s
~ d ~ UNDISTURBED (7 D 3 SOIL 31' CAST IN PLACE CONCRETE LEVEL ~ d
Tl ~ c~ ' ' PIPE ~ ~ m w d d ~ ~ 32' VEGETATED FILTER SPREADER {DESIGN BY OTHERS) 3" (TYP) 4 ~ . ° " '
•E - ro,? --I -c ~'c~: ~ ; TRIP GRA55ED c F rri PIPE ` :~'ti,<•."- $ ( } W ~ i~a:'%^,-;. r,;+.r CLASS 20DU C:7NG, w w W ~ z4" I Ijdy~~I w r.. W W W :1~1
b~ ;~a= - t ~ CONCRETE ~ ~ ~ ~ ETI ~ ~ ,'"G'~::'" ~:~%A' FROM SPRING LINE TG w w w w w elr W W W W
~ 3000 ~ ~j -D PIPE SPRINGLINE 4' ABOVE PIPE, w y w w w w Q P.S.E. ~ •i<ta.;, s, A (/3 C ~ tp ~ ~ b3 7? ~t w w Y w W w w W W W W 6-FOOT WIDE {1-FOOT DEEP) D ~ 2' DEEP
~ ~~H Z +-r ~ I ~ r w w w w w w W W W W CONTINUOUS KEYWAY 1~ ~y W W W 4.:.,:~'`~.. TRIANGULAR CHANNEL ~ 0.06% ~ e,R
r M I~ 3 ~ G} ` w w V• d' w v W W W ' . y RE NFORCEMENT MATTING 0 ~ TURF Nov.. hr~
~ NOTES: ~ z ? ~ z o Z -d b` MIN./12' MAX, ND. 67 STONE w w w w w o EiTHeR SPUD BRICK SOLLfO BLOCK OR PRECAST d v w w w w w W W W v FQ(~11NG DETAIL 1~a
N SECTION CONCRETE MAY B~ USfD. PLAN C-'I r- WHEN ND TRENCH ~ ASS ~ GLASS A r ~ BDX REOUIREB w w w w w w w W W nE~d-~dATER W DSADD ST A
~ OR 24"„R ~p AND ~pR~C2 U~E ~P~ D1A. {TYPICAL) ~LUS 12 ~~R•MINlt~UM ! DE IM ON. D (FIRST CLASS) (ARCH ENCASEMENT) w w w w w . ~ , W W
W I~ ~ r%) w w w w w ,~3 W 3> ~ w w .
- ~ CHANNEL SHALL 8E UNED WITH
o STANDARD YARD INLET WITH GRATE AND FRAME A502 ~ LANDLOK TURF REINFORCEMENT lNE MATTING 450 AND SEEDED PER
o ° 3-FOOT WfDE LAYER OF X57 STONE (4--INCHES DEEP) UNDERLAEN WITH n 3" CAST IN PLACE CONCRETE iJP SEEDING SCHEDULE {SEE LINING
a UTILITY INSTALLATIONS AND OTHER PUBLIC FILTER FAeRIc CASTiN PLACE CONCRETE STUBBED ABOVE GRADE ANCHOR DETAILS SHEET PD-3}
FACILITIES, INCLUDING SIDEIYALKS AND B,ANDICAP m RAMPS ARE TO BE CONSTRUCTED ON ALL STREETS REINFORCED CONCRETE F0011NG
AS SPECIFIED BY CITY CODE. THESE FACII.ITIES 'OOTING LEVEL SPREADER 6'
a HAVE BEEN APPROVED BY THE CITY OF RALEIGH .i - ~ _ ~ ~
AND SHALL BE SO INSTALLED UN~SS A CHANGE. w
IS AUTHORIZED BY WRI'T'TEN APPROVAL. PUBLIC GENERAL NOTES: ~ .SANITARY SEWER EASEMENTS ARE T4 BE RECORDED j ~ I I ~R~~" 18
o, PRIOR TO FTNAL ACCEPTANCE. 1. CONSTRUCT CONCRETE LEVEL SPREADER UP c 1 ~ I---l 8" 1 3 ~ I Pxor>:c~r No. SRE-07(}00 L SPREADER LIP ON A ZERO PERCENT GRADE 70 ENSURE T- 3°,.._:.-' I ~ f ~ I ~ CAST IN PLA CONCRETE _ _ SRE07000-04
UNIFORM SPREADING OF FLOW. _ I f f°I I I ~ 1 1 1 1 I
~ TRANSPORTATION SERVICES c 2. LEVEL SPREADER SHOULD 8E CONSTRUCTED O E CONSTRUCTED 4N UNDISTURBED SOIL, AND NOT ON F1LL i'- I ~ I •r • :'~r.~ • ~ i~ nESlcrr~n ax: JEO
a ° PUBLIC UTILITIES 3. THE TRIANGULAR CHANNEL SHOULD BE CON SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE. REINFORCED CONCRETE FOOTIN nxnnTlrt 13x:. KA~1
13Nf11ST11RR;=fI FART1-!
N C
U CONSERVATION ENGINEER 4. THE TRIANGULAR CHANNEL SHOULD BE LINE p MATTING 450 OR APPROVED EQUIVALENT. THE SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT I --I-)-I' I_ 24" _ sc N.T.S. 1 .d DIVALENT. THE TRM MATTING SHOULD BE ANCHORED PER CROSS-SECTION nark
m THE DETAILS ON SHEET PD-3. THE TRM MATTI THE TRM MATTING SHOULD BE INSTALLED PER 0-07-a$
° PLANNING MANUF'ACTURER'S SPECIFICATIONS. 0 NS. SHEET NO.
d 9 ALL CONSTRUCTION SHALL CONFORM WITH THE 5. THE 3-INCH LAYER OF #57 STONE SHALL € STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE 400 -LEVEL SP ER DFrA TL N.T.S. mqm
LATEST VERSION OF THE CITY OF RALEIGH AND OR APPROVED EQUIVALENT.
w NCDOT STANDARDS AND SPECIFICATIONS. of I
INS DRAWING - NOT RELEASED FOR casxUCT~o McAI}AMS
U N
e a