20090105 Ver 1_More Info Received_20090218

/
• Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
February 18, 2009
S&EC Project # 5786.W2
DWQ EXP Project #09-0105
NC Department of Environment and Natural Resources
Division of Water Quality
401 Oversight/Express Review Permitting Unit ?nM ? VA Attn: Cyndi Karoly/Lia Gilleski 0 l5 ?J ",?
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604 FEa
Re: Reply to the Division of Water Quality's Request for More Information pSKpS1oRM pSER
Searstone *I
Wake County, NC
To Mrs. Karoly and Mrs. Gilleski:
The purpose of this letter is to respond to your Request for More Information letter dated
February 13, 2009. The original questions/requests are copied below as they appear within
letter, the responses to this letter have been provided by Mr. James W. Caldwell, PE of the
John R. McAdams Company, Inc. in an attached letter along with revised site plans and
calculations.
Additional Information Requested:
Diffuse Flow Provisions:
a. Level spreader designs-All of your level spreader designs claim 100% dense
ground cover, however, the photos you provided show a large amount of
wooded vegetation and very sparse grass area. Please redesign using more
representative proportions of vegetative types.
b. Erosion gullies must not form within protected riparian buffers.
L BMP 1-Your current plan for the outlet barrel velocity dissipater for Wet Pond
#1 has a peak velocity during the 10-year storm of 22.65 fps which is likely to
cause an erosive gully to form. Please provide a riprap or grass lined
channel to convey the flow all the way to the stream. The channel shall be
designed in accordance with the NC Erosion and Sediment Control Planning
and Design Manual using permissible shear stress method, and shall be at
an angle to the stream.
ii. BMPs 2, 3 and 4-Provide a scour hole design at the outlets to further reduce
the velocities through the buffer.
c. Please submit revised plan sheets showing redesigns for above items.
We anticipate that this answers all of the DWQ's questions in order to complete the final review
process requested for the written concurrence of a Riparian Buffer Authorization. If you have
any further questions or any additional explanation is needed, please don't hesitate to call.
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C Page 1 of 2 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Sincerely,
r ECL? oz>
Debbie Edwards
Environmental Specialist
CC:
William Sears-Sears Farm, LLC
Andy Padiak-The John R. McAdams Company, Inc.
Attachments:
1) Searstone Response letter from Mr. James W. Caldwell of the John R. McAdams
Company, Inc.
2) Construction Drawings (SW-1A, SW-1C, SW-2A, SW-2C, SW-3A, SW-3C, SW-4A, SW-
4C and SW-5)
Page 2 of 2
THE JOHN R. McADAMS COMPANY, INC.
i
February 18, 2009
Ms. Debbie Edwards
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
Re: Searstone
Request for More Information
DWQ EXP No. 09-0105
SRF-05000
Dear Ms. Edwards:
Please find the following responses to the comment letter dated February 13,
2009 from the NCDWQ Express Review Permitting Unit.
1. Diffuse Flow Provisions:
a. Level spreader designs- All of your level spreader designs claim
100% dense ground cover, however, the photos you provided show a
large amount of wooded vegetation and very sparse grass areas.
Please redesign using more representative proportions of vegetative
types.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Wilmington, NC
3904 Oleander Drive
Suite 200
Wilmington, North Carolina 28403
800-733-5646
910-799-8181
910-799-8171 Fax
Response: The buffer shown on the plan sheets is a combination of
the 50' Neuse River Buffer and the additional 50' Town of Cary
Stream Buffer (100' total). The BMPs outfall outside of this 100'
buffer per Town of Cary regulations. The pictures provided in the
submittal are at various points within this 100' buffer for all 4 of tl:e
proposed BMPs. The outfalls do not have "Grass" as defined in
Section 8.2 of the NCDENR Stormwater BMP Manual. They should
be considered "Thick ground cover" since they have naturalized areas
with a combination of grasses, shrubs, and herbs. There is very little
"woody" vegetation in these areas and the trees shown along the far
side of the pictures are actually right along the stream bank
(floodplain) for Turkey Creek. Therefore the vegetation for the
outfalls should be considered "Thick ground cover":
An additional photograph of the outfall for BMP #4 is attached to this
response showing the dense ground cover for the level spreader outfall
area. The previous photographs were taken at the pond outfall
location. The attached photograph (taken on February 17, 2009) is at
the actual level spreader outfall location.
vnNvi.johnrmcadams coin Design Services Focused 012 Client Success
im2e
THE JOHN R. McADAMS COMPANY. INC.
Ms. Debbie Edwards
Searstone Response to Comments
February 18, 2009
Page Two
b. Erosion gullies must not form within protected riparian buffers.
i. BMP 1- Your current plan for the outlet barrel velocity dissipater
for Wet Pond #1 has a peak velocity during the 1-year storm of
22.65 fps which is likely to cause an erosive gulley to form.
Please provide a riprap or grass lined channel to convey the flow
all the way to the stream. The channel shall be designed in
accordance with the NC Erosion and Sediment Control Planning
and Design Manual using permissible shear stress method, and
shall be at an angle to the stream.
Response: Pond #1 will be jurisdictional per the North Carolina Dam
Safety Law of 1967 as a small, Class C (high hazard potential) dam.
Therefore the spillway must convey the 113 Probable Maximum
Precipitation (PMP). The spillway for Pond #1 conveys this storm with
adequate freeboard in the design storm. This is why the barrel pipe for
the Pond #1 spillway is so large (42"). The riprap apron has been
redesigned per the FHWA Plunge Pool Design for the 50 year storm
event (per Dam Safety regulations). This FHWA plunge pool design
will safely dissipate the energy and high velocities from both the 10-
year and 50 year storm events before they enter the outer 100' stream
buffer. The FHWA plunge pool design will promote sheet flow with
the "lip" on the downstream side of the riprap and thus prevent a
gulley from forming through the buffer with concentrated flow. The
FHWA plunge pool design calculations and revised Pond #1 details
have been included with this response.
Additionally, the calculations showing that the 15" RCP from the
splitter box to the level spreader has capacity to convey the flows are
attached.
ii. BMPs 2, 3, and 4- Provide a scour hole design at the outlets to
further reduce the velocities through the buffer.
Response: The spillway outfalls have been changed for BMPs 2, 3,
and 4 to more of a plunge pooll scour hole design to further reduce the
velocities through the buffer.
Additionally, the drawdown pipes for the level spreaders on BMPs 2, 3,
and 4 have orifice plates on the upstream sides. The flows are
controlled by these orifice plates and the pipes have plenty of flow
capacity.
THE JOHN R. McADAMS COMPANS 197 irtcv '19
YINC.
Ms. Debbie Edwards
Searstone Response to Comments
February 18, 2009
Page Three
c. Please submit revised plan sheets showing redesigns for above
items.
Response: Revised plan sheets and calculations have been attached to
this response.
Please call me at [phone] should you have any questions or need any
additional information.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
James W. Caldwell, PE
Project Manager
cc: Mr. William Sears, Sears Farm, LLC
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
Network Storm Collection: RDU Rainfall
MASTER DESIGN STORM SUMMARY
Total
Depth
Return Event in
100-Yr 8.0000
10-Yr 5.3800
1-yr 3.0000
1 inch 1.0000
50-yr 7.2100
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
-------------------- 1440.00
-------- min
---
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Ro t, d vk
i'? OcJT ?/t
c;_ 4k Year
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
----------------- Type'
---- Event
------ ac-ft Trun
---------- -- min
-
- cfs ft ac-ft

BYPASS
AREA
100
5.742 ------
-
727.00 --------
68.16 -------- ------------
BYPASS AREA 10 3.294 727.00 39.64
BYPASS AREA 1 1.276 727.00 15.12
BYPASS AREA 0 .085 733.00 .44
BYPASS AREA 50 4.991 727.00 59.52
POND #1-LOWER POND 100 13.664 715.00 203.03
POND #1-LOWER POND 10 8.905 715.00 134.62
POND #1-LOWER POND 1 4.612 715.00 71.65
POND #1-LOWER POND 0 1.138 716.00 17.74
POND #1-LOWER POND 50 12.227 715.00 182.46
POND #1-LOWEROUT POND 100 13.529 722.00 135.21 364.66 1.604
POND #1-LOWEROUT POND 10 8.801 719.00 114.37 363.10 .921
POND #1-LOWEROUT POND 1 4.546 719.00 59.55 362.52 .668
POND #1-LOWEROUT POND 0 1.116 725.00 7.32 361.74 .323
POND #1-LOWEROUT POND 50 12.101 722.00 130.08 364.07 1.348
POND #1-UPPER POND 100 2.051 715.00 32.22
POND #1-UPPER POND 10 1.380 715.00 21.67
POND #1-UPPER POND 1 .769 715.00 12.08
POND #1-UPPER POND 0 .256 715.00 4.03
POND #1-UPPER POND 50 1.849 715.00 29.04
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:10 PM Date: 10/21/2008
Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 1440.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node
--- ID
-
--- Type Event ac-ft Trun
--
-
POND --
-----
#1-UPPEROUT ----
POND ------
100 ----------
2.037
POND #1-UPPEROUT POND 10 1.371
POND #1-UPPEROUT POND 1 .765
POND #1-UPPEROUT POND 0 .254
POND #1-UPPEROUT POND 50 1.835
POND #2-PH2 IN POND
POND #2-PH2 IN POND
POND #2-PH2 IN POND
POND #2-PH2 IN POND
POND #2-PH2 IN POND
POND #2-PH2 OUT POND
POND #2-PH2 OUT POND
POND #2-PH2 OUT POND
POND #2-PH2 OUT POND
POND #2-PH2 OUT POND
POND #3 IN POND
POND #3 IN POND
POND #3 IN POND
POND #3 IN POND
POND #3 IN POND
POND #3 OUT POND
POND #3 OUT POND
POND #3 OUT POND
POND #3 OUT POND
POND #3 OUT POND
POND #4 IN POND
POND #4 IN POND
POND #4 IN POND
POND #4 IN POND
POND #4 IN POND
POND #4 OUT POND
POND #4 OUT POND
POND #4 OUT POND
POND #4 OUT POND
POND #4 OUT POND
100
10
1
0
50
100
10
1
0
50
100
10
1
0
50
100
10
1
0
50
100
10
1
0
50
100
10
1
0
50
10.822
6.695
3.075
.461
9.570
9.962
6.077
2.941
445
8.777
9.157
5.620
2.535
.353
8.083
9.109
5.597
2.529
.352
8.044
3.318
2.069
.967
.156
2.939
3.317
2.068
.967
.156
2.939
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft ac-ft
---------
724.00 --------
11.94 --------
370.19 ------------
.588
724.00 8.04 370.13 .396
724.00 4.49 370.07 .221
724.00 1.50 370.02 .074
724.00 10.77 370.17 .530
715.00 190.62
715.00 121.19
715.00 57.46
716.00 8.17
715.00 169.79
724.00 71.51 341.83 5.292
760.00 8.07 340.67 4.003
800.00 2.39 338.51 1.834
820.00 .41 336.48 .228
725.00 57.33 341.46 4.881
715.00 162.47
715.00 102.43
715.00 47.53
716.00 6.10
715.00 144.45
723.00 84.69 331.37 3.219
722.00 66.72 329.59 2.246
776.00 2.87 327.79 1.359
752.00 .58 324.64 .135
723.00 80.08 330.80 2.898
715.00 58.01
715.00 .37.18
715.00 18.00
716.00 2.83
715.00 51.76
71'9.00 47.25 325.34 1.041
725.00 12.72 324.80 .902
735.00 2.35 322.76 .434
729.00 .53 320.58 .059
721.00 38.96 325.23 1.012
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:10 PM Date: 10/21/2008
Type.... Master Network Summary Page 2.03
Name.... Watershed
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 1440.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
----------
--
-- Type
- Event ac-ft Trun

*SUBBASIN -
#1 - ----
JCT ------
100 ---------- --
41.662
*SUBBASIN #1 JCT 10 25.839
*SUBBASIN #1 JCT 1 12.259
*SUBBASIN #1 JCT 0 2.153
*SUBBASIN #1 JCT 50 36.853
*SUBBASIN #2 JCT 100 .493
*SUBBASIN #2 JCT 10 .285
*SUBBASIN #2 JCT 1 .113
*SUBBASIN #2 JCT 0 .008
*SUBBASIN #2 JCT 50 .429
*SUBBASIN #3 JGT
*SUBBASIN #3 JCT
*SUBBASIN #3 JCT
*SUBBASIN #3 JCT
*SUBBASIN #3 JCT
*SUBBASIN #4 JCT
*SUBBASIN #4 JCT
*SUBBASIN #4 JCT
*SUBBASIN #4 JCT
*SUBBASIN #4 JCT
TO POND #1-LOWER AREA
TO POND #1-LOWER AREA
TO POND #1-LOWER AREA
TO POND #1-LOWER AREA
TO POND #1-LOWER AREA
TO POND 42-PH2 AREA
TO POND #2-PH2 AREA
TO POND #2-PH2 AREA
TO POND #2-PH2 AREA
TO POND #2-PH2 AREA
TO POND #3 AREA
TO POND #3 AREA
TO POND #3 AREA
TO POND #3 AREA
TO POND #3 AREA
100
10
1
0
50
100
10
1
0
50
100
10
1
0
50
100
10
1
0.
50
100
10
1
0
50
.630
.368
.148
.012
.550
.249
.144
.057
.004
.217
11.639
7.542
3.852
.886
10.402
10.822
6.695
3.075
.461
9.570
9.157
5.620
2.535
.353
8.083
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft ac-ft
---------
722.00 -------- -------- ------------
397.44
722.00 224.52
721.00 77.87
726.00 8.93
723.00 356.40
715.00 9.06
715.00 5.34
716.00 2.11
721.00 .11
715.00 7.94
715.00 1.1.53
715.00 6.87
715.00 2.77
721.00 .17
715.00 10.13
715.00 4.57
715.00 2.70
716.00 1.06
721.00 .06
715.00 4.01
715.00 194.58
715.00 128.94
715.00 68.48
715.00 16.66
715.00 174.85
715.00 190.62
715.00 121.19
715.00 57.46
716.00 8.17
715.00 169.79
715.00 162.47
715.00 102.43
715.00 47.53
716.00 6.10
715.00 144.45
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:10 PM Date: 10/21/2008
Type.... Master Network Summary Page 2.04
Name.... Watershed
File.... C:\Documents and Settings\diaz\Desktop\SRF05000-MASTER.PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 1440.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun min cfs ft ac-ft
----
TO -------------
POND #4 ----
AREA ------
100 ---------- --
3.318 ---------
715.00 -------- -------- ------------
58.01
TO POND #4 AREA 10 2.069 715.00 37.18
TO POND #4 AREA 1 .967 715.00 18.00
TO POND #4 AREA 0 .156 716.00 2.83
TO POND #4 AREA 50 2.939 715.00 51.76
TO SUBBASIN #2 AREA 100 .493 715.00 9.06
TO SUBBASIN #2 AREA 10 .285 715.00 5.34
TO SUBBASIN #2 AREA 1 .113 716.00 2.11
TO SUBBASIN #2 AREA 0 .008 721.00 .11
TO SUBBASIN #2 AREA 50 .429 715.00 7.94
TO SUBBASIN #3 AREA 100 .630 715.00 11.53
TO SUBBASIN #3 AREA 10 .368 715.00 6.87
TO SUBBASIN #3 AREA 1 .148 715.00 2.77
TO SUBBASIN #3 AREA 0 .012 721.00 .17
TO SUBBASIN #3 AREA 50 .550 715.00 10.13
TO SUBBASIN #4 AREA 100 .249 715.00 4.57
TO SUBBASIN #4 AREA 10 .144 715.00 2.70
TO SUBBASIN #4 AREA 1 .057 716.00 1.06
TO SUBBASIN #4 AREA 0 .004 721.00 .06
TO SUBBASIN #4 AREA 50 .217 715.00 4.01
TO UPPER POND #1 AREA 100 2.053 715.00 32.22
TO UPPER POND #1 AREA 10 1.381 715.00 21.67
TO UPPER POND #1 AREA 1 .770 715.00 12.08
TO UPPER POND #1 AREA 0 .257 715.00 4.03
TO UPPER POND #1 AREA 50 1.851 715.00 29.04
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:10 PM Date: 10/21/2008
HY-8 Energy Dissipation Report
External Energy Dissipator
Parameter Value Units
Select Culvert and Flow
Crossing Pond 1
Culvert Culvert 1
Flow 130.08 cfs
Culvert Data
Culvert Width .5
Culvert Height 3.5 ft
Outlet Depth 1.90 ft
Outlet Velocity 0.01 ft/s
Froude Number .56
ailwater Depth 0.00 ft
ailwater Velocity 0.00 ft/s
ailwater Slo a (SO) 0.0927
External Dissipator Data
External Dissi ator Category Streambed Level Structures
External Dissi ator Type Ri ra Basin
Restrictions
Froude Number <3
Input Data
Condition to be used to Compute
Basin Outlet Velocity Best Fit Curve
D50 of the Ri ra Mixture
Note: Minimum HS/D50 = 2 is Obtained if
D50 = 0.962 ft
D50 of the Ri ra Mixture .833
DMax of the Ri rap Mixture 1.417
Results
Brink Depth 1.902
Brink Velocity 20.011 ft/s
Depth (YE) 1.634
Ri ra Thickness 2.126 ft
Ri ra Foreslo a 2.8340
heck HS/1350
Note: OK if HS/D50 > 2.0
HS/1350 2.818
HS/D50 Check HS/D50 is OK
Check HS/D50
Note: OK if 0.1 < D50NE < 0.7
Check D50NE 0.510
D50NE Check D50NE is OK
Basin Length (LB) 35.213 ft
Basin Width 26.975 ft
Apron Length 11.738 ft
Pool Length 23.475
Pool Depth (HS) 2.348 ft
T'W/YE 0.000
ailwater Depth (TW) 0.000 ft
Average Velocity with TW I AO ft/s
Critical Depth (Yc) 0.772 ft
verage Velocity with Yc .854 ft/s
Project Description
Worksheet TO LS PIPE
Flow Element Circular Chann
Method Manning's Fort
Solve For Channel Depth
Input Data
Mannings Coeffic 0.013
Slope 050000 ft/ft
Diameter 15 in
Discharge 7.32 cfs
Results
Depth 0.63 ft
Flow Area 0.6 ft2
Wetted Perime 1.97 ft
Top Width 1.25 ft
Critical Depth 1.08 ft
Percent Full 50.4 %
Critical Slope 0.011831 ft/ft
Velocity 11.81 ft/s
Velocity Head 2.17 ft
Specific Energ, 2.80 ft
Froude Numbe 2.96
Maximum Disc 15.54 cfs
Discharge Full 14.44 cfs
Slope Full 0.012842 ft/ft
Flow Type Supercritical
Worksheet
Worksheet for Circular Channel
por cam-
i2 C f i T-o /Vc-?
X4-o
P
Project Engineer: JRM Employee
r,:\...\storm\constr-1\design-1\pond1I-1.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
02/17/09 02:34:35 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
SEARSTO N E
SRF-05000
POND #4 LEVEL SPREADER OUTFALL PICTURES
PICTURES TAKEN ON FEBRUARY 17, 2009
JW Caldwell, PE
February 18, 2009
Pond #4 Outfall- Dense Ground Cover- Along Buffer
Pond #4 Outfall- Dense Ground Cover- Looking Southeast
~ \ ~ I 1 1 I 1 , I I \ ~ 1
\ ~ ~ { I 1 / ~ 1 ~f I ,I i~ i~~ I I
CONTRACTOR TO FIELD LOCATE EXISTING f ~ i I OUTLET PIPE AND FlLL PRIOR TO ANY I ~ ~
~ \ I I I I . z8 , 1 I I I I I I I PROPOSED GRADING r~ ~ ~ / / _ ~ ` e ~ I (
~ ~ ~ I I I I I ! I 1 l I ~ l~ r / b I ~`4 \ 11 ~ i i I_ ~ / / ~ ~
STORMWATER POND C® CTION SPECIFICATIONS CONSTRUCTION PREPARATION ~ ~ s` ~ ~ w W I I \ N o ~ ~ w /
1. PRIOR TO PLACEMENT OF THE NEW Flll.„ THE AREAS ON WHICH FlLL IS \ \ \ ~ I ~ ~ ~ 1 1
GENERAL N~~TES TO PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOI TREES 1 i ' ~ N \ \ BE Lr ~ \ \ { I { I ~ 1 ~ ~ 4. \ 11 It n I 1 I i~ ~ J ~ ~ ~ 4:1 (IMP.) 1 1 ~ I ~ i ~ ~ i ~ ~ "
NTH P NS DRAWINGS REPORTS ETC. SHALL BE BROUGHT TO ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL THE AREAS ON ~ \ y i I I I I I ~ ~ 1. ANY CONFLICTS 0 ~ E LA WHICH FlLL IS TO BE PLACED SHALL BE SCARIFIED. \ \ I I I I I I I ( I ~ ~
THE DESIGN ENGINEER S ATTENTION PRIOR TO CONSTRUCTION. I i i I I I ! I( \
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING ~ I I I 1 y`;. `fir \ ~ 2. PRIOR TO CONSTRUCTION, THE ON-SITE GfOTECHNICAL ENGINEER SHAD. VERIFY THE \ I ! ( 1 I ! ! 1 1 I ~ l \ ~
IN H AM EMBANKMENT (SEEDING} ON THE DAM EMBANKMENT ONCE FlNAL GRADES (AS SHOWN ON ! i I 1 / I I 1 1 - ~ . SUITABILITY OF THE PROPOSED BORROW AREA /FlLL FOR USE .TED THE GRADING PLAN) HAVE BEEN ESTABLISHED WfTH COMPACTED FILL. , I i I 1 1 \ ~
I i /KEY TRENCH. ( ! l 1 1 I 1 ( 1 1. - I I I I I / ! l I 'y\
3. THE ON-SITE GEOTECHNICAL ENGINEER SHAD. INSPECT THE KEY TRENCH EXCAVATION 3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY ! I I 1 / 1 1 1 1 1 1 ~ PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS / I i / / 1 ( L ~ \ \ \ ~ /mss I I i ~ ~ ~
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. If THE CONTRACTOR PARTS OF THE STORMWATER POND SITE. R IS ANTICIPATED THAT PUMPING I I I I I ' / / 1 I 1 1
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY WILL BE NECESSARY IN THE EXCAVATION AREAS (LE. -KEY TRENCH). ~ I i I I I i / / / / / TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTORS EXPENSE. DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS / / / ~ w
NECESSARY ,THE CONTRACTOR SHAD. KEEP THE WATER LEVEL BELOW THE ' /
4. THE CONTRACTOR SHALL REFER TO THE SEEDING SCHEDUU:S BELOW. PLEASE NOTE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS / EXISTING DAM EMBANKMENT THAT NO TREES /SHRUBS OF ANY TYPE MAY BE PIANTT:D ON THE PROPOSED DAM REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES / / TO BE RAISED TO ELEVATION NBANKI~ENT _ 0 ELEVATION ~`k\ \ ~ \ I I/ ~ a ~ ~ o
/ 372.00. GEOTECHNICAL EMBANKMENT (FlLL AREAS). ARE STABLE. ~ / / 1 I / /
. / I ( / / / ENGINEER TO EVALUATE xISTiNG _ \ \ 1~ ' I i / ~ W U ~ ~
5. IF THE POND WILL BE USED AS SEDIMENT BASIN DURING. CONSTRUCTION, THE AREA / I i / / / / ' SUITABILITY OF IXIS1ING D SOIL AND C®MPAC'IY®N SPECIFICATIONS ~ I I / l / / ~ EMBANKMENT BEFORE FlLL SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC) AND REVEGETATED (IF NECESSARY) ? ~ / 1 / / / FORE FlLL
PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. THE TRASH AND SEDIMENT 1. DAM SOIL AND COMPACTION SPECIFICATIONS ARE BASED ON THE ~ ° ~ ~ 1 / / / / ~ MATERIAL IS ADDED TO THE IED TC THE ' } ~ ~ ~ ~ , _ _ _ _ \ \ ~ 1 / / 1 ~ ~ ~ ~
SHOULD BE DISPOS® OF PROPERLY (LE. - LANDFILL). RECOMMENDATIONS DETAILED IN THE REPORT OF GEOTECHNICAL EXPLORATION / ° / i / ~ / / / / / / EXITING DAM EMBANKMENT. PREPARED BY MACTEC ENGINEERING AND CONSULTING INC. DATED JUNE 7, ~ ~ / i ' ' / / / / ; NBANKMENT. ' : ~ ~ ~ \ I ( / ~ as
6. PRIOR TO ORDERING OR INSTALLATION, CONTRACTOR SHALL PROVIDE THE ENGINEER 2007. ~ ~ ~ ~ ~ ' ' / / /
WITH RETAINING WALL SHOP DRAWINGS FOR REVIEW. THE SHOP DRAWINGS SHALL BE ~ / ~ ' ~ / ' ' / / / ; \ 4 1 / / a 1 ~ I ( J J l r 1 auis~aiu
R R I RED IN NORTH CAROLINA. M NT ~ ' ' i ' ' / / / SEALED BY A PROFESSIONAL ENGINEE EG STE 2. ALL FILL MATERIALS TO -BE USED FOR THE DAM EMBANK E SHALL BE ~ i i / / / / TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ~ ~ ~ ~ ~ / / / / B
7. ALL WALLS AND RISER STRUCTURES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER. THE FlLL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, , o i i / / / / l ` POND 1 UPPER ~ ~ ' ~ I ( j / / JJ'e~1~ CAR®~~,®ie~ ~ \ I J / / ~ / ee is
STRUCTURAL ENGINEER REGISTERED IN NORTH CAROLINA. ALL STRUCTURAL DESIGN STONES GREATER THAN 6 ,AND FROZEN OR OTHER OBJEC110NABLE ~ ~ ~ ~ / / / NORMAL POOL ELEVATION = 370.00 DRAWINGS SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL ~ ~ ~ / / / / / 370.00 \ ~ \ f 1 / ~ / 1 ~ 4 ° . ( 1 a ~ i
CONSTRUCTION. WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL ° i ~ ~ / / / i ~ / / / / A \ \ I ( / / ~ iQ
8. NG DAM SAFETY WILL CLASSIFY THE PROPOSED DAM AS A HIGH HAZARD 3. FlLL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT ~ ~ ' / / / , ~e\ I / / , ~ S ~ a
JURISDICTIONAL FACILITY. ALL NC DAM SAFETY PERMITS SHALL BE OBTAINED BY THE SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE ~ ' ' / ~ i ~ / / m ,
OWNER PRIOR TO BEGINNING CONSTRUCTION. PLACEMENT OF FlLL FOR THE BERM SECTION, ALL UNSURABLE MATERIAL / ' ~ ~ i / / / am
SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL ~ ~ / / / 9. ALL NECESSARY PERMITS WILL BE OBTAINED FROM THE US ARMY CORPS OF ~ i ~ WEIR OUTLET STRUCTURE TO LOWER POND PLACEMENT. ~ i / / / . \ - / t1 ~ ~ ~ 1 ~ I I I ~ 1 / eg ~ ~ e
ENGINEERS, NC DMSION OF WATER QUALITY, AND THE TOWN OF CARY PRIOR TO ~ ~ ~ / / SHAPE =SEMICIRCULAR -
DISTURBANCE OF ANY JURISDICTIONAL WETLAND/STREAM. i ` < ' i / / INSIDE RADIUS = 78 FT. - 4. ALL FILL SOILS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION i ~'S WEIR CREST = 370.00 / SHALL BE COMPACTED TO AT LEAST 95~ OF THE STANDARD PROCTOR ~ ~ ~ / ~ / i ~ ~ I C: I I / / , ~ / = i / / i i f: I I if ~ 1 I / ' / W
10. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT MAXIM M RY D SITY ASTM-698 . THE FILL SOILS SHALL Bf COMPACTED I> ~ ~ / WEIR LENGTH = 46.67 4r ~i
IS ISSUED. U D ~ ( ) ~ ~ ~ / DESIGNED BY OTHERS _ AT A MOISTURE CONTENT WITHIN OPTIMUM AND +3 PERCENT WET OF ~ i / ° ~
WN F H R I OPTIMUM. COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE ~ ~ ~ ~ ° 11. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TO 0 CARY AS ECEVED GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE / ~ i ~ ~ ~ I I ~ Ia 1 i f 1 I a
NOTIFlCATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE ~ / i ~ = 8" PLUG VALVE EM~RGENCY- ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT / / / ~ t" ~ / / ~ I i ~ t i I i l 1 / / ~ z
BUYDOWN HAS BEEN COMPLETED. / / DRAWDOWN FOR UPPER POND ~ ~ DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE 1 / THE VALVE SHALL BEAM&H STYLE ° i/ I I I I I ( I / / _ / ~ ~
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. I / 820 X-CENTRIC VALVE OR APPROVED-'' 12. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT I EQUAL. THIS VALVE SHALL BE IN
PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FlLL AREAS OF THE ~ ' ACCORDANCE WffH AWWA C-504 V ~ / I I I I 014 , I I I I i i Il ( i i/~, ~ t ~ / I w I INV, = EL 356.501 I I I I I I - °
TOWN OF CARY UNIFIED. DEVELOPMENT ORDINANCE. BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING , ` I: 1 SEC. 5.5 AND SHALL BE OPERABLE ~
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY 1 ~ FROM FINISHED GRADE ~ l - 310' TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH i I ~ ~ i I ~ i I i I I I I i ~ N o 310' i ~ I I I I i I I / ~ o
~ ~ SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 ABOVE. , . -:f ` ~ 1 I 1 ~ I 1 I di
TE S IFICATIONS . ~ .I.:.. TW =,.37200 I 1\ i 1 I li \ i i \ \ / z ~ o i
6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WfTH / ~ ~ ~ 18 LF 12 ~ DIP " III R P M IFIED BELL AND SPIG T ~ ~ ~ ~ ~ - 1. THE 42 RCP OUTLET BARREL SHALL BE CLASS C , OD 0 , REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFlED ~ ~ ~ ~ o INV. IN EL - 367.00_ DIP ~ ( ,.BW 355.00 I 1 \ , ii \ \ 1~ 1 \ I\ '67.00_ - ~ ~ I 1 :L,1.. ~ ` \ 1 CI } i \ \ ~ \ ~ ~ N N
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING / ~ ~ ~ ~ ~ ~ IN_ OUT EL = 360.00 '60.00 \ ..;..','...I'::, 1 i 4 \ ~ \ \ W
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHAD. THE AS-BUILT CERTIFlCATION PROCESS FOR THIS STORMWATER FACILITY. / ` r-- ~ ~ ~ ° BE TYPE R-4. THEREFORE, TT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ' ~ f,;-`~' ° POND 1 LOWER ~1>:,:,.,..'; I I i i i i i i \ \ \ \ fY' a s :;Y NORMAL POOL = EL. 361.00 ~ ~ I i i \ V i t \ \ \ \
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. ~ 'f'"~` i ' ~ ~ ~ ' ~ ' BOTTOM OF POND = El. 355.00 I II I I 1 i i i 1i i i \ \
2. THE STRUCTURAL DESIGN FOR BOTH THE WEIR WALL FROM THE UPPER POND TO THE ~ . ~ i ~ ~ ~ _ _ _ _ _ _ _ _ LOWER POND AND THE RISER OUTLET STRUCTURE WITH EXTENDED BASE AND CONCRETE ' _ _ ~
SPILLWAY PIPE SUBGRADE SUPPORT ~ - - ~ ~ / - ° CAP TRASHRACK SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ,:o>> ° ° RETAINING WALL (DESIGN BY I I ( I ( I I i 1 i \ I
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. B~„j°DDING SPECII~Ij 4nTIONS ~ ° REGISTERED IN NORTH CAROLINA, FOR REVIEW. OTHERS). SEE NOTES I I I I I I I ~ I I ~ 1 i i i 3
1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD - ~ i 1 E I 1 I I 1 1
3. THE RISER OUTLET STRUCTURE SHAM BE PROVIDED WITH STEPS 16 ON CENTER. BE BROUGHT UP TO A POINT OF 2 TO 3 OR MORE ABOVE THE TOP - , - 4 I 1 I i I I I I I J/ I I I i \ 14 1 UFO i I 1 4 P I I i ~ I \
STEPS .SHALL BE PROVIDED ON THE INTERIOR WALL OF THE RISER. STRUCTURE. STEPS ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT - , v.:. ~ SHALL'BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET SW-1B THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDmON. ONCE THE - - • \ I a~~ ~ / \ i 1 1 l I i ~ ~ I /
, FOR 10CAT10N OF THE RISER STEPS. FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, -THE PIPE TRENCH TW = 372.00 1 I 4 ~ i i \ I ~ / / J I W w z 0 3 ~ BW = 355.00. I ~a ~ = 365.50 I \ ~ i ' I \ \ / / ~ ~ ~ a o
SHOULD THEN Bf EXCAVATED FOR INSTALLATION OF THE PIPE. . _ _ - ; 0 3 : _ , s. 4. THE 8'Lx8°Wx24" THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE INV. • EL 356 5O r 56 50 ~ T 3> . ~ > BW = 355.00 I O
• , . - .1,. ~ ° : ' EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BF 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, " " ' _ °
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE _ ` ' 3. ~ ' PUMPING J.- \ 1 I: `'l-' i I i I i Ii I I it I\ ~ w U
TOR REVIEW (SEE ITEM 2 ABOVE). (OR STREAM DIVERSION, ETC.) DEPENDING AN THE TOPOGRAPHY. SINCE R IS NECESSARY TO WORK IN A "DRY" CONDmON, THIS SITUATION ~ - = ~ ° \ i I r I / / ~ FF
N TRUCTED WITH WATERTIGHT WALLS AND MAY REQUIRE USE OF LEAN CONCRETE BACKFlLL PLOWABLE Fl ETC. TO ~ ~ 78 5. TAU. RISER STRUCTURES SHALL BE COS LL, - C t I t w
WATERTIGHT WALL AND PIPE CONNECTIONS. ESTABLISH SUBGRADE CONDmONS SUTABLE FOR SOIL TYPE BACKFlLL PLACEMENL _
' - PRECASi'RISER OUTLET STRUCTURE 6. THE PRECAST -RISER STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 28,066 LBS. THE ° ~ ° ~ _ ~ ~ SHAPE -CIRCULAR f ( ~ I~ I I ~ I i I I I I I~ ( ..~v
STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY 3. PRIOR TO INSTALLATION SUBGRADE CONDITIONS ALONG THE SPILLWAY _ ' INSIDE RADIUS = 6 FT. ~ SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE PIPE SHOULD BE EVALUATED BY THE ON-BETE GEOTECHNICAL ENGINEER TO
TOP OF RISER = 361.75 I MATED TO THE N I AT TH ~ - WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAW NGS SUB ASSESS WHETHER SUITABLE BEARING COND~10 S EX ST E SUBGRADE ° / , ° , ` INVERT IN (2-2 WEIRS) = 361.00 y i I f I i I i i I
ENGINEER FOR REVIEW... LEVEL SHOULD SOFT OR OTHERWISE UNSUffABLE CONDmONS BE e ~ ° / IN _ ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE MATERIALS SHOULD BE ~ VERT OUT (42 ~ 0-RING RCP) 354.50 J i I;~ f j I I I i i i I I ! I ~ "t_ Z
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMR TRASH RACK SHOP DRAWINGS UNDERCUT AS DIRECTED BY THE GEOTEC.TNICAL ENGINEER. THE UNDERCUT (SEE DETAIL SHEET SW-16) I I 1 f i f ~ ~
TO THE ENGINEER FOR REVIEW. MATERIALS SHALL BE REPLACED WITH ADEQUATELY .COMPACTED STRUCTURAL ~ 1 ' CONTRACTOR SHALL PROVIDE FlLL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE ~ l ~ ( 1 I ~ -~,,~~f ~~-~I
STEP IN ACCORDANCE ~41TH 8. All POURED CONCRETE. SHALL BE MINIMUM 3000 PSt (28 DAY} UNLESS OTHERWISE GEOTECHNICAL ENGINEER.
~ ~ % - _ NC OT STD. 840.66. STIEPS NOTED.. ~ ~ , ~ „ 41 LF 42"0 Q-RING RCP ~ "1
4. FlLL MATERIAL ADJACENT TO THE 42 ~ 0-RING OUTLET BARREL SHALL - ~ SHALL BE PLACED AT 16 10.C. ? 9. GEOTEXTILE FABRIC FOR THE 42-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE MEET THE SPECIFICATIONS LISTED IN TEEMS 1 THROUGH 3 ABOVE. THE 1 (5 DETAIL SHEET SW~18) / / / 1 / ( ( ( (JOINTS WRAPPED IN s~~ ~ , ` '
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR ENGINI~R APPROVED EQUAL CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS I I / 0 ® / / / 1 1 / r 1 / ~GEOTEXTiLE FABRIC) ®9.27.
(NON-WOVEN FABRIC) ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO I / THE PIPE ARE FILLED WfTH PROPERLY COMPACTED MATERIAL. I I /
° 10. POND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A I / ~ °
/ f ~ M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN ACCORDANCE G ®Ii TjIE E / ~
WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET I 1 / o' STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY / / ~ ~ ~ i ~ ~ i
REM V VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"~ THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING 1 / ~ ~ 0'~~ CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR / / / / ~ i ~ ~~2 ~ i , ~ ~ i ( ~ ~ ~ i l ~ / / / 42" ENDWALL
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH Ey~Y 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL 1 I ~ ~ / ~ 336 LF 42"0 0-RING RCP\ ~ o / ' ~ INV. OUT EL = 336.00
TO THE TRASH RACK. ` 1 / / ~ 2.83 W/ CONCRETE ~ i f,,~(SEE DETAIL SW-1C) fi=
2. TESTING WILL BE REQUIRED ALONG THE 42" 0-RING OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF \ / ~ ~ i i~ CRADLE (SEE DETAIL / ~1 / / ~ / / / ~ _ ~ /,SW-16) (JOINTS WRAPPED d/ ~ I / / ~ ~~0
FlLL \ _ ~ ~ ~ / IN GEOTEXTILE FABRIC) ( i / / ~ ;VELOCtiY DISSIPATOR
STATEMENT OF RESPONSIBIIdTY': \ , ' 6 ~ / / / ' ~s / ~gti i ~ ~ ~ ~ ~ f~:' °NCDOT CIASS '1' RIP RAP / / / / / / \ x ~ ~ I i / ~ k,,;, ~ 36'L X 2TW X 30" THICK
\ / ~ ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE ~ - - ~ / / s ~ ~ ~ ~ / / / t / / / I ~ ` ~ ~ 1 ~ \ i /t i z= (SEE DETAIL SHEET SW-1 C)
THE RESPONSIBILTTI' OF THE PROPERTY OWNER'S ASSOCIATION, PER THE ~ / / / / ~ ~ ~ ~ I 6',>f JUNCTION BOX (,y~ / I \ 1 I I ~ . I. i /
EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACT \ ~ ~ / / / ~ ~ ~ ~ ~ / l / r i r ~ i~ " RIM EL. = 351.25 / i ) 1 it I( I " ~ ,I 5" FES INVERT OUT f~336.90~ /
/ / i ~ / / ~ ~ ~ / 42 0-RING RCP INVERT IN = 345.00 / / ii ~ r, r~,~ r I ~ ~ / //,,15~ 0-RING RCP INVERT OUT = 337.60 ~ I( IIl I l/ ~ I 11 ~1a ~1/ ~
EMBANKMENT " ~ / / / i' 96 LF - 3 CAST-IN-PLACE \ / / / / / 42 0-RING RCP INVERT OUT = 339.60 /
' CONCRI7E LIP STUBBED ABOVE GRADE ~ ~ \ ~ ~ / / ~ ~ ~ I (SEE DETAIL SW-1C) / / ~ / i ~ =f' I ~ I
LIP ELEV. = 336.75 \ ' i / I, CHANNEL SHALL BE LINED WITH \ ~ ~ `~v / / / / / ~ I,' ~ / / / / / ~ I ~ . ~ ~ fib`- } ! ~ / / 66 LF 15"~ 0-RING RCP / I 1 I I i } ~ , l
ENDWALL ; ! LANDLOK TURF REINFORCEMENT ~ i I l i ~ / MATTING 450 AND 5EEDED PER ~ \ ~ l ! 1 i i / i ~ ( ( ~ ~ / 0.50. (JOINTS WRAPPED \ ~ I I ~ {"<< 1~ _ 1 / \ \ a
II ~ 3 FEET OF 3" LAYER OF #57 STONE 0._. ~ ~ ~ / i ~ i " I SEEDING SCHEDULE (SEE LINING ~ ~ ~ ~ ~ ~ I f I / IN GEOTEXTILE FABRIC) ~ 1 I . , ~ ;•,y ~-~.F
15 0-RING RCP ~ ! ~ ANCHOR DETAILS SHEET SW-5) _ ~ 1 / ~ i ( ~ ~1
iNVERT OUT EL. 336.90 NATURAL GRADE - EL 336.50 ~ ~ / 1 / ~ / / w- f..._._...._.. ~ 4 0 JUNCTION BOX i r , i ~i'96.0' LEVEL SPREADER I11
6 ~ I INVERT IN = 337.25 / 50 LF 15" 0-RING ;DEL. '336.75 `fll ~ I / / ~ ~ ~ ~ ~ INVERT OUT = 337.15 RCP ~ 0.53 (JOINTS I ~
- ~ I / I / i I. ~ ~ ~ ~ ~ ~ / i, ~ WRAPPED IN . ~ i t,'.;~ (SEE DETAIL SHEET SW~1r) ~ii /
12 1 12 GEOTEXTILE FABRIC)
RAP IC SCALE
_ I I 3 - S EDBED P CAST IN cE coNCR - A A TI O N TEEN: 335.90 ~ - TEMPORARY SE I N
ED G SCHEDULE ~i~r = iii-iii 1 ~EDULE PERMANENT SEEDING SCHEDULE 50 0 25 50 100 ~ , 'i4 ~Mt
UNDISTURBED EARTF~ - - I I CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDmONS, IF _ ; . •.r,•° - AVAIU+BLE. SEEDING DATE SEEDING MIXTURE APPUCA110N RATE 3t~ *y+ S~~ SEEDING DATE SEEDING MIXTURE APPLICATION RATE 1 inch = 50 ft. f '
. - i 1 i I--i I I-I I ' 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC ~ GENERAL NOTES. - - EINFORCED CONCRETE FOOTING 3.) REMOVE ALL LOSE .ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH LBS/AC AUG 25 -OCT. (BEST} TALL FESCUE 200 LBS/AC a!' ,1 ; ~ ~ ~
1. UP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT - = - AND UNIFORM. KaeE LESPEDEZA Sa Les/Ac LBS/AC FEB. -APR 15 (POSSIBLE)
- 6.75 T R NIF RM PR LNG F W. III' 12 - (I- I- I 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WffH SOIL (SEE MAY i -AUG 15 GERMAN MILLET 40 LBS AC ELEV. - 33 0 ENSU E U 0 S EAD O FLO I I / ANY PORTION OF LIP FOUND TO BE NOT LEVEL WILL BE - BELOW*)' AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC LBS/AC SOIL AMENDMENTS c ~ , , LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR PPPLY 4000 LB/ACRE - Ia l - V I
REJECTED AND WILL BE REBUILT, AT CONTRACTOR EXPENSE. 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. SOIL AMENDMENTS GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER FOLLOW RECOMMENDATIONS OF SOIL ST5 R APP Y A ° 2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON CROSS-SECTION 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. TE 0 L 2,000 LB/ C GROUND APPROVED ~ zoo9 F AC GROUND .MIiLGli PROJECT ND, SRF-O500G
UNDISTURBED SOIL, AND NOT ON FILL a.) INSPECT ALL SEEDED AREAS AND MAKE NECESS4RY REPAIRS OR RESEEDINGS WfTHIN THE PLANTING AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). I. ( FROM AUG ORPA M~ H IANCHORISNG TOOLCA DISKRWITH BLADES SET NEARLY STRAIGHT CAN TOWN OF CARP ns~ ~R ~N~; SRF-Q5QOQ_PD
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60y DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. .MSILCH 8E USED AS A MULCH ANCHORING TOOL. ~NICPI N
A ZERO PERCENT GRADE. 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMEM AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WffH ASPHALT, NETTING, COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SE7 NEARLY STRAIGHT CAN PHALT, NETTING, App~OV@U by ! Date DESIGNED BY: ~Cp f 5?RAIGHT CAN
7. AI TFRNATF C(1NSTRU(:TION (1PTI~NS FAR THE I FVFI . _ _ . _ n1___,__ n_i_
* See seasonal application tit UtiLU AS A MULCH ANCHORING TOOL. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE riullfllily UULH DRAWN BY: TRM FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW Engineering Dote
URF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE M&WENANC REGULARLY TO A HEIGHT OF 2-4 INCHES. SCALE: 1,,. ^ 50'
LAPPROVED NGULAR CHANNEL SHOULD BE LINED WITH SPREADER CAN BE SUBMCITED TO THE DESIGN ENGINEER BY schedule EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND RESEED, REFERTILIZE. AND MULCH IMMEDIATELY LATE. NURSE PLANTS LY DATE: BETWEEN MEDIATELY.
INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES FOLLOWING EROSION OR OTHER DAMAGE.
SHEET FLOW. AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. NCH LAYER OF X57 STONE SHALL BE UNDERLAIN TOP DRESS WITH 50 LB /AC OF NITROGEN IN MARCH. GERMAN MILLET. BEFORE MAY 1, R AFTER/AUGE 5,DADDR40SLB/OR 10 ACRE RYE (GRAIN). ALL CONSTRUCTION SHALL BE IN ACCORDANCE O9°1Q-OS 1
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND FILTERWEAVE 400 OR APPROVED EQUIVALENT. JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN ICOVMARCH. EER BEYOND Nom; PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE WITH TOWN OF CARP STANDARDS, SPECIFICATIONS SHEET NO. ESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR. AND DETAILS. s,
LATE FEBRUARY OR EARLY MARCH.
LLWEL SP ER DETA W B NQTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS h CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. VHEN DATE IS NOT &McAD
N.T.S. kilMeADAM" FINAL DRAWING - RELEASED FOR CONSTRUCTION

•
~ o
RIM EL. = 351.25 45 ELBOW W Z ~I
NCDOT STD. 840.54. (TYP.} 4" DIA. PERFORATED
ANHOLE CO R , PVC (SCH 40 ASTM NOTES: SEES DETAIL a ~ a. W D1785 a a 90' ELBO )
1. MAN STEPS TO 8E PROVIDED (1YP.) (11'P.) 6""~• a
AT 1-2 O.C. 7" (TYP.) ~1 ~ a
2. STEPS SHALL 8E IN ACCORDANCE ~ N0. 57 STONE- °v °y ~ W aN ~;1Z NOTES: Qa
WITH NCDOT STD. 840.66 Q 3 . ~J', DHOW W1 (FT.) p ~ 6~' THIS PRECAST ENOWALL NAY BE USED FOA THE FOLLOWING N~~U ~ ~ '7 ~ O
7 NE ~,...a..:. , N0. 5 STO n~ A, a ' AY~ W O -I i ~ Z ~ S ~ f ~ INSTALL PAEGABT ENDWALL6 WITH WINGB AND PAY O ~ y S ~,p ~y (7 a
0 0 o~ D s~ ~~E~ ~ K ~CjC ° 4~ (i1N~ in o o Obo m ~ S ~ „ STANDARDS: 838.21, 638.27, 838.33 ANO 638 ~ 39. LL J 60. N 2 ~ejti44 O Q S O D n fn _ _ FOA IN ACCORDANCE WITH SPECIFICATION SECTION 638, W Q Q ti = ~ Ey di ~ • ~ Z D " USE 4000 PSI CONCRETE ~ E' U G: O t7
0~ o ~pooo'~ " 21~ SypO 1.0° 1 •DL PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 F=F'Z~ ® ~ ~ I Z ~ O ly ~ ~ FOA GRADE 60 AND WELDED WIRE FABRIC CONFORMING y H• U.O J
. , 7 (TYP.) 9 ° ~ 336 LF 2" 0 O S S Z 3 ; ~ ~ TO ASTM Ai85 WITH 2" MIN. CLEARANCE. S O ~ 4 ~ ~ W V O
r 0-RING RCP +0 D D ~ ~ ~ ~ v I PLACE LTFT HOLES OA PINS IN ACCORDANCE WITH Z N S Wy ~1i O N H2 OSHA STANDARD 1926.704. H' H H sy y 0 ' CSlACP ~ H2 ' PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY ~ W C] ~Hk W
`D 2.83 336 LF 42" 0 ° Z ~ I H1 H1 CONTAACTOA 4 y~/ [fi ~ ~ ~ I m " ALL ELEMENTS PRECAST TO NEET ASTM C913~ H
0-RING RCP ® ` 'a "\u ~ ~ ~ • WELDED WIRE FABRIC NAY BE SUBSTITUTED FOA AEBAA W ~ QI a.i
2.83 _ INV.-345.00 6~ DIA. PRE-CAST MANHOLE - - - - - - - - - i' 0' AS LONG AS THE SPME AREA Of STEEL I8 PROVIDED. ; ~ r ~ CHAMFER ALL CORNEAS 1° OA HAVE A RADIUS OF 1". m
8" 0.0. (TYP.) ~~~p/1+111ets ~ ~`~-flEFEflCTOTCHApT 6n ~FOAEBAA 9IZ~T ~ 0~~,0~ CA IO~e~1
< C~'ir ~ 0 0 0 " ~,a'. ~ ~ m FOA BAA SIZE ~ NOTE: THE MINIMUM 8AA SIZE SHALL BE #5 BARB J Y 0~ ®B AT 8° CTS.THE CONTAACTOA WILL HAVE THE OPTION y V1 O sees I
' INV.=343.67 41 LF 42 0 0-RING RCP H m ~ ELEVATION SIDE ~ TO INCREASE THIS 8AA SIZE AS NEEDED. LLO Q n oa~l ~J.,7~ ~~j ~~H Cyl '~`e 01 • :Q~O a
a ' a a . ' 4.0 LF 4" DIA. , INV.=339.80 9.30% PERFORATED PVC myS rZ-i Z ~ ~ e ~
NON-WOVEN GEOTEXTILE 2 (SCH 40 ASTM D1785} 1120 TREVIRA SPUNBOUND N y EtlDWALL DIMENSIONS a W M a g 7
END CONCRETE CRADLE OR ENGINEER APPROVED • ~ D ~-~FT ~ FT j MINIMUM MTN !MAX ,MIN /MAX MIN /MAX MIN !MAX, MIN !MAX. ~ W a' ~ o
N0. 57 STONE EQUAL) C Z D PIPE DIA BAA SIZE Ht FT H2 FT D FT Wt W2 2 n ee 9 e I NL e
66 LF 15" 0 1' a -RING RCP d v .A 0 •~a i 0 i #5 @ 8" 1 2512 00 2 OD13 75 1.2511 75 3 00(3 75 5 5016.00 QO ~ ~ eoeee V 4° Y;} N rn C7 ( ~ m'r i 25 I #5 @ 8" 1.2512.00 ! u.0013.75 1.25!2.00 3,50!3.75 6.5016.75 Z $ _
Pr,Ax vi81r ®0.50 NON-WOVEN GEOTEXfILE 1120 H m D ~ 1 50 j #5 @ 8 1 2512 00 13 00(4 25 1.50!2 50 3 5013 75 6 5016 75 ~ ~ ~ ~ r
TREVIRA SPUNBOUND 0 EN INEER APPROVED EQUAL m z ~ r D ;1_ 3,0 I #5 @ S ~ 3.C013,50 ?'4 0016 OD 2.00!3 00 4 5015 50_ 10 00!81250 ~ ~ W
d ~ E ~ 6,' ~ j6 00!6.75 3.25(3 50 ; 6 0016.75 12 00!13.25 Z W N w
, ~ D I ' ~,1yQ 3 5 ~ #5 @ 8 3 25/4 50 5 OD76 00 2.7513 50 , 5 2515J5 11 50!11.75 J Q C,7 40 _ #5@8 3501450
d d ° ° a ~ r P~p1N , ` 4.5 #5 @ 6 , 4 0015 00 '_6 5017 OD ,3.2513 50 ~ 6 5016 75 13 00!13.25 W d S O 6 5018 5D 3.25(4 00 ' 7 OOI9.25 13 50115.75 Iii N
,a d a a 5.0 #5 @ B" y 4.60!6.00 ~I 7.OD18.5D 3.2614.00. 7,25!9.25 13.75!15.75 ~ 5 5 ~ #5 @ 6' 4 5015 00 7 5D16,50 3.25!4 00 7 2519,25 14 00!15.75 z r r.
& 0 #5 @3" 4 5015.00 i 7 5018.50 3.25!4 00 7 7519.25 t4.75l16.75 w g
B" C~ION VISI? ~ J SNEET 1 dF 1 SHEET i OF 1 ~ ~
66 LF 15" ~ 0-RIN 838.80 838'.80 o m
RCP ~ 0.50
INV = 337.60 42'° ENDw AB,S ~ o
ON HOX DETA~ N.T.S. ~ N o z
N.TS. 0 0 0
~~•1
5 N N
W a a
Q ..i
W 1(D
~ ~
~i
U
Era""~° U~~U~
. ~~~x
w~~~ 36' ~~~z
Ww~ EDGE OF RIPRAP TO BE LEVEL U1 ~ ~
WITH EXISTING GROUND AND SLOPE ~
TO INVERT ~ 2.5' BELOW OUTLET PIPE INVERT ELEVATION.
W
O
0 0 0~0
~ s I
D Z O C ~ 0 0 Co 0 0 0 `i
d~ SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE Dom, o 0 0 H ~ IF SPECIFIED. ~ A ~o ~~~~o o ~~o I`~r , ; A
COVER SHALL STATE USE OF SYSTEM ¢ ~ n ~
~ o CLE.~ SEWER, STORM DRAIN, ELECTRICAL) z~3 O O RIPRAP IN ~ ~ ~ ~ ~ _ 42" 0-RING o 2.5' BELO RIPRAP INVERT IS ~ co o~ O 0 2.5' BELOW ~ ° ° ° ° 271
D? -I ~ ~-~DHZ rZ~=D Q DDS= RCP OIRLET PI ~~OIRLET PIPE ~
H ~ ~ TOP OF C.9VE o%z = INVERT EL Iv RT ElvEl1AT10 . O O O O p oU o~ ~ o p o
~°~~r~ w~Qw~ O ~ oU~ 2 ZD b~ ~ o
=v~~? A A w zH-~D~ z~ ~ ~ ~o~
~2°H B B o ~ • ~~a DDN o 0 o ~~.~o 00 0~0~0
DD
~ H O.. Q
~D W 0 0 0
z U2' R. 42" ENDWALL
BOTTOM OF COVER U~' 1' R•
PLAN PLAN
~ 3 PLAN ~F COVER 0! D~ ~W EDGE OF RIPRAP TO BE LEVEL NCDOT CLASS "1" .RIP-RAP
~ Z~ D PLAN EF FRAME WITH IXISTING GROUND AND SLOPE 36'L x 2TW x 30" THICK TO INVERT ®2.5' BELOW OUTLET
~ H !-ll U2' ~ O 42" ENDWALL o. Ovi ZU PIPE INVERT ELEVATION. p
r= H
~ _ 3 5' 1 w ~ iw 1 U4 Q A 5' 14' 5' NATURAL GROUND , , I~'1 ~
~ -I ~ Z °o ~ D 1'-11314 314' R ~ 1' . ti ~1
a ~z ~ ~ n D d ~ ~ A V
a + + D 110118` ~ LJ + + Qg I'Cd ~ ~~~i~
~d QQ " 30" LAYER OF aE•WATER~u~I~Y I
~ ~ z ~ 42 0-RING CLASS '1 RIP-RAP S~4ST .AT6N f
°a ~ d TYPE #1 UR' Q RCP o Z D 3314' ~
N ~ ~ Ui" ~4 314 W _ o _ rtiS iy r.~'. y(
z ~ ~ J - o ~ ,1
~ n Gt ~ 1-10 5(0' H ® - y ® ALTERNATE J = -
C ~ SECTION B-B ~ Z - i'j - I' ' ' ' 4° FLTER BLANKET ~ ;
I'°'I ° z Q ~ o ~ ~ 4 3l~ 2'-D U8' MINIMUM WEIGHTS - LBS. w ~ i-~ i, i = ~ , C~7-SP-jT®~35 ~ a
U4' FRAME - 180 - -9 ~ ~ _ _ FILTER BLANKET (SEE NOTE) APPRU Y ~D
COVER - 120 _
SECTION A-A TOTAL - 300 C RIPRAP INVERT IS 2.5' BELOW TOWN OF CARP PRasE~T No. SRF-o5oU0 OUTLET PIPE INVERT ELEVATION.
'38 SPECIFICATIDN NOTE. ~N~~ SRF-05000_PD A FLTER BLANKET IS TO BE ~ °~~~x-='`
° HEET 1 ~BF 1 CLASS 30 IRON MEETING SHEET 1 flF 1 ~ ASTM A-48 INSTALLED BETWEEN THE RIP Approved by Date nESicrr~n ®r. JCD
~n~ ~n TYpF #2 onn ~n DAD A\111 CAI! ff111Ai11ATAAl I'll _ I1 _1 _
2 + 0 It U -j -t u t °t SECTI SECTION A-A THE nwu wig rvV, l. rianninc~ UDLB DRAWN BY: THE FILTER BLANKET WILL
m 0 0 En ineerina Date CONSIST OF A MINIMUM 4" 9 scatiE; NTS
U THICK LAYER OF STONE (#57)
0 ® UNDERLAIN WITH GEOTEXTILE. DATE: 09-19-08
N C, %R)NCriON BOX DEM. 0 ALL CONSTRUCTION SHALL BE IN ACCORDANCE SHEET No.
0 o N.T.S. C=DOU=BARIR L VELOCPIY DISSIPAI~OR WITH TOWN OF GARY STANDARDS, SPECIFICATIONS Owl& vv
AND DETAILS. N.T.S.
N
N FINAL DRAWING - RELEASED FOR CONSTRUCTION I~~ADA~
U m D

i
STORMWATER POND C®NSTRUCTI®N SPECIFICATi®NS
~ ~ 1 I ~ ~ J ~ i ~ r ~,o ~ ~ ~ 3~l v d
BERM IL AND C MPA N ~ ENERAL N SO 0 CTIO SPECIFICATIONS G ORBS 1 I 1 ~
- } I 1, ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO 1. THE ON SITE GEOTECHNICAL ENGINEER SHALL EVALUATE THE PROPOSED - ~ ~ ~ ~ 1 ~ _
THE DESIGN ENGINEERS ATTENTION PRIOR TO CONSTRUCTION. 2(H):1(V) DOWNSTREAM SLOPE OF THE PROPOSED EMBANKMENT FOR STABILITY. ANY REINFORCING MEASURES NECESSARY SHALL BE CALLED FOR I
BY THE ON-SITE GEOTECHNICAL ENGINEER. ~ ` ' } 2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE I ~
} SUITABILITY OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM EMBANKMENT ~ ' ' } 1
/KEY TRENCH. 2. ALL FlLL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED BY THE ON SITE GEOTECHNICAL 1 1 I I I ~ 1 3C
_ ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, ~ 3. THE ON SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION " ~ ^i } 1 I 1 I I ~ 1 . ~ ° r . ~ ~ ~ - ~ a
PRI R T P EM OF ANY BA KFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR STONES GREATER THAN 6 ,AND FROZEN OR OTHER OBJECTIONABLE ~ ~ ' 1 0 0 LAC ENT C I ~ MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL / CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO NSPEC110N, EN THE KEY
WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTORS EXPENSE. / l
„ / \ \ 1 3. FlLL PLACEMENT SHALL NOT IXCEED A MAXIM M FT. H 4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT U 8 u fAC UFt 1 I I 1 I I / I I I I, -
SHALL BE CONTINUOUS FOR THE ENTIRE IF'JGTH OF EMBANKMENT. BEFORE ~ ~ ~ I PLANTING PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE / ~ z`
PLACEMENT OF FlLL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). SHALL BE REMOVED AN THE RF P / D SU ACE ROPERLY PREPARED FOR FILL / I I I 1 I I I / / / II , ,i I ~ ~ TT^~ a
5. IF THE DRY DETENTION POND WILL BE USED AS A SEDIMENT BASIN DURING PLACEMENT. ~ } _ +1 w~
/ CONSTRUCTION, THE AREA SHALL BE CLEANED. OUT (I.E. SEDIMENT, TRASH, ETC) AND 4. ALL FILL SOILS USED IN THE EMBANKMENT KEY TRENCH CONSTRUCTION I I I I I I / I / / ~ J .4? - jl-~i. F ..r~l I ~ ~ ~ Tk
/ / / REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. SHAH BE COMPACTED TO AT LEAST 95~ OF THE STANDARD PROCTOR / 1 , w r + ® 1~' •~1~
THIS INCLUDES THE REMOVAL OF ANY SKIMMER DEVICE USED DURING EROSION CONTROL / / MAXIMUM DRY DENSITf (ASTM-698). THE FlLL SOILS SHALL BE COMPACTED / 1 THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (LE. - LANDFlLL). I I i / l l l ~ / ~ f a, xoo
AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM / } MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE /
/ 6. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT IS ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT ~ / ISSUED. / /
THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FlLL SHOULD BE / I COMPACTED USING A SHEEPSF00T TYPE COMPACTOR. IN ORDER TO PREVENT /
7. A GRADING PERMIT WILL NOT BE ISSUED UN11L THE TOWN OF CARY HAS RECEIVED ry ~ DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL. CROSS ANY PIPE ~ NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN UN11L MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. i 'o /
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN / ~ I ~ I I f I I ~ ~ ~ ~ ~.Ii t I~ z w~
BUYDOWN HAS BEEN COMPLETED. r / / I 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE , s ~ I I I I ~ E 1_ - I w aa,., ~ 1
BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING ~ / / 8. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT GRADE AND SHALL HAVE A MINIMUM BOTTOM WNTH OF 5 FEET. THE KEY / / 1 I I I / I ~ ~ ~ ~ ~ ~ ~ ~~~ti~usueiirre
.PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE ~ , ~ I I ~ I 1 I I 1 I I ~ ~~i ~ ~ ~ III I I 00~ ~ (rAR ~~~~~is
TOWN OF GARY UNIFlED .DEVELOPMENT ORDINANCE. TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 ABOVE. ~ ~ I I ~P of DAM = 34z.oo i ~ ~ ~ ~ I ~ ~ I I I l l (io-~r. wI~E MIN.) ~ _ ~ 1 ~ F ~~~f I!~~I ; o ~ '
6. UPON RE VEST THE CONTRACT R H P TH ~ ~T ~ O S ALL ROVIDf E ENGINEER WfTH / . o
CO V ON N REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED ~ ~ r ~ / I I r I • ~
COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING , = / 1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FlLL IS THE AS-BUILT CERIIFlCATION PROCESS FOR THIS STORMWATER FACILITY. ~ / ~
TO BE PLACED SHALL: BE CLEARED'AND STRIPPED OF 1'OPSOI TREES - L, , THEREFORE, ff IS THE CONTRACTORS RESPONSIBILITY TO ENSURE / I 1 1 II I 6 I I I , I I+ ~ t ~ ~ I I1 °s9~sS. I N I 'as • 0
ROOTS VEGETATION AND OTHER TIONABLE MATERIAL. THE AREAS ON OBJEC COMPAC110N TESTS ARE PROPERLY PERFORMED DURING CONSTRUC110N. _ WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED.
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANITNG ~ ~ I I I I I ~ ~ a, I _ _ 1
SEEDING ON THE DAM EMBANKMENT ONCE FlNAL GRADES AS SHOWN ON / ~ ( ) ( i ~ S ~iAY PIPE SUBGRADE S RTAND / J THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. _ i 1 I I I I { ~ I ~f 'II iii I31 ~ ~ I I ~ ~ ~ I C, ~ n
/ ~ BEDDING SPECIFICATIONS I I ~ ~ I I~~
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY / PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS / ~ I/ I I I I I I3'~lW) ~ ~ ~
PARTS OF THE STORMWATER POND SITE. R IS ANTICIPATED THAT PUMPING 1. FlLL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD \ ~ I M 1 ~f ~'I~ ~ ~~I f ~ l/ I l
WILL BE NECESSARY IN liiE EXCAVATION AREAS (LE. -KEY TRENCH).. BE BROUGHT UP TO A POINT OF 2 TO 3 OR MORE ABOVE THE TOP ~ ~ ~ / I I I I I ~ t ~ FLOOD PLAIN g. ' ` ~ III ~ ~ I I I I I I ~ ~ r ~ ~ III
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR O11~ER AREAS AS ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUC110N SO THAT ~ ~ ~ ~ ? / NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDmON. ONCE THE ~ ~
FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH \ ~ BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS SHOULD THEN E EXCAVATED FOR IN 7H ~ ~ \ `o ~ ~ ~ ~ I I I ~ \ ~ ~ ~'1~ , ~i; ~ _t~ r : ~~I Ill ~
REMOVED SHALL BE SUCH .THAT THE EXCAVATION BOTTOM. AND SIDESLOPES B STALLATION OF E PIPE. ~ \ ,~h ~ ` ~ ARE STABLE. \ ~
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, ~ _ ~ - \
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE ~ ~ \ \ PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. ~ ~ \ ~ ~ I ~ PO~~11D FLOOR 1 ~ M I i L ~ ~ 1~s ~
OUTLET U' SPECIFI TIONS ~ \ SINCE Tf IS N RY T W RK IN ~ ~ ~ \ „ ECESSA 0 0 A 'bRY" CONDITION, THIS STNATION \ 1 SHALL 8E SL~PED ` _ II~
1. THE 36 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FILL, ETC. TO ~ ~ ~ \ MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFlNED ~ ~ ` ~ \ ESTABLJSH SUBGRADE CONDmONS SUITABLE F r? SOIL TYPE BACKFlLL ~ ~ ~ ~ / ~ 1.Q09~ MINIMUM TO 1 I ~ - J k~ I ~ OUTLET ~ t , 1 `
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL PLACEMENT. ~ ~ ~ ~ ~ ~ - \ I I 1 fir' LF 3s"o o RING ~ f I• I I I w _ _ I ; pEIT _k~ ~ 1 ICI ~
BE TYPE R-4. ~ ~ O ~ ~ ~ 1 ~ \ :RCP (JOIt~5
3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY ~ ~ \ 1 2. THE STRUCTURAL DESIGN FOR THE 6-FT. INTERNAL DIAMETER RISER STRUCTLI WITH PIPE H U A A Y ~ ( } RE S 0 LD BE EV LU TED B THE ON-SITE GEOTECHNICAL ENGINEER TO ~ ~ \ 1 I 7 I JN GEOi .RAe I ANTI-J'CEP COt~ARS (X2) ~ RTC _ _
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ASSESS WHETHER SUITABLE BEARING COND~IONS EXIST AT THE SUBGRADE ~ \ ~ SEEP CpLLARS FOR 36"~ ' ~'O`~~; ~ t ~ f: I 111 0-RIyyG RCP T~ BE SPAC~D I I r' ~ ~ I~<'
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. LEVEL. SHOULD SOFt OR OTHERWISE UNSUITABLE CONDITIONS BE \ \ SHAPE = RCU ~ REGISTERED IN NORTH CAROLINA, FOR REVIEW. ENCOUNTERED .ALONG THE PIPE AIJGNMENT, THESE MATERIALS SHOULD BE ~ ~ \ _ ~ ~ \ INSIDE~DIAM R - 6 FT.' } i AT 45'-0" O.C (SEE DEVIL ~ I ! ,i ' ~ - _ / III
UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. TH UN R ~ ` ~ E DE CUT ~ ISER C EST E AITON = 40.50 ~ sl~Er sw-zc~ coLLARyS I I , : ~ , ~ Il~f, III
3. THE RISER OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL ~ \ \ ! „ _ ~ ~ ERT I (9 OR~ICE1 - 37.20 } STEPS SHALL BE .PROVIDED ON THE INNER WALLS OF THE RISER BOX. STEPS SHALL BE FlLL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE „ / \ ~ ~F 2 FEETP OM PIPE INIMNUM~ I ~ ' ~ ~ ~ - ~ II ~ q
\ \ IN RT OU'T (3~ ~ -RING R P) = 3 6. IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET SW 2C FOR GEOTECHNICAL ENGINEER. ~ ~ ~ OP
LOCATION OF THE RISER STEPS. ~ \ \ \ ~ \ ~ ~ 4. FILL MATERIAL ADJACENT TO TH - ~ ` \ ~ E 36 0 RING OUTLET BARREL SHALL \ ~ ~ ~ \ a~
' " \ \ 4. THE 10 Lx10 Wx30 THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 ABOVE. THE ~ ~ / I ~ ~ I ~,n + F f 4. t ~ •.,h~ 4 ° ~ ~ ~ III I W ~ z r F ti az ~ , ~ l ~ a
CONTRACTORS PAY PECIA A N71 \ ~ , I EXTENDED BASE OF THE RISER BOX DURING. FABRICATION. THE PRECAST BASE SHALL BE HALL S L 1TE ON TO THE COMPACTION EfPORTS ~ ~ 1 ~ ~ I }
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO \ ~ 1 THE PIPE ARE FlLLED WITH PROPERLY COMPACTED MATERIAL. } } ~ FOR REVIEW (SEE ITEM 2 ABOVE). ~ 1` x
} ~ ~ } r~
5. THE RISER STRUCTURE JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS r~~q r~.~,~ ~p~+ ~ ~ ~ } 1L1Er?711t~G OF liZ1'i E 1~1 \ ~ ~ ~ ANTI SEEP COLLARS X2 SEE SHALL BE SEALED USING. BUM RUBBER SEALANT CONFORMING 70 ASTM-990. THE ~ ( 1 \ 1 1 I~I~ ~~'~x I ~ I 1 ~ ~Y~ALL` ~'irc~i ` ~ 111 i ~ ~ ~ ~
_ CO RS F~R 1 0 -RIN RC T CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE. AND OUTSIDE WITH NON SHRINK ` ~ ~ O 1. TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORMED TO VERIFY ~ ~ ` ~ ~ „ I ~ 1 / . ~;~~o >rs - ~ ~ ~ I I I ~ ~ ~ ~ ~ z
GROUT.. THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING BE S CED T 15 - 0.. (SE's A } ~ DET IL SHE S>t~-2C . R
CONSTRUCTION. THEREFORE ONE DENSRY TEST SHALL BE PERFORMED FOR 6. THE PRECAST RISER STRUCTURE SHALL HAVE A SHIPPING WEIGHT. OF 43,650 LBS. THE HALL E P C A INI 0 2 } ~ ~ ~ / r ~r {
STRUCTURE WEIGHT SHALL BE THE SHIPPING. WEIGHT AND SHALL BE DETERMINED BY 2,504 SQUARE FEET OF AREA FOR EvERY LIFT OF FILL. cj~ , ` ET FR M P PE OI H STR CTUR I ' ~ l I ~ ~ ~
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM T E GROSS U E 2. 'TESTING WILL BE REQUIRED ALONG THE 36" 0-RING OUTLET BARREL AT ~ } WEIGHT. THIS INFORMAl10N SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE II / ~
AFR N F ENGINEER FOR REVIEW. EQUE CY 0 ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF 1 FILL. } \ I ~ r ~ I I I~`~ _ ~ . ~ 1 I w
7 M HRAK 1 .PRIOR TO ORDERING, THE CONTRACTOR SHALL SUB R TRAS C SHOP DRAWINGS ~ ` I } ~ \ I / ~ ~,:II 11 ~ ~
e I I ' TO THE ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH Is STATEMENT OF RESPONSIBILITY. 1 } J ~ R } ~ A'fi~
PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION). THAT WILL ALLOW FOR ALL RE UIRED MAI NAN AN I ~ } Q NTE CE D INSPECTIONS OF THIS FACILITY SHALL BE I I FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK
THE RESPONSIBILITY OF THE PROPERTY OWNER S ASSOCIAII N P R TH ` 1 \ FOR SECURING THE ACCESS HATCH. 0 , E E I I } EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILCfY. ~ ~ ~ I 1
~ _ - ~Il 1 ~ I 17' ~ \ \
. PO R D CON R S MINIMUM 3000 PSI 28 DAY UNLE T I 8 ALL U E C ETE HALL BE ( ) SS 0 HERW SE } } \ \ NOTED. I I 1 } ~ \ ® I ~ = l l III 1
I ` \ \ } ~ I
9. GEOTEXIILE FABRIC FOR THE 36-INCH OUTII:T BARREL JOINTS SHALL BE AMOCO STYLE P P N R N IN R APPR I } 4553 OLYPROPYLENE NON-WOVEN NEEDLE U CHED 0 E G EE OVER EQUAL ` } ~ I i ® =.,,~v- ~ r;~~Y, j , ~ -f j= Ill I F
} (NON-WOVEN FABRIC) / I ~ } I ~ i ~:~c . Diss~PA~oR: ~ I I f / 1 ,
} „ / 1~ \ I ' ~ ~ ~ ~sx~~i„I~c~ I / III ~ ~ ~
t O. DRY DETENITON POND EMERGENCY DRAWDOWN IS VIA AN 8 ~ PLUG VALVE. THE f ~ \ VALVE SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROVED E UAL. THIS VALVE / I 1 \ Q ~ I ~sEE' oEiAll:.s?~~ s.~r-zo) a / II ~ ~ A ~ ~ I I I I I ' ~ ~ / /II ~
IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF - I I \ \
OUTLET STRUCTURE VIA A HANDWHEEL SEE DETAIL . IIiE CONTRACTOR SHALL PROVIDE A ( ) ~ ORRICE HEAD ALL SEE DETAIL HE W- ~ ( ~ S ~ \ REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8 0 „ V ~ ~ ~ I ( I I ~ ~ ` f . ~ ~ ~ ~ ~il ~ II ~ 1
6 ORIFICE VERT = 36.00 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH ~ ~ \ = ~ - / ~a \ ~ I I l ~5 LF t "0 RCP ~I i'~'~ 13'b' LE~L~ ~ . r II /=r= ` ~
TO THE TRASH RACK. ~ ~ \ y \ ~ - f$F{iEADEI~ ~ ~ 0.45 I ~ ~"I ~ ~ w, e``~,: - /
11. THE 18"~ RCP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLATE. THE ~ ~ } I 1 ' I I I >~35~50 , I I
„ „ " " / \ PLATE SHALL BE 24 x24 x1 2 GALVANIZED AND SHALL HAVE A 6 ~ ORIFCE AT THE / ( ) \ ~ \ I I I ~ ~ ; ~ ~ (SEE nEi~IL ~f ~ , r I ~ I
BOTTOM. PLEASE REFER TO DETAIL SHEET SW-2C FOR ADDmONAL INFORMAl10N. \ I I I I I I I ~ s„ I~sI INVERT ouT '~~~:~r;;sl~E~r s~-zA = r=~ _ l II l
EMBANKMENT
13 LF - 3" CAST-IN-PLACE CONCRETE
LIP STUBBED ABOVE GRADE LIP ELEV. = 335.50
~ CHANNEL SHALL BE IJNED WTM
a ENDWALL LANDLOK TURF REINFORCEMENT n 'i MATTING 450 AND SEEDED PER D w
' 3 FEET OF 3" LAYER OF 57 STONE ~ SEEDING SCHEDULE (SEE LINING #
N 15" 0-RING RCP ANCHOR DETAILS SHEET SW-5 ) NATURAL GRADE _ o iNVERI' OUT. EL 335.75" li fl. 335.25
o I 6' N ~ . r' ~QA9
a D~NR~WATER QtlA~) f}'
_ _ _ _ S B P - RP EAAT R I N 0 TEMP „ ORARY SEEDIN G SCN E DUL ~NEDULE PERMANENT SEEDING SCHEDULE +TL~os~osTOR~~TER ~
12" 6 I 1. CHISEL COMPACTED AREAS AND PR T 1 12 A AILABLE. 5 EAD OP501L 3 INCHES DEEP OVER ADVERSE SOIL CONDmONS, IF APPLICATION RATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE
a -I - 1 - SEEDING DATE SEEDING MIXTURE APPLICATION RATE I I - - 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. ° 3 .~'Ai;' - 3.~ REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REA NA JAN 1 -MAY 1 RYE (GRAIN} 120 LBS/AC 120 LBS/AC AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC
~ 34 7 t I I-~ ~ ' 3 CAST-IN- N AND UNIFORM. 50 BLY SMOOTH ELEV 3 5 CE CO CREtE - - KOBE LESPEDEZA 50 LBS/AC 50 LBS/AC FEB. -APR 15 (POSSIBLE) GRAPHIC SCALE ~ T
~ i I I i-- iii-iii-_-_- 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SDIL (SEE MAY 1 -AUG 15 M GER AN MILLET 40 LBS/AC ~ UNDISTURBED EARTI~ - , • . . ~ - - - - I ! BELOw*). 40 LBS/AC SOIL AMENDMENTS 30 0 15 30 60
~ - ~ + ;V 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO AUG 15 -DEC 30 RYE (GRAIN} 120 LBS/AC - III-III-I i ~ 6 INCHES DEEP. SOIL AMENDMENTS 120 LBS/AC APPLY LIME AND FERTIUZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE ~
~ GENERAL NOTES: - _ EINFORCED CONCRETE FOOTING 6.} SEED ON A FRESHLY PREPARED SEEDBED AND COVER GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. 1. iriCh = 30 ft. ~
~ L UP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT -I ~ _ 1 " -i ~ 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND ELEV. _.335.50 TO ENSURE UNIFORM SPR IN F W. I 2 - I-III- I- AGRICULTURE LIMESTONE AND 750 LB AC 10-10-10 FERTILIZER FROM AUG O EAD G 0 FLO _ I' 6.} INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS R R / ( 0 ESEEDINGS WITHIN THE PLANTING 15 -DEC 30, INCREASE 10-10-1D FERTILIZER TO 1000 LB/AC). LB/AC GROUND 'ER (FROM AUG ~ M
ANY POR110N OF UP FOUND TO BE NOT LEVEL WILL BE SEasoN, IF POSSIBLE. (F STAND SHOULD BE OVER 60y DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, /AC). APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WfIH ASPHALT, NETTING, +r OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN ~ ~ ~ P _ ~ ~ ~ t'~t ~
~ REJECTED AND WILL BE REBUILT, AT CONTRACTOR IXPENSE. FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. .MlILCd ~ 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WfTH ASPHALT, NETTING, U COVER IS ESTABLISHED. BE USED AS A MULCH ANCHORING TOOL. 1 ;,1,5;=;_~'_
rn 2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON CROSS-SECTION OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN ARLY STRAIGHT~CAN .fd911'~d9dCE APPRO ! 1'JD ~~F
3 UNDISTURBED SOIL, AND NOT ON FILL * See seasonal application schedule 8E USED AS A MULCH ANCHORING TOOL. MAINTENANCE PROJECT N0. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE SRF-Q5oQQ` FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW TOWN OF CARP. .
~ 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. AN _ J 1 AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. REGULARLY TO A HEIGHT OF 2-4 INCHES. FILENA6~.SRF-®JQ®o_PQ DEQUATE. NURSE PLANTS
o A ZERO PERCENT GRADE. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. 7. ALTERNATE CONSTRUCTION OPTIONS FOR THE LEVEL iIATELY Approved by Date DESIGNED BY: JCD
BETWEEN MAY 1 AND AUG- 15- ADD is is/araa siinnn~~aec¢ ne ~n is/ecac ,
c LANH W4VVL^K VrL"%NNCL ~rtVVLU tat UNLU PPIItt SPREADER CAN BE SUBMITTED TO THE DESIGN ENGINEER BY AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. URF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. i IMMEDIATELY. GERMAN MILLET. BEFORE MAY 1. OR AFTER AUG 15, ADD 40-LB/ACRE RYE (GRAIN), rianning Uate DRAWN BY:
EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL FIT IS NECESSARY TO EXPEND TEMPORARY COVER BEYOND JCD MARCH. ~ PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE Engineering Date SCALE:
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN S PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND LATE FEBRUARY OR EARLY MARCH. BE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR. 1"=30'
rn E INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES N : USE THE TEMPORARY SEEDING SHEET FLOW. SCHEDULE ONLY WHEN DATE I. Y WHEN DATE Is NOT DATE: 09-19-08
CORRECT TO US E THE PERMANENT SEEDING SCHEDULE. 0 INCH LAYER OF #57 STONE SHALL BE UNDERLAIN ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF CARY STANDARDS, SPECIFICATIONS sBEET No.
FI FILTERWEAVE 400 OR APPROVED EQUIVALENT. N AND DETAILS. 3 IN 2 A
x LS ERD ETEIIIS
N N.T.S. 3
'Q McADA FINAL DRAWING - RELEASED FOR CONSTRUCTION
a
u

_ _
z NOTES! 18~
ALL STEPS SHALL PROTRUDE 4" FROM INSIDE FACE OF STRUCTURE WALL, I- Q
STEPS DIFFERING. IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q¢~ .THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEh APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS, ~-12"
Z U EDGE OF RIPRAP TO BE LEVEL N w H Z WffH EXISTING GROUND AND SLOPE JEL ~ SLOPE
1' ~ w ~ ~ = TO INVERT ®1' BELOW OUTLET TLET
w Q z w = PIPE INVERT ELEVATION. 1' ~ ro i-UQp~?
Q ~ w .n
o+ ~~~ZJ - , ~~wOQ 36" DIA. ~ 0-RING RCP it F-1 ~ a ® 'a;
n Z~> p O O 0 • f-~ ® ® ~i
1--I
wq D NOTES I`®i. ~ Zi ~I ~ r CJ~
PLAN ~ O~O O O O PLAN SIDE M N SIDE O O-~ O D D D O 0 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 ~ ~ O
ELEVATION ELEVATION (n DAY STRENGTH. ~ ~ ~ ~
O D ? A W o ~o~}o O o 0 A 2.00' MIN. PROJECTION 2. COLLARS SHALL BE CONNECTED TO 36" RCP WITH A WATER ~ a
.I- li O o r-,n ~n O O O O 14 1/~' CAST IRON I- ~ RIPRAP INVERT IS ~ TIGHT JOINT. ~ W a N
~ ~ 36" 0-RING 2.5' BELOW D 0 1'-0' ? RCP .OUTLET PIPE O O - /OD 21' 3. COLLARS SHALL BE SPACED ALONG BARREL AT 15'-0" O.C. ~ ~ ~
CAST IRON ELEVATION O ~ ~ D C, ~ 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' ~ ad ~ O O
ELEVATION 3 W O O OINVERT ELEVATIO . O D D O Q ~ ~ FROM PIPE JOINTS. p.rq \ E ~O ~O
D D D qI- O O O ~ O O~O 5. ANTI-SEEP COLLARS TO BE PROVIDED WITH MINIMUM TEMPERATURE ~ ~ l ~ ~ ~ ~ AND SHRINKAGE STEEL `•o W ~ ep
, D D 13/Ib q U p D O O O D D
~ 36" DIA. W G'b ~ ~ ~ 0-RING RCP Z
1 1/4' #6 BAR DR Q ~ 1 B 3/4 00 ~ #6 BAR q ` ~ GALV'D, I- O O O OD
m i/4' Q ~ O O POLYPROPYLENE ~ Z W ®OJ W ~ 13, ~
5!B` M ~ PLASTIC W 36" ENDWALL
® _ ~ a®~`poanrrrre
Q PLAN PLAN SIDE H z ep e i~ B 00e °~°ec °°a A, a®®
1/z SIDE ~ H F °Y 2r0 O
1/a' " . ELEVATION PLAN ELEVATION, ~ Q I ~ ~ a COMPOSITE W ~ EDGE OF RIPRAP TO BE LEVEL ~ ~
M REINFORCING STEEL Q WITH EXISTING GROUND AND SLOPE 2 s SLOPE CONCRETE ~u~ 11-SEEP CO
#3 DEFORMED TO INVERT ~ 1' BELOW OUTLET 1/4' STEEL RDD NCDOT CLASS "B" RIP-RAP 9 e 18'L x 21'W x zz" THICK (FOR 3fi" 0-RING RCP)
NOTES 36" ENDWALL PIPE INVERT ELEVATION, 12 SECTION A-A 12' NDT TD BE USED IN SHEET 1 OF1 N.T.S. '~,~5•` ®NE~,'•
ELEVATION SANITARY SEWER MANHOLES, ,
ELEVATION 84066 2° s' 2 a' NATURAL GROUND a r. d.
NA1011C ACCT SIPS N.T.S.
36" 0-RING 22" LAYER OF z 0 CLASS 'B' RIP-RAP ~
RCP W
o z o~ O~ - ® W _ ~
C'I NOTES: F~- Q O D O H z QQ3; , ~ O O ~ J V tQ-
D N O 7D W1 FT. D 6° * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING H ~ ~ V - s z F j
r ~ N _.__..__t_.__~..___ O NOTE: - _ ITIO STANDARDS: 838.21, 838.27, 838,33 AND 838,39. OOn'xz A FLTER BLANKET IS TO BE _ hl Z -I = D * INSTALL PRECAST ENOWALLS WITH WINGS AND PAY fA e
'n O CD m FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. W Q Z W = INSTALLED BETWEEN THE RIP ~ ~ I I a 4 FILTER E =°rt~D * I-vQ0 4" FILTER BLANKET N v ~ 3 IL O
cZ~°p 1.0" 1'-0" USE 4000 PSI CONCRETE. Q oc ~ RAP AND SOIL FOUNDATION. V S ~ O.~ * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 H S F" Z W THE FILTER BLANKET WILL - ( ( N O
z H r ~p o~ o " ~ ~ - ~ ~ ~ FILTER BLAE OOH FOR GRADE 60 AND WELDED WIRE FABRIC CONE. MING ~ O Ha Q CONSIST OF A MINIMUM 4 n ~ Z ~i - TO ASTM A185 WITH 2" MIN. CLEARANCE, O O)~ -FILTER BLANKET (SEE NOTE) O o "o
1 ~ D D o PLACE LIFT HOLES OR PINS IN ACCORDANCE WITN Z , N THICK LAYER OF STONE (#57) D ~ > UNDERLAIN WITH GEOTEXTILE. RIPRAP INVERT IS 1' BELOW i s ?W N o 0
-C N ~ H2 H2 OSHA 3TANDAAD 1926.704. N d H OUTLET PIPE INVERT ELEVATION. 00 CSIACP HI Ht * PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY ~ I,IJO ATION. W N N
Z ~ CONTRACTOR ~ SECTION A-A ~ ~ : ~ ~ ALL ELEMENTS PRECAST TO MEET ASTM C913. ~ ~a
~ ~ e _ , - - WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAA --"1 f~°-' 2"
_ _ D„ A5 LONG AS THE SAME AREA OF STEEL IS PROVIDED. * CHAMFER ALL CORNERS 1" OR HAVE A AADIU~ OF i",
m `~~,A
B" O.C, TYP,) 8° \\L 8" O.C. (TYP.) ~ L ~L®CI1'Y DISSIPA R TD ~I ~~-REFER TO CHART REFER TO CHART 3 ~IPATOR ~A
~ FOA BAA SIZE FOA BAR SIZE NOTE:' THE MINIMUM BAR SIZE SHALL BE #5 BARS ~ J Y N.T.S. m r AT 8 CTS.TNE CONTRACTOR WILL HAVE 7HE OPTION N W
V) yZj ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED, ~ J " Zl11r ao 18" DIA. N a nt
OnHN c~3o' r~fA z0 , 0-RING RCP u a ~
midi= ~ZW 3.5' o ~ ~ o ~ az
N ~ ENDWALL DIMENSYONS a W M NOTES:
' ('i D _ W2 (FT._) _ _ FT, MINIMUM MIN.IMAX, MIN.IMAX, r MIN./MAX. MIN,IMAX. MIN.IMAX. p W o. , =0z 0.2 3.3'
Dp ~ d PIPE DIR. BAR SIZE Hi(FT.) H2(FT,) I D (FT,) W1 W2 ~ ui n c ~ 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 U~ U U DAY STRENGTH. ~ ~
• 1.0 #5 @ 8" 1.25/2.00 2.00!3,75 ;1 2511,75 3,00/3.75 5.5016.00 Q N EFI ~ 1.25 #5 @ 8" 1.2512.00 3.00/3.75 j1,2512,00 3,50/3.75 8.50(6.75 Z Z x
J v ~ r' i Q O F " x-11 ~ 1,50 #5 @ 8 1.25/2.00 3,0014.25 1,50!2,50 3,5013.75 6,50(6.75 I- 4 2. COLLARS SHALL BE CONNECTED TO 18" RCP WITH A WATER w ~ U O 2.00' MIN. PROJECTION TIGHT JOINT.' ~ ~ w ~
N - ___..~_._F...__..._..---- d n .d e ~ ~ 2.0 #5 @ 8". 1.5012.50 4.00/4,75 ,1.75!_2,50 4,0014,25 7.5018.2E = r
- e e ~ ~ ° 4 d ~ d m ~ ~ " 2.50 3.50 4,00 6,00 ?2.00 3,00 4,50 5.50 10.00 ti,50 G7 ~ ~ Q d• •d Z ~Z,~ D 2.5 #5 @ 8 l 1 l I f e, 3. COLLARS SHALL BE SPACED ALONG BARREL AT 15'-0" O.C. W W ~
~ ~ i ~ 3.0 #5 @ 8° 3,0013,50 5.0016.00 X2.7513,50 5.25/5.75 11.50111.75 J a ~ ° ~ ~ ~ a ~ Id v . Z • ' ' ' • • ^ ~ 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' ~ ~ J FROM PIPE JOINTS. ~
~ g O 6; ~ ~ 3.5 #5 @ 8" 3,25(4.50 6,00(6.75 ~3.25l3,50 6.0416.75 12.00113.25 Z ~ ~ e ° a° ° ~ ' d
N r ,r 4.0 #5 @ 8" 3.5_014,5_0 _6,5017.00 13.2513,50 6.50_!6.7_5 1.3,00(13_,25__ ~ e ° _ _ _ _ _ _ _ _ ee e ~ d: 1 4' ` . ~ 5. ANTI-SEEP COLLARS TO BE PROVIDED WITH MINIMUM TEMPERATURE AND SHRINKAGE STEEL Z
m it PLAN 4.5 _ _#5 @ 8" 4.0015.00 6,5018,50 j3.25I4.00 7.00/9.25 13,50115.75 ~ e. d. y e d ° 18" DIA. ~
5.D #5 @ 8" 4.50/5.00 7,00(8.50 ;3.2514.00 7.25!9.25 13.75115.75 FLOW 18°4r RCP < a e. 2.6' 3.3' d 5.5 #5 @ 8" 4.5015.00 7,50!6,50 X3,25/4.00 7.25(9,25 14.00!15.75 ° ° ~ d e N 0-RING RCP O
e, ~ d , d 6.0 #5 @ 8" 4.50/5.00 7.5018.50 i3.25l4.00 7,7519.25 14.75116.75 a a 4d THl NOTE TO CONTRACTOR: THE TRASH GUARD FOR THE ORIFICE
d , :.a ' a. ' . e. PLC PLATE IS NOT SHOWN ON THIS DETAIL
° FOI SHEET 1 OF i SHEET 1 OF 1 e. ` ° ~ PRI FOR CLARITY. A TRASH GUARD SHALL BE PROVIDED PER VDOT STD. 116.05 '
a d 838 80 838.80 e" 4'. d
d e a4•
14 36 ~f1 I}DAiL$ a 4" r , ,_i " ~ t~yy,
N T.S, - 4" THICK CONCRETE
BASE (MIN 28 DAY CONCRETEANTI-SEEP COLLAR ~ ~
STRENGTH = 3000 PSI) (FOR 18" 0-RING RCS
T TI F TH BRIS RACK HOLDER MAY BE ADJUSTED FDR 24" X 24" X GALVANIZED „ HE Loca oN o E DE swM•DR 4 BRICK ENDWALL N.T.S.
vaAIA~.E cDNOITIONS. STEEL ORIFICE PLATE WITH WHEN TFIE HOLDER 80LT IS LOCATED ON THE METAL PLATE THE %z" DM. 6"~ ORIFICE AT EL. 336.00 (BY OTHERS) NALL
BOLT LENGTH IS TO BE SHORTENED TO 1/a AND WELDED TO SHE PLATE. DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVAMZEO.
%Z"x4" ADHESIVE BOLT, I4) %2'x4" ADHESIVE BOLTS,
SELF-LOCKING HEX. NUT, SELF LOCKING HEX. NUTS, FLAT WASHER. FLAT WASHERS
„ i II'" 2,~ V R 2„ 2~i" a/a,~ q 23' /r ~'q° OL4 24" X 24" X GALVANIZED STEEL
HOLE %2'xl~/a" N ORIFICE PLATE
80LT o a ~ -
METAL ~ ~ I WATER
PLATE R ~/j' " ~ 4~~1 I QUALITY ~ n ORIFICE. 4 BRICK ENDWALL JDWALL
I'/a° - - of i ~ (BY OTHERS) ~ FRONT VIEW tai DIR. _ 4" BRICK ENDWALL
D SIDE VIEW OF BOLT WELDED iv HOLES ON TO METAL PLATE VI W (BY OTHERS) ~ (4) ~"x4"GRADE 8 STAINLESS STEEL
~ SIDE E n. DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL ADHESNE BOLTS,
~ .r /NOT GALVANIZED? PURPOSE OF THIS UNIT kS TO ALLOW DEBRIS SELF LOCKING HEX w NUTS, & FL4T
N TO FLOAT ABOVE DEBRIS RACK AND TO MINIM2E 24" X 24" X ip CLOGGING pF THE WATER QUALITY pR1FICE. WASHERS
c ~ DwT To BE cDNSrRUCTED D` WELDED GALVANIZED STEEL
N ~fE~TO 8E ATTACHED WTH HWGE AS SHAWN OR ORIFCE PLATE WITH 6"4 ORIFCE AT EL. 336.00 t` « APPROVED BY THE ENGINEER.
CONTRACTOR MAY SUBSTITUTE COMPARABLE a DESIGN AS aPPRDVEO 8Y THE ENGINEER.
COST TO BE INCLUDED IN PRICE BID FOR SWM ~p DAM pR SWM DRAINAGE STRUCTURE. 18 0 RCP
o TOP VIEW CONC, SWM DPM ROUND OR SQUARE i2" MAX. 6" tAN. OPENING TNROUGH , ~ ~
al ° sWM DAM. 2.4 ~ TOP TO DE HINGED TO p~LOW ~ ACCESS TO WATER QUALITY ORIFICE
~ fSEE HOLDER DETAIL ABOVE) -.-FLOW 6" ~ ORIFICE oEPdR•WATeRt~UAUyy ~.y INVERT = EL. 336.00 DS StORMWAIER t',
~ 0 4 0 16"~ RCP ~ ~ > r
#~,a:;~
c /e OIA BARS I I NOT GALYANtZED I ( . 7 I I a: ~d .a, e . , < 4" THICK CONCRETE ry ~r c~ ` ~ ~
I . ( BOTTOM a e Q q," 4,° ' ~ ' n. ~ c .".a' ~ BASE (MIN 28 DAY Q I ~ ~.7~ - ~ J 5 t ~ Y , .
c ~ O G OF BASIN d d a e e. .d ea ~ - - I-------I ' °a ~ a ' STRENGTH = 3000 PSI) r .;t,'r,'
~ - - ~ DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM 4" THICK CONCRETE AFP VED
WATER QUALITY ORIFICE DAM WITH DEBRIS BASE MIN 28 DAY 3.5 ( 3.3' rao~cT xo. SRF-05000 Pa TOUVN OF CARY -
STRENGTH = 3000 PSI) ~ 1'-0~ " MIN. B~/ ° MW. o ~ /z~ ~ a TYPICAL SWM DAM ~N~:SRF-05000_PD
0 c SIDE VIEW FRONT VIEW P~1~Tf VIEW Approved by Date DEIGNED ~~Y: JCD

2 DETAIL FOR DEBRIS RACK running Uate FE JCD
(FOR WATER QUALITY ORIFICE) SHEET 2 OF 3 Oj SPECF)CATI6V Engineering _ Date ~
AEU STORMWATER MANAGEMENT (SWM) DETAILS C WAId. DETAII Dews NTS
p DEBRIS RACK, METAL. PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE N.T.S. (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) 09-19-08
p 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 0 0 11fi.05 ALL CONSTRUCTION SHALL BE IN ACCORDANCE `T
Lo 0 WITH TOWN OF CARY; STANDARDS, SPECIFICATIONS
U- w ilf AND DETAILS.
6 ORIFICE PLATE TRASHRACK DETAILS
N N.T.S. U Aj~ A A [Ida FINAL DRAWING - RELEASED FOR CONSTRUCTION
41

~ ~ , r:
6~ V +6, 11®N 5~~„~Clll®l~ls
BFilll~l SAIL nL\L C®~A~®N Sr~J,C l~Ll~®NS ~ B~i _ \ ANTI-SEEP COLLAR. 1-SEEP COLLARS (X2 SEEP ~ ~ /
1. ANY CONFLICTS ON THE PLANS DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO 1. THE ON-SITE GEOTECHNICAL ENGINEER SHALL EVALUATE THE PROPOSED ~ COLI\ARS FOR 18"~ 0-F , FOR 18"~ 0-RING R~ TO ~ / 50 if 18"~ RC ' ~_s
THE DESIGN ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION. 2(H):1(V) DOWNSTREAM SLOPE OF THE PROP05ED EMBANKMENT FOR ' BE SPACED AT 15'-( STABILITY. ANY REINFORCING MEASURES NECESSARY SHALL BE CALLED FOR ~ ~ DETAILSkIEET SW-3C PACED AT 15'-0" O.C. SEE ~ / ®0.50 3 2 ~ r r.
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOIECHNICAL ENGINEER SHALL VERIFY THE BY THE ON-SITE GEOIECHNICAL ENGINEER. a SHALL BE P CED A MI _SkiEET SW-3C). COIlAR~S , / - J ~ ~ 1j, ; ~.:r ' 3E PIY~CED A MINIMUM OF 2 _ ' 's-~"
SUITABILITY OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM EMBANKMENT \ ~ FE FROM FE `FROM PIPE JOINTS I ~ ~ / ;,r`,
2. ALL FlLL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE ~ e / KEY TRENCH. TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ` ~ f r ~ ~
ENGINEER. THE FlLL MATERIAL SHALL BE FREE FltOM ROOTS, STUMPS, WOOD, ` 3. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE ~ ~ ® e
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY 1RENCH. IF THE CONTRACTOR
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL _ I ~ ~ ~ ~ ~ ~
3. FlLL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH UFi ~
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT SHALL BE CONTINUOUS FOR THE ENURE LENGTH OF EMBANKMENT. BEFORE ~ ~ i
PLANTING PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE pLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL \ \ MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FlLL AREAS). SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL \ ~
PLACEMENT. ti \ J:r: - ~ n w a N -f-~` z
P WI USED AS A SEDIMENT BASIN DURING ~ 5. IF THE DRY DETENTION OND LL BE I N TH AREA SHALL BE CLEANED OUT I.E. SEDIMENT, TRASH, ETC AND CONSTRUCT 0 , E ( ) 4. ALL FILL SOILS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION 2~
ATED IF NECESSARY PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. ~ W REVEGET ( ) SHALL BE COMPACTED TO AT LEAST 95% OF 1HE STANDARD PROCTOR ORIFICE HEADWALL (SEE L SF'R , ALL (SEE L ~ / I ® H d" u~
THIS INCLUDES THE REMOVAL OF ANY SKIMMER DEVICE USED DURING EROSION CONTROL MAXIMUM DRY DENSITY AS11d-698 . THE FILL SOILS SHAM BE COMPACTED ~ ( ) ,p SHEET SW- C)
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (LE. -LANDFILL}. AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM ~ _ ~ 6"~ ORIFICE INVERT - 324.00 MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE JERT = 324.00 ' ( ~ ' ~ ~ ® / SSE `'SW 3A) = y 4 W U O cp'~
6. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMR IS ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT tr' 1 ~F _ W ~ ~
.ISSUED.. THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FlLL SHOULD BE ~ ~ 2~ ~ l
COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT w ~ w ~ o 7. A GRADING PERMIT WILL NOT BE ISSUED UN11L THE TOWN OF CARY HAS RECEIVED DAMAGE TO THE PIPE, NO COMPAC110N EQUIPMENT SHALL CROSS ANY PIPE ~ ~ cs ~ f ( ® r ~ ~®-F z w
NOTIFlCATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. N N ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN ~ ~
BUYDOWN HAS BEEN COMPLETED. . A K TR N H SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE ~ I 5 EY E C I ~ C f ~ lJ f
BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING 8, THE PROJECT WILL MEET ALL OF THE REQUIREMENTS. RELATIVE TO BEST MANAGEMENT r ~ e0oo1®uta' l 'f, ~ ~
GRADE AND SHALL HAVE A MINIMUM BOTTOM WID1H OF 5 FEET. THE KEY / PRACTICES AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE i TRENCH SIDESLOPES SHAH BE A MINIMUM CF 1:1 (N:V). 1HE KEY TRENCH ~ ~ ~ t r = ? = anmao ~
TOWN OF CARY UNIFlED .DEVELOPMENT ORDINANCE. SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 2 ABOVE. / I 'f l fi - m e ~ ~ r }..}t = - e 20 meO~G ap
/ 6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH V ~t{ ~ F 5 • I / I I ~ ? ~ ~ 29977
t~11 4Y ~ / ~lN V rJ N REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED
COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING 356 ~ i ~ /
1. PRIOR TO PLACEMENT OF THE NEW FlLL, THE AREAS ON WHICH FlLL IS THE AS-BUILT CERTIFICAITON PROCESS FOR THIS STORMWATER FACILITY. TO BE PLACED SHAM BE CLEARED AND STRIPPED OF TOPSOIL., TREES, THEREFORE, R IS 1HE CONTRACTOR'S RESPONSIBILITI' TO ENSURE J / / • f , V r` 1 A y~y1GT" N~YGR) ~Oy = ~2 13~~} =/r~~ ~A •BYOmOmmm
Ali N AN OTHER OBJECTIONABLE MATERIAL THE AREAS ON COMPACTION TESL ARE PROPERLY PERFORMED DURING CONSTRUCTION. ROOTS, VEGET 0 , D '
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. y r f'Y .I f i= ff~1 /
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING RAPE = CIRC LAR
(SEEDING) ON THE DAM EMBANKMENT ONCE FlNAL GRADES (AS SHOWN ON S`P~LLWAY PIF1Fii SUB '~~ADE CV`UPPOR'j` AND NSIDE DIAMfTE = 6 FT. r I ~ ~
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. ~ ISER CREST L.EVATION = 3 8.50
B~I I}DitlG SP 1~~~11~1~ID NVERT IN (6" ORIFICE) = 26.2 HA FURNISH INST OPERATE AND MAINTAIN ANY " ~ I 3. THE CONTRACTORS LL ALL, I VERT OUT (6 ~ 0-RING P) 324.00 I+ J e 1 k ~ / /
PUMPING EQUIPMENT ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS ' Y PIP AN ADJACENT AREAS SHOULD I PARTS OF THE STORMWATER POND SITE. Cf IS ANTICIPATED THAT PUMPING 1. Flll IN THE AREA OF THE SPILLWA ~ E D
N H. BE BROUGHT UP TO A POINT OF 2 TO 3 OR MORE ABOVE THE TOP ~ ~ w ~ ..WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. -KEY iRE C) ~ Ch ~ ~ ~ OP OF DAM ~ 332. ~ • e,~ _ ~ f ~ ~ ~r / y~'
ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDmON. ONCE THE f tr k "pry (10-FT. WIDE MIN. ~ ' ~ .f~ I
NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE ~ ~ BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH /
SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE. / REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES
ARE STABLE. / 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, j } r, tr ~F
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE / p~ w~. ~r~pTT ~?~q~~ *~A~1+L~~pAT ~/~t nA~1Y PUMPING (OR STREAM DNERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. ~ / i ( ~ ~ ~f ~ ~ ~ x
®jJ iL~'ii ~71A4a~~1 Viii irii~lrei~ S~"~~~L31i®NS " / SINCE R IS NECESSARY TO WORK IN A DRY" CONDDION, THIS SITUATION ~ / PO FLOOR =,f ' ~1 f ~ / Z / I O BE SLOPED ~ p ~ ~ `r' f ~ `"F i ~
" R P BARREL SHALL BE CLASS IiI RCP MODIFIED BELL AND SPIGOT, MAY RE UIRE USE OF LEAN CONCRETE BACKFI PLOWABLE FlLL EfC. TO ~ / 1. THE 36 C OUTLET - Q LI., ~ \ E (f' 1 A0~ MINIMUM TO ^i ~ : ~ ~ ~ % ~ ~ ~ y
MEE?ING THE REQUIREMENTS OF ASTM C76 LATEST. THE PIPE SHALL HAVE CONFlNED ESTABLISH SUBGRADE CONDmONS SUITABLE FOR SOIL TYPE BACKFILL 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. 1HE PIPE JOINTS SHALL PLACEMENT. / 1 f I W
BE TYPE R-4. ~ ~
3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY / 2. THE STRUCTURAL DESIGN FOR THE 6-FT. INTERNAL DIAMETER RISER STRUCTURE WITH PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO ~ ~ k~ / ~ ~ I~
( ) EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ASSESS WHETHER SUITABLE BEARING CONDmONS EXIST AT THE SUBGRADE
CONTRACTOR SHALL PROVIDE 1HE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE COND~IONS BE
REGI RED IN NORTH CAROU FOR REVIEW. ENCOUNTERED ALONG THE PIPE AIJGNMENT, 1HESE MATERIALS SHOULD BE sTE NA, I / UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT ~ ~ / / ~ / o \ rf ~~~r.r ~ J+j ~ • e r ~y ~ v f ~ t ' ~ ' ' ~ v.l
" MA i S SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL ~ / 3. THE RISER OUTLET STRUCTURE SHALL BE .PROVIDED WITH STEPS 16 ON CENTER. / /
STEPS SHALL BE PROVIDED ON THE INNER WALLS OF THE RISER BOX. STEPS SHALL BE FILL, LEAN CONCRETE OR PLOWABLE FlLL AS DIRECTED BY THE ON-SITE l W N T 40.66. PLEASE REFER TO SHEET SW-4C FOR GEOTECHNICAL ENGINEER. / / ~ IN ACCORDANCE ITFI CDO STD 8 ~ / / ~ ~ ~ f ~ k ~r ,i~ !F'7!'i `r t'A~'__ r`®I i.r I~
LOCATION OF 111E RISER STEPS. " / / / / ~ \ ~ y~ lr~ut~ }~~'~,r, '~1~4 t f+ ~,ll l a L ~
Fl MA RIA ACENT TO THE 36 0 0-•kING OUTLET BARREL SHALL 4. LL TE L ADJ ~ ~ / 1 1 " ~ /
4. THE 10 Lx10 Wx30 THICK CONCRETE ANIT-FLOTAl10N BLOCK SHALL PRECAST AS THE MEEK THE SPECIFICATIONS LISTED IN ITEMS 1 1•HROUGH 3 ABOVE. THE ~ / F RICATION. THE PRECAST BASE SHALL BE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPAC110N EFFORTS ~ / ~ EXTENDED BASE OF THE RISER BOX DURING AB ~ /
P WINGS THAT WILL BE SUBMITTED TO THE ENGINEER ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO I / / i INCLUDED AS PART OF THE SHO DRA ~ ~ ~ THE PIPE ARE FILLED WITH PROPERLY COMPACTED MATERIAL. /
FOR REVIEW SEE ITEM 2 ABOVE). ~ / ( I / / /
I I N SHALL CONFORM TO ASTM C-478. THE JOINTS ~ / / / 5. THE RISER STRUCTURE JO NT DES G 7CJEiS'TIl1TG OF ~ E ~ / / W U1
SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE / / / CONTRACTOR SHALL PARGE JOINTS ON BOTH 1HE INSIDE AND OUTSIDE WITH NON-SHRINK ~ / 1. TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORMED TO VERIFY / / / _ - 50 LF OF 36"~ 0-RING ~ v o f'~,,~.~, .,y I ` I RCP (JOINTS WRAPPED ~ et; ~ ~
GROUT. THAT 1HE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING / / / / / / . / 4 ~ _ r ~J i~` ti ' i - - _ I' ~ ~ ~ I IN GEOTEXTiLE FABRIC) W W v <<,'
P F RM F ~ / / CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE ER 0 ED OR 6. THE PRECAST RISER STRUCTURE SHALL HAVE A SHIPPIN 43,650 LBS. 1HE / ~ / ti ~ "f ®0.50°x. ~ ~t ~
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFt OF FILL / / / / / H BE DETERMINED BY / / STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND S ALL
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE " / / / / / / / 2. TESTING WILL BE REQUIRED ALONG THE z6 0-RING OUTLET BARREL AT / / / / / WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF ~ / / t
ENGINEER FOR REVIEW. ~ / / Flu.. /
~
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS ~ 3`~ • / TO THE ENGINEER FOR REVIEW. CONTRACTOR SHAH. ENSURE THAT AN ACCESS HATCH IS STAT~MF.Nr OF RESPONSIB~.
K DETAIL FOR LOCATION THAT WILL ALLOW FOR PROVIDED WITHIN THE 11iASH RAC (SEE ) ALL REQUIRED MAINTENANCE AND INSPEC110NS OF THIS FACILITY SHALL BE c~ /ff ~t ~ a~ ~wr y~ f
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK ~ ~ ~ Mj / THE RESPONSIBILITY OF THE PROPERTY OWNERS ASSOCIAl10N, PER THE FOR SECURING THE ACCESS HATCH. ~ 1 i f , 100-YEAR l Y ` ~ ~ ` t ~ " VELOCITY DISSIPATOR ~ i f';t , ;
EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. ~ ~ ~ FLO / FLOOD PLAIN . } r , f~; ~ ? ~ ~ ~ -r~=~ ~ m ° ° 3 ~ ! NCDOT CLASS B RIP RAP
N R HALL BE MINIMUM 3000 PSI 28 DAY UNLESS OTHERWISE 8. All POURED CO C ETE S ( ) I 1 - ; .1'~ : = r' F ~ ~ 18'L X 21 °W X 22" THICK I<< LL PER NCDOT STD. 838.01 `f ~ ~ ~ ,r 4 - ~ ~ ~
NOTED. ANTI-SEE CO R (2} SEE' ~ ® NDWALL PER NCDOT . CO RS FOR~36"0 - IN }~CP TO ~ ® INV. OUT (36" 0-RI OUT (36" 0-RING RCP) _ ?;//p ; ~ ~ ~ r? ! ~ ~ {SEE DETAIL SHEET SW-3C) I ,r
9. GEOTEXTILE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE ~ " ~ i EL. 323.75 / f,~fy{' ~
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR ENGINEER APPROVED EQUAL E SPACE AT 15 - '0.. EE DETAILS ET SW 0 RS (NON-WOVEN FABRIC} 3 r t' k; i t M Y5.~3i ~ ~ vk _ f f. ~ R r ~ ~ ' / r5
BE LACED A M N M M ~ OF 2 „ FEET FRO PI JOINTS. ~!`f ;i: ~ I'll, ~ ''t t I
10. DRY DETENTION POND EMERGENCY DRAWDOWN IS VIA AN 8 ~ PLUG VALVE. THE V V H BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE AL E S ALL _ ~ ~ ~I 9 ~
IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF J I I I _
OUTLET STRUCTURE VIA A HANDWHEEL SEE DETAIL. THE CONTRACTOR SHALL PROVIDE A i ( ) r 11 ~=il 1 Imo" +
REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"~ PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH
/ TO THE TRASH RACK. / II
~ / ~ 1 ,4 f°4=,,~/ ,,f _ _ oENra~wAT~RQUALIrr f N~'P'LAIVDS~PIDSiOR~IWATET{
11. THE 18"O .RCP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLAIT:. THE ~ \ " " " " / - / l HA A 6 ~ ORIFCE AT THE / PLATE SHALL BE 24 x24 x1/2 (GALVANIZED) AND SHALL VE ~ { Fz ~ ~ r'~~ al J -'y /"j f. z~
BOTTOM. PLEASE REFER TO DETAIL SHEET SW-4C FOR ADDmONAL INFORMATION. ~ 'h
EMBANKMENT
18 LF - 3" CAST-IN-PLACE CONCRETE N
N UP STUBBED ABOVE GRADE 14 UP ELEV. = 323.50
CHANNEL SHALL BE LINED WRH ~ '
~ ENDWALL i.,,•. LANDLOK 1TJRF REINFORCEMENT a m MATTING 450 AND SEEDED PER " a
3 FEET OF 3 LAYER OF X57 STONE ______T SEEDING SCHEDULE (SEE LINING
1 " -RIM RCP I: AN HOR DETAILS SHEEN SW-5 M 5 0 G ; ~ C ) NATURAL GRADE = EL. 323.25 & . R
c INVERT OUT EL: 323J5 o ,I N 6
h
a - - _ P PARAT ~ _ _ TEMPORARY IN SEED G CN i - S EDUL ~NEDULE PERMANENT SEEDING SCHEDULE
12 - 1 ~ ~ V - - - - 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF p 1 12 ' • _ AVAILABLE. SEEDING DATE SEEDING MIxTURE APPLICATION RATE 4PPLICATION RATE .SEEDING DATE SEEDING MIXNRE APPLICATION RATE
a -I - ~ 2J RIP THE ENTIRE AREA TO 6 INCHES DEPTH. i I - - JAN 1 -MAY 1 RYE GRAIN 120 LBS AC 120 LBS/AC AUG 25 -OCT. (BEST) TALL FESCUE 200 LBS/AC GRAPHIC SCALE
o - .3 ~ 3J REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH ( ) / ELEV. = 322.75 ~ I I 3 CAST-IN- CE CONCRETE - AND UNIFORM. KOBE LESPEDEZA 50 LBS/AC 50 LBS/AC FEB. -APR 15 (POSSIBLE)
o i I I r- ~ f° iii-i i i- - 4,) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC ~ UNDISTURBED EARTi; • - - - ~ I B~W')• AUG 15 -DEC 30 RYE GRAIN 120 LBS AC 40 LBS/AC SOIL AMENDMENTS 30 0 15 30 60 ~ ~J1~
• 5.) CONTINUE TILLAGE UNTIL A WEU.-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO ( ) / N i c• . ~ - III-I i I-I 1 ~ 6 INCHES DEEP. 120 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. 1 inch = 30 ft.
SOIL AMENDMENTS ~ ,GENERAL NOTES: - _ _ EINFORCED CONCRETE FOOTING 6.) SEED ON' A FRESHLY PREPARED SEEDBED AND COVER F W LB/AC GROUND MULCH
1. UP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT ~ " - -I ~ 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. OLLO RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND I_ L- I_ AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG ELEV. = 323.50 TO ENSURE UNIFORM SPREADING OF FLOW. - 12 _ I I I ( 6.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WffHIN THE PLANTING ( lv
ANY PORiTON OF UP FOUND TO BE NOT LEVEL WILL BE SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, 15 -DEC 30, INCREASE iD-10-10 FERTILIZER TO 1000 LB/AC). 3/AC). QOM AUG APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WfTH ASPHALT, NETTING, ~ OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN S P - ®3 5 , ` BE USED AS A MULCH ANCHORING TOOL.
~ REJECTED AND WILL BE REBUILT, AT CONTRACTOR EXPENSE. FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. ~dIJLSJi ~ 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WffH ASPHALT, NETTING i ASPHALT, NETTING, P D ~
COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAI 2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON CROSS-SECTION * BE USED A5 A MULCH ANCHORING TOOL. J+RLY STRAIGHT CAN , PROJECT N0. INSPECT AND REPAIR MULCH FREQUENTLY, REFERIILIZE IN IATE WINTER OF THE TO1NN OF CARP S~F-QJ~~~ _I
.3 UNDISTURBED SOIL, AND NOT ON FlLL See seasonal application schedule MAINTENANCE FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES. FII.ENA6IE:SRF-OJQ®®.P®
0 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. JAN i -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
o A ZERO PERCENT GRADE.. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. DATQELY E NURSE APpfOV@d by DOte DESIGNED BYo JC® ' BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE Plnnninn fln~c
T; 7. ALTERNATE CONSTRUCTION OPTIONS FOR THE 1FVEL
S IMMEDIATELY. GERMAN MILLET. BEFORE MAY 7, UR AFTER AUG. 75, ADD 40 LB/ACRE RYE (GRAIN). DRAWN BY: ~CD
LAR NGULAR CHANNEL SHOULD BE LINED WITH SPREADER CAN BE SUBMITTED TO THE DESIGN ENGINEER BY AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. URF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYON[ EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN :N IN MARCH. Engineering Date 'ARY COVER BEYOND NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE SCALE: 1"~30~
€ PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND LATE FEBRUARY OR EARLY MARCH. )BE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR.
N INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES ORN : USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE LY WHEN DATE IS NOT DATE: 09-19-08 ALL CONSTRUCTION SHALL BE IN ACCORDANCE
o SHEET FLOW. CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. CD 0 NCH LAYER OF #57 STONE SHALL BE UNDERLAIN F. WITH TOWN OF CARY STANDARDS, SPECIFICATIONS SHEET ND.
9 I FILTE RWEAVE 400 OR APPROVED EQUIVALENT. AND DETAILS. i
a 2
L SPREADER DEMW MCADAMS
N.T.S. FINAL DRAWING - RELEASED FOR CONSTRUCTION
.Q a

_ _ _
z LADIES! F TRUCTURE WALL, 18
ALL STEPS SHALL PROTRUDE 4 FROM INSIDE FACE ~ S
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED ¢ ¢ ¢ THE ENGINEER WITH DETAILS DF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. zE- 3 --I f --12
-+D~tU EDGE OF RIPRAP TO BE LEVEL a ~ 0 Z WffH EXISTING GROUND AND SLOPE ~E
1' ~t~= TO INVERT ®1 BELOW OUTLET
¢ Z = PIP I T ATI N. r ~ U ¢ L` L7 E LAVER ELEV 0 1` T ro ~
tY ~ W .n
a+ ZJ 36" DIA. ~ ~d
0-RING RCP ~ ® O
H o y+ U d+ o W ~ I
WA o PLAN O O O O Cp NOTES: ~ p
PLAN SIDE M N SIDE o o l~ o 0 0 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 ~ ~
ELEVATIDN ELEVATION DAY STRENGTH. ~ a
A O O O O O A O W A 2. COLLARS SHALL BE CONNECTED TO 36" RCP WITH A WATER ~ W ~
LL o o r-,n r-,n o 0 0 0 1a i/~' CAST IRON I- " ~ RIPRAP INVERT IS ~ 200' MIN. PROJECTION TIGHT JOINT. ~ ~ N
~ ~ 36 0-RING C2.5 BELOW O 1'-0' H RCP O .OUTLET PIPE } O~O , 1 21 3. COLLARS SHALL BE SPACED ALONG BARREL AT 15'-0" O.C. ~ ~ ~ O
CAST IRAN ELEVATIEN W o oINVERT ELEVATIO . o 0 0 0 IJ ~ ~ O O
ELEVATION 3 ~ • ' " ~ ' 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' p'' ® C . s FROM PIPE JOINTS:. ~ E ~ ~
D D O qI- O O O b o oho Q ~
13/16' A U o o o ~ ~ o 0 5. ANTI-SEEP COLLARS TO BE PROVIDED WITH MINIMUM TEMPERATURE W U ~ O AND SHRINKAGE STEEL. W f.>a O ~
' #6 BAR DR ~ ~ ¢ 36' DIA. Z W ~
8 3/4' o, 1 1/4 ~ #B BAR q ~ ~ 1' ` GALV`D, Z ~ o 0 0 ~ 0-RING RCP v' ~ ~
1/4' POLYPROPYLENE ¢ ~ W 0•'i ~ ~
~ 5/8' ~ ~ PLASTIC ~ 36" ENDWALL M W
® eppaea~ o'rerr®°
rn Q PLAN PLAN SIDE SIDE ~ H gee°,~~ CARD ®°oO
1/2 ELEVATIEN ~ 1/$~ ~ N . ELEVATIEN PLAN z Q 0~,a C' r°j0eseae I®A, s 0 m 0
I ~ ~ COMPOSITE W ~ EDGE OF RIPRAP TO BE LEVEL m •Q ~ 0
i~ REINFORCING STEEL Q W(fH EXISTING GROUND AND SLOPE NCDOT CLASS "B" RIP-RAP °
#3 DEFORMED TO INVERT ~ 1' BELOW OUTLET NCC 1/4` STEEL ROD 36" ENDWALL PIPE INVERT ELEVATION. ~ 8 ~ CONC ANri-SEEP CO ~ p 18'L x 21'W x 22" THICK n °°,F
` ~ NOTE' 12 SECTION A-A 12' NOT TO BE USED IN SHEET 1 OF 1 (FOIL 36 0-RING RCP) „N .,,o ° 0
ELEVATIEN SANITARY SEWER MANHOLES, 2' 6° 2' 8' N.T.S. S °0 NATURAL GROUND ° ° as A
ELEVATIEN 840.66 s k. i
NANO ACCF.~ SfEP~ N T.S. N W
N 22" LAYER OF o
36" 0-RING CLASS 'B' RIP-RAP W
RCP G p z
m - w
-I NOTES: Q Q ~y z0 * ZOhC=C7 ~ - ~ J U Q _ z F~-
~ I-I ~ ~ N Wt (FT.) D 6" THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING H O C7 NOTE: 3 ~ O j
ft1O -1~ STANDARDS: 838.21, 838.27, 838.33 AND 838.39. WO JO p. = Z - 11 Z -I = D INSTALL PRECAST ENOWALLS WITH WINGS AND PAY cn A FILTER BLANKET IS TO BE ~ -H W °C z ~ " - - ~ _ ' ' ' 4" FILTER BLANK! - N "FILTER BLANKET ~ 3
O A m FOA IN ACCORDANCE WITH SPECIFICATION SECTION 838. Q Q = INSTALLED BETWEEN THE RIP - ="n~D * I-U O r ~ G7 O O _ * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 F- S h Z W THE FLIER BLANKET WILL - ~ ' li O
Z ~ 1 0" 1' Q" USE 4000 PSI CONCRETE. Q ~ H RAP AND SOIL FOUNDATION. ~ ~ ~ - ~ FLIER BLANKET ~ Z ~ ~ r ~ FOA GRADE 60 AND WELDED WIRE FABRIC CONFORMING W LL O J " TITER BLANKET (SEE NOTE) Z N o
(7 S ~ z `5 - TO A5TM Ai B5 WITH 2" MIN. CLEARANCE. ~ O ~ Q CONSIST OF A MINIMUM 4 _ 12" ~ o 0
' " ~ ~ % o I * PLACE LIFT HOLES OA PINS IN ACCORDANCE WITH z , ~ ~ THICK LAYER OF STONE (#57) D H2 H2 OSHA STANDARD 1928.704. N F' I}-I UNDERLAIN WITH GEOTEXTILE. RIPRAP INVERT IS t' BELOW F"{ O O N N
~ ~ ~ CS RCP I * PIPE TD BE GROUTED INTO HEADWALL AT JOB SITE BY ~ w O OUTLET PIPE INVERT ELEVATION.
z N 1 H1 H1 ~ CONTRACTOR r G SECTION A-A \ ~ - I * ALL ELEMENTS PAECA5T TO MEET ASTM C913. W a
~ ~ m WELDED WIRE FABRIC MAY BE SUBSTITUTED FOA REBAR AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
- - - 1._0~. \ * CHAMFER ALL CORNEAS 1" OR HAVE A RADIUS OF 1". ' 18" DIA. N
ro ~ ~ „
8" O~C.(TYP.) 6° ,~~8 O.C.{TYP.) L I IPI~OR 'fi '~-REFER TO CHART REFER TO CHART ~ ~i VR ® 0-RING RCP II 0 ~ A~
O FO BAA SIZE FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS Y N.T.S. z"vm R J ~ z AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION ~ J ~ NOTES; ~ ~ ~
H O ELEVATION SIDE TO INCREASE THIS BAA SIZE AS NEEDED. ~ Q , Z~r 3c°~ L CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 a ~ ~
~~H ~ r~fp z~ DAY STRENGTH. w
m N = ~ Z ~-O Wa WW ~ 2. COLLARS SHALL BE CONNECTED TO 18" RCP WITH A WATER a~-i a Z
N ~ ENDWALL DIMENSIONS ~ 2.00' MIN. PROJECTION TIGHT JOINT. E ~ ~
C7 A _.._..____---_W2_(FT...1.____..__...___.__ FT. _ MINIMUM MIN.IMAX. MIN./MAX. THIN./MAX.'-MIN.IMAX. _ MIN./MAX. O W 2 Z I O~ N 3. COLIARS SHALL BE SPACED ALONG BARREL AT 15'-0" O.C. ~ ~ U ~ WU
z z D PIPE DIR. BAA SIZE H1(FT.) H2(FT.) ~ D {FT.) W1 W2 ~ (1) c ~ ~ 1.0 #5 @ B" 1.2512.00 2.00!3.75 •:,1.2511.75 3.0013.75 5.50!6.00 Q ~
V iA v a _ Y------....._._. _ _ Z _ N fli I mI~ 1.25 #5 @ 8" 1.2512.00 3.00/3.75 X1.2512.00 3.50(3.75 8.5016.75 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' ~ N ~ FROM PIPE JOINTS. W U1 ~ ~
~v t" I QrOH ~ ~ 1.50 #5 @ 6" 1.25!2.00 3.0014.25 1,5_012.50_ __3.5013.75__ 6.5016.75 f- V „ ~UO 5. ANTI-SEEP COLLARS TO BE PROVIDED WITH MINIMUM ~ ~ ~ Z
rn D ~ " 1.50 2.50 4.00 4.75 11,7512.50 4.0014.25 7.5018.25 N N 0.2' 3.3' TEMPERATURE AND SHRINKAGE STEEL. ~ W ~
Zr GZ7 D ~ 2.5 #5 @ 8 2.5013.50 4.0016.00 ;2,0013.00 4.50/5.50 10.D0111.50 N N J 18" DIA. ~ ~ o ,
~ ® I 3.0 #5 @ 6" 3.00/3.50 5.0016.00 '12,75!3.50 ___5.2515.75 11.50111.75 J Q ~ + ' 0-RING RCP U
o ~ O 6 'Q ~ 3.5 #5 @ 6" 3.25!4.50 6.0016.75 x3.2513.50 6.0016.75 12.00113.25 Z (j~ N 4," r ~ 3.50 4.50 6.50 7.00 '3.25 3.50_ 6.50!6.75 13.00113.25 W ~
N 4.0 #5@B ! 1 i_ 1_ ~x ~ r PLaN 4.5 #5 @ 6° 4.D015.00 6.50!8.50 ~ 3.25/4.00 7.0019.25 13.50115.75 ~ " , • a ' d.'.° ' W ' z
' ~ c •6' 5.0 #5 @ 6" 4.50(5.00 7.0018.5D X3.2514,00 7.25/9.25 13.75115.75 ; Q. o
5.5 #5 @ 8" 4.50!5.00 7.5018.5D X3.2514.00 7.2519.25 14.00!15.75 ° ' 'd' ° ~ ° ' a °
6.0 #5 @ 8" 4.50/5.00 7.50/8.5D ;3.2514.00 7.7519.25 14.75116.?5 " d , I ~fl ;
y 1~ 1~~ ~1%~A Y
SHEET 1 OF 1 ~ ' e ° ° ° . . SHEET 1 OF 1 a.
838'" Sa M-FLOW 18"~ RCP . a a . 2.6' 3.3' 838.80 ° ° b a ° ° d ° NOTE TO C01 C®NC ANTI-SEEP COLLAR fky`~ NOTE To coNTRacTOR: (FOR 18" 0-RING RCP) ~ ~
4° ~ Q. d': THE TRASH f THE TRASH GUARD FOR THE ORIFICE n
~7V ~L~s DETAII.?S ~ ° 'd ° ' PLATE IS NO a. ' ' ° a: ° FOR CLARITY, PLATE IS NOT SHOWN ON THIS DETAIL N.T.S. ~ y . FOR CLARITY. A TRASH GUARD SHALL BE 1s~,"^~~~ ;
N T.S. - d' PROVIDED PE a' ° ' a PROVIDED PER VDOT STD. 116.05 ~ ,
e. ° d a
.a
4" THE LOCATION OF THE DEBRIS RACK HOLDER MAY BE AOJUSTEQ FOR. SWM•OR
vARIAt9.E cDNDmorrs. 4" THICK CONCRETE WHEN THE HOLDER BOLT IS LOCATED ON THE METAL PLATE THE %p" OIA
BOLT LENGTH t5 TO BE SHORTENED TO Ph' AM1 WELDED TO THE PLATE. BASE (MIN ZS DAY DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
I ca) I °Xa° ADHESIVE BOLTS STRENGTH = 3000 PSI) /z X4 ADHESIVE BOLT, SELFZLOCKINC HE%. NUTS.
FIATLWASINEGR HE%. NUT, FLAT WASHERS 24" X 24" X GALVANIZED
' I~z' vAR• 2 STEEL ORIFICE PLATE WITH 4" BRICK ENDWALL z3'" 'h" ~'i' DIA I-----1 2 2 1'a R (BY OTHERS)
HOLE 6 ~ 0 IFlCE AT EL. 324.00 ~2 ~XI~/4 ~ N i`
BOLT 0 0 I/~ •
METAL ~ ~ I WATER 24" X 24" X
PLATE R I/~' ^ ~ a,~l ( OUA(.ITY ORIFICE. ~ I I > GALVANIZED STEEL r
s'/a" OI I r ~ FRONT VIEW cal ~4' aA. ORIFCE PLATE
~-p SIDE VIEW OF BOLT WELDED iv HOLES ~ ON TO METAL PLATE SIDE VIEW
a OEBRlS RACK HOLDER SWM DAM METAL PLATE DETAIL a
~ cNDT cAi.vANlzeDl 4" BRICK ENDWALL
O~FOOATOABOVE DEBRIS RACK~AND TOEMIRMM12E " 4 BRICK ENDWALL OTHERS) CLOGGING OF THE WATER QUALITY ORIFCE. (4) ~"x4"GRADE 8 i~'
o ~ UNIT TO BE CONSTRUCTED OF WELDED DIA. BARS -NOT cALVAnuzED. (BY OTHERS STAINLESS STEEL
N c~ dk'~'TO BE ATTACHED WITH HINGE AS SHOWN OR ti ~ APPROVED BY THE ENGINEER. ADHESIVE BOLTS, SELF LOCKING HEX
a ~ CONTRACTOR MAY SUBSTITUTE COMPARABLE NUTS, & FLAT
COSTNTO BEWCOLUOEDBN PRICEN8IDEF R SWM 24" X 24" X " WASHERS p ~
p TOP VIEW DAM OR SWM DRWNAGE STRUCTURE GALVANIZED STEEL CONC,SWM DAM ROUND OR SQUARE 12" MAX, ~ 0 6" MlN.OPEMNG THROUGH ORIFICE PLATE WITH 6"~ a~
~ roP To BE wNCeD To uLOw swM D'am' ORIFICE AT EL. 324.00 ~ ACCESS TO WATER QUALITY ORIFICE - ~ C1 ~~Ve~ ~
u~i (SEE HOLDER DETAIL ABOVE) i~~lE 0 ~ ~ + 1~ Of.NR°WATERQUA(.ITY
~ o ~ o ~ > 18"~ RCP SOSTOR T ~ ,
^i ~ - 2.4' c DIA, BARS I I ~
NOT GALVANIZED I I 6" 0 ORIFICE k
~ I I 0 01 10 BOTTOM ~'-FLOW 1 "4 R P ~ GF BASIN 8 C ~y C r ~ INVERT = EL. 324.00 _ ~P - ®J 5 I, ~
o l-------I
" DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM ~ APP OVE ~
m WATER QUALITY ORIFICE DAM WITH DEBRIS 4" THICK CONCRETE TO1NN OF CARP PR°'~°T N°~ sRF-05oo0 4.g
B r-oyz° MIN. s/Z' MIN. TYPI A W AM ° a ~ a ° 4 4 . ' BASE (MIN 28 DAY ~t~: ~ ~ a ~ SRF-05000_PD=, °A ~ ~ ~ ° ' .4 STRENGTH = 3000 PSI)
0 4" THICK CONCRETE .,T SIDE .VIEW FRONT VIEW eAer n,I~, oc 11AV _ ( ~ Approved by Date ~ aES~~r~n >3Y: JCD LL_xl
Qlnnninn Tln~o
2 DETAIL FOR DEBRIS RACK ,n"" "^i 3.3" (FOR WATER QUALITY ORIFICE) SHEET 2 OF 3 STRENGTH I 3000 PSI) - 3.3 _ uy vu G DRAWN BY: ~CD
Engineering Date SCAM: NTS
U SKCFICA71ONd ENS STORMWATER MANAGEMENT (SWM) DETAILS SwEvmw NTT DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLEl~j r' FRONtVIM ' DATE: 09-19-OS
(FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) 302 VIRGINIA DEPARTMENT OF TRANSPORTATION
0 116.05 ALL CONSTRUCTION SHALL BE IN ACCORDANCE sBEET xo.
R LL CE DETAILS WITH TOWN OF CARY STANDARDS, SPECIFICATIONS AND DETAILS.
N.T.S.
ORMCE PLATE TILASHRACK DETAB,S NJ FINAL DRAWING - RELEASED FOR CONSTRUCTION MCADA~!I?
N.T.S. U
,Q
0.

_ _
1 __--_.r---°~-~ X7'1/1
A C UCTION SPECIFICATIONS ...r- _-_r
f ~ -
BERM SOIL COMPACTION eSPEC~CL~~®NS GENE N ANTI-SEEP COLIARS (X2) T ~ J f _ ~
BE BROUGHT TO 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE 1. ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC SHALL TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL SEEP COLLARS FOR 36" - 0-RING RCP TO (BE SPACED _ --y _
THE DESIGN ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION. 50 LF 36"~ 0-RING AT 15'-0" O.C. SEE DETAIL may- ;
ENGINEER. THE FlLL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, 50 LF 36"~ I STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE RCP (JOINTS WI RCP (JOINTS WRAPPED SHEET SW-4C). COLLARS ~
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUffABILITY OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM EMBANKMENT MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL IN GEOTEXTILE I IN GEOTEXTILE FABRIC SHALL BE PLACED A MINIMUM.~~ _ ~ _ _ ) OF 2 FEET FROM P . ~ _.--r ' f
KEY TRENCH. WffHiN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL ~ / ~ 0.50%. ~ ~ ~ -
- TR N H AVATION 2. FlLL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT 3. THE ON SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY E C IXC SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE _ O O __~.r ~ ` ~ . .
PRIOR TO PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR pLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL _ f U d~
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY SHALL BE REMOV@ AND THE SURFACE PROPERLY PREPARED FOR FILL _ - _ _ _ - ~ ~ z ~ 0
TRENCH SHALL BE UNCOVER@ AND TESTED AT THE .CONTRACTOR'S EXPENSE. PLACEMENT. _ F _ x
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT _ ~ f } 3. ALL FILL SOILS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION ~ ~
PLANTING PLAN SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE - Y / SHALL BE COMPACTED TO AT LEAST 95~ OF THE STANDARD PROCTOR MAY BE PLANTED ON THE PROPOS@ DAM EMBANKMENT (FILL AREAS).
MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF TTS OPTIMUM _ _ - w 3 ~ 2~ r
5. IF THE DRY DETENTION POND WILL BE USED AS A SEDIMENT BASIN DURING MOISTURE CONTENT. COMPACTION TESTS SHAM BE PERFORMED BY THE _ \ - _ - _ r ~ ' _ , - ~ o
CONSTRUCTION THE AREA SHALL BE CLEANED. OUT (I.E. SEDIMENT TRASH ETC) AND _ _ ' ON-SITE GEOTECHNICAL ENGINEER DURING ~ONSTRUC110N TO VERIFY THAT REVEGETAT@ IF NECESSAR PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. ( ~ THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FlLL SHOULD BE \ .
THIS INCLUDES THE REMOVAL OF ANY SKIMMER DEVICE US@ DURING EROSION CONTROL _ \ _ - COMPACT@ USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVEM _ - - A
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (LE. -LANDFILL). DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE \ \ ® ~ /
UNTIL MINIMUM COVER IS ESTABUSHED ALONG THE PIPE. ~ 6. THE RISER AND BARREL STRUCTURES MUST BE ON SITE BEFORE A GRADING PERMIT IS _ ~ ~ ~ VEI~~OCITY DISSIPATOR z ~ O ~ _ _ _ _ , ~ NCDOT CLASS 'B' RIP RAP ~
ISSUED. 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE ~ _
\ BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW IXISIING = - _ _ 7. A GRADING PERMfi WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED " GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY _ ` `--LLK 18'L X 21'W X 22" THICK L7 ~ ® ~
NOTIFICATION FROM THE ECOSYSTEM ENHANCEMEM PROGRAM THAT A RECEIPT HAS BEEN ( ) ___1, TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 H:V .THE KEY TRENCH = ~ \ ~ ~A r 1 °'I (5EE DETAIL SHEET 5W-4C) W ~ Q, ~
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN SHALL BE COMPACT@ TO THE SAME SPECIFlCAlION LISTED IN fTEM 2 ABOVE. - BUYDOWN HAS BEEN COMPLETED. ~
R IR ENTS REIATNE TO BEST MANAGEMENT 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH _ _ _ _ _ 8. THE PROJECT WILL MEET ALL OF THE EQU EM REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFlED _ - PRACTICES AND ENGINEER@ STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE a
R INANCE. COMPACTION REQUIREMENTS. COMPACTION RE OR15 WILL BE NEEDED DURING _ - TOWN OF CARY UNIFlED DEVELOPMENT 0 D THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. _ ,
THEREFORE, If IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE _ - ~ . - - _ ® :Q~
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. ~ -1 ~ ~ ~ 18" FES INVERT OUT = X19.75 1 / / ENDWALL PER NCDOT c 99
CON TION - - 1 Q... _ - l ® STD. 838.80 ` F ® ~ ~ INV. OUT (36° RCP} _ N o°
1. PRIOR TO PLACEMENT OF THE NEW FILL THE AREAS ON WHICH FlLL IS SPILLWAY PIPE S~JBGRADE SUPPORT AND , - ~ AN STRIPPED OF TOPS01 TREES - TO BE PLACED SHALL BE CLEAR@ D L" „ ~ _ _ - - EL 319.75 o°e,'~~` oc o. ~
11 NABLE MATERIAL THE AREAS ON ROOTS, VEGETATION, AND OTHER OBJEC 0 BEDDING SPECIFICATIONS N O ° o
WHICH FlLL IS TO BE PLAC@ SHALL BE SCARIFl@. ~ M ~ ~ M ~ ,
H ~ Y M PSbIL SHALL BE STOCKPIL@ FOR USE IN PLANTING 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS S OULD 2. AN RE OVED TO BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP
~ / (SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT I ' N N ~ M o / ' M N 15.0' LEVEL
THE GRADING PLAN) HAVf BEEN ESTABLISHED WITH COMPACT@ FILL THE SPILLWAY PIPE CAN BE INSTALL@ IN A TRENCH CONDTION. ONCE THE ~ ~ o SPREADER
PRA AN MAINTAIN ANY FlLL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH cy 3. THE CONTRACTOR SHALL FURNISH, INSTALL, 0 E TE, D SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE. ~ N ~t EL. 319.50 M (SEE DETAIL ' ' 1
PUMPING EQUIPMENT, EI'C. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER POND SffE. Cf IS ANTICIPATED THAT PUMPING / / 1 r SHEET SW-4A);' ` ? ~ 100-YEAR
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE AUGNMENTS, WILL BE NECESSARY IN THE IXCAVATION AREAS (LE. -KEY TRENCH). GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE (IN) ' FLOOD PLAIN
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS PUMPING (OR STREAM DNERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. ~ / „ „ ~ PR RIS 0 STR TUR POND FLOOR 3• ~
NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE SINCE IT IS NECESSARY TO WORK IN A DRY CONDITION, THIS SITUATION ~ BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FILL, ETC. TO SHAPE = CIRCU T~-- - / ~
REMOV@ SHALL BE SUCH THAT THE IXCAVAlION BOTTOM AND SIDESLOPES ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL INSIDE DIA R = 6 FT. / ~ ~ 1.00 M NIMU E ~ 50 LF 18"~ RCP / / OUTLET ' ~ ®0.50%
ARE STABLE. p M, ~ RISER 2>~EST ELEVATION = 324.50 / / IACEME / INVEP~T IN (6"0 ORIFCE) = 321.70 , / / ~ ~ ~ ~ ~ ~
INVERT OUT 36"0 0-RING RCP - 320.00 ~ 3. PRIOR TO INSTALLATION, SUBGRADE CONDI110NS ALONG THE SPILLWAY / ( } ~ / ~ ~ i ~ t
® V SI~I~~'iTI®NS PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO / / / / /
9. THE 36" RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE / / / / I T P F ~M - 326.0 1~, ~ / { I 1 IDE MIN.) I ~ ' j ~
F TM C76-LATEST. THE PIPE SHALL HAVE CONFlNED LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDmONS BE ~ / / / MEETING THE REQUIREMENTS 0 AS ENCOUNTERED ALONG THE PIPE AUGNMENT, THESE MATERIALS SHOULD BE / ~ / / ~ ~ ~ w
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHA 1 UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT / BE TYPE R-4. / / / MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL ~ ~
FILL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON SITE ~ 0
2. THE STRUCTURAL DESIGN FOR THE 6-Fi. (INTERNAL DIAMETER) RISER STRUCTURE WITH GEOTECHNICAL ENGINEER. ~ / EXTEND@ BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ~
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEAL@ BY AN P.E. " ~ / I 1 ~ f • - ANTI-SEEP COLLARS (X2) SEEP ~
REGISTERED IN NORTH CAROLINA, FOR REVIEW. 4. FlLL MATERIAL ADJACENT TO THE 36 ~ 0-RING OUTLET BARREL SHALL MEET THE SPECIFICATIONS LISTED IN ffEMS 1 THROUGH 3 ABOVE. THE i ~ ~rr '6(~LLARS FOR 18"~ 0-RING RCP TO BE SPED AT 15'-0" O.C. (SEE A
„ CONTRACTOR SHALL PAY SPECW. ATTENTION TO THE COMPACTION EFFORTS ~ ~ ~ / 3. THE RISER OUTLET STRUCTURf SHALL BE PROVIDED WITH STEPS 16 ON CENTER. ALONG THE PIPE TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO ~ DETAIL SHFfi' SW-4C). COLLARS ~
STEPS SHALL BE PROVIDED ON THE INNER WALLS OF THE RISER BOX. STEPS SHALL BE THE PIPE ARE FlLL@ WITH PROPERLY COMPACTED MATERIAL. / 3: i SHALL BE PLA~A MINIMUM OF 2 ~ ~ ~ ,}t I:` ~ ?'J _ FEET FROM PIPE JOIN ~ ~ ~
IN ACCORDANCE WITH NCDOT STD. 840.66.. PLEASE REFER TO SWEET SW-4C FOR ORIFICE HEATSWALL (SEE DETAIL S EET SW-4C) LOCATION OF THE RISER STEPS. / 6" ORIFlC~I INVERT = 320.00
TE;S"1'Il~TG OF ~ E NT / , „ ~ / d
4. THE 10 Lx10 Wx30 THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE / EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE 1. TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORM@ TO VERIFY / / /
INCLUD@ AS PART OF 7HE SHOP DRAWINGS THAT WILL BE SUBMffTED TO THE ENGINEER THAT THE RECOMMEND@ LEVEL OF COMPAC110N IS ACHIEVED DURING ~ _ ' ? ~~a 1 ~,~v~
CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR s / ~ FOR REVIEW (SEE ITEM 2 ABOVE), EVERY 2 500 S DARE FEET OF AREA FOR EVERY LIFT OF FILL ~ , Q / /
TNT I N SHALL CONFORM TO ASTM C-478. THE JOINTS 5. THE RISER STRUCTURE JO DES G / 1H
SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE 2. TESTING WILL BE REQUIRED ALONG THE 36" 0-RING OUTLET BARREL AT ~ - ,
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON SHRINK A FREQUENCY OF ONE TEST PER 25 .F OF PIPE PER VERTICAL FOOT OF / / GROUT.. FlLL ~ l I
/
TH / 6. THE PRECAST RISER STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 43,650 LBS E A'rEME~ OF RESPONSIBILITY. / s ~ STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMIN@ BY ~ / ~ ~ _ cj F ~ f F, ~ ~ / r,:? ~ ~ U
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE ALL REQUIR@ MAINTENANCE AND INSPECTIONS OF THIS FACILffY SHALL BE ~
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITT@ TO THE THE RESPONSIBILITY OF THE PROPERTY OWNER S ASSOCIATION, PER THE ` ~ _ -~-2 ENGINEER FOR REVIEW. EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILTY. ~ ~
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS .E` ` `
PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR / - - 7I ~ 1 = t i ,~n f ` ~ ~i } r
FUTURE MAINTENANCE ACCESS.. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK I / ~ ® t
FOR SECURING THE ACCESS HATCH. /
I ~ 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE / / / f;~fF~: ~ , ~ t ® ~
NOTED.. I / ' r'a P. ,~MJ
9. GEQTEXTILE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE ~ / of ikti f 'a a 's+! /rtt .j f 3'~ / S A e Ji ~1! I
4553 POLYPROPYLENE NON-WOVEN NE@LE PUNCHED OR ENGINEER APPROV@ EQUAL ~ / / I 4 pp i
NON-WOVEN FABRIC ( ) / / /
10. DRY DETENTION POND EMERGENCY DRAWDOWN IS VIA AN 8"~ PLUG VALVE. THE / / /
VALVE SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROV@ EQUAL. THIS VALVE / / / IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF / / I F, _ ~
OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A
REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"~ / /
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVID@ FOR SECURING THE WRENCH / / / TO THE TRASH RACK:. / / / r
/ / / W f ~ .
11. THE 18"~ RCP OUTLET PIPE SHALL BE CAPP@ WITH A METAL ORIFICE PLATE. THE / / F r
PLATE SHALL BE 24"x24"x1/2" (GALVANIZED) AND SHALL HAVE A 6"~ ORIFICE AT THE / / BOTTOM. PLEASE REFER 70 DETAIL SHEET SW-4C FOR ADDITIONAL INFORMATION. / / i : : ~ k~ ~ ~
.EMBANKMENT
15 LF - 3" CAST-IN-PLACE CONCRETE
~ LIP STUBBED ABOVE GRADE
9 CHANNEL SHALL BE UN@ WfTH LIP ELEV. = 319.50
~ ENDWALL _ LANDLOK TURF REINFORCEMENT a
M ~ MATTING 450 AND 5E@ED PER „ ui SEEDING SCHEDULE (SEE LINING 3 FEET OF 3 LAYER OF X57 STONE FEg
15" 0-RING RCP ' ' ANCHOR DETAILS SHEET SW-5 a ; I: ) NATURAL GRADE = EL. 319.25 2009
c iNVERT OUT EL. 319.75 ~ I N 6, DENR. VYATRR r~iq(,ITY ~TLANDSAND~RN~'A1ER
n
a _ _ EEDBED PR PARA E TI ON I - - - - TEMPORARY l SEEDING SCHED SCHEDULE PERMANENT SEEDING SCHEDULE
" 'f:~~? 6" ' 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 IN H P V R A V v 12 1 12 A C ES DEE 0 E D ERSE SOIL CONDITIONS, IF
a _I _ 1 _ SEEDING DATE SEEDING MIXTURE APPLICATION R~ I I - 3 _ - 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN i - MAY 1 RYE GRAIN 120 LBS AC APPLICATION RATE SEEDING DATE SEEDING MIXNRE APPLICATION RATE 120 LBS/AC AUG 25 -OCT. (BEST) TAU. FESCUE 200 LBS/AC GRAPHIC SCALE ~
°o i . , ; . •'~1" 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH ( ) / ELEV. _ 318.75 I I- 3 CAST-IN- CE CONCRETE AND UNIFORM. KOBE LESPEDEZA 50 LBS/AC 50 LBS/AC FEB. -APR 15 {POSSIBLE)
Q ~ 1 I r-_ ~ j' iii-I i I-_- - 4,) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC 40 U3S/AC SOIL AMENDMENtS 30 0 15 30 60 r ' 1 I I i
~ UNDISTURB@ EARTF~ - : , _ _ =1 I BELOW*). AUG 15 -DEC 30 RYE GRAIN 120 LBS A " • ~ - 5.) CONTINUE TILLAGE UNTIL A WEU.-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO ( ) / C 120 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4D00 LB/ACRE ~
y I I I-1 I I-I I - - ; ' ~ • ; 6 INCHES DEEP. 01 - NF R SOIL AMENDMENTS ~ EI 0 CED CONCRETE FOOTING 61 SEED ON A FRESHLY PREPARED SEEDBED AND COVER GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER, ~ 1 inch = 30 ft. ~ i ,
3 L UP OF LEVEL SPREADER TO BE COMPLETELY LEVEL AT T-~ _ FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUN I „ -I ~ 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM A .,000 LB/AC GROUND M,6j~,y 6'"~~ r :RTILIZER {FROM AUG APPLY 4000 LI3/AC STRAW, ANCHOR STRAW BY TACKING W(fH ASPHALT, NEffING, ~J Fy4~'~~
~ ELEV. = 319.50 TO ENSURE UNIFORM. SPREADING OF FLOW. I I- 12 - I-I) I- 1- 8, IN PELT ALL SEEDED AR AN p _ I ( ) S EAS D MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, 15 -DEC 30, INCREASE 10-10-1D FERTILIZER TO 1000 LB/AC). ~ ANY PORTION OF LIP FOUND TO BE NOT LEVEL WILL BE FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING E UIPMENT OR TIPA ALULOt{ l0 LB/AC). OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEAP,LY STRAIGHT CAN ® 1 - S P - 0 3 5
REJECTED AND WILL BE REBUILT, AT CON11L4CTOR IXPENSE. Q CuL CK AFTER SEEDING. ~ 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZA110N AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WffH ASPHALT, NE BE USED AS A MULCH ANCHORING TOOL. WffH ASPHALT, NETTING, O D ' ~ ~
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL. A DISK WffH BLADES SE7 NEARLY STRAIGH' .7 NEARLY STRAIGHT CAN PROJECT N0.
UNDISTURBED S01 AND NOT ON FILL CROSS-SECTION * See seasonal a II BE USED AS A MULCH ANCHORING TOOL. L, pp cation schedule MAINTENANCE INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE TOWN OF CARP SRF-05GG0~ FOLLOWING YEAR; USE 501E TESTS OR APPLY 150 LB/ACRE iD-10-10. MOW
0 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON 6. REFER TO SHEET SW-5 FOR FURTHER DETAILS. JAN 1 -AUG 15: REFERI1LIZE IF GROWTH IS NOT FULLY ADEQUATE. REGULARLY TO A HEIGHT OF 2-4 INCHES. ~N~'SRF-05000-PO
o A ZERO PERCENT GRADE. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY MMEDIATELYf E NURSE PLANTS Approved by date DESIGNBD BY. JCQ
7 al1'F'RNO1F rntirmtlrnnti narlntic ~nR Tuc IGVCi FOLLOWING EROSION OR OTHER DAMAGE. 41AGE. BETWEEN ~fAY 1 AND AUG- 15. Af1D tfi I R/ACRE SUDANGRASS ~R 1~ I R/ACRE n1 _ n _l _
2 4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH SPREADER CAN BE SUBMITTED TO THE DESIGN ENGINEER BY AUG 15 - DEC 30 REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. m -luti L) U W- AREAS IMMEDIATELY. GERMAN MILLET. BEFORE MAY t, OR AFTER AUG 15, ADD 40 LB/ACRE RYE (GRAIN). fIItIy DRAWN BY: JCD
LANDLOK TURF REINFORCEMENT MATTING 450 OR ENGINEER THE CONTRACTOR FOR REVIEW. ANY ALTERNATE TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BE ROGEN IN MARCH. Engineering Date NPORARY COVER BEYOND NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE SCALE: 1"=30'
APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE CONSTRUCTION OPTION MUST ENSURE THAT THE LEVEL JUNE 15, OVERSEER WITH 50 LB/AC KOBE LESPEDEZA € ANCHORED PER THE DETAILS PROVIDED. THE TRM MATTING SPREADER IS COMPLETELY LEVEL AT TEE LENGTH AND LATE FEBRUARY OR EARLY MARCH. CC KOBE LESPEDEZA IN BASIN, TOP OF THE BERM, AND BASIN FLOOR.
SHOULD BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ELEVATION SHOWN ON THE DESIGN DRAWINGS AND ENSURES N : USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DA ONLY WHEN DATE IS NOT ALL CONSTRUCTION SHALL BE IN ACCORDANCE HATE; 09-19-08
SHEET FLOW.' C, CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. a 5. THE 3-INCH LAYER OF #57 STONE SHALL BE UNDERLAIN 'DUI E. WITH TOWN OF CARY STANDARDS, SPECIFICATIONS SHEET N0.
WITH MIRAFI FILTERWEAVE 400 OR APPROVED EQUIVALENT. AND DETAILS. ° L .
LEVEL SPREADER DWrAILS HI
N.T.S. U FINAL DRAWING - RELEASED FOR CONSTRUCTION cAS °
m

z NOTES! ~ ~ 18'
ALL STEPS SHALL PROTRUDE 4" FROM INSIDE FACE OF STRUCTURE WALL, ~ 12"
STEPS DIFFERING IN DIMENSIUNS, CUNFIGURATION OR MATERIALS FROM THUSE SHUWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q¢3 THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FUR THE USE OF SUCH STEPS, N~=U EDGE OF RIPRAP T
a ~ J ~ ~ - 0 BE LEVEL ~ ~ z WITH EXISTING GROUND AND SLOPE LEVEL AND SLOPE
1` ~ TO INVERT ~ 1' BELOW OUTLET OUTLET
7- ~ W ¢ z ~ = PIPE INVERT ELEVATION. 1" T M I-UQ~L7
~ Q ~ W a, H=~zJ ~
~~~~Q 36" DIA. ~ ~ l 'r O 0-RING RCP ~ ~ O
~p~tY 0 0 O O
f-~ p ~ D a~A U d' W Z I
w D PLAN M O~O O O O ~ NOTES:
PLAN SIDE th N SIDE p p Yl p ~ p p p J~V"' 1. CONCRETE F R ~ ~ x 0 COLLARS SHALL BE 3000 PSI (MIN.) 28 ,`O ~ Z`
ELEVATIEN ELEVATIDN ~ ) DAY STRENGTH, ~ ~ ~ \ ~
D o W A O ~O~O 0 0 0 D T ~ p p r--~n i--~n p p p D A 2.00' MIN. PROJECTION 2. COLLARS SHALL BE CONNECTED TO 36" RCP WITH A WATER ~ ~ ~ W GL ~ TIGHT JOINT. ~ W ~ ~
141/2' CAST .RAN I- ~ RIPRAP INVERT IS ~
~ ~ 36" 0-RING 2.5' BELOW ~ 1'~~° z RCP ,OUTLET PIPE _ Z ~O~ 21' 3. COLLARS .SHALL BE SPACED ALONG BARREL AT 15'-0" O.C. ~~TT,, ~ ~ ~
CAST IREN ELEVATION O } OQO 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' h•+~ ~ ~ ~ HOO
ELEVATION 3 W p p pINVERT ELEVATIO . p p p o Q~ ~ FROM PIPE JOINTS. ® p, R~ O O
D D D q?- O o o b o OQo D ~c~ :~`s,'•., 5. ANTI-SEEP COLLARS TO BE PROVIDED WITH MINIMUM TEMPERATURE rr ll ~ x
13116 q p 1~ p p p p p p AND SHRINKAGE STEEL. ~ V W V ;ry O 36" DIA. W ® ~
~ ~ i 1/4' #6 BAR OR Q ~ ~ 0-RING RCP Z d' ~
1' B 3/4' ~ #8 BAR q~ O O O O GALV'D. z p p p
` m Q ~ ~ 1/4 PULYPRUPYLENE ~ J Z W®~ Jl~ W j3~
5/B' ~ ~ PLASTIC ~ „ r-- ~ ~ L,J 36 ENDWALL
® = l~ - vi Q PLAN ,e~0®®~`„a i i m t c aD®®f,~
4e . •s..gaoe
v2' PLAN SIDE SIDE ~ H 1/B~ ~ ~ . ELEVATIDN PLAN ELEVATINN ~ Q
I ~ ~ a COMPOSITE W ~
Q EDGE OF RIPRAP TO BE LEVEL • oT REINFORCING STEEL WITH EXISTING GROUND AND SLOPE #3 DEFORMED TO INVERT ®1' BELOW OUTLET SLOPE „ „ t~® t~t~ 11-SFiFiP C® = ° ~ 29 NCDOT CLASS B RIP-RAP
° i/4' STEEL .ROD )TLET n 18'L x 21'W x 22" THICK (FOR a~" ®-RING R`iP, ';F
D NOTE! 36" ENDWALL PIPE INVERT ELEVATION. SECTION A-A 12' NOT TO BE USED IN SHEET 1 fJFl 9 E m i N e. N.T.S. °,~FS ~ ®,o
ELEVATION SANITARY SEWER MANH(]LES, , ELEVATION 84,66 2 s 2 6 ' d 8 NATURAL GROUND m ,A ,
CFi dACC~n7~7 ?3ii'i~
N.T.S. N
22" LAYER OF z
36" 0-RING CLASS 'B' RIP-RAP W
RCP v z
oN o 0 0 z w
C NOTES! E' Q H Z QQ$ p ~ J U Q
M 0700 W1 FT. * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING N ~ = U - r- 0'17 ~ ~ t...._._1_.._... D 6 STANDARDS; 838.21, 838.27, 838.33 AND 838.39. u. J d H Z NOTE: - zz H 3 - ~ 7
ImH Z -I = D INSTALL PRECAST ENDWALLS WITH WINGS AND PAY O OCL N 2 A FILTER BLANKET IS TO BE ~ ~ _ 4" FILTER BLANKET N
O O ~ fi m FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. W Q Z u. = INSTALLED BETWEEN THE RIP ( _ I 4 FILTEI _ ~ Z ~ „ * USE 4000 PSI CONCRETE. ~ V ~ 0 C4 RAP AND SOIL FOUNDATION. ~ 3 ~ o
=~00 1.0 7 -0 PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 ~=F"ZW THE FILTER BLANKET WILL ~I ~ ( ' z~ r ~ H o " ~ ~ - ~ - ~ FILTER B. ~ ~ FILTER BLANKET (SEE NOTE} z " °
c~ 0 ~ ~ ~ FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING ~ ~ H a CONSIST OF A MINIMUM 4 ~ zl+ - * TO ASTM A165 WITH 2 MTN, CLEARANCE, O N a THICK LAYER OF STONE (#57) , O o 0
o PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH Z D ~ r I F > UNDERLAIN WfTH GEOTEXTILE. RIPRAP INVERT IS t BELOW FLOW ~ 0 0
N~ ~ H2 I H2 * OSHA STANDARD 1926.704. fl.~ OUTLET PIPE INVERT ELEVATION. .EVATION. W ° N
Z CSJACP H1 Hi I PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY , Q O N CONTRACTOR r SECTION A-A ~ * ALL ELEMENTS PRECAST 70 MEET ASTM C913. ~ as
~ _ ~ m * WELDED WIRE FABRIC MAY BE SUBSTITUTED FUR REBAR -'I I~---'2"
1' 0" AS LONG A5 THE SAME AREA OF STEEL IS Pf,OVIOED. \ - ~ * CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
co r~ ti) 8.. O.C. (TYP. )
8 0, C. (TYP 6 F R ® ~ CD ~~17171rA1 'n "~-REFER TO CHART FOREBAROSIZERT ~ 3SIPATOR A
~ •v h'7 FOR BAR SIZE NOTE: THE MINIMUM BAA SIZE SHALL BE #5 BARS ~ J N N.T.S. w~
tl1 Z ELEVATION SIDE TO INCREASE THISNBAACSaZEWASLNEEDEDTHE OF':ION 0 J o Z111r ~ Q~ ' 18" DIA. N a ~ ~
O~H '~ii0) 0-RING RCP II ra ~
N= 3zw 3.5' o W ~ W
ro N ENDWALL DIMENSIANS Q W H ~ ~ ~ U a NOTES: E ~ ~ ~
`C7 D w2 AFT.).-------_ o W a ~ ® Z - FT. MINIMUM MIN.IMAX. MIN./MAX.! MIN./MAX.' MIN,/MAX. MIN./MAX. ~ 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 ~ U U 1
~ Z 0 PIPE DIR. BAR SIZE H1(FT,) H2(FT.) ! D (FT,) W1 W2 D 1,~ N 0.2 3.3 ~ pc n D C ~ ~ ~a 1.0 #5 @ B'" 1.25!2,00 2.0013.75 ;1.2511.75 3.0013.75 5.5016.00 Q ~ DAY STRENGTH. ~ 'di E,+ E
N 111 v m ~ 1.25 #5 @ 8' 1.25/2.00 3.0013.75 !1,2512,00 3.50!3.75 6.5016.75 Q Z F " 2. COLLARS SHALL BE CONNECTED TO 18" RCP WITH A WATER W ~ ~ a
-I ~ ! ~ 4 ~ ~ ~ 1.50 #5 @ B 1.25!2.00 3.0014.25 ~ ,50!2.50 3.50(3.75 6.50!6.75 ~ V 2.00' MIN. PROJECTION TIGHT JOINT. ~ ~ W ~ j
2.0 #5 @ B 1.5012,50 4,0014.75 ,1.7512.50 4.00(4.25 7.5018.25 ~ ~ d . d' :g ' a •a 'o $ • 3. COLLARS SHALL BE SPACED ALONG BARREL AT 15'-0" O.C. W W
z ~ D 2,5 #5 @ 8 2.5013.50 4,00/6.00 2,0013.00 4.50!5.50 10.00111.50 ~ N J d d;, .•d ~~d s 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2' w., U
v 3.0 #5 @ 8" 3.0013.50 5,0016.00 12,7513.50 5.2515.75 11.50/11,75 J Q C7 " FROM PIPE JOINTS.
o ~ ~ '•-~,~;~yQ 3.5 #5 @ 8 3.2514,50 6.00/6.75 3,25/3.50 6.0016.75 12.00)13.25 W 11.1 N „ d ~ e 'a :'~04
to r ~ 4.0 #5 @ 8" 3.50!4.50 6,50!7.00 ;3.2513.50 6.50(6.75 13,00(13.25 ~ s a 'd~ ~ ~ O d d d ~df m r PLAN I----~---- . ' . d. ~ 4.5 #5 @ B 4.00(5,00 6',50/8.50 ;3,25/4.00 7.0419.25 13,50115.75 u. a d .d ' ` . 5. ANTI-SEEP COLLARS TO BE PROVIDED WITH MINIMUM TEMPERATURE i AND SHRINKAGE STEEL W
a...~ 5.0 #5 @ 8" 4.5015.00 7.0018.50 3,2514.00 7.25!9.25 13.75115.75 -f-FLOW ig"~ RCp ; a a Q. 2.6' 3.3' 18" DIA. ~
5.5 #5 @ 6" 4,50!5.00 7.50/8.50 ;3.2514.00 7.25!9.25 14,00115.75 d d d o ~ d O ~ 0-RIND RCP NOTE TO CONTRACTOR: ,fi! F
6.0 #5 @ 8" 4,50(5,00 7.50(8.50 X3,25/4.00 7.7519,25 14,75116.75 4 THE TRASH GUARD FOR THE ORIFCE "
.4 .Q d. ,e. ' a a. . 8 a. d e PLATE IS N07 SHOWN ON THIS DEtAIL ~;fi~~a FOR CLARITY. A TRASH GUARD SHALL BE
SHEET 1 OF 1 SHEET 1 OF 1 • , ' - '4' a a PROVIDED PER VDOT STD. 116.Ob k.,
s3s so s$s~ so ~ " d d' ~ ~ q ~ d a o" 4•. d yi~:l
d ~ C d :d e~~+ It ~?m~t~?r~' T d A
~7L1 Fil~L1)I?AWe dJ~L71W a 4" aLa ;
N.T.S. 4" THICK CONCRETE I',' F '
BASE (MIN 28 DAY CONCRETEANTI-SEEP COLLAR `
STRENGTH = 3000 PSI) R1 " - 8 0 RIl~TG RC .
F H R M Y BE ADJUSTED FOR - 24" X 24" X GALVANIZED „ THE LOCATION 0 THE DEBRIS RACK OLDE A SWM DR 4 BRICK ENDWALL N.T.S.
YARIAeLE coNaTloNS. STEEL ORIFICE PLATE WITH .WHEN THE HOLDER BOLT IS LOCATED ON THE METAL PLATE THE ''/z' DIA 6"m ORIFICE AT EL 320.00 (BY OTHERS) NDWALL 5
BOLT LENGTH IS TO BE SHORTENED TO 1/a' AND WELDED TO THE PLATE. ' DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
%'x4" ADHESIVE BOLT, (4) I/Z'x4" ADHESIVE BOLTS, SELF-LOCKNG HEX. NUT, SELF LOCKING HEX. NUTS,
FLAT WASHER. FLAT WASHERS
~ ll' I~t°'I z° vAR, r, z~a'~ a~~~ e 2~'a /a ~'a" DIA 24" X 24" X GALVANIZED STEEL
HOLE ~/2'xl~/a° N ORIFICE PLATE i`~
.BOLT o 0 ~
METAL. WATER I ~ ~a -----I QUAIaTY
~ PLATE R /a - 4 ORIFICE. ~ 4" BRICK ENDWALL ENDWALL p
~/a I I y " o ta) ~a' DIA r 4 BRICK ENDWALL OTHERS) RS) (4) ~"x4"GRADE 8
SfOE VIEW OF BOLT WELDED FRONT VIEW HOLES oN ro MEru PLATE IDE VIEW " (BY OTHERS) ~ S STAINLESS STEEL 1 ~ ~4~~
a DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL N T tNOT GALVAMZEO) ADHESNE BOLTS, SELF LOCKING HEX DENR•WATERQUAIITY a
NUTS, & FLAT WETl~(dDSDSTORMWATE,R CM
N ORF~OATOABOVIE DEBRIS RACK AND TOEMINIMIZ 24" X 24" X CLOGGING OF THE WATER QUALITY ORIFICE. WASHERS
~ ~ ~ UNIT TO BE CONSTRUCTED OF WELDED CAI-VANIZED STEEL c DIA. BARS -NOT GALVANIZED. ORIFCE PLATE WITH 6"0 N ~~TO BE ATTACHED WITH HWGE AS sHOWN OR ORIFICE AT EL. 320.00
n APPROVED BY THE ENGWEER.
a ~ CONTRACTOR MAY sUBSTITUTE COMPARABLE DESIGN AS APPROVEp BY THE ENGINEER. COST TO BE INCLUDED IN PRICE BID FOR SWM
~p DAM. OR SWM DRAINAGE STRUCTURE, 18"0 RCP ~ ~
a TOP VIEW CONC. SWM DAM ROUND OR SQUARE 12" MAX, 6" MIN. OPEMNG THROUGH , al Q SWM DAM. 2.4
~ TOP TO 8E HINGED TO ALLOW 6" ~ ORIFICE ~ ~,,~t
~ (BEEF HOLDERWOE~fNLOUAB~OVE) E LL -*-FLOW 18"~ RCP INVERT = EL 320.00 ~ ~
0 ~ ~ o
~ DIA, 9ARS I I ~ , ,
3 z NOT GALVMM1122ED ~ ~ I I a. dd d.• , e . . - 4" THICK CONCRETE
a I I BOTTOM a ~ .a • a 4n 4„ ~ 0 0 OF BASIN d d ~ ~ G d.. 4 .d . , 4,, BASE (MIN 28 DAY ®ry _ ~v n _ ®c~ ' ~ f ~J r J _ ` 'p . ~ .Q a ~ STRENGTH = 3000 PSI}
---..--I
~ DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM 4" THICK CONCRETE N 3.5' rA WATER QUALITY ORIFICE DAM WITH DEBRIS BASE (MIN 28 DAY APP OVED s,~._
STRENGTH = 3000 PSI) 3'3 TOWN OF CARP PEDJECT N°. sRF-oSOau
~ 1'-D%' MIN. 81/2" TYPICAL SWM DAM o r SRF-05000_PD
-0 SIDE VIEW FRONT VIEW • Approved by Date DESIGNED DY: JCD
ni,.__.__ n_i_
d Ut I /AIL r VK L)LVMIJ KbM It (FOR WATER QUALITY ORIFICES SHEET 2 OF 3 rwnnuiy ~-uute nxnwx Br: JCD
U SPECiICAt16V Engineering Date
E STORMWATER MANAGEMENT (SWM) DETAILS DETAIL p DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE N.T.S. LDETAILS SCAM: NTS
302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) p VIRGINIA DEPARTMENT OF TRANSPORTATION DATE: 09-19-08
C) 116.05 In ALL CONSTRUCTION SHALL BE IN ACCORDANCE
0 u~ WITH TOWN OF CARY STANDARDS, SPECIFICATIONS s~ET xo.
AND DETAILS.
6" ORMCE PIATE TRA;SHIZACK DETAIIS fn N.T.S.
U FINAL DRAWING - RELEASED FOR CONSTRUCTION M
O 0.

3-FOOT WIDE LAYER OF X57 K ~y~ P SOLID MASONARY BLOC STONE (4-INCHES DEE) SPREADER {REFER TO PLAN VIEW
UNDERLAIN WITH FILTER FABRIC FOR LENGTH)
t • ~ U~
y W ~ I
W W y W a
~
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