20070939 Ver 2_More Info Received_20100701

Environmental
Phone: [phone]
'ernlltln; Fax: [phone]
(7, 1 , ' t ` " Ito. 125 West Stone Avenue • Greenville, South Carolina 29609
P.O. Box 3744 • Greenville, SC 29608
LETTER OF TRANSMITTAL a-7- 0 9 39 va
Attention: Ian McMillan Date: 6/30/2010
401 Oversight/ Express Review Permitting Cc: Mike Ranks, Freeland Et Kauffman
1650 Mail Service Center
Raleigh, NC 27699-1650
We are sending you these items via: US Mail
Copies Document Date Description
3 various Grading, BMP Details
3 none Sand Filter Design Summary
3 none Bio-retention Design Summary
3 none Level spreader, Filter Strip and Restored Riparian Buffer Supplement
1 none Electronic Version TIF files
I I For Approval X For your use x For Review and Comment
Remarks: please let me know if any additional information is required for your review. We will
touch base by phone on Friday 7/2/2010 to make sure you received the documents.
Sender: Richard Bates Telephone: [phone]
j&k!-4h@flW7j'
JUL - 1 2010
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DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CRY OrMEDIME Telephone [phone] FAX [phone]
Bio-Retention Area Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: WUM.Ur 51a2E JPy369-oo Phase
PIN: CRZo -/8- Zo- Z9.1y Case #: Reg . 7Zy
Design Contact Person: 1?7ZAF 1?AvAS Phone #: gky 47Z - 3-vyl
Legal name of Owner: WAI/nA Zr ST,-ogf- r vc.
Owner Contact: i AYIA A6rPhE1VEtrtZ Phone #: y( 79) ZoY- a703
Owner Address: Zoo 1 S. F. /0'* Srxry- Qe vravut?ce , AZ 7Z w, - O.s3'a
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Drainage area 0.60 ac (on-site drainage to the area, 1-acre max,)
Impervious area C. 3S ac (on-site impervious area draining to facility)
Design runoff V.tay eAsw cfs
Design treatment volume 1Zy1,y6 W
Assumes 100% impervious, larger areas may be considered if maximum sheet flow velocity is not exceeded
Bioretention Design
Grass buffer strip width
Size of cell area
Depth of ponding area
Width of cell
Length of cell
Inflow sheet flow velocity
Mulch layer elevation
Planting soil top elevation
Depth of planting soil
Top of sand if applicable
Bottom elevation
Perforated pipe length
Space between pipe runs
'/0.0 ft (Max slope of 4:1 and minimum width of 10 feet or a forebay)
3)OI S7 ft2 (Min 5% of drainage area with sand bed, 7% without bed)
6. S ft (6-inches max)
ZO ft (Minimum width of 25 feW)
130 ft (Minimum length of 2 times the width)
O .S's ft/s (Maximum of 1-foot/second)
21114.0 ft (Elevation of top of layer)
2 4 3.0 ft (Elevation of top of soil)
4,o Fr ft (Minimum depth of 4 feW)
N/A ft (Elevation of top of sand)
289.67 ft (Elevation of bottom of cell)
207 ft (Length of perforated pipe provided under cell layers)
Z S ft (Spacing between perforated pipe runs, max of 10 feet)
Smaller widths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case-by-case
basis.
' Smaller depths may be accepted in urbanized areas or in retrofit situations. These designs will be evaluated on a case-by-case basis.
Longitudinal slope [. O y. ft
Diameter of pipe .0 in
Emer2enc
Emergency outlet elev. 244.9 ft
Emergency spillway width b 6 ft.
II. REQUIRED ITEMS CHECKLIST
(1% minimum longitudinal slope)
(Pipe diameter of perforated pipe, min of 6-inches)
Spillway Information
(invert of emergency overflow weir)
side slopes Y :1 slope ZS %
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
1001f a. Runoff from landscaped areas and other non-impervious areas has been directed away from
the bioretention area to the maximum extent practical.
11,719 b. Drainage area for bioretention area is less than 1-acre.
/'7R c. Plan specifies how all slopes draining to the bioretention area will be stabilized, note that the
slopes must be stabilized before installation of the under drain system.
MR d. Construction sequencing shall be considered and a note added to the plan that states: "All
sediment and erosion control practices shall be in place and the slopes draining to the
bioretention area shall be stabilized before construction of the bioretention area begins."
e. No side slopes draining to bioretention area greater than 3:1, promote sheet flow through the
N/A grass filter strip.
f. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
g. A recorded drainage easement is provided for each cell including access to the nearest right-
of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
/'7R h. A plan view of the bioretention area with grading shown is provided.
AIR i. A profile through the bioretention area and emergency spillway is provided.
/1V/2 j. Geotextile fabric is placed at the bottom of the excavated cell to prevent soil from getting
into the underdrain system.
/27/1 k. The underdrain system is wrapped in a gravel jacket and a geotextile fabric is placed
between the bottom of the sand bed or planting soil and the top of the gravel jacket.
/"!R 1. The pipe for the underdrain system shall be perforated Schedule 40 PVC.
m. The underdrain system shall connect to the outflow system at a point at least l foot inside
the bioretention cell wall.
/174 n. A non-perforated piping system is connected to the underdrain piping and extends to the
surface of the planting soil for cleanouts.
M? o. Ceeanouts are to be provided at the beginning of each pipe run and at all intersections.
A71t p. A planting soil mixture specification and a soil characteristics table are provided. Maximum
clay content in the soil mixture is 8.00%.
InR q. The hydraulic conductivity for the planting mixture is to be 1-inch to 2-inches per hour.
r7R r. Mulch layer specification is provided; mulch is to be a 4-inch layer of coarse hardwood
mulch with re-application rate specified.
MR s. Soil with a P index of less than or equal to 25 specified on plan.
/17K t. A bioretention area landscape plan is provided including the transport of plant material,
preparation of the planting pit, fertilization, installation of the plant material, type and number
of plantings (note that there shall be a minimum of three species of trees and three species of
shrubs selected to insure diversity, their planting locations, post-installation inspection and
maintenance guidelines.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
FREELAND and KAUFFMAN, INC.
ENGINEERS • L4NDSG4PEARCH1TECT5
209 West Stone Avenue Job •/`i/ii,? r#?? ?G?;'a;` 1C.
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
REFERENCE Calculation For: 3-r6 1?-L 1412 f, a r") NC
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Job No. Date 1 ho
Computed By
Checked By Date
Discipline:
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Worksheet for Rectangular Channel - 1
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.410 - &W"u°A (ierF
Channel Slope 015000 ft/ft
Normal Depth 0.20 ft
Bottom Width 4.00 ft
Results
Discharge 0.47 ft'/s
Flow Area 0.80 ft'
Wetted Perimeter 4.40 ft
Hydraulic Radius 0.18 ft
Top Width 4.00 ft
Critical Depth 0.08 ft
Critical Slope 6.09716 ft/ft
Velocity 0.58 ft/s
Velocity Head 0.01 ft
Specific Energy 0.21 ft
Froude Number 0.23
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft /s
Normal Depth 0.20 ft
Critical Depth 0.08 ft
Channel Slope 0.25000 ft/ft
Critical Slope 6.09716 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6129/2010 2:59:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
CRY o MmICCNE 101 City Hall Plaza, Durham, North Carolina, 27701
Telephone [phone] FAX [phone]
Sand Filter Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: WA[/2T SToZE #y.3`9-0o Phase
PIN: d4zo- 1.7- zo-'zwy Case #: PC6 -72Y
Design Contact Person: mtKE RAmK3 Phone #: (,(Y 0z
- 3,/y/
Legal Name of Owner: 1.VA014er States x.-me.
Owner Contact: 6 4YIA Yorp1jernezetZ Phone #: (y7 toy - o7e y
Owner Address: ZooI S.E. /or' SreeEr Q6MnuvtccE , ,4? 7Z716 -osso
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Drainage area
Impervious area
Design runoff
Design treatment volume (540 ft3/Ac)
Sediment chamber design
Bottom elevation
Weir elevation
Volume
Surface area
Design treatment volume provided
Sand filter bed design
Bottom elevation
Top of sand
Sand volume
Sand surface area
Design treatment volume provided
Perforated pipe length
Diameter of perforated pipe
3.27 ac. (total drainage area to the sand filter)
38 1 r, ac. (total impervious area to the sand filter)
I in.
8136.95 ft3 WQV (om)
Z93.96 ft. (floor of the sediment chamber)
294.71 ft. (invert elevation of overflow to sand bed)
`14.75 ft3 (volume of sediment chamber to weir elevation)
ZZS ft2 (surface area of sediment chamber at bottom)
S6S3 ft3 (Rysx LF0 * (27S)(75 (7'7/3) 8153 Rs
S. F. SEA nR.
254.71 ft. (elevation of bottom of sand bed)
2 4 67 ? ft. (elevation of top of sand)
21t9o ft3 (volume ofsand in bed)
1 Z 51 S ft2 (surface area of sand bed at bottom of bed)
9LS3 ft3
ZSZ- ft. (length of perforated pipe provided under sand bed)
6 in. (pipe diameter of perforated pipe)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Applicant's initials
1722 a. Runoff from landscaped areas and other non-impervious areas has been directed away from
the sand filter to the maximum extent practical.
r IZ b. Drainage area for sand filter is less than 5-acres.
/79 c. Maximum water quality head over the sand filter is 12" or less. (Z-fr "'/ me so. ?u^'r)
/n/L d. Plan specifies how all slopes draining to the sand filter will be stabilized.
-MR e. No side slopes draining to sand filter greater than 3:1.
N/A f. Design drawings provide note: "All slopes draining to sand filter shall be stabilized per the
North Carolina State Erosion and Sediment Control Planning and Design Manual before sand
is placed in sand bed."
NJA g. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
?T as awrow h. A recorded drainage easement is provided for each sand filter including access to the nearest
right-of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
nifA i. Anti-floatation calculations are provided for riser structure.
iv/A J. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
-Ing k. A plan view of the sand filter with grading shown is provided.
1. A profile through the settling chamber, sand bed and spillway is provided. Water surface
elevations are shown on the profile.
Ivl,4 m. Riser structure details are provided.
N/A n. Compaction specifications for the embankment are provided on the plan.
M2 o. Runoff from storms larger than the 1-year storm are routed around the sand bed.
/7V p. Sand size, type and gradation specified. The sand shall be a clean ASTM C-33 medium
aggregate sand with a size range of 0.02-inch to 0.04-inch.
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
t FR ELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECr5
209 West Stone Avenue Job Job NO. Date
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone] Computed By
Checked Dy Date
REFERENCE Calculation For:
Di5ciplir'e:

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NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. -RROJECT:INFORMATION
Project name Walmart #4369 Durham, NC
Contact name Mike Ranks
Phone number 864-672-3441
Date June 28, 2010
Drainage area number 1
II.?DESIGNINF,ORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Proprietary Unit (Contech Stormfilter)
Drawdown flow from the BMP 0.57 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz Do not complete this section of the worksheet.
Impervious surface area ft2 Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm CIS Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? n (Y or N)
To a mulched bioretention cell? n (Y or N)
To a wetland? n (Y or N)
To a filter strip or riparian buffer? y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 11.50 ft
Width of dense ground cover ft
Width of wooded vegetation 50.00 ft
Total width 61.50 ft
Elevation at downslope base of level lip 277.00 fmsl
Elevation at top of bank of the receiving water 270.00 fmsl
Slope (from level lip to to top of bank) 11.38 % Level spreaders must be placed in series.
Are any draws present? n (Y or N) OK
Level Spreader Design
Forebay surface area sq ft No forebay is needed.
Feet of level lip needed per cfs 55 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? n (Y or N)
Length based on the 10-yr storm? in (Y or N)
Length based on the BMP discharge rate? y (Y or N)
Design flow 0.57 cfs
Is a bypass device provided? y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and Il. Design Summary, page 1 of 2
Length of the level lip 35.00 ft
Are level spreaders in series? n (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? (Y or N)
Does the channel enter the stream at an angle? (Y or N)
Dimensions of the channel (see diagram below):
M ft
B ft
W ft
y ft
Peak velocity in the channel during the 10-yr storm cfs
Channel lining material
#VALL E

t ?- IY
M jl
i B i
/ 1
M
Form SW401-Level Spreader, Fifter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
III. ''REQUIRED'ITEMS"CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
rW9 38 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin), (SEE ArA&IEP
Forebay (if applicable),
High flow bypass system,
Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
/»/L 3$ 2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
At 3S 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
/ne Avow
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N/A
vX4pvX,r PLAN)
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
ACS age A49eO'd0urS & •?rs
J7?,aN•r?+.
06 &' -raEO T CZ7y 0 p,
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
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FINAL UTILITIES, AND FINAL GRADING) BY THE
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POLE AND BASE
VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. OF TOPSOIL. CONTQACT012 SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:IV
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- 286.05 285.95 -
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- 286.05 285.95 -
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- 281.03 280.93 -
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FOUNDATION SUBSURFACE PREPARATION FOR WALMART PAGE 1 FOUNDATION SUBSURFACE PREPARATION FOR WALMART PAGE 2
91
15"/RCP 1.00%
28A
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WM it 4369-00, DURHANL NORTH CAROLINA WM # 4369-00, DURHAM. NORTH CAROLINA
GRADING NOTES
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MRY25,2010 May25,2010
JUNCT10N BOX 279.51
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K
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24'
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1. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING LAND SURVEYORS. IF THE CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS
- 279.00 276.50
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-
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UNLESS SPECIFICALLY INDICATED OnIERWISE IN THE DRAWINGS AND/OR
SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO THE FINAL 12 INCHES OF SUBGRADE IN BUILDING PAD AREAS SHALL BE LIME
R STING UTILITIES SERVING THE STRUCTURE. UTILITIES ARE TO BE SHOWN ON THE PLANS, WITHOUT EXCEPTION, THEN THE CONTRACTOR SHALL SUPPLY, AT
EX. CULVERT -
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- 267.95 (EX.) 267.95 (EX.)
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BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING sTABILIzED. LIME STABILILATION SHALL CONFORM TO NCDOT "STANDARD
REMOVED TO THE WIGHT -OF -WAY. THEIR EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR TO THE
31
-
HEADWALL -
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AND APPURTENANCES APPURTENANCES ARE T140SE ITEMS ATTAC14ED TO THE SPECIFICATIONS FOR ROADS AND STRUCTURES", SECTION 501, LIME -TREATED SOIL.
2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OQ ELEVATION OWNER FOP REVIEW.
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8'x6' CULVERT -
EX3
BUILDING PROPER (REFER TO DRAWING SHEET SPI), TYPICALLY INCLUDING, BUT NOT SOILS TO BE LIME STA131LIZED SHALL HAVE 100 PERCENT PASSING THE I INCH STEVE AND
-1-0, 'I -COPS,
OF EXISTING UTILITIES AS SHOWN ON THESE PLANS 15 BASED ON RECORDS OF THE 16. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES
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LJMF1 ED HF, BUILDING SIDKWALKS, (!ARDEN CHN MR, PORCHES, RAMPS, S I AT LEAST 60 PERCENT PASSING THE NO. 4 SIEVE. ROCK MATERIALS PLACED BETWEEN I
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(1)
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TRUCK WELL&DOCKS, CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR AND 5 FEET BELOW SOIL SUBGRADES IN THE BUILDING AREA SHALL NOT EXCEED 2
VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. OF TOPSOIL. CONTQACT012 SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:IV
'ef
PAD, ETC. THE BASE AND THE VAPOR BARRIER, WHERE REQUIRED, DO NOT EXTEND INCHES IN DIAMETER. BELOW 5 FEET OF SOIL SUBGRADES IN THE BUILDING ARE& ROCK
BEYOND THE LIMETS OF THE ACTUAL BUILDING AND THE APPURTENANCES MATERIALS GREATER THAN 6 TINCHES SHALT. NOT BF PLACED. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR 13LASTTNG ROCK SUCH THAT IT WILL WET THE ABOVE CRITERIA
THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE AND STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED AREAS IN ACCORDANCE WITH
CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS GOVERNING SPECIFICATIONS UNTIL A HEALTHY STAND OF: VEGETATION IS OBTAINED.
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ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB AND WHEN BLASTED. WHEN PLACING ROCK MATERIALS IN DEEP FILL AREAS, SOIL MUST BE
BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE 17. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE
LLI
(D
BASE. REFERENCE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED USED I 0 FILL ANY VOIDS. BOULDERS OR ROCK PLECES SHALL NOFBE SIACKED ON I Of
EACH OTHER, WHICH COULD CREATE VOID SPACES AND LEAD TO RAVELING OF THE
THE PESPONSIE31LITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONSTRUCTED TO SAME.
28-28A
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91
15"/RCP 1.00%
28A
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GRATE INLET 280.63
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- - 277.60
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26
22A-26
JUNCT10N BOX 279.51
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- 273.29 273.19
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24'
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18"/RCP 13.4%
22A TRENCH DRAIN STRUCTURE 280.00
- 279.00 276.50
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-
- -
- -
EX. CULVERT
EX. CULVERT -31
EX. CULVERT -
-
-
- 267.95 (EX.) 267.95 (EX.)
- - -
-
17'
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EX. 8'x6' CULVERT1.99%
31
-
HEADWALL -
-
- 268.29 -
- - -
-
-
- -
8'x6' CULVERT -
EX3
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- 272 14 (EX ) -
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SLAB THICKNESS. THE 4 INCH THICK BASE MATERIAL SHA CONFORM TO NCDOT . .
"STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES", SECTION 1010, AGGREGATE SOIL FILL. CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. 18. ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED MORTAR INVERT EX3-39 - - - - 9' 15"/RCP 0.73%
BASF COURSE (ABC). TI -IR CONTRACTOR S14ALL BE RESPONSIBLE FOR OBTAINING THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND 3. ALL CUT 012 FILL SLOPES SHALL BE 3:1 012 FLATTER UNLESS OTPEQVVISE NOTED. F120M INVERT IN TO INVERT OUT. 39 CURB INLET - 275.40 - 272.21 - - -
L ACCUILATE MEASUILENIENTS r*1 ALL CUT AND FILL DEPTTIS REQUIRED. ANY PROPOSED CONTINUOUS SPREAD FOOTINGS AT WALLS. 4. PRECAST STRUCTURES MAY BE USED AT CONTRACTORS OPTION. 19. ALL RETAINING WALLS SHALL INCLUDE 4' CHAIN LINK FENCE (BLACK VINYL COATED) AT -
EQUIVALENT ALTERNATIVE BASE MATERIAL MUST BE SUBMITTED FOR APPROVAL 5. STORM PIPE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: TYPE 1: QCP, CLASS III TOP OF WALL FOR ENTIRE LENGHT. - - - -
WITHIN 30 DAYS AFTER AWARD OF CONTRACT ANY EQT17VALFNT ALTERNATIVE SHALL
. THIS FOUNDATION SUBSURFA PREPARATION DOES NOT CONSTITUTE A COMPLETE
ONLY BE USED IT APPROVED IN WRITING BY THE CEC AND AOR. SITE WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN TFUS
PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER
FAIS1 INO FOUNDATIONS, SLABS, PA VF.MKN I S, AND BELOW -GRADE S FRUC-11 URES SHALL TO THE SPECTFICATIONS FOR SPECIFIC TNFORMATION NOT COVERED IN THTS
BE REMOVED FROM THE BUILDING AREA. REMOVE SURFACE VEGETATIONS, TOPSOIL, PREPARATION. THIS INFORMATION WAS TAKEN FROM A SUBSURFACE EXPLORATION
ROOT SYSTEMS, ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE REPORT PREPARED BY S&ME, INC., DATED SEPTEMBER 16, 21509 AND A SUPPLEMENTAL
UNSTATA13LE MATERIAL FROM THE BUILDING AREA. OVER -EXCAVATION OF ROCK TO A LETTER PREPARED BY S&ME DATED MAY 25,2010 (SUBSURFACE EXPLORNLION REPORI
PREDFAERMINH) DEP`1H BELOW ME HNfSH FLOOR DURING MASS GRADING is AND SUPPLEMENTAL LETTER ARE FOR INFORMATION ONLY AND ARE NOT A
SUGCTESTED FOR CONSTRUCTABILITY REASONS. REN40VING ROCK DURING THE MASS CONSTRUCTION SPECIFICATION).
GRADING PHASE WILL AVOID LOCAL ROCK EXCAVATION DURING BUILDING I
CONSTRUCTION THE ARCHITECT SHALL DETERMINE THE DEPTH OF ROCK EXCAVATION
BASED ON THE DEPTHS OF ITTTLTTY LINES AND OTHER BELOW GROUND STRUCTURES.
ONCE ROCK IS REMOVED, THE AREA CAN BE RAISED WITH STRUCTLaAL FILL T* 10EsIcjN FLOOD INFORMATION:
ELEVATION. THIS PR0CF.DURF. WTLL ALLOW FOOTTNGS AND TMLTTY LR,TF_S TO BE
M INSTALLED IN STRUCTURAL FILL INSTEAD OF ROCK. THIS PROPERTY IS LOCATED IN
PROOFROLL THE BUILDING PAD AREA IN AT LEAST TWO PERPENDICULAR DIRCTIONS FLOOD ZONE "X" (AREAS OF
WITH RUBBER TIRFI) F.Qt)fPMF.N'I', SUCH AS A FULLY LOADED TANDEM AXLE DUMP MINIMAL FLOODING) AND "AE" (BASE
TRUCK OR SCRAPER, WEIGHING AT LEAST 60 TONS. REMOVE AND REPLACE UNSUITABLE
AREAS WITH SUITABLE MATERIAL. SUBGRADE MATERIAL SHALL BE FREE OF OR(IANIC FLOOD ELEVATIONS DETERMINED)
AND OTI]EX DELETEMOUS MATOUALS AND SHALL NEET TBE FOLLOWING
REQUIREMENTS: COMMUNITY
LOCATION WITH RESPECT TO FINAL GRADE P.I. L.L.
BUILDING AREA, BELOW UPPER 3 FEET 35 MAX. 70 MAX. PANEL NO. 3720082000K
BUILDING AREA, UPPER 3 FEET 20 MAX_ 50 MAX. I
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SUBORADENIATER L SHALL BEPLACED IN LOOSE LITTS NOT EXCEEDING 8 INCHES IN
THICKNESS AND CONTACTED TO AT LEAST 98 PERCENT OF THE STANDARD PROCTOR
PEQ` ASTM C-76, WITH FLEXIBLE PLASTIC BITUMEN GASKETS AT JOINTS. 20. RETAINING WALL ELEVATION IDENTIFIED ON THIS PLAN REPRESENT APPROXIMATE FINISHED 32 HEADWALL - - - 208.00 - - -
6. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, AND GIm2ADES AT THE SPECIFIED LOCATION. REFER TO WALL DESIGN PLANS FOP ACTUAL 32-33 - - - - 89, 8'x6' CULVERT 0,00%
EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. WALL PEIGPTS AND CONFIGURATIONS. 33 HEADWALL - - 268.1210 - - - -
7. EXISTING GRADE CONTOUR INTERVALS SHOWN AT I FOOT, 21, IF AN OFFSITE SPOIL OR E30WROW SITE IS UTILIZED, THEN THAT DISTURBED AREA MUST - - - - - - -
8. PROPOSED GRADE CONTOUR INTERVALS S14OWN AT I FOOT INTERVALS, BE INCLUDED IN THE LAND DISTURE31NG PLAN AND PERMIT UNLESS ALREADY PERMITTED. 34 CRATE INLET 285.20 - - 273.4-3 (EX.) - - -
9. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL 22. TREE P20TECTION CERTIFICATION MUST BE SUBMITTED AND A TREE PROTECTION - - - - - - 54"/RCP (EX.) 1.00%
BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING INSPECTION COMPLETED PRIOR TO LAND DISTURE31NG PERMIT ISSUANCE.
STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITION OR BETTER, 35 JUNCTION BOX 289.20 - 279.93 279.93 - - -
3-35 W/ 1, SUMP - - FROM DIV. TO UNDERGROUND -/RCP
10. ALL STORM PIPE ENTEQING STRUCTURES SHALL BE GROUTED TO ASSUQE CONNECTION AT 51R #3 DETENTION 24' 18 0.95%
STRUCTURE IS WATERTIGHT. EROSION CONTROL NOTES 36 JUNCTION BOX 290.5D - 279.45 279.45 - - -
11. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND - W/ 2' SUMP - - FROM UNDERGROUND To - -
. DETENTDN STORMFILTER -
SHALL HAVE TRAFFIC BEARING RING 6 COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 1. A LAND-DISTUQBING PERMIT WILL BE REQUIPED PRIOR TO THE COMMENCEMENT OF ANY 37 JUNCMON BOX 289.8D - 276.63 276.63 - - -
6" AE30VE FINISH GRADE, LIDS SHALL BE LABELED "STORM SEWER". LAND-DISTUPBING ACTIVITIES. 37-313 W/ 1, SUMP - - FROM TO STR4 38
12. THE CONTRACTOR SHALL ADHERE TO ALL TERMS E CONDITIONS AS OUTLINED IN THE 2. A SEDIMENTATION AND EROSION CONTROL PLAN MUST BE SUBMITTED AND APPROVED STORMFILTER 56' 18"/RCP 0-61% -
38 JUNCTION BOX 278.50 - 276.10 276.00 - - -
EPA OR APPLICABLE STATE GENERAL N.P.D.E.S. PERMIT FOR STORM WATER DISCHARGE PRIOR TO THE ISSUANCE OF A LAND -DISTURBANCE PERMIT. - - - FROM SRI TO LEVEL - - -
ASSOCIATED WITH CONSTRUCTION ACTIVITIES AND THE WALMART SPECIAL CONDITIONS, 3, TREE PROTECTION IS QEQUIPED BY THE CITY/ COUNTY PLANNING DEPARTMENT, TREE 37 SPREADER -
SECTION 8, ENVIRONMENTAL COMPLIANCE AND STORM WATER POLLUTION PREVENTION. PROTECTION CERTIFICATION MUST BE SUBMITTED TO THE DURHAM COUNTY EROSION
13. CONTRACTOR SHALL ADJUST AND/OP CUT EXISTING PAVEMENT AS NECESSARY TO CONTROL DIVISION, AND TREE PROTECTION INSPECTION COMPLETED PRIOR TO
ASSURE A SMOOTH FIT AND CONTINUOUS GRADE. LAND -DISTURBANCE PERMIT ISSUANCE.
14, CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOP ALL 4. IF AN OFFSITE SOIL SPOIL OR BORROW SITE 13 UTILIZED, THEN THAT DISTURBED AREA GRADING P
R AREAS, MUST BE INCLUDED IN THE LAND DISTURBANCE PLAN AND PERMIT UNLESS ALREADY .
15 TOPOGRAPHIC INFORMATION IS TAKEN FROM A TOPOGRAPHIC SURVEY BY REGISTERED PERMITTED. 0 60 C20
MAXIMUM DRY DENSITY (ASTM D 698) AT A MOISTURE CONTENT WITHIN 2 PERCENT ON SITE DISTURBED AREA = 11.4 ACRES � . 5. AN IMPROVEMENT SECURITY WILL BE PEQUIRED PPIOR TO LAND-DISTUPBING PE12MIT I 1 mm6mommIIIIIIIIIIII
BELOW TO 2 PERCENT ABOVE THE OI OFF-SITE DISTUQBED AREA � 3.8 ACRES ISSUANCE. .
I I TOTAL DISTIJ�_)BED AREA = 15.2 ACRES SCALE I" = 60'
FMMENPEVISIONS BY
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"A GENERAL NOTES: A 90' P?n?: os2o-~s-Za2ssa REVISIONS BY
,D° 90' 10" 90'
GENERAL NOTES: 1. ALL EXPOSED CORNERS TO HAVE 3/4" CHAMFER EAST JORDAN IRON WORKS 5420 (HEAVY DUTY) 1. ALL EXPOSED CORNERS TO HAVE 3/4" CHAMFER 2. AL1~4 OVERREIAR6ERISIZBS RO H~ VE 2F' COVER. L" BAR
2. ALL fro & fry REINFORCING BARS TO HAVE 3. SEE GRADING AND DRAINAGE PLAN FOR CORNER BARS -SAME SIZE AND BREAK OFF GROOVE
1-1/2" COVER, LARGER SIZES TO HAVE 2" COVER. PIPE SIZES, LOCATIONS, AND FLOW LINES. SPACING AS HORIZONTAL BARS CORNER BARS -SAME SIZE AND 4. PIPES SHALL CONNECT TO THE ENDS OR SIDES DF SPACING AS HORIZONTAL BARS 3. SEE GRADING AND DRAINAGE PLAN FOR THE INLET. CONNECTION SHALL NOT BE MADE AT OR BELL END ~4 REINF. BAR o
PIPE SIZES, LOCATIONS, AND FLOW LINES. THE CORNERS OF THE INLET. o O A ' N
5. ALL REINFORCING BARS TO BE GRADE 60. N 2, O„ ~ 1D" 4. PIPES SHALL CONNECT TO THE ENDS OR SIDES 6" OIA. gp' OF THE INLET. CONNECTION SHALL NOT BE n d
~ MADE AT CORNERS OF INLET. COLUMNS 2'-0" o R T P CORNE COLUMN(Y "L" BAR CORNER BAR ~ ~ 6„
~ 5. ALL REINFORCING BARS TO BE GRADE 60. (TYP.) ~ RING & C V D R
REINFORCEMENT SCHEDULE, BASE " SECTION L BAR REINFORCEMENT SCHEDULE, BASE C 30° B PIPE BARREL
° NEENAH R-1737 "A" fr4's ®6" E.W. "L° BAR 10" CLEAR LIGHT DUTY SECTION
"B" #6's ®6" E.W. OPENING ALL MANHOLE FRAME o x 4 SIDES W/SOLID LID °A" #4's @ 6" E.W. "B" Ms's @ s" E.w. - - - - - ROUNDED ENTRANCE
~ CORNER BAR TABLE OF 'W DIMENSIONS o PIPE TABLE OF 'W' DIMENSIONS
N X "A" SIZE SKEW OF CROSS DRAIN PIPE A DOWNSTREAM HEADWALL AS SHOWN, SIZE SKEW OF CROSS DRAIN PROVIDE ROI.NDED ENTRANCE FOR
~ PLAN SINGLE STRAIGHT 30' 45' x :,A" 24" 4'-0" 4'-0" 4'-10" ~ PLAN SINGLE STRAIGHT 30' 45° PLAN UP57REAM HEADWAL
0 30" 4'-0" 4'-7" 5'-8" z ~ 36" 4'-0" 5'-3" 6'-5" 24" 4'-0° 4'-0° 4'-10" 30" 4'-0° 4'-7" 5'-8" 2 tt4
~ ~ uwi 42" 5-3" 5'-11" T-3" w P 36° 4'-0" 5'-3" 6'-5° 4~tt4 FRONT B T
a 48" 5'-10" 6'-7" 8'-0" "N" ~ \ ~ 60" T-0" T-10" 9'-B" a ¢ P 42° 5'-3" 5-11° T-3" FACE ONLY _ _ 48" 5'-10° 6'-7" 8'-0" tt4 AT 12" ° ~ 11~~ I'-3"
"ol P. C. CONCRETE o DOUBLE FOR "A" SECTION ONLY ~ z 60° T-0° T-10" 9'-8" DDUBLE FOR °A" SECiIDN DNLY ~ ~ ALL~WALLS
~ 24" T-0" T-10" 9'-5" o g ~ "W" 4'-0° MIN. ° w 30" 8'-2" 9'-2" 11'-0" ~ P.C. CONCRETE ~ 24" T-0° T-10" 9' 5" ~ ~
F ~ N w 30° 8'-2" 9'-2" 11'-0" X ~C L _ J 36° 9'-4° 10'-6" 12'-6" v /
w "N" a 42" 10'-6" 11'-10" 14'-2" ~ a z 48" 11'-8" 13'-2" 15'-10" ~ o 42° 10'-6" 11'-10" 14'-2" ~ ~ U
z ~ REINFORCEMENT SCHEDULE, WALLS i I N 48° 11'-8" 13'-2" 15'-10" ~ ~ ~ ~ =11~~ ~ =1111-1111 Z REINFORCEMENT SCHEDULE, WALLS ~ ~ IIII- ~ U
° ~ SECTION WIDTH ("W°) HOR. VERT. `r i REINFORCEMEN I w ° ~ SECTION WIDTH ("W' ` 1n = 4' 4's ®9" 4's ®10" w lON WIDTH ("W") HOR. VERT. ~a"` tt4 AT 12" BW ~ ~
' "W° 4'-0" MIN. z M "A" BETWEEN 4' & T 6's ®9" 4's ~ 10" o = 4' 0 0 ~ GREATER THAN T jr5's ®4 1/2" #4's ®10" I z "A" BETWEEN 4' & 4' 4's @ 9" 4's @ 10° z ~ BETWEEN 4' & T 6's @ 9" 4's @ 10" ~ U ~ ~
w o 4' #4's ®6° #4's ®10" ~ ~ GREATER THAN GREATER THAN T #5's @ 4 1/2" #4's @ 10° ~ ~ (V
" , I o B BETWEEN 4' & T 6's ®6" #4 s ~ 10 w z 4' . „N„ m ~ ~ . „N„ a: ~ o .B„ BETWEEN 4' & „ 4' q4'S @ s" ~4's @ 10" ELEVATION SECTION ~ Q ~ m BETWEEN 4' & T 6's @ 6" ~4 s @ 10 ~
w TABLE OF "T' & 'N" DIMENSIONS ',>S w ~ . , w TABLE ~ ~ SECTION WIDTH ("W') "T" "N" "D" OF "T' & " TABLE OF "T' & "N" DIMENSIONS 1~ ~ Q ~C r ~ ~
o w m BETWEEN 4' & T 6" + PIPE THICKNESS 8" 6" z ~ SECTION WIDTH ("W a R _ v ' ~ A GREATER THAN T 6" + PIPE THICKNESS 8" 8" ~ m BETWEEN 4' & T WIDTH ("W„) „r, .,N. »D» LL Q O~ 3ETWEEN 4' & T 6" + PIPE THICKNESS 8" 6" ALL SLOPES SLOPE I I/2 ~ I SLOPE 2 ~ I SLOPE 3 ~ I ~ ~ ~ ~ ~ ~
Q~Q 4' 6" + PIPE THICKNESS g" g" Q~ w A" GREATER THAN T „ . 3REATER THAN T 6" + PIPE THICKNESS 8" 8" U O ~ ~ ~ ~
1'-0' yeti B BETWEEN 4' & T 6" + PIPE THICKNESS 10" 8" q'_0°.:. Q~ b~ " ~ 4' m 6" BETWEEN 4' & T REINFORCEMENT SCHEDULE, TOP 3ETWEEN44' & T 6° + PIPE THICKNESS 10° 8" ~ ~ ~ ~ A B A B A B ~ ~ ~ ~ ~ ~
. .;."-.T'?:;;"-'`.'--`' DIMENSIONS STEEL SPECIAL PATTERN , y . . , . ~ ~ , . YC-~:' . DIMENSIONS REINFORCEMENT SCHEDULE, TOP ~ ~ N ~ U 12"-24" 3'-3" 3 5/$" 2'-7" 6'-II" 3'-9" 8'-4" 5'-O" II'-3' 7'-6" ~
~ ~ ~ ~ ~ v ~ ~ v \ ~ v ~ ~ ~ v ~ W1 - 7 OR LESS 4s ®8 E.W. DIAGONAL ®COVER i~iv~ ~ ~U~i iii ~ i~~V~~ ti , i //.'/r~/~ ~/v W2 = T OR LESS #4's ®8" E.W. DIAGONAL ®COVER \ \ \ \ \ \ ~ ' ~ ' ~\N Wi = T OR LESS #4' VSIONS STEEL SPECIAL PATTERN C ~ ~ O ~ CO ~ oR LESS #4's a~ s" E.w. DIACaNAL @ covER 36" 4'-3" 5 112" 3'-ll" 10'-I' 5'3' 12'-O" 7'-0' I6'-1" 10'-b" ~ ~ ~ ~ ~
~ COMPACTED \ Wi = T OR LESS ~ ~ / W2 = T OR LESS fro' 1'-0 "N" "W"(4'-0")MIN. "N" 1'-0 ~4's ®8° E.W. DIAGONAL ®COVER I~ SECTION °A"-"A° SUBGRADE W2 = T OR GREATER ff4'S ®6" E.W. DIAGONAL ®COVER ~ 1'-0'"N" "W'(4'-0° MIN. "N"P-0' W1 = T DR LESS #4' OR LESS ff4's @ 8" E.W. DIAGONAL @ COVER ~ ~ ~ x J DR LESS #4's @ 8" E.W. DIAGONAL @ COVER 7= 8' FOR DOWNSTREAM NEADWALLS~ T= (R+6") FOR UPSTREAM HEADWALL ~ O
ELEVATION Wi = T OR GREATER ff4s ®6 E.W. DIAGONAL ~ COVER COMPACTED W2 = T OR GREATER #4' OR GREATER #4'S @ 6" E.W. DIAGONAL @ COVER
W2 = T OR GREATER 4's ®6" E.W. DIAGONAL t~ COVER n , „ , SUBGRADE ELEVATION W1 = T DR GREATER fro SECTION A - A W2 = T OR GREATER 4' DR GREATER ~4s @ 6 E.W. DIAGONAL @ COVER ~ L ~ ~ ~ OR GREATER 4's ®6° E.W. DIAGONAL @ COVER ~ (y
GRATE INSET AREA INUET REINFORCED CONCRETE HEADWALL Q ~ ~
N, T. S. N.T.S.
DTGRTEIN 12/2D/04 DTAREAIN 12/20/04 cN.T.s.) W ~ ~ ~W
GENERAL NOTES: "A" CORNER BARS -SAME SIZE AND 1. ALL EXPOSED CORNERS TO HAVE 3/4" CHAMFER SPACING AS HORIZONTAL BARS 10'-6'
2. ALL #4 & #5 REINFORCING BARS TO HAVE 1-1 COVER, LARGER SIZES TD HAVE 2" COVER. 10" 1'-9°
3. SEE GRADING AND DRAINAGE PLAN FOR 90' PIPE SIZES, LOCATIONS, AND FLOW LINES. GENERAL NOTES: 1 B ss 8 3 0 8 1
4 4, PIPES SHALL CONNECT TO THE ENDS OR SIDES 1. ALL EXPOSED CORNERS TO HAVE 3/4" CHAMFER w OF THE INLET. CONNECTION SHALL NOT BE g o! ~ 4 REINF. BAR w o!~ ¢ I
MADE AT CORNERS OF BOX. ~ ~ 2. AL1 #4 COVERREIARGERI SIZES R O H~ VE 2~' COUER. ~ 5. ALL REINFORCING BARS TO BE GRADE 60. REINFORCEMENT SCHEDULE, BASE ~2 ~ ~ > #4 REINF. BAR
T/ ° SECTION 3 PPE 31ZES~~ DCATIONS~NAND FLOW LINES.
2'-0" o RIDVER "A" ff4's ®6" E.W. 4. PIPES SHALL CONNECT TO THE ENDS OR SIDES "G" BAR "J" BAR
"B" fr6's ®6" E.W. OF THE INLET. CONNECTION SHALL NOT BE MADE AT CORNERS OF INLET. CORNER BAR TABLE OF 'W' DIMENSIONS 5. ALL REINFORCING BARS TO BE GRADE 60.
J PIPE a~ ~ 10~ d
NEENAH R-1960 SIZE SKEW OF CR058 DRAIN "N" (HEAVY DUTY) SINGLE STRAIGHT 30' 45' A F _ A
24" 4'-0" 4'-0" 4'-iD" ~4 ~4 REINF. BAR ~ - ~ ~ a
0 30" 4'-0° 4'-7° 5'-8" fro ~ 3" I "L" BAR ~ CL OF COLUMN x° 36" 4'-0" 5'-3° 6'-5" 3'-0' 4 BAR , „A„ 42" 5'-3" 5'-11" T 3° - - -a~ -
' GUTTER DEPRESSION "K" BAR #4 REwF. BAR
' Q PLAN 48" 5'-10" 6'-7" 8'-0" „G„ B~SR ~ ~ NORMAL GUTTER l ~ 12 NEENAH R-1737 A' 60" T-0" T-10" 9'-8' : , a (LIGHT DUTY) N O
z DOUBLE FOR "A° SECTION ONLY ~ ~ ~ NEENAH R-1960 0 4 ~ 24" T-0° T-10" 9'-5° ~.a HEAVY DUTY L BAR ]2' DIA. PVC SLEEVE ~ ~ U
~ 4°DIA ~ _ ..N.. w 30" 6'-2" 9'-2" 11'-0" COLUMN ' " DRAINS RYPJ /n ~
X ~ 36" 9'-4" 10'-6" 12'-6" ~ ? 42" 10'-6" 11'-10" 14'-2" "K"BAR ®12" 3'-6" DR 7- " ~L.I ~ N
z 48" 11'-8" 13'-2" 15'-10" #4 BAR- b P.C. CONCRETE o PLAN C~ ~ W ~
I F REINFORCEMENT SCHEDULE, WALLS B' 1'-0' 6' "B" in n w ~ m PoNG ~ SECTION WIDTH ("W") HOR. VERT. ~ & _ ~ ~
i 4' 4's ®9" 4's ®10° SEC ION "B"-"B" 6 ~ COVER a T ~ D[ W ~ III-~~~ Q (I) DL
°A" BETWEEN 4' & T 6's ®9" 4's Q 10" S, 0, "G" BAR ®7 " io = GREATER THAN 7' 5's ~ 4 1 2" 4's ~ 10"
F 4' #4's ®6" #4's ®10° 1 GUTTER 4"NN 5' 4" I 10'
_ z B BETWEEN 4' & T 6's ®6" 4s ~ 10 DOWNSTREAM i UPS REAM o ° # DEPRESSION 2`-0' - I ~ TABLE OF "T" & "N" DIMENSIONS CURB N II \ ~ 12' DIA. PVC PIPE SLEEVE DRAIN n/
' " = NORMAL GUTTER _ ~ SECTION WIDTH ("W") "T" "N" "D" ~ " 10° D RESSION ° W' 4'-0" MIN. z REINFORCEMENT SCHEDULE, BASE ~ ~ W SECTION /~j ~ 10'-0'
0 0 ~ BETWEEN 4' & T 6" + PIPE THICKNESS 8" 6" ~ , , . ~ .,A" r,0",,B .R.~. q.,, . ~ • v. GREATER THAN T 6" + PIPE THICKNESS 8" 8" wb z °A" #4's ®6° E.W. - \ z O _ JI
_ „ „ 4' 6" + PIPE THICKNESS 8" 8" 3 FOR"D"=6" ~ EXPANSION JOIN7 A I o NSION JOINT r EXPA ` B BETWEEN 4' & T 6" + PIPE THICKNESS 10" 8" B "B" #6's @ 6" E.W. _ ~ ~K ~ Z 1 ``J
ro'r v 5 FOR°D"=8" "J" BAR ~ 16" ' ~ uwi REINFORCEMENT SCHEDULE, TOP 4" UTTER PLAN TABLE OF 'W' DIMENSIONS =III - \ 0 p150 QUARRY RLN u„ I r\ I__IL III / R1P-RAP (DLWIPED w
' w ~ - ~ ti m DIMENSIONS STEEL SPECIAL PATTERN ~ DEPRESSION p ,I SIRE SKEW OF CRDSS DRAIN -III- _ ~ o= , \ ~ ~ IN PLACE) U U A SINGLE STRAIGHT 30' 45' '~~I ~ ~ ~ ~ ~ x.11
W1 = T OR LESS ~4's ®8" E.W. DIAGONAL ®COVER ? z n ~ z J Q~Q~ W2 = T OR LESS fr4's ®8° E.W. DIAGONAL @ COVER ~ ,,o ~ ° p ~ 3 \tiE Wi = T OR LESS ~4's ®8" E.W. DIAGONAL ~ COVER z ~ o ~ ° o
W2 = T OR GREATER fr4'S ®6" E.W. DIAGONAL ®COVER ~ w o z w 30" 4'-0" 4'-7" 5-8" -IIII -IIII=IIII , . , - -_IIII_ W Q 36° 4'-0" 5'-3" 6'-5" ~ ~ IIII=III IIII=IIII=
Wi = T OR GREATER fro s ®6 E.W. DIAGONAL ®COVER ~ ® a ° a a ° ~ ~4 m 12' (TYP, ALL 3' CL'R ALL (o 42° 5'-3" 5'-11° T-3" WALLS) ST~L ~ =1~
~ ' " ' ~ ' W2 = T OR GREATER 4's ®6" E.W. DIAGONAL ®COVER ~ ~ ' f ~ o " ~ ' ~ ' N a TOP CURB TOP CURB y~\y,,y,~\ ~~y~y~~~~~y~\y~ % \\~y~~~~~\~~~ ~ ~ o m z NORMAL GUTTER , - NORMAL GUTTER _ 48" 5'-10" 6'-7" 8'-0" ST RASHER-RUN
/~~/~~l?/,?~\~/\~/ ,~i / ~w ~ 'o DEPRESSED GUT PRESSED GUTTER ~ TER DE COMPACTE 1'-0 °N" "W" 4'-0" MIN. "N" 1'-0' ` "v BOTTOM CURB ~ BOTTOM CURB TER DOUBLE FOR "A" SECTION ONLY SECTION A-A B e ',,J J LJJ _ 24" T-0" T-10" 9'-5"
SUBGRADE w SECTION "A"-"A" 30° 8'-2" 9'-2" 11'-0"
Q ELEVATION x Z 36" 9'-4" 10'-6" 12'-6" 42" 10'-6" 11'-10" 14'-2"
Q JUNCTION BOX 48" n'-6° 13'-2" 15'-1G" ENERGY DISSIPATOR DETAIL
o .,N„ W I N.T.S. ~ SECT]ON REINFORCEMENT SCHEDULE, WALLS SECT]ON W1DTH ("W') HOR. VERT. (N,T,S,)
DTJCTBOX 12/20/04 ~ a 4' 4's @ 9" 4's @ 10°
I .,A„ I ~ 3500 PSI P.C. CONCRETE I "A" BETWEEN 4' & T 6's @ 9" 4's @ 10° GREATER THAN T #5's @ 4 1/2" ~j4's @ 10°
w 'i z "B„ °B° 4' #4's @ 6" #4's @ 10°
I z ' TABI BETWEEN 4' & T 's @ 6" ~4's @ 10" TABLE OF "T" & "N" DIMENSIONS
SECTION WID „N" i SECTION WIDTH ("W') "T" "N" "D"
BETWEEI # A GREATEI BETWEEN 4' & T 6" + PIPE THICKNESS 8" 6° A GREATER THAN T 6" + PIPE THICKNESS 8" 8°
x z »B„ 4' 6" + PIPE THICKNESS 8" 8°
~ B BETWEEI w I BETWEEN 4' & 7' 6" + PIPE THICKNESS 10" 8" REINFORCEMENT SCHEDULE, TOP
'W' (4'-0")MIN. N DIMENSIONS DIMENSIONS STEEL SPECIAL PATTERN
W2 = 7' DR LE W1 = T OR LESS #4's @ 8" E.W. DIAGONAL @ COVER W2 = T OR LESS #4's @ 8" E.W. DIAGONAL @ COVER
~ W1 = 7' DR LEf Q\Q W2 = 7' OR GR W1 = T OR LESS ~4's @ 8" E.W. DIAGONAL @ COVER W2 = 7' OR GREATER ~4'S @ 6" E.W. DIAGONAL @ COVER -
1'-0' ~ ~ ti`v WI = T OR GRI ~ WI = TOR GREATER #4s @ 6 E.W. DIAGONAL @ COVER
W2 = T OR GREATER 4's @ 6° E.W. DIAGONAL @ COVER
/ ~ / / / .
SECTION "A"-"A" COMPACT ELEVATION SUBGRADE TO 90% STD.
PROCTOR
MODIFIED CURB INLET
N.T.S. s 'r~~~ ~-.~,r rYY ~ 1',A_~._ ~ ~ -
DTCURBIN 12/2D/D4 ~ ~ I ~''~~r~, ~ ~ ` T,,,,,,,,,,..
TMB
- CHECKED
MR
DATE
07/13/09
SCALE
JOB No.
n~nlnnnlr_
DETAILS 32
I

- - _ _ ,,,~,FRh,,,.,=e, - P?n?: os2o-~s-Za2ssa REVISIONS BY
YuAIlYlYYI4NGM=NYYYYIWfatl1411Y1Y MwM~lil NAYn~a MINECMIItaYYY
RoAOwar vlonl 9AR TYPES B[LL DF MATERIAL ALL BAR OIIEA510N9 Aid Wi TO dIT. ~ N0. SIZE TYPE LENLTH vEIGIT
S' ~ ~ BranuAl~ Fn I stn=E : I HI 12 •i STR 5''1' 13 x2 i `S STR 2'•b' 7
3" I 1' - x3 20 •1 I 9••S• i1 m xl 1 M STR 5'•lll' lb
~ 1 I - ,,.ui r, I w,nilv,r ~ ~ ~ 1 -HUAfI'daY FII I SI UPF : f = 1 ~ fi" HFl'FI ~ -o O ry m 1q 17 •1 STR 16'11' 129 H6 1 4 STR B'-8' 23 H] 20 7 2' i3
r: ~PSr~EAI4 'dIiVG SLOPES~ ~ r~,11NG LUf'C UNtY 2~•1 S~ 2"1 27 FGH 2:1 FiLIL 2 •v Gl @ 9' CTS. r CJ FUP 7:1 FILL \ 7' 2••4 T2 2~•4 Il 2••4 2y y~•1 j6 3-•~ 77 ;!8 7•M I9 7-Y 21A 3' HB 1 4 STq ]6'-A' it i91-M 21A 3' I,~r q,.
4tr. a• h / ~ , •d" BAR5 0 ]'•8' 5. •+Z" BARS 4 P -0' CIS.~[BH CF iCOTINB ri~- 70p OF FWINB ~OOTINh NI 1 •1 I B'•I• 27 N2 1 7 T •T 19
~ CGN$i• JT: ~ °4~- FILL FACE- ~:ri z~, w~ Gf1A0€ •y m. va •dT N3 1 3 B'']' IT 2 .0~ • N/ i 3 9''1' li
z-a I 1 •a e_ BARS- STR'ae : a[L e' ~Oam } ~ / ~ rI5 P x6 IB +1 3 T ~6' S0
- o~- FI FJ, r r 22 ~ ei . Z3 ~ d8 2T 0 o CUNST. ,I o ~ o 21 •yT u ` ~ 28 29+ NT 6 M 7 7•~0' 7B I'•1' 1'•IB•' NB B ] 6'~O' 76 9 N9 d 7 5'•IA' 73
• 1 1 N m w ]..8 SI• 3••8 51 NI c n- n N1E d •i 7 5•~1• 21 NI iu i~ z z x'~ i i
~ ~ ~ - m - - _ _ _ _ ~ 51 42 •d 5iR d'~R• 1SB
~ 3' ~ !JEEP HOLE5 @ Lm' N- CTG. ~I 1~ ~ V 3 n ~ •s srR r••1• as P ° ° m ~ " i2 z •s sra R'•R° u
,.,,JI 1 . I• EIOP. aA^ - io ul ~ ~ ~ +a N ~ i ' TS 8 •S 5TR 10'•h' 117 0
CUI_`vr RT r - ^n~ ~ C - - ~CR NAfERIAL I •8 `8, m ,•.g• _ E SECTI01~ NCN19111 10 R~_-_Vy(-~Y _HI~ ELEV~-~TIOPJ i•.3• •g~TI la .e 6• vl 1 •1 STR 6••1' 16 42 1 •1 S1R 'J''2' II
s•. f1 ~ v1 i •1 STR i•~1• II ~ u V8 1 •i SiR 3'~{' q I B' v5 1 51R 6''1' IT
' iLD7R SLAB L FROT{Fn V6 IA M 51R 5'~b' ST 21 {•.Z- d' Y7 6 N 51R 1'-II' 2A
~s' •i ~Ie . I2 3••7- Y8 6 •i SiR i'~5' IB
LEN~IH OF COLPtHf~ YS ]'•0' 6' ~ 6 'i STR 3'-10' IS Y10 6 H 31R 3'•3' 13 21 Y •0' 6'
Al BAPS ~ CTS, CORNER BARS A? BARS @ CIS.- CUHhItN BARS 7s 1••5' d• 71 i •i i 1'~a' I2 / ~
ISEE BAP.REL SECilOPII fSEE RARRCL 9C~'IU~1 2a / •1 1 9'-b- 9 y~ 2T T•6' d' 71 ~ •A 1 2'-p' B ~ U
j PLAN W2 PLAN W1 f 2B 1'-7' d' 25 1 •1 1 A'-II' 13 29 7'-9' 6' 16 IA •1 1 A'•1' 29 ~ O 7T 6 •1 1 1'•0' l6
i 21 T-0' 8' 7g 6 M 1 Y•B' IS 29 6 +i i 9'•3' 13
- i 3 O ~ u'iNli hUi)I1Nff AIB 6 •1 1 2'-11' 12
- ~ I I. 2•N W 7-H Y] • RcRE a i~ ^rR Ars ~ 1 C ~ E FAC , ~ V 9 2.4 V2 2••/ Y1 V •Y Y A' 4 3 6 Y7 ]••4 YB V9 3-M YIB T ^h 2c RJR=. CTS. FILL FaC '•V" BANS 0 i'•0' S. •.y• - ! .a I 9ANi 0 I'•0- CTS, O OH ~~M64 'TEFL 11166L95 5 ~ N m t9 3-M YIG T ILILL ~ ~ CLags a cDNOwErE
Ji c ~ /1~ 7• EXP. T 1' EXP. Jf. ¢ 1 NA7ERlAL PATER IAL 2' [L. i WIfYiS 18.1 LY > ~ L~ 2 HEAOMN.LS LY Q CrO\U 2' LL. ~ 2 ENO CIl11NIN YaLLS CY U
n ~ 12 r • G1LaERr /j:' _ ~ _ 2~•1 H 2.•A HB ~ O 0` 0O IarAL cr ~ U ~ ~ ~ ~
srA. ~FLaaR s~a~, ~ wl ~ ~ H6 Q U ~ ~ oU~N~ ~ ..N.. ~y
I ~ _ I R3 • e , Nj - °~GI ~ e' cu. F'KOJHCf NC. IrrF.T ~ : x nYa,l ~Irl H€AnoIALL \ rv rv
VI Yf x f ~ - t I Y6 Y7 V& V9 CJfeT f ~ m m °di~6 ~ ~~~N~ O V9 ~ FELL FACE PRO~iEGT ND. ~ ~ ~ O ~ ~ ~
, P Y7 VI Y5 YI ~ ;f C9N51 m T a ~ / _ ~ ~ ' STP,Th~N~ CBNS . ~,r ,:~E - - vl LONBT, ° _ ~T ~ o C(1UNTY ~ ~ (n ~ ~ JT. n JT
f CUIJST. JTr 1 + rn Jl. H11 NS JT. _ _ _ _ BAR'
j/ ° HT r12 Nl N _ _ _ p7 - M -111 AlP,7, Eas ~ cTS.- sorrow aF RooF s~AR nzms Hnws @ crs, ~ ioR aF : ~U ~ DET~?RT6dFFtT OTuTRAV~;PCRTATIpPJ _ _ . _ _ _ _ _ - _ _ _ ~ _ _ _ - _ - ~ - - U i ~LAU ~ rtucm~ ~ i - ~I m Q N ~
FLOOR sLA I CiARRCL JTHf~ A Ic ~o - - ^ W ° v.rc a qYw nYSr Z n~\ 0 J U n pEPARSLEHT Oi' TRA115PORTATiON W ~ z
wllaG Foonu I SIVGL- I~T= X FT. I 2••/ NI j••4 N3 PART PLAN RCl(lF SI AH PRRT PLAN FL OCfi C_FC ~ COIRIC.FET= BLS CULVCRT ~ NI r•1 rrs y•1 r+s NT Ne x••1 ~ u18 ~ IrvP.l Mla j Q CV ~ ~ ~ ~ srAt~DaRD WINGS J
IFTAiI _ ,•N,. eANSe I••B• 5. ••u•• eaas o r•B• ns. I 9Gl° SK-m1 9 a'•1 NIB 1•?' FDR ~ ~ U
_ CC11\E~TIGN OF l+,'IfJG FO(1I IfJ( ,a„ ELEVATION W2 ELEVATION W1 J` tiK~oL~o ar oArE ~ AfJD FFOGP SLAB (IHF(I SI AH TYPICAL WING eoNCI~ErE BOX cu~.vER 11.1 W 6'-@' SLOPS 2=l
-sue cr,etkEO ev nnrF , SPECIAL ~ v aemsorr_ s+eeT r,a. . • poR4x~,0Y aw~l«I •oaT .A~-~sE9 IS THICKER THAN FQCTING " Axs~1+4uYe.~ o;~ SECTIDN a5• nR l35• sKE~1 ~ R<Y151.6 4[Lt Yp.
~ cRe..KFn ar o~.oL,~trTC uorE ~ arc."aea ~ RNLI?,RD 9 ~ ~ ~ I ~ ~°E~;; DEdfEC t" : epnyw to , ~ pv SIU. NU. CBIt 0{pEC m wrc~ m ovv 116
STp. N0. CW45N5
I v $ m v~ Z O~
n B,_O„ H ~ H} H
6 C1 BARS ~ 1'-OuCTS. 6" H z GENERAL NOTES: Q ~ ~ •
G" Cl 6ARS ~ 12u C75• ~ D H ° avo 2 HIGH BEAM BOLSTERS 6 r m cn C ALL MASONRY COMPDNENTS OF THIS DRAINAGE DEVICE (EXCLUDING PIPE) ARE TD FZ-I~ ~ V IR PIPES BE CONSTRUCTED WITH CLASS 'B' CONCRETE AND PAID FOA AT THE CONTRACT LL J ~ F-I
AI BARS 0 ~ SEE PLANS FOR PIPE {B.B.I 4''O" CTS. ~ H Z ~ = D CAST IRON OR STEEL GRATE AND FRANE A MATERIAL, DIAMETER AND +TU H H I ~ ~ ~ ~ OR LOCATION ,AMETEK AND UNIT PRICE PER EACH FOR MASONRY DRAINAGE STRUCTURES. 0 ~ ~ = Z
PERMITTEp N ~ HIGH Al BARS C IG BEAM BOLSTER5 PERMIT~Ep = ? y n m _ GONST: JT, v {B.C3.1 ~ 4 -0"CTS. CONST. T. m z ~ m B - * PAY FOR THE GRATE AND FRAME FOR THE DRIVEWAY DRDP INLET AT THE CONTRACT Lll Q Q LL _ B UNIT PRICE PER LINEAR FOOT FOA GRATE WITH FRMIE, DRIVEWAY DROP INLET. ¢ U ~ 0 ~
~ N~ HzGH z~~rm ~ ~ - - - - - FABRICATE THE GRATE SECTIDN{S} TO FIT THE OPENING INDICATED IN THE PLANS. ~
C.H.C.U. ITYP,~ n~~H N ~ - - - - - - - THE CONTRACTOR MAY, AT HIS OPTION, SHORTEN LENGTHS FOR BARS 'B' AND LAP THEM (Q ~ ~ Q J TO OBTAIN THE PROPER LENGTH OF BARS. DO NOT OVERLAP BARS LESS THAN 1'-6" LONG. O ~ ~ Q
4u ~ . ~ i • T.~~ III NJ CCDD - INCLUDE THE COST OF ALL REINFORCING STEEL IN THE CONTRACT UNIT PRICE PER Z F-I~
TYPJ ~ ~ ~ ~ BI BARS ~ 4 ~ ~ H 1 SEE INSET 'A' EACH FOA MASONRY DRAINAGE STRUCTURES. ~ ~ O .A. H
AlO4 BARS ~ TYP.) t"cs I Z p C DESIGN THE GRATES TO MEET HS-20 LOADING. W ~ 1
~ ~ i A CL. ° B2 BARS AlOO BARS ~ ' PROVIDE GRATES WITH A MINIMUN CLEAR WATERWAY OPENING OF 50in2 PEA 1'-O" n ~ • LENGTH OF GRATE. ~ U 1 ` n
~ VARIABLE LENGTH GRATE WITH FRAME O U *SEE GENERAL NOTES ADDITIONAL PER LINEAR FOOT QUANTITIES MAY BE USED TO ADJUST DUANTITIES FOR IIrI IV~J
' B1 BARS i~ ~ o r, LENGTH INCREASE DR DECREASE AS INDICATED BY THE PLANS (SEE CHART BELOW). , n ~ LJ_J 1 `
HZGH CQNTINIJOUS I PLAN VIEW ~ HIGH CHAIR UPPER ~ ~ 2" ~ ~ p C~ ~ W ~
. CL. (C,H,C.U.) ~ ~'-O"CTS, m CL• ~ 'A' BARS @ 12 'A' BARS @ 12" CTS. ~ O v ~
t ~ ~ ` 3u~ ~ q ~ CL. ~ 'C` BARS PLACED ~ ~ W (f1
a A2O0 BARS ~ ~ WEEP HOLES m I m - ~ L ~ q- ~ k2O0 BARS Z NIN. SLOPE 0.3~ - HORIZONTALLY lJ J LJL
~ U Z V ~ In ~'C' BARS PLACED "B' BARS @ 12" CTS. _ _ O 0 ~ r HORIZONTALLY D 'BS' BARS @ 12" CTS. `B3' BARS @ 12" DTS. BILL OF MATERIAL o U L~ Q 12" CTS. ~`A4' BRAS @ 12" CTS. ~ ~ O
~ J H 'A3' BARS @ 12" CTS. ~ < ~ SECTION 'B-B' SEE INSET'A'~ 'A4' BARS @ 12" CTS. QUANTITIES BASED ON I2" CTS. 30` GRATE LENGTH C3 J
m = ~'A5' BARS - 'A'te 'B4' BARS @ 12" CTS. BAR N0. SIZE LENGTH WEIGHT Z rn B'AS' eARS H Z W D[ V J O W
' 5" 3° ~ t I SEE PLANS FOR PIPE @ 12" CT ~ W I ~ N A2 BARS + WEEP HOLES 3" ~ ORTLOCATIONIAMETER AND 2' 6 12" CTS. A 28 5 3'-11" 114.4 ~ O A3 4 5 5'-A" 23.6 ~ ~ 7
~4 Fl G) 5'-O" CTS. A2 BAR5 ~ y ' I ~ Z 3'-6.. 2'-6" A4 10 5 5'-0" 52.2 ~ ~ L ~ J
Cl BARS 6NCT5. 6" Cl BAR5 C~ 12"CTS. ~ a a" 6" 2'-s" s" a'• 2'-s° 2'_2" A5 4 5 3'-10" 16.0 _ _ _ 6 7 5 30'-0" 219.0 ~ ~ ~ ~ ~ rWn
~ p D ~ ~ - - 6:. 1'-6.. 6.. B3 6 5 6'-0" 37.5 Q ~ ~ v Q O
RI HT Q ~ o - G I~GLE SECTION OF BARREL RIGHT AEVGLE SECTION OF BARR I o ~ ~ 6:' '~-6" 6° EL 1'-6° 6" O B4 5 5 2'-10" 14.8 Z ~ C
CJ _ "CLR• `A4' BRAS 1'-6" MIN. ~ THERE ARE 45 "C" HARS IN SECTION OF BARREL THERE ARE 34 "C" BARS IN SECTION OF BARREL ~ 7D ~ ~ r , 1'-10^ MAX. 4 ! D A4 BARS ~ ~ ~ '(TY 4„ 6 Q/ ~\9~ ~ C 6 5 2'-0" 12.5 ~ ~ L(J~J TCa (TYP.) N TOTAL REINF. STEEL lbs. 490.0 ~ W L.L_ ^ Q O
SINGLE 8'X 6' BOX CULVERT BARREL SECTION I Z ~ m m
FOR FILLS OF 16 FEET OR MDFtE SINGLE B'X 6'BOX CULVERT BARF7EL SECTIDN ~ f0 ~ CLASS 'B` CONC. cu. yds. 3.30 L.IL ADDITIONAL CONCRETE PER = ~ ~
BOX CULVERT DETAIL FQR FILLS LE5S THAN 15 FEET I r ~ ~ - , r ~ R1 ~ SECTION A A SECTION C-C CTION IC-CT A FT. IN CU. YDS. OVER 3'-6" 0.22 N N / 0 ~ \ `1 W 6.. J ~
I ~ ~ e 'A3' 8AR5 1'69' BARS 12" v z O , , NIN. OVERLAP PER LINEAR FOOT QUANTITY ADJUSTMENTS ~
m O ~ 7o INSET A PROVIDE FRANE ANCHORS AT A N. FOR DRAINAGE STRUCTURES DEVIATING z W , , SME ANCHORS AT A NAXIMUM~ • co o FROM THE 30' GRATE LENGTH
~ ~ I"I } 2'-0" OF 2'-0' CENTERS WITH A MININ ~ ~ ~ Q 4 ANCHORS PER FRAME. NTERS WITH A MININUM OF 18" r A 1 5 3'-11" 4.1 'ER FRAME. 4' ° G 2" ~ B 7 5 1'-0" 7.3 _
' ~ CLR. o a N o ~ CLASS 'B` CONC. cu. ds. 0.10
DHoap ~~~U z'-o" a 'A' BAR @ 12" CTS.J •v c • j m
FrT1~m~~ ~JaHZ ~ v 'A' BAR @ 12 NZ~ZD O0(~2 N 'B' BAR @ 1i 'B' BAR @ 12" CTS. 4'. ~ 4'~ ~ , ,
=ODnm wQZ1i= o 0 ~1 Z ~ ~ U ~ O N N 12" 12„ 2' 6"
v (n C) Q N ZH~~~1 E ~2~ZW SHEET 10F 1
?pH cn~~o~ B3 A3 A4 SECTION 'D-Dr SHEET 1 6F 1 840.30
~=~z ~oHQ 840.30 ~ ~ _ o v, ~ ~yD z•H
D~ ~ II I Y'-D"
c~n~ 1 I o ao . 1 1 W SETTLEMENT MONITORING NOTE' z ~ , I n ?
~ ~i EXIST. PIPE PROP. PIPE D PRIOR TO THE START OF FILL PLACEMENT WITHIN THE
k,Q' BUILDING AREA, A MINIMUM OF THREE SETTLEMENT 2'-G• x z'-o• ~ I/2• E E ' STEEL BASE PLATE - I'_D• , 2~_D' , ,,2• STEEL BASE PLATE
P~ ~ MONITORING STATIONS SHALL BE INSTALLED, GENERALLY pti ~ SPACED EQUALLY ALONG THE SOUTHERN EXTERIOR BUILDING 1/4• THICK FINS - 1/4' THICK FINS
~ WALL, THE SETTLEMENT PLATES SHALL BE INSTALLED IN 4 REQ'D 4 REQ'D
/ ~ L ACCORDANCE WITH THE DETAIL PROVIDED ON THE CONSTRUCTION DRAWINGS, AND SHALL BE EXTENDED UPWARD 2'-0"
THROUGH THE FILL MASS AS FILL IS BEING PLACED. THE 3"4 PIPE 1"A PIPE I I
Z F ~ SETTLEMENT PLATES SHALL BE SURVEYED AND MONITORED A
? ~ MINIMUM OF 2 TIMES PER WEEK BY A PROFESSIONAL
r SURVEYOR, REGISTERED IN TuE STATE OF NORTH CAROLINA. ~ E Z THE MONITORING DATA MUST ESTABLISH APPROPRIATE ~~.ar~~E.. I,,,~?, ~IE~;~~PI~
= H VERTICAL CONTROL DATA AS NEEDED TO PROVIDE A BASIS pgoTECnvE sTEa cap 1 . ,~.r F n,v j r 2" (MIN.) pIPE CAP (TACK WELD)
~ ~ ~ ~ FOR MEASUREMENT OF SETTLEMENT, SURVEYING OF THE + TOP OF flLL •
~ ~ ~ Q SETTLEMENT PLATES SHOULD BEGIN IMMEDIATELY UPON ~ D SIDE ELEVATION ? J INSTALLATION OF THE PLATES. SURVEY MEASUREMENTS 1-0 • w, Tl,sl-~. -
m C) J SHOULD CONTINUE TO BE MADE THROUGHOUT FILL r
D aC O F P F C1 73 ELEVATION Q V PLACEMENT, AND OR A MINIMUM ERIOD 0 TWO WEEKS „ i r. ~ DRAWN BOTH PIPES EXTENDED AS REQUIRED 1 I' " Y;fl R _ _ r„I '
O p ? ONCE THE FILL MASS IS BROUGHT TO DESIGN SUBGRADE IN 4'-0" LONG SECTIONS „ ~ r TMB THREADED COUPDNGS (GALV.) - I e • CHECKED
r C7 D E F CU. YD. z W SETTLEMENT MONITORING DATA SHALL BE PROVIDED TO THE r 70 ~ d CIVIL ENGINEERING CONSULTANT (FREELAND AND KAUFFMAN, ~ . e. MR
D D GENERAL NOTES: 12" 12" 12" 0.3528 (n INC., 864.233.5497) ON A WEEKLY BASIS, FOR REVIEW AND DABANKMENT FILL (VARIES) L (VARIES) 1'A THREADED PIPE (GREY.) 3"1 THREMED PIPE CASING (GREY.) DATE
~ H 15" 12" 12" 0.3990 d ANALYSIS IN CONSULTATION WITH THE GEOTECNNICAL Z USE PIPE COLLAR FOR EXTENDING EXISTING CONCRETE = ENGINEER OF RECORD. IT SHOULD BE ANTICIPATED THAT A rm PIPE couaurlc 1'A PIPE COUPLING (GREY.)
PIPE CULVERTS AT LOCATIONS SHOWN ON PLANS OR AS 18 12 12 0.4465 N ? ~ WAITING PERIOD OF 2 TO 12 WEEKS WILL BE REQUIRED FOR EXISTING GROUND LEVEL DIRECTED BY THE ENGINEER. THIS INCLUDES EXTENDING 24" 12" 12" D.5526 J ADEQUATE CONSOLIDATION TO OCCUR WITHIN THE BUILDING EXISTING GROUND LEVEL O~/J/O~
m EXISTING PIPES WITH PIPES OF DIFFERENT MATERIALS. U' GRANULARD SCALE BAUCflLL
~ 30" 12" 12" D.6560 z AREA, ONCE THE AREA IS BROUGHT TO GRADE. , CONSTRUCT THE PIPE COLLAR WITH CLASS B 36" 12" 12" D.7640 W AUTHORIZATION SHOULD BE OBTAINED FROM THE ~/\~j\\
OR BETTER CONCRETE. GEOTECNNICAL ENGINEER OF RECORD, THROUGH THE CEC, /\~j 42" 12" 12" 0.8856 ' ° / (TYt?:)~ ~ JOB No. ~~~~(TY>?) a is s '
OBSERVE ALL REQUIREMENTS OF SECTION 840 DF THE 48" 12" 12" 1 6126 PRIOR TO BEGINNING FOUNDATION EXCAVATION AND
sTaMnnan sPFrrFrraTrnNS_ CONSTRUCTION. IT IS THE CONTRACTORS RESPONSIBILITY TO ,
54" 18" 18" 2.5793 INSURE THAT THE SETTLEMENT PLATES ARE ADEQUATELY -v vil
* USE 12 INCH DIAMETER VALUES FOR PIPE DIAMETERS 60" 18" 18" 2.8506 PROTECTED FROM DAMAGE THROUGHOUT CONSTRUCTION, AND LESS THAN 12 INCH. " UNDISTURBED NATURAL GROUND
66" 18" 18" 3.1307 TO TAKE WHATEVER MEASURES ARE NECESSARY TO INSURE 3'-0" DETAILS
72" 18" 18" 3.4176 THE AREA IMMEDIATELY SURROUNDING THE MONITORING POINTS SHEET 1 OF 1 SHEET 1 OF 1 IS COMPACTED IN ACCORDANCE WITH THE SPECIFICATIONS.
1840.721 1 840.72 ANY DISTURBANCE OF THE MONITORING STATIONS MAY SETTLI SETTLEMENT PLATE DETAIL
RENDER DATA RECEIVED FROM THAT STATION INVALID.

P?n?: os2o-~s-Za2ssa REVISIONS BY
BOX CULVERT INSTALLATION NOTE 8'X6' SINGLE BARREL gOX CULVERT SHALL BE INSTALLED SO THAT
BOX CULVERT AT BOTTOM OF BOX CULVERT IS ±12 INCHES BELOW
ROADWAY CROSSING ADJACENT CREEK BED ELEVATIONS. TEMPORARILY
DIVERT CREEK AS NECESSARY SO THAT CREEK
WING WALL BOTTOM MAY BE UNDERCUT AS NECESSARY TO
ACHIEVE STABLE SUBGRADE FOR BOX CULVERT.

WATER LEVEL
12.0"
NV, EL. +268,0
X. STREAM BOTTOM
BOX CULVERT INVERT 0269,0 (FIELD VERIFY
ELEVATION TO BE SET PRIOR TO INSTALLATION
AT A M1NIMllM OF 12" OF CULVERT)) U~
BELOW THE AVERAGE Z~
WATER LEVEL
O
BOX CULVERT INVERT DETAIL Q ~ m
a~rs~ ~ Q ~
LL ~Q
o~~oU
Q ~ oU`~~~
~ ~ c~ N
~ ~ N ~ ~
J ~ ~ ~
m
z ~O ~ z
Q ~ N J .c
W ~ ~W
w w
12"MIN. D.D. 12"M1N 12"MIN, O.D. 12"MIN
16" MAX 18" MAX 18" MAX 16" MAX
W W UNDISTURBED UNDISTURBED
EARTH OR ~ EARTH OR ~ ~ ` 12"MIN. D.D. 12"MIN 12"MIN. O.D. 12"MIN COMPACTED \ COMPACTED ~
FILL FINAL FILL FINAL 18" MAX 18° MAX 18" MAX 18" MAX BACKFILL BACKFIL
UNDISTURBED UNDISTURBED ~ ~ ~
EARTH OR EARTH OR ~~,A ~ •A COMPACTED COMPACTED ~
FILL FILL FINAL PIPE \ , Z PIPE ~ - Z ~ BACKFILL SPRING io ~ SPRING m ~ ~ , ~ LINE BAOKFILL LINE ~ BACKFILL
FINAL ~ / BACKFILL ~ PIPE \ ~ /i HAUNCHING ;;i~/i HAUNCHING
- z SPRING V `0 ~ ~ INITIAL 4" BEDDING 4° BEDDING ~ LINE ~ BACKFILL V ~ (MIN.) \ V (MIN.)
4" 4" ~ HAUNCHING ~ HAUNCHING ~ U
4" BEDDING \ 4" BEDDING ~ z WN
\ ~ (MIN.) \ \ ~ (MIN.) REINFORCED CONCRETE PIPE RCP ~ ~ W~
4" 4 ALL OTHER PIPES
SMALLER THAN 60 ~
REINFORCED CONCRETE PIPE RCP N.T.S. N.T.S. a ~ cn ~
ALL OTHER PIPES GENERAL NOTES U O Q
SMALLER THAN 60 ~ 1. BEDDING SHALL BE CLASS I-A WORKED BY 6. ALL MATERIALS ARE CLASSIFIED 1N ACCORDANCE ~C~
N.T.S. N.T.S. HAND. IF GROUNDWATER IS ANTICIPATED, WITH ASTM D 2321-LATEST EDITION, W~ (~~L~LI
THEN BEDDING SHALL BE CLASS I-B GENERAL NOTES COMPACTED TO 95% STANDARD PROCTOR. 7. ALL MATERIALS SHALL BE INSTALLED IN
MAXIMUM 8" LOOSE LIFTS IN ACCORDANCE 1. BEDDING SHALL BE CLASS I-A WORKED BY 6. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM D 698. CLASS 111 AND IV-A z z ~
HAND. IF GROUNDWATER IS ANTICIPATED, WITH ASTM D 2321-LATEST EDITION. 2. HAUNCHING SHALL BE WORKED AROUND THE PIPE MATERIALS SHALL BE COMPACTED NEAR BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS OPTIMUM MOISTURE CONTENT. THEN BEDDING SHALL BE CLASS I-B W v ~ W~
COMPACTED TO 95% STANDARD PROCTOR. 7. ALL MATERIALS SHALL BE INSTALLED IN I-A OR CLASS I-B COMPACTED TO MAXIMUM 8" LOOSE LIFTS IN ACCORDANCE 95% PROCTOR, 8. FILL SALVAGED FROM EXCAVATION SHALL BE
WITH ASTM D 698. CLASS III AND IV-A FREE OF DEBRIS, ORGANICS AND ROCKS I..IL v ~ ~ O
2. HAUNCHING SHALL BE WORKED AROUND THE PIPE MATERIALS SHALL BE COMPACTED NEAR 3. INITIAL BACKFILL SHALL BE CLASS I-A LARGER THAN 3". BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS OPTIMUM MOISTURE CONTENT. WORKED BY HAND, OR CLASS I-B, OR CLASS II Wa
I-A OR CLASS I-B COMPACTED TD 95% COMPACTED TO 95% STANDARD PROCTOR. 9. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, PROCTOR. 8. FILL SALVAGED FROM EXCAVATION SHALL BE SHORED, SHEETED, BRACED, OR OTHERWISE
FREE OF DEBRIS, ORGANICS AND ROCKS 4. INITIAL BACKFILL NOT UNDER PAVED AREAS SUPPORTED IN COMPLIANCE WITH OSHA CAN BE CLASS III COMPACTED TO 95% REGULATIONS AND LOCAL ORDINANCES. (SEE 3. INITIAL BACKFILL SHALL BE CLASS I-A LARGER THAN 3", STANDARD PROCTOR. SPECIFICATIONS Q~W
WORKED BY HAND, OR CLASS I-B OR CLASS II ) COMPACTED TO 95% STANDARD PROCTOR. 9. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, ~ o ~ ~m
SHORED, SHEETED, BRACED, OR OTHERWSE 5. FINAL BACKFILL SHALL BE PER PROJECT 4. INITIAL BACKFILL NOT UNDER PAVED AREAS SUPPORTED IN COMPLIANCE WITH OSHA SPECIFICATIONS.
CAN BE CLASS III COMPACTED TO 95% REGULATIONS AND LOCAL ORDINANCES. (SEE STANDARD PROCTOR. SPECIFICATIONS)
5. FINAL BACKFILL SHALL BE PER PROJECT STORM S E W E R
SPEGIFIDATIDNS. TRENCH AND B E D D N G ~ ~
STORM SEWER (14 FEET OR GREATER IN DEPTH)
TREf~CH AID BEDDIf~G ".T.S,
(LESS THAN 14 FEET IN DEPTH) DTTRENCH 12/20/04 L
N.T.S.
DTTRENCH 12/20/04
~
rAI"~~~I, .i`..
~~i^11,~.., i„ w~~afr
7~}r, 11,'1 l:~F
L ~ -
DRAWN _ _ ~ ~ ~ TMB
CHECKED
MR
DATE
07/13/09
SCALE
JOB No.
n~nlnnnir_
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DETAILS 34
I

P?n?: os2o-~s-Za2ssa REVISIONS BY
I\`? IV EL ?~ggl
!=~C~\1 ~T2 alci
I ¦ rS_E SAND =1LT=~'
U~
Z~
DESIGN SI-EET) ~ ~
O
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- - IN J. OUT EL
m
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IV'?. LT IN'J IV E_ JNDE~G~'~UND :UALITY STO<AGE !SEE W ~ ~W
^3~ 41 tF:vti1 ~=~IGV SNEET~?
EL DEB."I STk.a ~T~~'l=GE 4 ~F OF 24" MCP
~0.5~ SCOPE
TO ~T~.a
~IGI~ FLO''!1 ' ~ ~
X11/. OUTS E~. 286.58 ~IU, ~L,
3Y~1 ~S IN'/. ~~T EL. t
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CSED SA D F TES
DES G~ SHEET) ~ ~ ~~R ~ ~ ,a fig. ~,°-:r~. ~1~~::~_ ~~ij
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a. c - ---~,.wy~
(TY~.i
DRAWN
TMB
CHECKED
MR
DATE
07/13/09
SCALE
JOB No.
A ~ A A / A ~ A w ¦ ¦ ~ ¦ / ~ ~ ¦ w n~ninnnir_
ak / (JJICA C*= akt;PlAtIVIA I It; 35
I

P?n?: os2o-~s-Za2ssa REVISIONS BY
FILTER BEDS TO BE FILLED
WITH SAND MEDIA PER
CITY OF DURHAM
STANDARDS (SEE NOTES
5` THIS SHEET) (TYPJ MANHOLE ACCESS COVER
(PER CITY OF DURHAM
SEDIMENTATION 24" INLET PIPE MANHOLE RISER STRUCTURE STANDARDS, TYP. OF 5)
T CHAMBER IE ~ 286,56 (A TO FINISHED GRADE
6-IN PERFORATED SAND FILTER , ELEVATION (RED GRADING
NDERDRAIN T PENTRATE WALL) ~ U 0 PLAN) (TYP)
OVERFLOW WEIR WALL AT 2-FT WIDE STONE MAT ~ BASE
6-IN DEPTH, UNDERLAIN BY
2" PVC WEEP OVERFLOW FILTER FABRIC T 24" OUTLET PIPE O CONC• WEIR WALL AT
HOLE (TYP, 4) WEIR AT EL. 6-IN. PERFORATED (SCN. 40 PREVENT ER I N F IE~ 283.66 ONC. CHAMBER OS 0 0 SAND EL. 286,11 ~
288.71 PVC) UNDERDRAIN SYSTEM SAND MEDIA AT WEIR + SEPARATION WALLS OVERFLOW CLEANOUT WITH 24" INLET PIPE
(-85 TYP. OF 3) OVERFLOW (TYPJ
w WEIR AT EL. WATER-TIGHT IE~ 286,56 in 288.71 CAP (TYP,)
0 ~
N STEPS AT ~ U
16 O.C. 2' Z - U
. c.o. • c••o• 'c.o. •c,o, • . . -
~ ~ c.a. ' ~ O FILTER ~ ~ Z c
OUERFLOW . , F ~ ; , ~ : • • ' FILTER •BED " . • ~ • • • • ILTER BED . . FILTER QED FILTER BED • • FILTER BED , FABRIC N 0.0. .0. C.0 ' ~ Q U ~ ~ EL~ 286.11 1 ~ ~ N N
CHAMBER • • • ' CHAMBER (225 SF) ~ • ~ • NAMHER .(22 . F) • . ~ ~ . CHAMBER• (225. SF)' • . ' . CNA•MBER •(225 SF)• _ ~ C 5 S • • p CNAMB.ER • (225 S) . (OVERLAY) ~ ~ - ~ ~ > ~
SLOPE FLOOR ~ - ~ • ~ , . • . ~ , •
. ~ C.O.• C.O. C.O.• ~ ~ C.O.' ..C.O. • TO DRAIN FILTER BED. - ~ • ~ N ~ ~ ~ 0~ 00 U ~ ~ ~
(TYP,) . • , • . , CNAMBE(2 , , • ~ ~ oU~N~
• • . • (120 SF) • ~ C,O~ • . C.O. • ~ ~ ~ • FILTER FABRIC ~ ~ ~ N ~ o
WEIR WALL C.O. ABOVE 3.75' 3.75' 3.75' 3.75' SEDIMENTATION ~ ~ ~ ~ ~
' C.O. • . ' . (SEE DETAIL ' c ~ ~ o~c0 ~ UNDERDRAIN 6-IN. CHAMBER ~ ~ ~ ~ ~ X
THIS SHEET) ~ • , • BEDDING PERFORATED 2-FT WIDE tt57 (PLUNGE POOL} ~ o
• . OUT (7YP) > ~ ~ • . • ~ . • ~ . ~ o• MATERIAL (TYPJ (SCN, 40 PVC) STONE MAT Q ~ 0 ~ z
UNDERDRAIN AT 6" DEPTH, o
FILTER FABRIC TO BE MANHOLE ACCESS COUER FILTER BEDS TO BE FILLED SYSTEM (±85' UNDERLAIN BY J
PLACED ON TOP AND (PER CITY OF DURHAM WITH SAND MEDIA PER TYP. OF 3) FILTER FABRIC uJ W ~ DC
F BOTTOM OF SAND LAYER STANDARDS, TYP. 0 5) CITY OF DURHAM UNDERDRAIN LL
(TYP,) STANDARDS (SEE NOTES BEDDING MATERIAL
THIS SHEET) (TYPJ
TYP,)OF X57 STONE, S E C T I O ~
SECTION 2
N.T.S
GEI~E~A~ DOTES
N"T,S
L ALL ACCESS GRATES AND MANHOLE COUERS SHALL MEET CITY
OF DURHAM STANDARDS
2. ALL AREAS DRAINING TO SAND FILTER SHALL BE STABILIZED
PER THE NORTH CAROLINA STATE EROSION AND SEDIMENT -
MANHOLE ACCESS COVER CONTROL PLANNING AND DESIGN MANUAL AND DURHAM COUNTY O U ~ ~
(PER CITY OF DURHAM STANDARDS BEFORE SAND IS PLACED IN THE SAND BED. ~ Z LIJ N
ANNOLE RISER STRUCTURE F STANDARDS, TYP. 0 5) 3, THE SAND MEDIA SHALL BE A CLEAN ASTM C-33 MEDIIUM C~ ~ ~ ~
TO FINISHED GRADE AGGREGATE SAND WITH A SIZE RANGE OF 0,02-IN. TO 0,04-IN. # ~ ~
ELEVATION (RED GRADING 4, DETAIL IS SHOWN FOR SAND FILTER DESIGN PURPOSES ONLY, Q ~ (j} ~
PLAM (TYP) - THE CONCRETE STRUCTURE SHALL BE DESIGNED BY OTHERS U Q
~ ~ , l / c~ c~
~o ~ ~ ~o / W LLJ (SEE CONC, DESIGN SHEETS) ~ _ ~ 1
I _ I,~ VERFLOW - ~ z _ - ~ Q I _ I I _ I W~ (~~I~J
~ c~ a CONC. CHAMBER ~ c~ ~ F T F WEIR AT EL. ~ ~ IL ER ABRIC ACROSS
Q EPARATION WALL Q •J STEPS AT u _ w STEPS AT S S w ENTIRE TOP LAYER OF 288J1 > ~ > o~ 16" Q.C. zz
16" O.C. ~ (TYP,) SAND FILTER
U ~ °C ~ z
- - - - , STEPS Al CLEANOUT WITH STEPS AT ~ ~ -STEPS AT ~ Q
16" O.C. 24" OUTLET - WATER-TIGHT CAP (TYP.) 16" O.C. 16" o.c. W Q ~ - ~
PIPE - _ WATER ALITY EL• 2 .71
IE ~ ~ 283.66 C.O. Q~W
TOP OF SAND MEDIA EL. 286JI m C,O~ m m C.O. -C,O, m C.O. ~ EL. ~ o ~ ~m
- FILTEl2'BED'•.GIaAp4BER.f1~1 , ;FILTH :@ED`.•, ~ ' : ~ . • • ' RLTER•. BED'.~',.•.:'.: ' : ; 'FIL•TER~•Bt:D ~ . . ••'~TER~. BF,D•::',:..., • • . • •FIL'.TFR •~ED ,~I~AMBER''~.(225 •,SF) ' 4 .u"l. • • . 283.96 • . .•..•..CNIaMMBER.~(225•.SF),. ~ GUAMBE2,(2~5''SF1'. •r.•~Ch''AMBE2••(225.9~)•.. '.:'..:••'~•t' . ...:';GNAttrIBER~:(~1.5.SFl,',', .

~ ~
FILTER FABRI AB VE FILTER BEDS TO BE FILLED
STEPS AT C 0 6-IN. PERFORATED (SCN. 40 NDERDRAIN WITH SAND MEDIA PER
16" O.C. UNDERDRAIN BEDDING PVC) UNDERDRAIN SYSTEM BEDDING MATERIAL CITY OF DURHAM MATERIAL (TYPJ
(-85 TYP• OF 3) (±3" OF X57 STONE, STANDARDS (SEE NOTES
6-IN. UNDERDRAIN TO 2' PUC WEEP TYPJ THIS SHEET) (TYP,) L
PENETRATE WEIR WALL HOLE (TYP, 4
AT BASE (TYP, 3 LOCATIONS)
LOCATIONS)
OVE~FLCW
SAND FILTE2
CNAMBE~
N"T,S
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WEIR EL. 288,71 ~ :IR EL. 288.71 ~ ~ ~ T f.. ,~F~i1~T~ ~ _ ~~ti,. _ ~ TMB
f: - _.......A CHECKED MR .
~ ,
DATE
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SCALE
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1 2 3 4 5 6 7 8 9 10 11 12 13 13 14 15 16 17 18 19
LEGEND END -{~I REVISIONS BY
A - STORM S/ M ~ r 23 D2A~NaGE ~ STORM SEWER PIPING ~ ? GUIDE RAIL Q.0~0
P
DRAINAGE STRUCTURE INDICATOR PROPOSED CONTOURS 751
50' ! WIDT I`~ATURAL ~ CREA/GR SEE Gf~:4Dl G PLAN AREA/GRATED DROP INLET EXISTING CONTOURS ITE ~ROPO
- - - - BREAK LINE 0p0
• O JUNCTION JUNCTION BOX 0 c{] SINGLE FIXTURE LIGNT POLE AND BASE 0~
FOB ALL TORM DRAIN ~ / ,{~EI~kAIf~J/Uf~'~I.~YC.JP~EDiY / ~ ,y s~oPe A STRUGTUI2 DETAILS . _ / / / / i ` / / / SLOPE ARROW ~0~~
~ 2 FIXTURE LIGHT POLE AND BASE ~,0~
RIP RAP RIP RAP APRON ~ ~~Q = ~
B ~ ~ / 1 ~ ~ ~ ~i C PRECAST 3 FIXTURE LIGNT POLE AND BASE ~ PKWY
PRECAST HEADWALL STRUCTURE ~ SHIELDED 2 FIXTURE LIGHT POLE AND BASE
CURB/COMBINATON INLET
• ~ a~ ` ~ ~ ~ ~ CURB/CO P~OP2IETARY ~ ~ scrreeNis TREATMENT' 1, / / SPOT ELEVATION VICINITY MAP {NOT TO SCALE)
- SCREEN/SAFETY FENCE PIN: os2a~s-zasssa
DEVIC tCONTECN ~ .i /
c STAR FILTER, IN SEE. DESIGfV 3~F~ LE`lEL ~ ~ NOTE CONCRETE 2 SHE T) ~ ST~UCTUI2E SHOWN T~ INU, INS 48° NIGH
AWN 280.26 WEIR WALL 48" NIGH INU, OUTS U
p < jSPX~E,aD,~~, ~ ~ SCHEMATICALLY, (F 6 /(SEfE jL ~AJk.S. j / SEE MANHOLE S THIS SHEET) DETAIL AND (FROM (TOP EL. WEIR WALL ~ 280.16 (TO z ~
STR,~4) 283.19) (TOP EL. STR,~U ~ o
283.19) Q v ~ ~
~ ~ N N
~ / ' i / / / / / SPECS FOR ~INU. IN ~ 280.16 INV. IN ~ , ~ ~ > ~ ~n
p _ Q / j ''-II~N/, FL~V~G / CONSTRUCTION ~ U
(TO STR.~I) 280,26 ~ INV. IN ~ ~ ~ o ~ ~
sa ~ ~ p~YPA S ~ REQUIREMENTS. ;;:T y~ (FROM , I 280,26 Q~ o ~ N ~
/ ~ L'ET OU a STR.~4) ' ~ (FROM ~ ~ ~ N U
INV. OUT - NU. OUT ~ ~ STR,#2) ~ ~ ~ o ~ o p ~ cn ~o ~
280,16 (TO NU. INS ~ ~ ~ ~ ~ a~
• ~~AI~~C~P~f2~ / ~ / 280.16 (TO QTR#35) 280,26 z ~ o z
~SF~~' / / / i / STR.a35) (FROM INU, OUTS Q ~
NU. INS 280,26 N
(FROM STR#9) STR ~2) 280.16 (TO INU, IN ~ w ~ ~
UNDE GROUND
WP 12 QUAt~ITY 3? z? / I/' ? , / / / PLAN VIEW STR.tt35) 280,26 ~ W
ISO VIEW (FROM
' D ENT40N' (SEE . ~ i ~ / / / / STR.tt9l
SIGN SI-IFFY ,
3~ 10-FYI W I ~ N I EN/~NE
i NIGH F~~V1l BYPASS ST~U~TU~E
F - i i
~ /ACCESS AT' (N.T.S.)
b~ I • .
_ f FLOW ~I GENERAL NOTES
i
_ - BYPASS
_ _ - STRUCTURE ~ ~ J~ ~ J - 30' ZONE ZONE I
~ i / BUFFER MC -DER ANC LEVEL SPREADER AND ENGINEERED FILTER STRIP
(SEE DETAIL c i _ THIS SHEET) euFFeRNNCr owo~
' CONSTRUCTION SPECIFICATIONS ~
DISTU2B) 0 U
LEVEL SPREADS? ~ Q z 111 ~
OVE2ALL LAYOUT UNDE2G20UND ~ BUILD BUFFER`. LI[GII I. ALL AREAS DRAINING TO LEVEL SPREADER SNAL~ BE c~ ? ~ ~
LI ITS QF_ ~ ~ ~
STORAGE AND PROPRIETARY DEVICE ~TA~~~N~WA~~ • °~S (RED RETAINING ~IsruRBA~~^~ STABILIZED PER THE NORTH CAROLINA STATE EROSION ~ ~ ~ AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL U ~ ~ ~
H SCALE ~ I"=20' • SHEET) ' AND DURHAM COUNTY STANDARDS PRIOR TO ANY FLOW ~ Q ~ ~ 1
BEING DIRECTED TOWARD THE LEVEL SPREADER, ~ ~ ~ ~ ~
2, THE CONCRETE LIP MUST BE INSTALLED AT A CONSTANT LEVEL ~ ~ O ~
CONCRETE LEVEL
35' LENGTH SPREADER LIP NE ENTir~ Buhr' GRADE (0~ TO 0.050, THE CONTRACTOR SNAIL TAKE PRECISE Z ~ ~ U
MEASUREMENTS FOLLOWING INSTALLATION OF TIDE CONCRETE LIP ~ ~ j ~ ~
CHANNEL ~ ~6" WIDTH, FLAT> QaP ~s~ oETai~ ~ 279.0 O% (INSTALL ~ ~ TO INSURE THAT THE CONCRETE LIP IS LEVEL. ~ ~ Q 0
AT EL. 276.0) ~E~ ~ ~ ~ ~ 3, THE LEVEL SPREADER BLIND SWALE SNAIL BE INSTALLED AT 0~ W Q ~ - ~ 276,2 ~ ~ SLOPE AND THE BLIND SWALE SHALL BE LINED WI RIP-RAP, ~ ~ Q ~ Z
~ FLOW PATH 2n lb csEE r27zo 262 DETAIU ` / 176.6
~ 277.16 3"-4^ tt57 STONE ENGINEERED FILTER ~ 6 THEE AvE ~ 4. SAFE ACCESS SHALL BE MAINTAINED TO THE LEVEL SPREADER ~ o ~ ~ m
~AR (SEE
2770 2.0" g$ STRIP (COMMON 3i SCOPe a.. Z~a2 AND FILTER STRIP AREA AT ALL TIMES. ~276.2`~, - G~ADiN~ 5, THE LEVEL SPREADER MUST BE CONSTRUCTED PARALLEL TO
° `SL~~°E BERMUDA GRASS) ~T~~ ` ,X-, ~ ~ PLAN)
z_z s , ~ - ~ ~ ~ CONTOUR LINES, ~ ~
~ ~ e - - - 77 _ . K276b " w ~216~2~,, 6, THE LEVEL SPREADER SHALL BE 35 FEET IN LENGTH,
5.,. v' ~ e. ~27 ~ 9.0 ` X .
~ ~ ~ 7, A 3-FOOT STRIP OF NON-WOVEN GEOTEXTILE FABRIC, OVERLAIN
'~6~~••~ ~ WITH X57 STONE WITH 3 TO 4 INCH DEPTH, SHALL BE INSTALLED 276,2'', , ~ /
LINE ENTIRE ~ ~ 275 ~ a . BL~IV~ "J~/~/A,~-rC ~7 a 3'O 35-FT LEVEL • • ~ ~ ~ ~ ~ ~ ON THE DOWN-SLOPE SIDE OF TIE LEVEL SPREADER THE
WITH f21P-RAP '-10.6' s~EAO~z ~s~E X~- ~ d. a e' - DETAIU 'Y3(~6.'. ~ ~ CONCRETE LIP SHALL BE INSTALLED APPROXIMATELY 2 INCHES
(6" LAYER) a'~ a, ~ `O : t •'~2~6.6: ~ ~N~,~~EO ABOVE OF THE X57 STONE. • • , FILER
• 2762 sTRiP~`~vioTN ~ 8. LAND DISTURBANCE WITHIN THE AREA OF THE LEVEL SPREADER
LINE BOTTOM TIE NEW SLOPE 1, VARIES ~ SEE • • ~?~bb ° SETA AND FILTER STRIP SHALL BE KEPT TO THE MINIMUM NECESSARY
TO EX. G2ADE LINE BOTTOM CONC2ETE W/ NON-WOVEN 2 ~ ~-~~6~~' K ~4 ~ 12" (TYP., (TRANSITION FROM • 216,2
AND SIDE-SLOPES 3" CL'R ALL FOOTER GEOTEXTILE - ~ \ / TO ACCOMMODATE CONSTRUCTION ACTIVITIES. EXTREME CAUTION
SHOULD BE TAKEN TO INSURE THAT THE UNDISTURBED BUFFER ~
OF BLIND SWALE ALL WALLS) STEEL (12 WIDTH x FABRIC ENGINEEf2ED FILTER ~9 irosur~ PosiTme ~ DRAINAGE AWAY 76~ STRIP TO NATURAL X59 ' 16.6 AREAS ARE NOT DISTURBED.
W/ NON-WOVEN 6" HEIGHT) f21PAf21AN BUFFEf2, IoM en5e c~: ~q.p ~ ,~o ,~o'
GEOTEXTILE w~~~ ~TrP~ \ ` ~o~? `,~:~o~
FABRIC 50' WIDTH) V' ? FILTER TRIP
-ENV. b~T I. THE FILTER STRIP IS DESIGNED TO CONTAIN THICK GROUND
i8 ~F OF 276.( LEVEL SP~EADE~ SECTION DETAIL ~'"V i~~ 26,0 , COVER, THE VEGETATION MUST BE ALLOWED TO GROW, AND
18' RCP o
~ N.T.S.) 0.5% SLOPE \ ¦ ~ SHALL NOT BE CUT BACK, THERE SHALL BE NO AREAS OF
BARE SOIL DRAwN
~ TMB
2, THE MAXIMUM SLOPE, FOR THE ENTIRE WIDTH OF THE FILTER cNEcKED
~ TRIP L EED MR
~ , i DATE
DEWATER/NG NOTE: ~ ' ' ~ 3/18/10 SCALE
M
FLOOD INFORMATION WHEN PERFORMING GRADING
THIS PROPERTY IS LOCATED IN OPERATIONS DURING PERIODS OF LEVEL SPREADER W/ W/ ENGINE~~ED JOB No.
r. ~r i.r.r.~ ..r 1lJFT III/FATI-IFI7 PI7l1\/If1F
FLVVU LVIVL A `NfCCHJ Vf -
MINIMAL FLOODING) AND "AE" (BASE ADEQUATE DEWATERING,
FLOOD ELEVATIONS DETERMINED) DRAINAGE AND GROUND WATER FILTEQ STQIP DE DESIGN DRAWING
PER DURHAM COUNTY FIRM MANAGEMENT TO CONTROL GRID VISVU41E\T °G-BY" _ _ ~ ' "'Y E_E,; 7Cu_~ SCALE: I„=10, COMMUNITY ~ MOISTURE OF SOILS. ~iTF
PANEL NO. 3720082000K = /ill, SYSTEM DESIGN
REFER TO MASTER SITE = N EFFECTIVE DATE: AUG. 2, 2007 TBM SITE KEY 0 ~ 38
SPECIFICATIONS. (SCALE 1"=5,000')
SCALE 1 ==20'

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and , M
o ~ o ~ o ' Engineers ~ Landscape Architects
D ~ 0 rn~ Al m ; ~ D ~ n ~ D 209 West Stone Avenue
~ ~ ~ D~-~~~~~ ~ Z o rn p m m z Greenville, South Carolina 29609 0 z
~ o W
8b4-233-5497
fax [phone]
NC Licence ~ ~ C-1532

1 2 3 4 5 6 7 8 9 10 11 12 13 13 14 15 16 17 18 19
~ I 1 ~ ~ L~ E I RIP- AP AT DI AR ~ ~ o° ~ o d a, ° o ~ ~ _ ~ I I I I ~ ~a4 ~ C ~ ~ SC's G~ , o q , o b o, I E~IERG~NCY, SPIL>1WAY RIP API 1 1 VTION AREA CONSTRUCTION SPECFICATIONS I f~EVISIONS BY
1 ~ ~ o,o o;o Q o o 1 ~ I 1 POINT ~F ~LUMEI ~ ~ d oo'o q o 'o o' o°~o ' 1, v~, APRON; (±10 I WIDk~ ATI EL. 1294,9{0 ; i ~ i ! ' I
I N I. S DE SLOPES SNALL BE ~ ,RIP-RAC' ~ Q o b o~ o n o0 0 ~ , ~ I , ~ ~ , i ~ ~ ' A % LOPE FINI~NED ~ GR~,DE , d o 0 0 o Q o, o ,JUNCTION BOX , i ~ I I I MIXTURE, OPES SHALL BE NO STEEPER THAN 4~1 AND SHALL BE MATTED AND VEGETATED WITH PERMANENT SEED o~~`~ _ ~o~
,APRvON o00 oqo, oo, ~ v, ~ ~ i 1 1 ~ ~ i / DOWhJ FRO WALL TO ~ ~ ° o; p a~ o Q o ,v , (RE ~'~12A~ING) I I i i P
~ ~ ° 9 a; ~ ~ v' '1 ' l ~ ~ ~ ~ 2. RIP-RAP (RE•SPECS) SNP BIO-~RETENTfON A~REA~~ ~ ~ o o ~ ~ I 1 ' (RE~SPECS) SHALL BE PLACED AT ALL FLUMES AND CURB-CUTS SUFFICIENT TO INSURE STABILIZATION OF 751
~ I QVER ,LOWv STR'~JCTL~RE (TY~J ~ ~ ~ ~ ~ 1 1 INFLOW POINTS. ~ ~ ~ ~ ~ ~ (~REAv, INLET) THROAT ~ POINTS. ITE ~R°Po
i ALLOW ~ME~GE(~1CY OVER~LdW , ~ ~'v ~ ~ ~ ~ ~ v, E~ ~ 294:50 (~E ~ GRADING) ~ ~ o
~ 3.810-RETENTION FILL MEI Qv ~ TO DISCNAR~E , ONTO ;~~VE`D % ~ 'v~ , ° o o ~ ~ ~ ~ ~ENTION FILL MEDIA SHALL BE 48 NCNES IN DEPTH, MEASURED FROM THE BOTTOM ELEVATION OF THE BASIN. o ~ Q°
0 0 0 'FLUME iAT ' A ~E 0~ NV~L ~ ~ 1 ~ ~ ~ v, ° ° q o ~ 4.PNOSPNOROUS INDEX (I a0R0US INDEX (P-NDEX} OF FILL MEDIA SHALL BE LESS THAN 25. CONTRACTOR SHALL CONFIRM P-INDEX ~o~~o~
0 0 ° o ~ ,o o ~'v 'v ~ ~ ~ PRIOR TO PLACEMENT ~0 PLACEMENT OF FILL MEDIA, (IN NORTH CAROLINA, LOCAL EXTENSION OFFICES WILL TYPICALLY PROVIDE ~o~
o ~ ~ X y~ o ,°o , SOIL TESTS, INCLUDING STS, INCLUDING P-INDEX, FOR A NOMINAL FEE) ~`~a =
2 E.0 B ~ , , ~ l , i , j PKWY
~ ~ ' o ~ o , 'v ~ I 5,810-RETENTION UNDERC ~I ~ ° ~ I 1 ~ ,v ° o a,o o ~ 'vv 'vv v, ~ SLOPE, AND SNALL BE ~ENTION UNDERDRAINS SHALL BE PERFORATED SCHEDULE 40 PVC, UNDERDRAINS SHALL NAVE 0,5~ MINIMUM ~ AND SHALL BE TIED DIRECTLY TD THE OVERFLOW OUTLET STRUCTURE, WITH THE CONNECTION GROUTED TO
I , ~ o 0 0 0 BE WATERTIGHT, TR~NSISTION ~ERTIGNT,
~ 29 1 ~ i I i I , I 296. 294. ' v~ 'v TO 4 ~ ~ ~ 95.0 ~ ~ v, ~ VICINITY MAP {NOT TO SCALE)
i i 1 ±-r ~ ~ ~ ~v~ I I 6.BI0-RETENTION AREA S i ~ ! ~ ~ ~ v, I SLO~?E ENTION AREA SHALL NAVE A MINIMUM OF TWO UNDERDRAINS, WffN CLEAN-OUTS APPROPRIATELY SPACED pIN: 0820-18.20.2864
, AND SITUATED. CLEAN jo" PERFORATED SCN, 40 ~ ~ ~ I _ DATED. CLEAN-OUTS SHALL BE CAPPED AND LEFT APPROXIMATELY 6 (NCNES ABOVE THE BOTTOM OF THE
- ~ ~ 3 ~ I BIO RETENTION CELL, PJC (SMOOTH-WALLED), I ~ ~ ~ ~ SLOPE ENTION CELL, . _
C.O. X294.0 Tl`P, OF 2, L0~ MIN. I 7.IMPERMEABLE PLASTIC ~a9.~o' ~ - EAGLE PLASTIC LINER SHALL BE PLACED ALONG THE SIDES AND BOTTOM OF THE BIO-RETENTION AREA. _ - Slm_ mm
r ,n r ( ~ F l:
C - ~ ~ ~ ~ , ~ 8.BI0-RETENTION AREA S , ~ENTION AREA SHALL BE MULCHED WITH 4 INCHES OF DOUBLE-SHREDDED HARDWOOD MULCH. TBM SITE KEY
_ / ~,.u. (SCALE I"=5,000' )
f - - ~ ! ~ I 9. ANY IRRIGATION SYSTEP ~ ~ SLOPE C.O. ~ ~ C.O. v 'IGATION SYSTEM SHALL NOT BE PROVIDED WITHIN THE BIO-RETENTION AREA. z
~ C.L. 10. FERTILIZER HALL GE(` S DEWATERING NOTE a o IZER SHALL GENERALLY NOT BE USED WITHIN THE BIO-RETENTION AREA. VEGETATION WITHIN BIO-RETENTION ~
I AREA MAY RECEIVE FE 1AY RECEIVE FERTILIZATION AT INSTALLATION ONLY, IF THE LANDSCAPE CONTRACTOR DETERMINES IT TO BE WHEN PERFORMING GRADING Q ~ ~ rn
I I I NECESSARY FOR PLAN ~ I iARY FOR PLANT SURVIVAL, THE FERTILIZER, IF USED, SHALL BE LOW-PHOSPNOROUS~ LIME MAY BE APPLIED ~ ~ N
_ a.a.,a.. a .a ,a..r,a ~a a aa..aia a as .a ~ WNENNEEE. C,, ~ D D ~ I a a ar rara.ar.a Tara *v x i a r. r i i r~i r i a r. r i+ r i~ i. i i t r i a r r i i 4 r i ~ 4 T7Tt V i V a i \ 4 TTTr i 4 1 44 i IEEDED. OPERATIONS DURING PERIODS OF ~ Q ~ ~
/ a a V a ar. " '.~:'a ~ 294.0 II. BIO-RETENTION SOL ME WET WEATHER, PROVIDE ~ ~ Q ° r ~ ENTION SOL MEDIA SHALL CONSIST OF THE FOLLOWING ADEQUATE DEWATERING, ~ Q o ~ ~ U
D ~ ~ ~ i i 4ai~4i aV4ai i r; i 4 i ~ 4 i V i ii~4 t 4 P.i V Sri i 4 a 4 i,V i i i i 4 a i 'BOTT~ M ~ f i a I a ~ < a. ai. .aa`, ` __.aaa ; a ~ a w \ 85~ COARSE SAND a a i , COARSE SAND (MASON'S SAND, ETCJ ~ ~ ~ ~ ~
,,.ar. a ar. rara Tara. 4rr*4r~ 4r}i~.i rr+ir iirf V i ; . 4 , i 4 .~,r4 . 4^' i'r ; 44ri a:V ri+aa \4{Yi4 i+4ri Vrl+~ 0 BA N ' 10~ FINES (SILT AND 1 1 4 V 4 i~V i s \ 4 1 4~i i a i 4 1 4 i 4 i V i a i '4 FINES (SILT AND CLAY) DRAINAGE AND GROUND WATER Q o U ~ ~
o oP, ~ io I 5~ ORGANIC (PEAT - _ ~ > a vn ~ y T/4 r } N tar r1 ;t a_~ \0 1 . N?r~ }ra fri aV Y fri I\+ i i i 4 i o° t i 4 i ; 4 i; V M i ~ i i s i 4 a 4 i i 4 4 ji ~ ~ MAXIMUM CLAY ~a )RGANIC (PEAT Moss, AGED COMPOST, ETC) MANAGEMENT TO CONTROL ~ a ~ ~ ~ N ~
~ ~ ~ {(MUM CLAY CONTENT OF SOIL MIXTURE SHALL BE 8~ MOISTURE OF SOILS. -Q ~ } ~ N ~ ~ IIL MATRIX MUST BE WELL-MIXED ON-SITE, AND OBSERVED BY CIVIL ENGINEERING CONSULTANT (RED SPEC REFER TO MASTER SITE ~ ~ ~ ~ ~ ~
- ~ I THIS SOIL MATRIX MUST I I - I 02300),
~~0. I ~ I 5.0' 5,C~ 5,~' C.O, I SPECIFICATIONS. ~ ~ ~ ~
- 12.SOIL MEDIA SHALL NAV' 96. (TYPJ ; WATER ' OUgLITY ~MAN(FOLD'UNDERDRAII~S ~ I I ~ :DIA SHALL NAVE AN INFILTRATION RATE OF BETWEEN I INCH AND 2 INCHES PER HOUR. CONTRACTOR SHALL Z ~ O c ~ Z
~ CONFIRM INFILTRATION a raa i~ariaar.~a aarr :rt~ ELEVATION USING ,FITTINGS AND TIE M INFILTRATION RATE OF MEDIA BY WHATEVER MEANS NECESSARY TO INSURE THE APPROPRIATE Q ~ N ~
~ 4 4 i V i i V/ 4 ' ~ 4 ~ I I INFILTRATION RATE IS P raa _ ,~(29,4.5b) ~0 CATCI-I~BAS~~ (GRf~UT ~ ~ I ~TION RATE IS PROVIDED. INFILTRATION TESTS SHALL BE PROVIDED TO THE CIVIL ENGINEERING CONSULTANT J ~ ~
E 'a'ar ' r t i'ar ' SLOPS - - ; ~ , FOR APPROVAL. a ~ TI ~ ~ I i aarrar iriaa"ia~ arra r,'' C~NNEC, ON TO BED ~ ~ 'PROVAL. FLOOD INFORMATION W c~ THIS PROPERTY IS LOCATED IN W ~
i i i i 'a i i i i t i /i a r a a MATE. TIGNT:~ ~ I _ _ _ _ 13. BIO RETENTION AREA :TENTION AREA SHALL REMAIN UNCOMPACTED, CONTRACTOR SHALL TAKE MEASURES NECESSARY TO FLOOD ZONE "X" (AREAS OF ~ W
iai'i'a a f 4'~fa4 4 rhaa ~ , i a i i o i a i - - ~ ~ , ~ ~ ~ MINIMIZE llSE OF NEAV' a a aa- as ~ % ~ I llSE OF HEAVY EQUIPMENT WITHIN BIO-RETENTION AREA UNLESS ABSOLUTELY NECESSARY. SOIL MEDIA MINIMAL FLOODING) AND "AE" (BASE ~
` ;o I SI-IALL BE DISTRBUTED I _ 297. I 3E DISTRBUTED USING ATRACK-HOE LOCATED OUTSIDE OF THE BIO-RETENTION CELL WHENEVER POSSBLE. FLOOD ELEVATIONS DETERMINED)
= -
14. THE PRIMARY FAILURE ' ~ ~ ~ AND IMPERMEABLE. IT I ZIMARY FAILURE MECHANISM FOR BIO-RETENTION AREAS IS THE BOTTOM OF THE CELL BECOMING SILTED IN PER DURHAM COUNTY FIRM 'ERMEABLE. IT IS, THEREFORE, ESSENTIAL. THAT NO SEDIMENT-LADEN RUNOFF BE DIRECTED TO THE PANEL NO.M3720082000K
5 0'' PRO,~/IDE SOD BUFFER STRIP ; W/ BIO-RETENTION AREA ~ i i _ ~ENTION AREA AT ANY TIME, ALL INLET POINTS TO THE BIO-RETENTION AREAS SHALL BE ADEQUATELY EFFECTIVE DATE: AUG. 2, 2007
2-Ffi RIP-RAP STRIP AT END QF i ' ~ PROTECTED DURING AL ;TED DURING ALL PHASES OF CONSTRUOTION (INCLUDING DURING AND AFTER PAVING OPERATIONS), AND
~ CCNC,'FLUME. (TYP~ OF 4) F WITH IMPERMEABLE LINES RuvoFF sNouLD BE DID = SHOULD BE DIVERTED AWAY FROM THE BIO-RETENTION AREAS WHEN POSSIBLE DURING CONSTRUCTION,
PLACED D12ECTLY BENEATH
15. ALL SEDIMENT AND E~ :DIMENT AND EROSION CONTROL PRACTICES SHALL BE IN PLACE AND THE SLOPES DRAINING TO THE =NTION AREA SHALL BE STABILIZED BEFORE PLACEMENT OF UNDERDRAINS AND FILL MEDIA.
THE UNDE~D~AIN SYSTEM BIORETENT~oN AREA s~
IMPERMEABLE LINER ALONG
SCALE ~ I"=10' BOTTOM AND SIDES OF AREA INLET TOP {RE
I I I I ~ 1 i I 1 I i I ~ ~ I 1 1 I I I I I 1 I I I I I , ~ I I I I 1 I / BIO-RETENTION PLAN VIEW FOR
I I I , i ~ ' I 1 1 1 I I ~ ~ ~ ~ I ~ ~ I ~ I I I ~ I I i I ~ I I I II ~I it ~ ~ ~ ~ i ~ i i ~ ~ I ~ ~ ~ ~ ~ 1 I I I I I THROAT ELJ
~ I I I II i II '1 II i i ~ j i ~ i ~ ~ ~ I i I i I i I
G I ~ I I I I i i i ~ ~ ~ , ~ i 1 I I ~ ~ ~I ~ ~ ~ 1 II I I ~ ~ ~ , i ~ i ! ~ I ~ I I I ~ ~ I I ~ TEM_P,_PO_OL_ EL. ~ I Q U
~ ~ ~ I I II ~I ~ I I I I I i i i ! ~ ' ~ ~ I 1 1 I I I I ~ ~ I ~ 4 4 ~ ~ ~
' ~ i ~ i ~ ~ I 1 1 1 I ~ ~ ~ i i I I ~ ~ I ~ , i i ~ I I I I 4, 1 4" SHREDDED BOTTOM OF BIOOELL A NO ED ON PLAN VIEW O~ z W ~
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I I I I I i 1 1 ! 1 i i ~ i ~ i I ! ~ ~ BAS BARK MULCH I ~ ~ ~
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~ ~I ~ 1 I i i i ~ ~ i i i ~ ~ I I ~ I ~ I
~ , 1, ~ 1 I, I I I i i i 1 I 1 I I I I 1 ~ 4f 48" DEPTH it Q Q[ ~ ~
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BE 85~ SAND 10~ it ~ ~ ~ FINES 5~ ORGANIC) NON-WOVEN GEOTEXTILE
1 , , i vi , , i I I / ~ ~ I ~ i i 'vv i v ` '~v v i v i vi v ~ ~ I I ~ ~ FABRIC ON TOP OF W ~ ~ O JJ
i \ i i \ i \ ~ v v i, GRAVEL LAYER Z ~ ~ ~ J
`I,~ Div vv v ` v, ivv v w ~j i vi w i v ,i ` vv i w 12" GRAVEL SE GRAVEL SECTION STORM DRAIN W ~ W ~
i ~ ~ ~ (tt57 WASHED i ~ , ~ WASHED STONE 4_. r' -
\ ~ OR EQUAU. 6' ~ r v1 'v ~ ~ ~ i EOUAU, b" OUTLET PIPE ~ U ~ ~ C
v ~ , UNDER DRAINS i. ,
BE CENTERED l; 1, v, l~, )CENTEREDS INO W Q ~ - ~
I i ~ v, ~ ` GRAVEL LAYER ~VEL LAYER (3" (2) 6" UNDER DRAIN TIE UNDER DRAIN RED GRADING PLAN ~ ~ Q C W
I - COVER EACH i ~ ` ~ , I ~.i ~~v1 dER EACH SIDE) (SMOOTH-WALLED MANIFOLD TO FOR DEPTH AND ~ ~ O m
I \ \ ~ ~ \ ~ \ - I I I I --rt \ PERFORATED SCN. 40 CATCH BASIN DESIGN OF STORM ~ ~
PVC I,O~ MIN SLOPE) (GROUT DRAIN OUTLET CONNECTION TO STRUCTURES
~ ~ I I I , 6.O,b ~ I ~ ~ 1 'v `i 'v i ~ v BE WATERTIGHT) , ,
?-ITS f ~ ~ ~ 3-IT ~ , I ~ ; ~ ,v ~ ~ ~E~LANDSCAPING
I, ~ I ~ ` I ~ 6 00 ~ ~ ~ PLAN FOR TYPICAL BIO-RETENTION ~ ~
~ ~ ~ I ~ NE ~ REST ~~OF I~ ~ I
- iii~ui~~~ j I THE. ON51TE`,, '1 J ~ AREA SECTIQN I ~
~ , ~ LANDSCAPING, - ~ ~ N.T.S
_ ~ ITS - 6 IT ~ ~ ~ ~ , 1' ~ ~ 1 ~
- - ~ ~ ~ I' i ~ -
~ I ~ ~ ~ i , 31T li; ~ °J~ - ~ 1 ~ ~I
r ~-Co- - ~ 1 ~ ~ ' R N VE IT~ ~ ~ G OU DCO )UNDCOVER LEGEND
~ ~ ~ 1~ ~ ~ ~ . - - I .a..... I 7
a M LCN l I _ i i~a \ s~ ~i* i i ~ ~ f J \ ~ a TTYt a. a a i I a ~ ~ a aia a aaa aaaia ~ I air~f'T' i a Z~~S~ a ~ a a ~a _cN
r ~ a 1 rt.'. I . f ' i i \ ~ a a a / ! as aaaagaaaaa i ~ .i ~ .i , a ~ PERMANENT BIO-RETENTION PLANT LIST
i cp a~;aaa.aa~.aa . ~ a,a a:a ~;,1~ aaaa~.a aaaaa~.~. ~ T I K ~ ~i ~ .a.~. a a , . ~ A • ..w, ,r. r . ,.a ~ ~ .r 3 7 r ~k i r i. a ` i i. a i( is i. a i r f ~ SEEDING a i a 'a t ~a aaah ri~a i ' - i aai aa' a _ _ _ ANENT y QUANTITY SYMBOL CODE SCIENTFIC NAME COMMON NAME SIZE REQUIREMENTS SPACING )ING ~
a, a a ' ~ ~ ~ ` > r a t a a as a aia ~ ~ a 1~Y a as ~ ~ _ , %r-..., - ~ a i, I t r )D 3 i~B~ ` BC TAXODIUM BALD 2" CALIPER, AS
I SOD { 4 r a - \r~ i h ~ r y4 . i. i I. `1! ~ 1' - . i.... i : 3-~ i ,aa ~ a _ ia. ~ -WM S_ WM = ~ - ~ ~ 8 WM ~ ~ . I J DISTICNUM CYPRESS BBB SHOWN
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- , - - ~ - I ~ I~ ~ ~ I 20 0 WM MYRICA WAX 15" MIN. NT. SOWN CERIFERA MYRTLE
~ ~ . I 25 0 IT (TEA VIRGINIA 15" MIN. NT. AS
- VIRGINICA SWEETSPIRE SHOWN
r~ aia +3 a l / / / / / a a a i 30 ® CO CEPNALANATNUS BUTTON 15" MIN. HT. 6
a s a r a ? ? a ? ? . ? i . ~ I ' i a a i;~~ II r i a / \ / \ ' a• i a a NY i s .a a a i a~\ ~ ~ OCCIDENTALIS BUSH O.C.
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, DATE
SCALE ~ I =10 ~ 3/18/10
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