20190083 Ver 1_SW Impact Analysis, O&M and add info_20190219

Staff Review
Does this application have all the attachments needed to accept it into the review process?
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ID#* Version* 1
20190083
Is this project a public transportation project?* r Yes
r No
Reviewer List:* Alan Johnson:eads\adjohnson1
Select Reviewing Office:* Mooresville Regional Office - [phone]
Submittal Type:*
Application Attachments
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Yes
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No

Project Submittal Form
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mandatory questions are answered.
Project Type: r New Project
r Pre -Application Submittal
r More Information Response
r Other Agency Comments
r For the Record Only (Courtesy Copy)
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Project Contact Information
Name: Jennifer Burdette
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Email Address: [e-mail]
Project Information
Existing ID #: Existing Version:
20190083 1
20170001 (no dashes)
Project Name: Brookside Residential Subdivision
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r No
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
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County (ies)
Iredell
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2019-02-13 Stormwater Impact Analysis.pdf 25.32MB
2019-02-19 SCM Supplement Forms.pdf 693.13KB
2019-01-30 SCM O&M Agreement.pdf 112.7KB
Brookside SMP CDs.pdf 47.09MB
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Describe the attachments:

SMP components (stormwater impact analysis, supplemental forms, O&M agreement, & construction
drawings)
V By checking the box and signing box below, I certify that:
• I have given true, accurate, and complete information on this form;
• I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the
"Uniform Electronic Transactions Act)
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes
(the "Uniform Electronic Transactions Act');
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written
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• I intend to electronically sign and submit the online form."
Signature:
Submittal Date:

STORMWATER CONTROL MEASURE 'A' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT
TO THE DESIGN ENGINEER'S ATTENTION IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON-SITE
GEOTECHNICAL ENGINEER THAT THE PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT
IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE ON-SITE
GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON-SITE
GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT
FACILITY SHALL BE PER THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS
COMPACTION AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED
PER THE RECOMMENDATIONS OF THE ON-SITE GEOTECHNICAL ENGINEER. HOWEVER, PRIOR TO
IMPLEMENTATION, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE
DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING
PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE
PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION THE STORMWATER MANAGEMENT FACILITY
MAY BE USED AS A SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE
CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET
STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF THE INTERIOR FINE GRADING FOR THE
FACILITY. THE INTERIOR FINE GRADING WILL BE CONSTRUCTED ONCE THE EROSION
CONTROL PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE
PERMANENT 8"0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL
INSPECTOR APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL
REMOVE THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) AND CLEAN-OUT THE
BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A
LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE
ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON-SITE
INSPECTION AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE STORMWATER
MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED
VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY
CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE AT THE CONTRACTOR'S
EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL
PLANT THE PROPOSED STORMWATER MANAGEMENT FACILITY PLANTS SHOWN ON THE
LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER CERTIFYING THAT
THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED STORMWATER MANAGEMENT
FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG
THE FOREBAY BERM IN THE PROPOSED WET POND AFTER CONSTRUCTION / COMPACTION IS NOT
DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE WETLAND PLANTINGS, THEN
THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WET POND AS DIRECTED BY A
LANDSCAPE PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE
TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE
DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS DIRECTED
BY A LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. -
EMBANKMENT SUB GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH,
ETC.). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY
PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE
STORMWATER FACILITY SITE. DURING PLACEMENT OF FILL WITHIN THESE AREAS THE
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT
THE EXCAVATION BOTTOM AND SIDE SLOPES ARE STABLE WITH NO SEDIMENT DISCHARGED
FROM THE SITE (I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN APPROVED EROSION
CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER APPROVED
EQUIVALENT, PRIOR TO DISCHARGE).
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE
FRONT FACE OF THE RETAINING WALL AT THE BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE
THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A
REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE
CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW MATERIAL
OR PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM
THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE
ON-SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED
GRADE ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW
GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL
AREAS AND VERIFY THEIR SUITABILITY FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE
ON-SITE GEOTECHNICAL ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED
BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE
ACHIEVED/ CONTROLLED DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE
FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER
OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN
THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT
(UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT.
BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE
REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT
TO ALL SPILLWAY AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4 -INCH (UNCOMPACTED) LIFTS
AND HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE
ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95%
OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE
COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM MOISTURE
CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE GEOTECHNICAL ENGINEER
DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED.
THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT
DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM
COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON-SITE
GEOTECHNICAL ENGINEER, THAT THE GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN
CONSTRUCTED PER PLAN. THESE REPORTS AND CERTIFICATION WILL BE NEEDED DURING THE
AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE ON-SITE
GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST
SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
RECOMMENDED BY THE ON-SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24"0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST
PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON-SITE GEOTECHNICAL
ENGINEER.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES
SHALL BE THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE
AGREEMENT FOR THIS FACILITY.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO
CONSTRUCT" FROM THE TOWN OF TROUTMAN AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES (E.G.
404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL
PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES
THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION
CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE
ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL.
THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING
AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL
ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW
EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH UNTIL APPROVAL OF
THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH
SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE CRADLE AND SHALL HAVE
A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY
TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS." DEPENDING UPON ON-SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION,
THE ON-SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED
NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR FUTURE
AS -BUILT SUBMITTALS TO THE TOWN OF TROUTMAN.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY
TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON-SITE
GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL.
SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE
MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL
BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY
THE ON-SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECTTHE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND
RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE
MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE
MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE
CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE
SUBMITTED TO THE JOHN R. MCADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8 THICK LIFTS
PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE
CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE
OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE
CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE THEN
THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE
ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS
COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE
TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE
CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN
PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE
SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE
CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN
THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND
AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -A4.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS" AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE
EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION
SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER
COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER
FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN
4 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON-SITE
GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING
SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD
BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR
DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER
BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM THE TOWN OF TROUTMAN, CLOSE THE 8"0
BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE
AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF TROUTMAN.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
\ /
63
/ J
=867.00
/
BW=
\ \ \ 56
�0 =8590
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0 �W
TW=860.00 / 84 8 r7 0
BW=858.00 i / I /
/
SEDIMENT 7 \/ / J V A0
\ � v / � / 1
v INV = 852.00 \ / / FOREBAY
\ \/§ , / �/ / // I A I I I\ 111 V A \ \\
\ \ RETAINING WALL
(TYP.) (DESIGN
\ BY OTHERS)
FOREBAY , ,
WEIR SPILLWAY \
CREST = 9 LF V \
TOP OF RIP RAP (CREST) = 851.50
LINER = NCDOT CLASS "B" RIPRAP \ \ \
/ 8
�
15" MIN. DEPTH (D50 =
8) I
\ \ I I
( / / 848 NOTE: A FILTER BLANKET IS TO BE IIII ,
INSTALLED BETWEEN THE RIP RAP AND SOIL /
FOUNDATION. THE FILTER BLANKET WILL
/CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (#57) UNDERLAIN WITH MIRAFI FILTER
//STONE
700 OR APPROVED EQUIVALENT
/
FOREBAY BERM EL. = 852.00
/MINIMUM
IBE S FT
COMPACTED
O
i
PER "BERM AND SOIL
/ COMPACTION SPECIFICATIONS"
/ /CIDco00
CID
/TOP OF BANK (TYP.)
100 STREAM BUFFER TYP.)
BR
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TW 6 .00
BW 8 8.0
I /
I
I I l I h
l o/ / l \ I I I I / I I' / STORMWATER CONTROL MEASURE
/0 o \ I I I / / MAINTENANCE ACCESS EASEMENT
41
'�I I II I I
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F
S�3 ®6:1 SLOPE (TO BE INSTALLED
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/
/
I / I I I / / / AROUND SWMF PERIMETER)/
/ / I I III I I I�I II II
\ \ I
/ I I
\ \ / MAIN\ POOL
/ \ \ PRECAST RISER OUTLET STRUCTURE
SHAPE = SQUARE
INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER = 856.00
1.0"0 ORIFICE = 853.00
2.25"0 ORIFICE (INVERTED SIPHON) = 852.00
INVERT OUT (24"0 0 -RING RCP) = 846.00
I (SEE DETAIL ON SHEET SW -A2)
V \ I I I//
97 LF 24"0 CLASS III
O-RING
CONCRET ®
W� CRADLE
'00
I o 1
1 1 (JOINTS WRAPPED WRAPIPED IN
3:1I 3:1 GEOTEXTILE FABRIC)SLOPE SLOPE ENDWAILL PER N/ C/D/OT /S/TD.
8/3 880
/ �o M
/
O I w I I
Ivco N
wcn CID
I v >II A
I
INV. OUT (24-0 RCP) = 845.00
46 � cn n (SEE DETAIL ON SHEET SW -A3) ao n> 411, 0) oono m � i
/
C: 00
00
coo r o I I I I I I I \\ I I
ro 1Lo
00 I I I I '0
II I� II► � v
VELOCITY DISSIPATOR
NCDOT CLASS 'B'RIPRAP
84 I / 1121 X 6'W X 22 THICK
D50 = 8
(
SEE DETAIL SHEET SW -A4) II I I I I \ \ \ \ \ \
10,
/ I
O / �
ASPHALT \ \
/ GREENWAY
1 \ i - 851150 852
CONTRACTOR SHALL LINE OUT
CHANNEL WITH NCDOT CLASS 'B' RIPRAP.
THERE SHALL BE NO DISTURBANCE TO
\ a
848 M� ` / I \ \ FOREBAY WEIR SPILLWAY \ \ ANY EXISTING CHANNEL BANk. A FILTER
` I I CREST = 9 LF \ \ \ \ BLANKET SHOULD BE INSTALLED BETWEEN
\ \ TOP OF RIP RAP (CREST) = 851.50 RIPRAP & SOIL FOUNDATION. FILTER
H „ BLANKET SHALL CONSIST OF A MINIMUM
I � LINER = NCDOT CLASS B RIPRAP / /
SEDIMENT I H 4" THICK LAYER OF NCDOT 57 STONE
FOREBAY I 15 MIN. DEPTH (D50 = 8) ( UNDERDRAIN WITH MIRAFI FILTER WEAVE
\I I I I h \ #
I IA /I
NOTE: A FILTER BLANKET IS TO BE \ 700 OR APPROVED EQUIVALENT.
/ INSTALLED BETWEEN THE RIP RAP AND SOIL-
/ I 1I FOUNDATION. THE FILTER BLANKET WILL
CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (#57) UNDERLAIN WITH MIRAFI FILTER
\ WEAVE 700 OR APPROVED EQUIVALENT \ /
\ FOREBAY BERM EL. = 852.00
8�I MINIMUM WIDTH = 5 FTTO
E BERM COMPACTED
�AND
PERSOIL
II /
COMPACTION SPECIFICATIONS"
�I
IINV = 852.00 \ \
\
\1
GRAPHIC SCALE
0 10 20 40
STORMWATER CONTROL MEASURE 'A' PLAN VIEW
1" = 20' 1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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1.
THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS OF
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ASTM C76 -LATEST. THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKET JOINTS MEETING ASTM C -443 -LATEST. THE
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PIPE JOINTS SHALL BE TYPE R-4.
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2.
THE STRUCTURAL DESIGN FOR THE 4'X 4' INTERNAL DIMENSIONS RISER BOX WITH EXTENDED BASE SHALL BE BY
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OTHERS. PRIOR TO ORDERING THE STRUCTURES THE CONTRACTOR SHALL PROVIDE TO THE DESIGN ENGINEER FOR
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REVIEW, SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH
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CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE.
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3.
THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED ON THE
INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET
=
SW -A2 FOR LOCATION OF THE RISER STEPS.
4.
THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING
FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO
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THE ENGINEER FOR REVIEW SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE THE CONTRACTOR MAY OPT TO
CAST -IN-PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN-PLACE
BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5.
IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER BOX
STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 31,340 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT
AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE
I
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF
THE CONTRACTOR OPTS TO CAST -IN-PLACE THE ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT
I \
OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
6.
THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -C990 -LATEST. IF
NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A
WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH
NON -SHRINK GROUT.
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 PROVIDED WITHIN THE TRASH RACK(SEE DETAIL FOR
LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND
/
LOCK FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER
I /
INSTALLATION.
/
8.
ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
I
/
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5%- 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE
85°F OR BELOW 40°F. CAST -IN-PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48
HOURS.
9.
GEOTEXTILE FABRIC FOR THE 24"0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED EQUAL
/ \
(NON -WOVEN FABRIC)
10.
STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820
X -CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE
FROM TOP OF OUTLET STRUCTURE VIA A HAND WHEEL (SEE DETAIL SHEET SW -A3). THE CONTRACTOR SHALL PROVIDE A
REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP FOR OPERATION OF THE 8110 PLUG VALVE. A CHAIN AND
LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK.
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TW=860.00 / 84 8 r7 0
BW=858.00 i / I /
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SEDIMENT 7 \/ / J V A0
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v INV = 852.00 \ / / FOREBAY
\ \/§ , / �/ / // I A I I I\ 111 V A \ \\
\ \ RETAINING WALL
(TYP.) (DESIGN
\ BY OTHERS)
FOREBAY , ,
WEIR SPILLWAY \
CREST = 9 LF V \
TOP OF RIP RAP (CREST) = 851.50
LINER = NCDOT CLASS "B" RIPRAP \ \ \
/ 8
�
15" MIN. DEPTH (D50 =
8) I
\ \ I I
( / / 848 NOTE: A FILTER BLANKET IS TO BE IIII ,
INSTALLED BETWEEN THE RIP RAP AND SOIL /
FOUNDATION. THE FILTER BLANKET WILL
/CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (#57) UNDERLAIN WITH MIRAFI FILTER
//STONE
700 OR APPROVED EQUIVALENT
/
FOREBAY BERM EL. = 852.00
/MINIMUM
IBE S FT
COMPACTED
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PER "BERM AND SOIL
/ COMPACTION SPECIFICATIONS"
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CID
/TOP OF BANK (TYP.)
100 STREAM BUFFER TYP.)
BR
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TW 6 .00
BW 8 8.0
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l o/ / l \ I I I I / I I' / STORMWATER CONTROL MEASURE
/0 o \ I I I / / MAINTENANCE ACCESS EASEMENT
41
'�I I II I I
I ROM EL. /8 51.50 /TO/�852.50 SC�/ o //6 -FT AQUATIC SHELF
F
S�3 ®6:1 SLOPE (TO BE INSTALLED
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I / I I I / / / AROUND SWMF PERIMETER)/
/ / I I III I I I�I II II
\ \ I
/ I I
\ \ / MAIN\ POOL
/ \ \ PRECAST RISER OUTLET STRUCTURE
SHAPE = SQUARE
INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER = 856.00
1.0"0 ORIFICE = 853.00
2.25"0 ORIFICE (INVERTED SIPHON) = 852.00
INVERT OUT (24"0 0 -RING RCP) = 846.00
I (SEE DETAIL ON SHEET SW -A2)
V \ I I I//
97 LF 24"0 CLASS III
O-RING
CONCRET ®
W� CRADLE
'00
I o 1
1 1 (JOINTS WRAPPED WRAPIPED IN
3:1I 3:1 GEOTEXTILE FABRIC)SLOPE SLOPE ENDWAILL PER N/ C/D/OT /S/TD.
8/3 880
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wcn CID
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INV. OUT (24-0 RCP) = 845.00
46 � cn n (SEE DETAIL ON SHEET SW -A3) ao n> 411, 0) oono m � i
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ro 1Lo
00 I I I I '0
II I� II► � v
VELOCITY DISSIPATOR
NCDOT CLASS 'B'RIPRAP
84 I / 1121 X 6'W X 22 THICK
D50 = 8
(
SEE DETAIL SHEET SW -A4) II I I I I \ \ \ \ \ \
10,
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ASPHALT \ \
/ GREENWAY
1 \ i - 851150 852
CONTRACTOR SHALL LINE OUT
CHANNEL WITH NCDOT CLASS 'B' RIPRAP.
THERE SHALL BE NO DISTURBANCE TO
\ a
848 M� ` / I \ \ FOREBAY WEIR SPILLWAY \ \ ANY EXISTING CHANNEL BANk. A FILTER
` I I CREST = 9 LF \ \ \ \ BLANKET SHOULD BE INSTALLED BETWEEN
\ \ TOP OF RIP RAP (CREST) = 851.50 RIPRAP & SOIL FOUNDATION. FILTER
H „ BLANKET SHALL CONSIST OF A MINIMUM
I � LINER = NCDOT CLASS B RIPRAP / /
SEDIMENT I H 4" THICK LAYER OF NCDOT 57 STONE
FOREBAY I 15 MIN. DEPTH (D50 = 8) ( UNDERDRAIN WITH MIRAFI FILTER WEAVE
\I I I I h \ #
I IA /I
NOTE: A FILTER BLANKET IS TO BE \ 700 OR APPROVED EQUIVALENT.
/ INSTALLED BETWEEN THE RIP RAP AND SOIL-
/ I 1I FOUNDATION. THE FILTER BLANKET WILL
CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (#57) UNDERLAIN WITH MIRAFI FILTER
\ WEAVE 700 OR APPROVED EQUIVALENT \ /
\ FOREBAY BERM EL. = 852.00
8�I MINIMUM WIDTH = 5 FTTO
E BERM COMPACTED
�AND
PERSOIL
II /
COMPACTION SPECIFICATIONS"
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IINV = 852.00 \ \
\
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GRAPHIC SCALE
0 10 20 40
STORMWATER CONTROL MEASURE 'A' PLAN VIEW
1" = 20' 1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
(vI�I
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11. 26. 2018
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33782
4
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWA
CHECKED BY
JAA
DRAWN BY
JSM/LK
SCALE
1" = 20'
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE'A' PLAN VIEW
SW -A1

TOP OF DAM EL. = 858.00
100 -YEAR STORM EL. = 856.67
10 -YEAR STORM EL. = 856.04
TOP OF RISER EL. = 856.00
2 -YEAR STORM EL. = 854.54
WQV STORM EL. = 852.95
NORMAL WATER SURFACE EL. (NWSE) = 852.00
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CONCRETE -�
ANTI -FLOTATION BLOCK
8"0 EMERGENCY DIP DRAIN
WITH TRASH RACK
(SEE DETAIL SHEET SW -A3)
0
0
0
0
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AP,- d
d d
4"0 GRADE 8
STAINLESS STEEL
° CONCRETE LAG
SCREW
0
12"X4"X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0
RISER JOINT CONNECTION DETAIL
N.T.S.
TOP OF HANDWHEEL TO EXTEND NOTES:
1 -FOOT ABOVE TRASH RACK 10 FT. WIDEMINIMUM COMPACTED BERM SECTION 1. REMOVED TOPSOIL SHALL BES! OCKPILED FOR USE IN PLANTING (SEEDING) THE DAM EMBANKMENT
TRASH RACK LOCATOION OF (SEE BERM AND SOIL CET SW-Al)
TE � SPECIFICATIONS ON SHEET SW -A1 ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED
FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2- TO 3 -INCHES OF
(SEE DETAIL) EXISTING GROUND = _ _ _ _ _ _ THE BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
PROPOSED GRADE _ I=III=1 I 1=1 I I=1 I=1 I I=1 I I=I I 1=1 II=I II=I 11=1 II I= TOPSOIL DEPTH SHALL RANGE FROM 3 -TO 4 -INCHES ON THE DAM EMBANKMENT.
I=11�r--�_
1.0"0 ORIFICE - I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I=I I I=1 I I=1 I I=1 11=1 11=1 I MI I I-1 I I-1 I I -I I I'M Imo.-,
= 853.00 -11 I =III=III=1 I I=I I 1=1 I I=I 11=I I I=I I I I I I=I I I=I 11=1 11=1 11=1 I I=I I I=I I=1 I I=I I I=-1 1 I I VELOCITY DISSIPATOR
_I=1 I I=1 I I=III=11 I=III=I I I=I I 1=1 I I=1 1=1 I I=III=I I I=I 11=1 11=1I1=1 I I=1 I I=1 I I=III-I I I -I I I -I -� 3 NCDOT CLASS B RIPRAP
SIPHON W/ 2.25"0 DRILLED ORIFICE 1 �- _ _ _ _ _ _ MINIMUM DIMENSIONS
INV. = 852.00 = 1= I I=1 III=III=1 I I=1 11=1 I I=III=1I1=1 I I=1I1 III=III=III=III=III=III=III=III=III=III=III=III=1 -III-I 11�'I�' 12'L X 6'W X 22" THICK
(SEE DETAIL SHEET SW -A3) _- I=III=III=III=I III=III=III=III-III-III=III-I I I -I I -I 11=III=III-III-III=III=III-III-III=III=III d -III=III=III=I il'=1�,� - D50 = 6"
_- I=111=I I I=1 I I=I I I=III=� III=1 I I=I I I=1 I I=1 I I=III=III=S;O (MIN) --I I I=1 I I=I1=I I =I I I=I I I= I I=III d I I=III=I -11 I=I I I=III=I I I=III=I TO BE LINED WITH GEOTEXTILE
CONCRETE COLLAR = I=III=III=III=I I I =III=III=III= II1=I I I=I I I=1 11=I I I=I 11=II1=I I=I I I=I I I=I I I=I I I=III d I I=III=I I I=I I Ed I I=I iffiI I I=III=III=I I I=I I I=III=III=1 _= - - FABRIC OR EQUIVALENT
(TO BE CONSTRUCTED IN __ 1=III=III=III=III=III=III=III=III=III III=III=III=III=III=11 I=III III=III=1 I I=11 I=1 11=1 I I=I I I=1 I I=III=1 i t=1 1=III=111=III=I 11-I 11-1 I I -I 11 -III -ISI_'-' rl�-. (SEE DETAIL SHEET SW -A4)
THE FIELD BY THE I=1 I I=1 I I=1 11=1 I I=1 I I=1 11= 1 I I=I I I=II1=I 11=1 -I I I -=I I I=I I I=I I I=III EI 11=1 1=I I IEI I I=I 11=1 11=1 11=1 I Ed 11=1 11=1 I IE -1 I lE III=I 11=I 11=1 I I=I I I=1 11=1 I I -I I I -I 11=1 I I-1 I I�rI
CONTRACTOR, SEE DETAIL) _ _ _ _ _ _ _ _ _ _ _ _ _ _1 III=1 I I=III=1 I I=III=III III=1 I =III=III=1 I I=1 I I=III=III=III=1 -III=III=I I I=1 i i=III=III=1 I I=1II=1 I I=111=III=I I 1=III=111'=n,, ENDWALL PER NCDOT STD. 838.80
_- I -III -I I I -I I I-1 I I -I I I -i I I -I I I-1 I I-1 I MI I I-III=III-III _ - - - - - - _ _ _ _ _ _ (SEE ETAIL ON SHEET SW -A3) -\
-= I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 i i=1 I I=1 11=1 11=1 11=1 I I =1 11=1 11=1 11=1 11=1 1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 -I 11=1 1=III=111=111=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I 'r I-
_ _ TIN
_ _ _ _ _ _ = 1=111III=III=III=1 -III=III=III=III=III=III=III=111,,2" COVER (II-III-III-III-IIIIII-III-III II III=11I=III=I -I I 1=III=I I 1=i 1 I=III=I i I=III=III=II=III EIII=III=III=III=III=III=III=III=III=I I '- _ _ ----------------------------------------
I - _ I I -III -III -I i I -III -III -III -I I I_I I I -I I i-1 I I -III -I III -III -III -III -III -III I11 111 r Ill- 11 Ill- 1=1 =1 11=1 11=I 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11= I -I
97 LF CLASS III 24"0 0 -RING RCP- ------- -------------- -------------------- - - - - =Aq C
4 FLOW --��
- - - - - - - - - - - - - - - - - - - - - - -
(ASTM C76 -LATEST) ® 1.039 - - - o 0
° d d ° 4 ° a ° °a ° ° °
A ° - -- -- - - -^ - °d d
- - - - - - - - - - - - - -. - - - - - - 9- = - = - - - - - - d 4 I
4 d
d° - - - - - - - - - - - °- - -
° d d 4 ° ° d d -zl
.�\ \\\ \2.0� (MIN /
\ \ 24 CLASS IIID -RING RCP,' //////////////////////////////////////////////////
\INV. = 846.00 \\ \\ \\ \\ \\ \\ \\\ \\\ \\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\\
THICK JpTINT / / / / / / / / //\/\/\/\/\/\/\/\/\/\/\/\/\ \ 5 FT. WIDE MINIMUM \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\x \\ \\ \\ \\ \\ \\\ \\\ \\\ \\\ \\\ \\\ \ \\\ \\\ \\\ \ \\\ \\\ \\\ \\ \\ \\ \\ \
`FILLER MATERIAL \ \\ \\ \\ \\ \\\ \\\ \\\ \\\ \\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\/\\/\\/\\/\\/\\/ \/ \/ \/ \/ \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ \/\/\/ /
A DOUBLE LAYER OF NON -WOVEN //\//\
(SEE BERM AND SOIL COMPACTION ///\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/\/\/\/\/\\/\\/\\/\\/\\ \ GEOTEXTI LE FABRIC SHALL BE PLACED \/\\/\\ \/�\
SPECIFICATIONS, DETAIL SHEET SW-A1)i\/\\/\\/\\/\\/\\/\\/\\/\\//\\//\\//\\//\\//\\//\\//\\//\//%\//\ AROUND EACH JOINT OF EACH 24"us O-RING RCP //\//i //i ,, CONCRETE CRADLE \
KEY TRENCH TO BE PROVIDED PER THE ` `����\\\ �\ �\ �\ �\ �� / BARREL IN 2' WIDE STRIPS CENTERED ON JOINT. (SEE DE AIL ON SHEET SW -A4)
CONTRACTOR SHALL FORM INVERT OF DIRECTION OF THE SITE GEOTECHNICAL ENGINEER
RISER STRUCTURE TO DRAIN POSITIVELY
TO INVERT OF OUTLET BARREL USING PERMANENT DAM CROSS SECTION
NON -SHRINK GROUT
N.T.S.
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE AND SHRINKAGE STEEL
REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY THE CONTRACTOR.
THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA THE HANDWHEEL WITH AN
INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5 -FT FROM THE RISER.
1.0"0 ORIFICE
INV. = 853.00
SIPHON W/ 2.25"0 DRILLED ORIF
INV. = 852
(SEE DETAIL SHEET SW-,
8" DIP DRAIN W/ TRASH RACK
(SEE DETAIL SHEET SW -A3;
25"
CONCRETE ANTI -FLOTATION I
CONTRACTOR SHALL FORM 1.. ,
RISER STRUCTURE TO DRAIN POSITIVELY
TO INVERT OF OUTLET BARREL USING
NON -SHRINK GROUT
8.00'
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0 -RING RCP
d- d[1 ° CONCRETE COLLAR
°. a d (TO BE CONSTRUCTED IN THE
1.50' 1.50' ° 5.00' 4 1'5� 1 FIELD E CNTRACTOR
SEE DETAIL)
-
d
„ °. ° °_.�- CONCRETE CRADLE
8 DIP DRAIN W/ TRASH RACK
(SEE: DETAIL SHEET SW -A3) d d ° .a a (SEE DETAIL ON
SHEET SW -A4)
0 d - - - - - - - - -
4°
8.00' 5.00' ° d 24"0 0 -RING RCP
d FLOW -�-
°
SIPHON W/ 2.25"0 DRILLED ORIFICE d °
4,1
INV.
852.00 --------
(SEE DETAIL SHEET SW -A3) °
4 a .
1.0"0 ORIFICE ° °
INV. = 853.00
4
.v
1.50' d 4 .Q ° . ° ° _
d
d a ° 1" THICK JOINT FILLER MATERIAL
° . d (TYP.)
° 4
8"0 PLUG VALVE. THE VALVE SHALL BE A M&H _j
STYLE 820 X -CENTRIC VALVE OR APPROVED EQUAL.
THIS VALVE SHALL BE IN ACCORDANCE WITH AWWA
C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF HANDWHEEL TO EXTEND
TOP OF OUTLET STRUCTURE VIA A HANDWHEEL. 1 -FOOT ABOVE TRASH RACK
CONTRACTOR SHALL PROVIDE STEPS IN
nnKITonrTOR SHALL PROVIDE STEPS IN ACCORDANCE WITH NCDOT STD. 840.66.
JCE WITH NCDOT STD. 840.66. STEPS SHALL BE PLACED AT 16" O.C. CONTRACTOR SHALL PROVIDE STEPS IN
ALL BE PLACED AT 16" O.C. (SEE DETAIL ON SHEET SW -A3) ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
IIIL ON SHEET SW -A3) TOP OF RISER EL. = 856.00 (SEE DETAIL ON SHEET SW -A3)
VALVE STEM GUIDE
(SEE NOTE #3)
a_
10.00'
12.58'
1.0"0 ORIFICE
INV. = 853.00
SIPHON W/ 2.25"0 DRILLED ORIFICE
INV. = 852.00
(SEE DETAIL SHEET SW -A3)
rA
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE 24"0
0 -RING RCP
CONCRETE COLLAR
4 d (TO BE CONSTRUCTED IN THE FIELD BY
° THE CONTRACTOR - SEE DETAIL)
o °
°
d
r------- - - - - - - - - -
a, ° 24"0 0 -RING RCP
4 FLOW -�
8" DIP DRAIN W/ TRASH RACK °
(SEE DETAIL SHEET SW -A3)
°
d
INVERT OUT EL. = 846.00 a - _ 4-
0.50' 4 .
° °
-f
° d
4 ° a
2.08'4 ° ° 4 d a d ° CONCRETE CRADLE
° .4 d d (SEE DETAIL ON
° ° 4 SHEET SW -A4)
CONCRETE ANTI -FLOTATION BLOCK °
1 " THICK JOINT FILLER MATERIAL
CONTRACTOR SHALL FORM INVERT OF RISER
STRUCTURE TO DRAIN POSITIVELY TO INVERT OF
OUTLET BARREL USING NON -SHRINK GROUT
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
7.0' 5.0' 3.0'
7.0'
1.0' (TYP.)
D
9.9 LF J
2"x2"x1/4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -81)
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE -
TO OUTSIDE OF
#4 REBAR)
3.625'
0.5'
ANCHOR
DEPTH
5.0'
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
.d d
° °
°
°
d
I 24" 0 -RING
RCP
°
CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4)
9.9 LF
2"x2"x1/4"
ANGLE
2.0'
�/- CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4)
FABRICATED HINGES FOR THE
2'x3' ACCESS HATCH. ACCESS
HATCH SHALL BE POSITIONED
OVER STEPS.
9.9 LF
2"x2"x1/4"
ANGLE
RISER TRASH RACK DETAIL
N.T.S.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
4" 3.8' 4"
(CENTER TO (CENTER TO (CENTER
CENTER) CENTER) CENTEF
ANTI -FLOTATION
BLOCK
1.0'
/ 24" CLASS III
O-RING RCP
/ INVERT EL. 845.00
SPILLWAY FILTER
(SEE DETAIL
SHEET SW -A3)
0.7'
2.0'
(TYP)
NOTES:
1. ALL REBAR TO E E #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED
WITH AN EPDXY COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE
REBAR TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED
ONTO THE RISE I WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH
FOUR 4"x1/4" CONCRETE ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR
CONCRETE COLR.
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER.
3" ANCHOR DEPTH
1' DEPTH
PRECAST
STRUCTURE WALL
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
#4 REBAR ANCHORS.---/ - - - -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING ° 24" 0 -RING
EPDXY GROUT RCP
5.5" CENTER TO
T4 JCENTER
° 6" ANCHOR DEPTH
4
d4 a
d
#4 REBAR ANCHORS.
3" CLEARANCE CONTRACTOR SHALL DRILL
TO OUTSIDE OF INTO PRECAST BASE AND SET
#4 REBAR) ANCHORS USING EPDXY GROUT
CONCRETE COLLAR DETAIL
N.T.S.
SIDE VIEW
J
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
RYN17010-SWA
CHECKED BY
JAA
DRAWN BY
d
SCALE
N.T.S.
DATE
z�00
SHEET
4
Uj
r4Uj
W
Q
OC
z
Q
°
a
Uj
Q
�z-U
o0�=
d
4
0
U0z
4" 3.8' 4"
(CENTER TO (CENTER TO (CENTER
CENTER) CENTER) CENTEF
ANTI -FLOTATION
BLOCK
1.0'
/ 24" CLASS III
O-RING RCP
/ INVERT EL. 845.00
SPILLWAY FILTER
(SEE DETAIL
SHEET SW -A3)
0.7'
2.0'
(TYP)
NOTES:
1. ALL REBAR TO E E #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED
WITH AN EPDXY COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE
REBAR TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED
ONTO THE RISE I WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH
FOUR 4"x1/4" CONCRETE ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR
CONCRETE COLR.
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER.
3" ANCHOR DEPTH
1' DEPTH
PRECAST
STRUCTURE WALL
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
#4 REBAR ANCHORS.---/ - - - -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING ° 24" 0 -RING
EPDXY GROUT RCP
5.5" CENTER TO
T4 JCENTER
° 6" ANCHOR DEPTH
4
d4 a
d
#4 REBAR ANCHORS.
3" CLEARANCE CONTRACTOR SHALL DRILL
TO OUTSIDE OF INTO PRECAST BASE AND SET
#4 REBAR) ANCHORS USING EPDXY GROUT
CONCRETE COLLAR DETAIL
N.T.S.
SIDE VIEW
J
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
�N CAR04�'�'%
9. i 2
o •FESS%
_ SEAL _
33782
'ygAt A.
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWA
CHECKED BY
JAA
DRAWN BY
V
SCALE
N.T.S.
DATE
z�00
SHEET
Uj
r4Uj
W
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OC
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U0z
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W
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V
z
o
O
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�N CAR04�'�'%
9. i 2
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_ SEAL _
33782
'ygAt A.
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWA
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
N.T.S.
DATE
11. 26. 2018
SHEET
CONCRETE ANTI -FLOTATION
BLOCK
STORMWATER CONTROL
MEASURE 'A' DETAILS
SWmA
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION

z
J
L
Y
ct
0
m
0
#6 REBAR
PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
18" (TYP.)
2.03'
2 LF
8"0 DIP
a u
° 4
a
a
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST °
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT 0.86'
(CENTER TO CENTER)
V
4" x 4" 6/6 WELDED WIRE--,
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
° ��-8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 1820
X -CENTRIC VALVE OR
° ENGINEER APPROVED EQUAL.
a THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-517, AND SHALL BE
d� a OPERABLE FROM TOP OF
2.00'
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER FRAME
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
8"0 EMERGENCY DIP DRAIN TRASHRACK DETAILS
NOTES:
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL. NO
MORE THAN 5 -FT FROM THE RISER.
1" THICK JOINT
FILER; MATERIAL
° a
d. 4 d Q a
4 d d
® 4
a a'
4 Q. fid.
24"0 0 -RING RCP
FLOW
Q
d
N.T.S.
J
a
NOTES:
INSTALL ALL STEPS PROTRUDING 4 FROM INSIDE FACE OF STRUCTURE WALL.
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE
CONTRACTOR HAS FURNISHED
Z
O
Q
°
a
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR
�a.
Q 3
77�pp
MIN./MAX.
MIN./MAX.
"pC(DU
°
PIPE DIA.
BAR
a
U_ _j � Z
rmiZ -I= D
D (FT.)
W1
W2
0 co
Occz -
F,=
@ 8"
1'
d
°
a
a
1
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M&H STYLE 1820
X -CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C-517, AND
SHALL BE OPERABLE FROM
TOP OF OUTLET STRUCTURE
M n VIA A HANDWHEEL.
CONCRETE COLLAR
(SEE DETAIL
SHEET SW -A2)
- 2 LF 8"0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
24"0 0 -RING RCP
FLOW -�
a
d d
p
d
Q
THICK
1" THICK JOINT FILLER MATERIAL
FILLER MATERIAL CONCRETE ANTI -FLOTATION/
TOP VIEW BLOCK SIDE VIEW
CONCRETE _/
ANTI -FLOTATION
BLOCK
RISER BARREL/CRADLE CONNECTION DETAIL
N.T.S.
4" PVC CAF
SCREW TYPE
TOP EL. = 853.00
INVERT THROUGH RISER EL. = 852.00
BOTTOM EL. = 851.50
4" PVC CAP WITH
2.25"0 DRILLED ORIFICE
SIPHON OUTLET DETAIL
N.T.S.
RISER OUTLET STRUCTURE
L'
4 d
4"0 PVC SIPHON
INVERT EL. = 852.00 (NWSE)
vm
NOTES:
INSTALL ALL STEPS PROTRUDING 4 FROM INSIDE FACE OF STRUCTURE WALL.
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE
CONTRACTOR HAS FURNISHED
Z
O
Q
H ' Z
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR
THE USE OF SUCH STEPS.
Q 3
77�pp
MIN./MAX.
MIN./MAX.
"pC(DU
F- O Cn
PIPE DIA.
BAR
SIZE
U_ _j � Z
rmiZ -I= D
D (FT.)
W1
W2
0 co
Occz -
?�1Z>m
@ 8"
1'
2.00/3.75
¢V��►�+
=C/15O
"n
1
1.25
#5
F-= Zw
:a" a r-
c�G)O"
-
1.25/2.00
m
C/3 LL 0 _j
".<
p0CD CC
1.50
#5
@ B"
1.25/2.00
3.00/4.25
(/y •
r„i"
-� tl�"j
6.50/6.75
d �
r w
O
z
I
4.00/4.75
�
4.00/4.25
7.50/8.25
2.5
#5
1.' 1. -
PLAN
SIDE
2.00/3.00
4.50/5.50
10.00/11.50
3.0
ELEVATION
@ 8"
3.00/3.50
PLAN SIDE
2.75/3.50
-
11.50/11.75
3.5
ELEVATION
@ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5
@ B"
8"
6.5017.00
3.25/3.50
N
13.00/13.25
4.5
#5
@ 8"
0.
0
-4
3.25/4.00
141t
13.50/15.75
Uj
w H
Z 1
> G7
1 ° CAST IRON
4.50/5.00
CAST IRON
z N
L7 =
ELEVATION
ELEVATION
#5
LU
cc
M�
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
Z
1g°
@ 8"
4.50/5.00
p ci
D#6
7.75/9.
- BAR OR
w
v
-�'
#6 BAR
GALV D.
o
z
JAW
:~/�
_1
T�a
LTJ
M�
z
CA
POLYPROPYLENE
J N
4 .,1
PLAN SIDE PLASTIC
ELEVATION
SIDE
ELEVATION
c7
w
N
�-
: �� COMPOSITE
PLAN
7/ n
REINFORCING STEEL
12"
ELEVATION
#3 DEFORMED
12
NOTE:
DO NOT USE IN
STEEL ROD
SECTION A -A
ELEVATION
SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SHEET 1 OF 1
840.66
840.66
'a m
z
M 0
Znr
M
Cl)
=
N (n
D
= O z
C=ZD
-400 v
N M
'q vM
-UM>
m M z
Z �
�aQ
Cj) r
m r
838.80
W1 FT.)
r I
1 I 1-0"
PLAN
CA
MAINTENANCE ACCESS STEPS
N.T.S.
z
0�
H �
NOTES: Q 3 .
D 6" cjo
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING H
STANDARDS: 8II1,8 838.11, 838.21, 838.27, 838.33, 0 J a :r
838.39, 838.51, 838.57, 838.63 AND 838.69. O lx 07 =
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY w << LL:r
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 638. ,~S V = H
USE 4000 PSI CONCRETE. F- S ~ Z w
- * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 � O O 0 a
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
O I TO ASTM A185 WITH 2" MIN. CLEARANCE. Z H
H2 * PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH H
OSHA STANDARD 1926.704. , W
H1 I PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY C)
CONTRACTOR
ALL ELEMENT PRECAST TO MEET ASTM C913.
WELDED WIREFABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG A3 THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL ORNERS 1" OR HAVE A RADIUS OF 1".
B" O.C.(TYP.)
REFER TO CHART W
FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS �Y
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
SIDE TO INCREASE THIS BAR SIZE AS NEEDED. LL Q
H Z
OUTLET ENDWALL DETAILS
N.T.S.
25 14.75(16.75
Q W a
cc o W a
0 LU cm
F- =
h
� V �
Q Z H
O
47 N
= H
cn Cl) w
CD J 'd► Ly'
Z
w W i
0
LL
J
s
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
ENDWALL DIMENSIONS
V
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR
SIZE
H1 (FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5
@ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.0013.75
5.50/6.00
1.25
#5
@ 8"
1.2512.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5
@ B"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5
@ 8"
2.5013.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5
@ 8"
3.00/3.50
5.0016.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5
@ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5
@ B"
3.50/4.50
6.5017.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5
@ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5
@ 8"
4.50/5.00
7.0018.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5
@ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ 8"
4.50/5.00
7.50/8.50
3.2514.00
7.75/9.
OUTLET ENDWALL DETAILS
N.T.S.
25 14.75(16.75
Q W a
cc o W a
0 LU cm
F- =
h
� V �
Q Z H
O
47 N
= H
cn Cl) w
CD J 'd► Ly'
Z
w W i
0
LL
J
s
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
SHEET 1 OF 1
1838.80 FILENAME RYN17010-SWA
CHECKED BY IAA
DRAWN BY JSM
SCALE N.T.S.
DATE 11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'A' DETAILS
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION
V
Q00
00
W
N
W
3
Q
Q
DC
z
Q
N
O
-
LU
Q
z
U
_
O
O
S
o
X00
r
W
Q
z
W
O
U
REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
SHEET 1 OF 1
1838.80 FILENAME RYN17010-SWA
CHECKED BY IAA
DRAWN BY JSM
SCALE N.T.S.
DATE 11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'A' DETAILS
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION

NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUIVALENT
ENDW/
NCDOT STD.
24"0 0–RING RCP
A}
12'
PLAN
NCDOT CLASS "B" RIPRAP
121 x 6'W x 22" THICK
JA
FILTER BLANKET
(SEE NOTE)
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N-12 OR
APPROVED EQUIVALENT)
24"0 0–RING RCP
ENDWALL PER
NCDOT STD. 838.80
SECTION A -A
NOTE:
1. AS AN ALTERNATE TO A CONCRETE CRADLE UNDER THE BARREL PIPE (THIS DETAIL), THE CONTRACTOR
MAY CHOOSE TO ELIMINATE THE CONCRETE CRADLE AND USE COMPACTED BACKFILL IF THE ON-SITE
GEOTECHNICAL ENGINEER WILL PROVIDE A NC PE SEALED LETTER CERTIFYING THAT THE COMPACTION
UNDER, AROUND, AND ABOVE THE BARREL MEETS THE SPECIFICATIONS OF THE EMBANKMENT
COMPACTION REQUIREMENTS AND MOISTURE CONTENT. THIS CERTIFICATION LETTER MUST BE
SUBMITTED TO THE DESIGN ENGINEER BEFORE AS -BUILT CERTIFICATION OF THE FACILITY. THIS SEPARATE
CERTIFICATION MUST BE SPECIFIC TO THE BARREL PIPE FOR THE FACILITY, AND MUST CLEARLY STATE THAT
ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM AND SOIL
COMPACTION SPECIFICATIONS STATED ON SHEET SW -A1. THIS CERTIFICATION IS TO INCLUDE REFERENCE
TO BOTH MATERIAL AND COMPACTION, AND MUST STATE THAT ALL MATERIALS UNDER, AROUND, AND
ABOVE THE BARREL HAVE BEEN COMPACTED PER THE BERM MATERIAL SPECIFICATIONS (AT LEAST 95% OF
MAXIMUM DRY DENSITY USING ASTM D698 STANDARD PROCTOR) WITH NO VOID SPACES PRESENT. THE
CONTRACTORS INTENT TO UTILIZE THIS ALTERNATIVE MUST BE STATED PRIOR TO CONSTRUCTION TAKING
PLACE. THIS CONTRACTORS CERTIFICATION MUST BE PRESENTED TO THE DESIGN ENGINEER BEFORE AN
AS -BUILT CERTIFICATION CAN BE ISSUED FOR THIS FACILITY.
BARREL PIPE FLOWABLE FILL CRADLE
CONSTRUCTION SEQUENCE
1. CONSTRUCT FORMWORK FOR FLOWABLE FILL CRADLE ON EXISTING GRADE.
2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS.
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2 -FT WIDE
STRIPS OF FABRIC AT THIS STEP.
T22" LAYER OF 4. PLACE PLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW PLOWABLE
CLASS B" RIPRAP FILL TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
4 FILTER BLANKET PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT
(VERTICALLY) PER DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON-SITE GEOTECHNICAL
ENGINEER. ANY DEVIATION FROM THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS ELIMINATED, THEN A LETTER FROM AN NC PE
CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM
MATERIAL SPECIFICATIONS STATED ON SHEET SW -A1 IS REQUIRED.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS
USED IN THE VICINITY OF THE BARREL PIPE.
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 811 LIFTS WHEN
CONDUCTED BY MACHINE. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24110 RCP BEFORE DRIVING
OVER WITH HEAVY EQUIPMENT.
ENDWALL PER NCDOT STD. 00�
838.80
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE
AND GALVANIZED HARDWARE CLOTH ON
UPSTREAM SIDE (Y4" MAXIMUM OPENINGS)
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
McADAMS___..�.
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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McADAMS___..�.
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWA
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
N.T.S.
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'A' DETAILS
SW -A4

STORMWATER CONTROL MEASURE 'A' LANDSCAPE SPECIFICATIONS
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW LAND
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS
ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
APRIL 15 - JUNE 30 BERMUDAGRASS 25 LBS/AC
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER FOLLOWING RECOMMENDATIONS OF SOIL TESTS OR APPLY 3,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 500 LB/AC
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/AC NITROGEN. REPEAT AS GROWTH CONTINUES. MAY BE MOWED ONLY ONCE PER YEAR.
SEEDING NOTES
USE BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
PLANTING INSTRUCTIONS
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOILAMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -
DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECTTO USE THE PERMANENT SEEDING SCHEDULE.
II
PLANTING TECHNIQUES I
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT. \
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD. \
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION. /
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE \
SCARIFIED PRIOR TO PLANT INSTALLATION. I
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL. l
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR \
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING I
FINAL LAYER OF BACKFILL. I
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF
MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER. I
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
I
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE)
AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE. I
WATER /
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
I I
I /
I /
I I
=867.00
BW= 8
I / =860.00
=859.0
k /
I I
I l II
100' STREAM BUFFER (TYP.)
ISTORMWATER CONTROL MEASURE
MAINTENANCE/ACCESS EASEMENT
i
%/I III 1111 I I I I IIII I I I I I I I
I 11 I II 1, 11 11 I II I I I I S I I S / /
I 1 II I I I I II I I I
I I 11 I I I I I I IIII (IIIIIIII 11\ I
I I I I I I I I IIII 1 1 VA �/
STORMWATER CONTROL MEASURE W LANDSCAPE PLAN
1" = 20'
ASPHALT
GREENWAY
/
GRAPHIC SCALE
0 10 20 40
1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
(vI�I
V �
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W
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LU
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392 Al ASCLEPIAS INCARNATE
SWAMP MILKWEED
z
4 -INCH CONTAINER
24" O.C.
DC
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JOE PYE WEED
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187 IV IRIS VIRGINIANA
BLUE FLAG IRIS
4 -INCH CONTAINER
24" O.C.
231 PC PONTEDERIA CORDATA
PICKERELWEED
++++
+ + +
4 -INCH CONTAINER
24" O.C.
189 ST SCHOENOPLECTUS
SOFT -STEM BULRUSH
(QD
4 -INCH CONTAINER
24" O.C.
TABERNAEMONTANI
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS
ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
APRIL 15 - JUNE 30 BERMUDAGRASS 25 LBS/AC
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER FOLLOWING RECOMMENDATIONS OF SOIL TESTS OR APPLY 3,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 500 LB/AC
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/AC NITROGEN. REPEAT AS GROWTH CONTINUES. MAY BE MOWED ONLY ONCE PER YEAR.
SEEDING NOTES
USE BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
PLANTING INSTRUCTIONS
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOILAMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -
DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECTTO USE THE PERMANENT SEEDING SCHEDULE.
II
PLANTING TECHNIQUES I
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT. \
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD. \
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION. /
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE \
SCARIFIED PRIOR TO PLANT INSTALLATION. I
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL. l
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR \
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING I
FINAL LAYER OF BACKFILL. I
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF
MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER. I
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
I
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE)
AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE. I
WATER /
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
I I
I /
I /
I I
=867.00
BW= 8
I / =860.00
=859.0
k /
I I
I l II
100' STREAM BUFFER (TYP.)
ISTORMWATER CONTROL MEASURE
MAINTENANCE/ACCESS EASEMENT
i
%/I III 1111 I I I I IIII I I I I I I I
I 11 I II 1, 11 11 I II I I I I S I I S / /
I 1 II I I I I II I I I
I I 11 I I I I I I IIII (IIIIIIII 11\ I
I I I I I I I I IIII 1 1 VA �/
STORMWATER CONTROL MEASURE W LANDSCAPE PLAN
1" = 20'
ASPHALT
GREENWAY
/
GRAPHIC SCALE
0 10 20 40
1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWA
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
1" = 20'
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'A'
LANDSCAPE PLAN
SW -ALS

STORMWATER CONTROL MEASURE '6' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE
BROUGHT TO THE DESIGN ENGINEER'S ATTENTION IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE
ON-SITE GEOTECHNICAL ENGINEER THAT THE PROJECT WAS CONSTRUCTED PER THE
APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE
WITH THE ON-SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH
THAT THE ON-SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER
MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND SPECIFICATIONS SHOWN IN
THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND
SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON-SITE
GEOTECHNICAL ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN
ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN DRAWINGS,
INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT
PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY
BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT
FACILITY MAY BE USED AS A SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF
SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE
BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT
OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF THE INTERIOR FINE
GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL BE
CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO
THE PERMANENT 8"0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION
CONTROL INSPECTOR APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE
CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER (OR
SKIMMER) AND CLEAN-OUT THE BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE
DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN
AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES
REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING
SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE THE CONTRACTOR SHALL REQUEST AN
ON-SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE
STORMWATER MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS
THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT
APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR
SHALL PLANT THE PROPOSED STORMWATER MANAGEMENT FACILITY PLANTS
SHOWN ON THE LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF
THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE
ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE
APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL
LAYER ALONG THE FOREBAY BERM IN THE PROPOSED WET POND AFTER
CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LANDSCAPE
PROFESSIONAL FOR THE WETLAND PLANTINGS, THEN THE CONTRACTOR SHALL AMEND
THE PLANTING AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON
THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN)
HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION,
THE CONTRACTOR SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO
PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH
SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED
TOPSOIL SHALL BE AMENDED, AS DIRECTED BY A LANDSCAPE PROFESSIONAL, PRIOR TO
INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS
(E.G. - EMBANKMENT SUB GRADE, INTERIOR PORTIONS OF THE STORMWATER
FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL,
OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL
OF WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY SITE. DURING
PLACEMENT OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER
LEVEL BELOW THE BOTTOM OF THE EXCAVATION / CONSTRUCTION AREAS. THE
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE
SITE (I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN APPROVED EROSION
CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER
APPROVED EQUIVALENT, PRIOR TO DISCHARGE).
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION
OF THE FRONT FACE OF THE RETAINING WALL AT THE BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION
DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED
PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW
MATERIAL OR PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH
CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL
DESIGNER THAT READILY AVAILABLE ON-SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY
FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE
EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING
WALL CONSTRUCTION DRAWINGS.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY
BORROW / FILL AREAS AND VERIFY THEIR SUITABILITY FOR USE WITHIN THE DAM
EMBANKMENT. ALSO, THE ON-SITE GEOTECHNICAL ENGINEER SHALL PERFORM
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT
OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED
DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM
BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE FILL
MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6",
AND FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE
SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND
CL.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT
(UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE
MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL
PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE STRUCTURES
SHALL BE PLACED IN 4 -INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE
SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO
AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE
FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT
OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY
THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE
PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED
USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE,
NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS
ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE
ON-SITE GEOTECHNICAL ENGINEER, THAT THE GEOTECHNICAL ASPECTS OF THE
FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THESE REPORTS AND CERTIFICATION
WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS
STORMWATER FACILITY. THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY
TO COORDINATE TESTING AND OBSERVATION WITH THE ON-SITE GEOTECHNICAL
ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE
RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION.
THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET
OF AREA FOR EVERY LIFT OF FILL OR AS RECOMMENDED BY THE ON-SITE
GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24"0 RCP OUTLET BARREL AT A FREQUENCY OF
ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE
ON-SITE GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT
FACILITIES SHALL BE THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED
OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN
"APPROVAL TO CONSTRUCT" FROM THE TOWN OF TROUTMAN AND ALL OTHER NECESSARY PERMITS
FROM APPLICABLE AGENCIES (E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION
CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL
MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE
APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO
ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED
WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS
AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A
SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT
IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO
EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH UNTIL APPROVAL OF THE DAM
SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT.
THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE
CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE
A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN
ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON
ON-SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON-SITE GEOTECHNICAL ENGINEER
MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON-SITE
GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR FUTURE AS -BUILT
SUBMITTALS TO THE TOWN OF TROUTMAN.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS."
THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY
THE ON-SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT
THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG
THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL
ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL
FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL,
SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3"
TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE
ON-SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT
TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK
SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R.
McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8"
THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL
ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE
EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE
IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE
CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF
CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM
JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE
CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND
CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE
CRADLE, THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK
FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT.
THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
10, INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE
LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN
COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
AGENCIES.
11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -134.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN
"BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE
REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL
WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND
COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4 -INCH
LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE
ON-SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER
SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT
INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS
REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE
SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL
APPROVAL FROM THE TOWN OF TROUTMAN, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX
AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND
IS ISSUED FROM THE TOWN OF TROUTMAN.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76 -LATEST. THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKETJOINTS
MEETING ASTM C -443 -LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4'X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL
BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN
ENGINEER FOR REVIEW, SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E.
REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY
THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE
PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD.
840.66. PLEASE REFER TO SHEET SW -B2 FOR LOCATION OF THE RISER STEPS.
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX
DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT
WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE
CONTRACTOR MAY OPT TO CAST -IN-PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO
CONSTRUCTING THE CAST -IN-PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE
ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST
RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 28,547 LBS. THE STRUCTURE WEIGHT SHALL BE
THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK
OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP
DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN-PLACE THE
ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE
IS EQUAL TO THE MINIMUM LISTED ABOVE,
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO
ASTM -C990 -LATEST. IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER
BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE
INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
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 PROVIDED WITHIN THE TRASH RACK
(SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL
ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS HATCH SHALL
LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5%- 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO
BE ABOVE 85'F OR BELOW 40°F. CAST -IN-PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A
MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 24"0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER
APPROVED EQUAL (NON -WOVEN FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H
STYLE 1820 X -CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517,
AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HAND WHEEL (SEE DETAIL SHEET
SW -63). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP
FOR OPERATION OF THE 8"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING
THE WRENCH TO THE TRASH RACK.
TW=1 71.75
LL_j_'848.00
II
I I I I I I I
868. 5 /
W=84.0
TW 71.
B 048. 5 // /_- N E=841 00 T-
/ PRECAST RISER OUTLET STRUCTURESHAPE = SQUARE
/
3. / // / I I / INTERNAL DIMENSIONS = 4 FT. x 4 FT. / \
SLOpE l l 3� I / I TOP OF RISER = 845.00
Stop I I I I / 1.0"0 ORIFICE = 842.00
00 q ry /^ E / / 1 I I I / 2.25"0 ORIFICE (INVERTED SIPHON) = 841.00
/ d o / \ INVERT OUT (24"0 O-RING RCP) 836.00CO
\
(SEE DETAIL ON SHEET SW -B2) \
�/CO
/
/ 74 LF 24"0 CLASS III
MAIN POOL I I / / I O-RING RCP ® 2.70%
W/ CONCRETE CRADLE \
\
(JOINTS WRAPPED IN \ I I \
J I GEOTEXTILE FABRIC)
ENDWALL PER II I
NCDOT STD. 838.80
INV. OUT (24"0 RCP) = 834.00 I
CONTRACTOR SHALL LINE OUTLET
Q/ / // / / / / / / / / CHANNEL WITH NCDOT CLASS 'B' RIPRAP.
i
i /' // // v / v� / / I / / THERE SHALL BE NO DISTURBANCE TO
I / i / / / / / // / // ANY EXISTING CHANNEL BANk. A FILTER
BLANKET SHOULD BE INSTALLED BETWEEN
RIPRAP & SOIL FOUNDATION. FILTER
VELOCITY DISSIPATOR / BLANKET SHALL CONSIST OF A MINIMUM
NCDOT CLASS B RIPRAP -
/ / / � � � " � / / / I 4" THICK LAYER OF NCDOT #57 STONE
�
12 L X 6 W X 22 THICK UNDERDRAIN WITH MIRAFI FILTER WEAVE
/ 1 / / / / /o / / / D50 = 8" I / I 700 OR APPROVED EQUIVALENT.
(SEE DETAIL SHEET SW -B4)00
/ =870.00 6 -FT AQUATIC SHELF I / //
/ /BW=847.00 i / / / ( 3' /4� �6 of FROM EL. 840.50 TO 841.50 I /
S4 pp Cb o ® 6:1 SLOPE (TO BE INSTALLED I /
�a * > AROUND SWMF PERIMETER)
RETAINING WALL / / / 4 7
(TYP.) (DESIGN
I T �
BY OTHERS)
\
CO/ /
/ / / � /TOP OF BANK (EYP.)
\ i I � / �/
STORMWATER CONTROL MEASURE
MAINTENANCE ACCESS EASEMENT
/
v8�0/ I
l l / A 8A7 AjOQ
/
40' TEMPORARY
SEWER EASEMENT
77� / / / - \/ /
INV = 841.00 / / I OQ / \ / / / �� \ / \ / SEWER EASEMENT
\ I SEDIMENT
FOREBAY
T
,\
1 /
I V
EBAY wEIR
FOR PI LWAY
s L
/ CREST = 9 LF
=8 7.0 / / / / / / / ' TOP F RIP RAP
T
LINERNCDOT CLASS B" RIPRAP
15" MIN. DEPTH (D50 = 8")
NOTE: A FILTER BLANKET IS TO BE
INSTALLED BETWEEN THE RIP RAP AND SOIL
FOUNDATION. THE FILTER BLANKET WILL
CONSIST OF A MINIMUM 4" THICK LAYER OF
/ I 6 / / I STONE (#57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUIVALENT
/ \ 38
� 42 FOREBAY BERM EL. = 841\00
l 844 / / / / / / / / / // MINIMUM WIDTH = 5 FT
TO BE COMPACTED
4 / / / / / / /`� /PER "BERM AND SOIL
8COMPACTION SPECIFICATIONS'
4
\ � 850 100' STREAM BUFFER (TYP.) -� � �\ � / / I / / / / / /' / / \ Ap
I
10'
ASPHALT
GREENWAY
GRAPHIC SCALE
0 10 20 40
/� -- - 1 inch = 20 ft.
STORMWATER CONTROL MEASURE W PLAN VIEW
1" = 20'
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
(vI�I
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWB
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
1" = 20'
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE'S' PLAN VIEW
SW -B1

APPROXIMATE
LOCATION OF NOTES:
� EXISTING GROUND
\ 1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) THE DAM EMBANKMENT
ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED
\ COMPACTED BERM SECTION FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2- TO 3 -INCHES OF
10 FT. WIDE MINIMUM THE BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOP OF HANDWHEEL TO EXTEND (SEE BERM AND SOIL COMPACTION TOPSOIL DEPTH SHALL RANG FROM 3- TO 4 -INCHES ON THE DAM EMBANKMENT.
TOP OF DAM EL. = 847.00 1 -FOOT ABOVE TRASH RACK - - - - - - � SPECIFICATIONS ON SHEET SW -B1
PROPOSED GRADE _ -_ - - -
100 -YEAR STORM EL. = 845.63 TRASH RACK _- I=III=1 i t=1 I I=1 I=I I I=I 11=I I I=i I I=I I I=1 I M I Il' TrT
10 -YEAR STORM EL = 845.04 (SEE DETAIL) I=III=III-� I=III= III=I 1=III=III=III I I I II I II 11I I IIIA 11h1 i� VELOCITY DISSIPATOR
TOP OF RISER EL. = 845.00 _ I=I I I=I I I=I I I=I I I=1 I I=1 I I=1 I=I I I=1 I IE 1 I I=1 I I=1 I=_=_= ____-�, NCDOT CLAS 'B' RIPRAP
1.0"0 ORIFICE _ _
INV. = 842.00 =1 I I=III=1 I I=1 I =1 I I=III=III=III I I=1 I I=1 I I=III=1 I I=1 I I=1 I ={ I I=III-III-III-I MINIMUM DIMENSIONS
2 -YEAR STORM EL. = 843.62 INW. (SEE DETAIL SHEET SW -B4) 3 _ 3 12'L X 6'W 22" THICK
_- I I I=1 I I=III=I I I=I I I=I I I=111=III=III=1 1=III=III=III=III=III=III=III=III-{II-III-III-III I� D50 = 6"
SIPHON W/ 2.2!5"0 DRILLED ORIFICE 1 �- _ _ _ -� 1
INV. = 841.00 = 1=III=III I I=III=1 I I=III=III=III=III=III=III III=III=III=III=III=III=III=III=� i -II{ -III -Ili �-III=m= TO BE LINED WITH GEOTEXTILE
(SEE DETAIL SHEET SW -B3) _- I=III=III=III=III I I=1 I I=I I I=I I I=I 11=I I I=1 I I=III=1 I=I I I=I 11=1 I I=II1=1 I I=I 11=1 I I=I 11=I I I=I 11=1II 1=1 I I=I I I=I I I� I FABRIC OR EQUIVALENT
WQV STORM EL. = 841.98 CONCRETE col_u�R = 1=III=III=III=III=III=III I I=III=III=II1=1 I Ed I I=1II=III III III=III=1II=1I1=1 I I=III=1 I I=II=III=III �=III=I I I=I I I=III=1�1�,, (SEE DETAIL SH ET SW -B4)
NORMAL WATER SURFACE EL. (IvwsE) = 841.00 0 (To BE CONSTRUCTED IN _-_= 1=III=III=III=III=III=III=III=III I I=1 I I=III=1 I I=III=III-II15.0j (MIN) I I -I I I -I I I -I I I -I I I -I I I -III -III -III -III k -III -III -III -III -III -I I I_� (1�
THE FIELD BY THE _ = I I=III=III=III=III=III=III=III=III =III=III = I I=III=III=III=III=III=I i I I I=III=1 I I=1 I I=III=III=III=III=III=III = III=III=Ili=III=III=III=III=III �R ►� ENDWALL PER NCDOTSTD. 838.80
CONTRACTOR, SE DETAIL) (SEE DETAIL ON HEET SW -B3)
111=1 I I=1 11=1 I I=1 11=1 I I=111=III=1 11=1 11=1 11=1 I I=1 11=1 11=i I I 11=1 11=1 11=1 11=1 11=1 11=1 1=1 11=1 11=1 I I=1 11=1 I i=1 11=1 11=1 11=1 I I- 1= 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=mom -
=1 11=1 11=1 11=1 11=1 I I=I 11=I 11=1 11=1 11=1 11=1 11=I I I-1 11=1 11=1 11-I 11=1 I I i 1=1 I I -I 11=1 11=1 11=1 I I I i 1=1 11=1 11=1 I I -I 11=1 11=1 11=1 I I -III I_I 11=1 11=1 I I-{ 11=1 I I_I 11=1 11=1 I I -I 11=1 I I -III -I I I�
"--- -_ __-__ =1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I 11=1 11=1 11=1 11=1 11=1 1=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I- 1=1 11=1 11=1 11=1 I I=1 11=1 I I_I I -III -I I i=1 I I -I 11=1 I I -I 11=1 ITS_
12 COVER (MIN.) _ -III-III-III-III-III-III-III 111 =
-- 1�11_L_ _- I I-III-III-III-III=III=III-III-� I=III=III=III=III=III=III I I=III=III=III=III III=III=I I I=1 I I=III=III=III=III- �=III=III=III=III=III=111=III=1 I I=1 I I=III=III=III=1 I I=1 I I=III=1 Ili
-- I =1 1=III=1 I {=III=I I i=1 I I=I 11=III- �=III-I 11-I 11-I 1 I -III -1 { 1-1 11-I I I-1 I I -I I I -I I I -I I I=I I I=III=1 11=III=III= I-= _ --
------ --------------- (------>------------------------_--__ = = = _ - _ _ - -11=III=III=III=III=III=III=III=III=III=1 III
o FLOW -- 74 LF CLASS III 24"0 0 -RING RCP ASTM C76 -LATEST ®2.70 - - - - - - -
d- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - O
24"0 RCP INV. OUT EL. = 836.00 ° . ' ' d 4 ° ° d d
d ----a = -- ---d
- --=� ° -- �------�4=-----'-d-------- �_°d o 0 0 0
/ \ \ \ \ \ \ \ \ \ \ \ \ \7-\777-7----
//\// \ \ \ 24"0 CLASS III 0 -RING RCP\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/// 2.0' (MIN °. ° d 4 0 0 0
\/ /\ \ \\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ I III
\ \ \ \ \ \ \ \ \ \ \ \ \INV. 836.00 \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\/\\/\\/\\/\\/\\/\\ /\\/\ d/ /
\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ 1 THICK PpINT \\ \\ \\ \\ \\ \\ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \\ \\ \\ \\\/\//\
'i / // // // // // // // // // // / // // // // // // // // // / „
CONCRETE i�/ / / / / / / / / / ,/ ,/ ,/ ,/ // // // // // // // // // // // // // // // // // // // // // /\/\/\/\/\/\/\/\//\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ /\/\/\/\/\/\/\/\/\ \ \\ \\ \\ \\ \\ \ \\ \\ \\ \\ \\ \\ \\ \\ \ \\ \\ \\ \\ \ 24 CLASS III
- CK\�\\�\/\\�\\�\\�\\,\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \ \ \ \ \ \ \ \ \ \ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\�\//�\//�//�//�/\/\/\ \/\/\/\/\/ /\/\/\/\ \/\/\/\/\/O-RING RCP
ANTI FLOTATION BLOCK \ \ \ �\ i\ /� /� /�//� //\ //%//\//\//\//\//\//\//\//\//\/i�/i�/i�/i�/i�/i�/i�/i�/i�/i�/i�/i�//\ / \\\\// // // // // // // // // // // // // //
\\\i\\\ \\ \\ \\ \\i\\i\\
TRENCH (SEE BERM AND SOIL COMPACTION\\\\\\\\\\\\\\\\�\\\\�\\\\\\\\\\\\\\\\�\\/\ GEOE DOUBLE ILE LAYER OF
° SHALL BE PLACED /� i 0 CRETE CRADLE /\\/\\/\\ \ \ \ \ \\ INVERT EL. = 834.00
8"0 EMERGENCY DIP DRAIN CONTRACTOR SHALL FORM INVERT OF SPECIFICATIONS, DETAIL SHEET SW -B1) " SPILLWAY FILTER
WITH TRASH RACK RISER STRUCTURE: TO DRAIN POSITIVELY AROUND EACH JOINT OF EACH 24"0 O-RING RCP (SEE DETAIL ON SHEET SW -B4)
(SEE DETAIL SHEET SW -B3) TO INVERT OF OUTLET BARREL USING KEY TRENCH TO BE PROVIDED PER THE SEE DETAIL
NON -SHRINK GROUT DIRECTION OF THE SITE GEOTECHNICAL ENGINEER PERMANENT DAM CROSS SECTION BARREL IN 2' WIDE STRIPS CENTERED ON JOINT. (
N.T.S. SHEET SW -B4)
J"0 GRADE 8
STAINLESS STEEL
° CONCRETE LAG
SCREW
0
12" X 4" X J"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE AND SHRINKAGE STEEL
REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY THE CONTRACTOR.
THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA THE HANDWHEEL WITH AN
INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5 -FT FROM THE RISER.
1.0"0 OR
INV. = 84
SIPHON W/ 2.25"0 DRILLED OR
INV. = 84
(SEE DETAIL SHEET SW.
i
i
I 8 DIP DRAIN W/ TRASH RACK
" (SEE DETAIL SHEET SW -B3,
i
3
0
23"
s
CONCRETE ANTI -FLOTATION I
i
CONTRACTOR SHALL FORM Iry vL ix..o
S RISER STRUCTURE TO DRAIN POSITIVELY
TO INVERT OF OUTLET BARREL USING
NON -SHRINK GROUT
L
s
L
.00 8.00'
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0 -RING RCP
dm ° CONCRETE COLLAR
° . d d (TO BE CONSTRUCTED IN THE
1.50' 1.50' 01- ° 5.00' 4 - 1.5 d FIELD BY THE CONTRACTOR -
SEE DETAIL)
°
°4 ° °
d
8" DIP DRAIN W/ TRASH RACK ° ° 4 -•� -= CONCRETE CRADLE
°
(SEE DETAIL SHEET SW -B3) d d ° ? ° d (SEE DETAIL ON
° SHEET SW -B4)
❑ d- - - - - - - - -
4°
8.00' 5.00' d d 24"0 0 -RING RCP
4" FLOW
SIPHON W/ 2.25"0 DRILLED ORIFICE 7�
d ° '
INV. = 841.00 --------
(SEE DETAIL SHEET SW -B3) a °
d
4
1.0"0 ORIFICE °
INV. = 842.00 d .
d °
° ° d
v
1.50' d 4 a ° ° °
d
° d d a d 1" THICK JOINT FILLER MATERIAL
° . d (TYP.)
° 4
8"0 PLUG VALVE. THE VALVE SHALL BE A M&H
STYLE 820 X -CENTRIC VALVE OR APPROVED EQUAL.
THIS VALVE SHALL BE IN ACCORDANCE WITH AWWA
C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM
TOP OF OUTLET STRUCTURE VIA A HANDWHEEL.
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66. TOP OF HANDWHEEL TO EXTEND
STEPS SHALL BE PLACED AT 16" O.C. 1 -FOOT ABOVE TRASH RACK
(SEE DETAIL ON SHEET SW -B3)
rnKiTonrTOR SHALL PROVIDE STEPS IN
NCE WITH NICDOT STD. 840.66.
ALL BE PLACED AT 16" O.C.
41L ON SHEET SW -B3) TOP OF RISER EL. = 845.00
VALVE STEM GUIDE
(SEE NOTE #3)
1.0"0 ORIFICE
INV. = 842.00
11.42'
SIPHON W/ 2.25"0 DRILLED ORIFICE
INV. = 841.00
(SEE DETAIL SHEET SW -B3)
8" DIP DRAIN W/ TRASH RACK -�
(SEE DETAIL SHEET SW -B3)
INVERT OUT EL. = 836.00
C
4
°
d
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
(SEE DETAIL ON SHEET SW -B3)
O
d
°
NOTES:
a
o
d
°
ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED
WITH AN EPO
°
3. THE HOT -DIPPED,
GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE
d.
0
ONTO THE RISE
4
O•
ANCHOR THE TRASH RACK TO MANHOLE WALL WITH
FOUR 4"x1/4" CONCRETE
ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR
d
0.50' 4 .
14
° d d
°
d ° a
1.92'
° ° 4. .
CONCRETE ANTI -FLOTATION BLOCK
CONTRACTOR SHALL FORM INVERT OF RISER
STRUCTURE TO DRAIN POSITIVELY TO INVERT OF
OUTLET BARREL USING NON -SHRINK GROUT
PERMANENT OUTLET STRUCTURE DETAILS
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE 24"0
0 -RING RCP
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE FIELD BY
THE CONTRACTOR - SEE DETAIL)
24"0 0 -RING RCP
FLOW
N.T.S.
CONCRETE CRADLE
(SEE DETAIL ON
SHEET SW -B4)
to THICK JOINT FILLER MATERIAL
7.0' 5.0' 3.0'
❑
7.0'
' (TYP.)
9.9 LF
2"x2"x1/4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -B1)
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
5.0'
CONCRETE ANCHOR
(TYP., SEE NOTE #
9.9 LF
2"x2"x1/4"
ANGLE
2.0'
�- CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4)
FABRICATED HINGES FOR THE
2'x3' ACCESS HATCH. ACCESS
HATCH SHALL BE POSITIONED
OVER STEPS.
9.9 LF
2"x2"x1/4"
ANGLE
RISER TRASH RACK DETAIL
N.T.S.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
RYN-17010
NOTES:
RYN17010-SWB
1. ALL REBAR TO
BE #4 REBAR.
°
ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED
WITH AN EPO
COATING.
3. THE HOT -DIPPED,
GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE
REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED
ONTO THE RISE
WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL
ANCHOR THE TRASH RACK TO MANHOLE WALL WITH
FOUR 4"x1/4" CONCRETE
ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR
HALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR
CONCRETE CO
AR.
6. ACCESS HATCH
SHALL ALIGN WITH STEPS IN RISER.
d
J
0
N.T.S.
CONCRETE CRADLE
(SEE DETAIL ON
SHEET SW -B4)
to THICK JOINT FILLER MATERIAL
7.0' 5.0' 3.0'
❑
7.0'
' (TYP.)
9.9 LF
2"x2"x1/4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -B1)
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
5.0'
CONCRETE ANCHOR
(TYP., SEE NOTE #
9.9 LF
2"x2"x1/4"
ANGLE
2.0'
�- CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4)
FABRICATED HINGES FOR THE
2'x3' ACCESS HATCH. ACCESS
HATCH SHALL BE POSITIONED
OVER STEPS.
9.9 LF
2"x2"x1/4"
ANGLE
RISER TRASH RACK DETAIL
N.T.S.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
3" ANCHOR DEPTH
3" CLEARANCE
TO OUTSIDE OF PRECAST
#4 REBAR) STRUCTURE WALL
d
A d
°
°
°
d
/
3.625' / \
24" O-RING ` 3.83'
RCP
I � -
i
0.5'
ANCHOR
DEPTH
RYN-17010
NOTES:
RYN17010-SWB
1. ALL REBAR TO
BE #4 REBAR.
2. ALL REBAR AND
ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED
WITH AN EPO
COATING.
3. THE HOT -DIPPED,
GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE
REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED
ONTO THE RISE
WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL
ANCHOR THE TRASH RACK TO MANHOLE WALL WITH
FOUR 4"x1/4" CONCRETE
ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR
HALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR
CONCRETE CO
AR.
6. ACCESS HATCH
SHALL ALIGN WITH STEPS IN RISER.
3" ANCHOR DEPTH
3" CLEARANCE
TO OUTSIDE OF PRECAST
#4 REBAR) STRUCTURE WALL
d
A d
°
°
°
d
/
3.625' / \
24" O-RING ` 3.83'
RCP
I � -
i
0.5'
ANCHOR
DEPTH
4" 3.8' 4on "
(CENTER TO (CENTER TO (CENTER TO
CENTER) CENTER) CENTER)
FRONT VIEW CONCRETE
ANTI -FLOTATION
BLOCK
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
CONCRETE COLLAR DETAIL
N.T.S.
d
1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
° 24" 0 -RING
RCP
.4
° 6" AN DEPTH
d
5.5" CENTER TO
CENTER
�- #4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
SIDE VIEW
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION
J
,f }
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
RYN-17010
FILENAME
RYN17010-SWB
CHECKED BY
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4" 3.8' 4on "
(CENTER TO (CENTER TO (CENTER TO
CENTER) CENTER) CENTER)
FRONT VIEW CONCRETE
ANTI -FLOTATION
BLOCK
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
CONCRETE COLLAR DETAIL
N.T.S.
d
1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
° 24" 0 -RING
RCP
.4
° 6" AN DEPTH
d
5.5" CENTER TO
CENTER
�- #4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
SIDE VIEW
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION
J
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
lq�' \A CAR04
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SEAL
At A•pIV"t,•`I-2�-v�
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWB
CHECKED BY
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWB
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
N.T.S.
DATE
11.26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'B' DETAILS

#6 REBAR CONTRACTOR! SHALL CORE -DRILL
PERIMETER FRAME THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASER SHALL
OMIT REINFORCEMENT IN THIS
° AREA
4" x 4" 6/6 WELDED WIRE 4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF FABRIC (EACH SIDE &TOP OF ° 6" MIN. WALL 8" PLUG VALVE. THE VALVE
CAGE) ° CAGE) THICKNESS SHALL BE A M&H STYLE 1820
X -CENTRIC VALVE OR
4.. APPROVED EQUAL. THIS VALVE
CONTRACTOR SHALL SEAL THE PIPE SHALL BE IN ACCORDANCE
a ° PENETRATION USING A RUBBER BOOT WITH AWWA C-517, AND
18" (TYP.) AND STAINLESS STEEL HARDWARE A SHALL BE OPERABLE FROM
TOP OF OUTLET STRUCTURE
VIA A HANDWHEEL.
2.03'
2 LF O a o 2.00'
8"0 DIP O N° 4 a ❑
O O
18" (TYP.) °
° `8" PLUG VALVE. THE VALVE ° d 2 LF 8"0 DIP
° SHALL BEAM&H STYLE 1820
X -CENTRIC VALVE OR
° 4 ENGINEER APPROVED EQUAL.
° THIS VALVE SHALL BE IN
4" ANCHOR DEPTH ° ° CONTRACTOR SHALL SEAL THE PIPE
IL
CONTRACTOR SHALL 4.
° ACCORDANCE WITH AWWA d
4 ° C-517, AND SHALL BE AND
ESTAINLESS USING EEL HARDWARE OOT
DRILL INTO PRECAST ° d ° OPERABLE FROM TOP OF
EXTENDED BASE AND OUTLET STRUCTURE VIA A °
SET ANCHORS USING HANDWHEEL.
EPDXY GROUT 0.86' #6 REBAR PERIMETER FRAME
(CENTER TO CENTER)
'_8"O DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
8"0 EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
NOTES:
0
aM
-0
NOTES:
INSTALL ALL STEPS PROTRUDING 4"
FROM INSIDE FACE OF STRUCTURE WALL.
ENDWALL DIMENSIONS
Z
O C13<
;i
Z
STEPS DIFFERING IN DIMENSIONS,
CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
Q Q
H
0 0
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
1-
N 0
SIZE
H1(FT.)
H2(FT.)
D (FT.)
Z S
¢ 0
o --�
1.0
#5
@ B"
1.25/2.00
2.00/3.75
o
00�n�
5.50/6.00
#5
@ B"
1.25/2.00
"
=mzM
.50/3.75
I
1.,
#5
@ 8"
W <<LL�
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
f-U�O
.2-- _00-n
1"
1.75/2.50
.00/4.25
7.50/8.25
2.5
F--=~ZW
@ B"
2.50/3.50
4.00/6.00
2.00/3.00
.50/5.50
10.00/11.50
3.0
#5
@ B"
3.00/3.50
5.00/6.00
2.75/3.50
.25/5.75
11.50/11.75
(f0) 0
#5
§/8"
---►{
3.25/4.50
6.0016.75
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1
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T �
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4.0
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@ 8"
3.50/4.50
i
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W
T
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13.00/13.25
4.5
#5
1�
PLAN
6.50/8.50
SIDE
.00/9.25
13.50/15.75
PLAN
SIDE
@ 8"
4.50/5.00
ELEVATION
3.25/4.00
.25/9.25
13.75/15.75
ELEVATIONOf
-
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
.25/9.25
14.00/15.75
6.0
#5
@ 8"
�1 z
I I
3.25/4.00 1
7.75/9.25
14.75/16.75
cc CL
8
H
0 W
W
r-
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14
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CAST IRON
CAST IRON
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ELEVATION
ELEVATION
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NOTE:
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12"
DO NOT USE IN
STEEL ROD
SECTION A -A
ELEVATION
SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SHEET 1 OF 1
840.66
840.66
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 -FT FROM THE RISER.
1" THICK JOINT CONCRETE COLLAR
FILLER MATERIAL (SEE DETAIL
° ° SHEET SW -62)
MAINTENANCE ACCESS STEPS
d ° d ° N.T.S.
4 a
°a 4
Q 24"0 O-RING RCP
4 4 4 '. d FLOW
24"0 O-RING RCP
FLOW
4 d
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d 4 °
4 °'° 4 d
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FILLER MATERIAL > F -i O W1 FT.) D g * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING rz„i GC x o
FILLER MATERIALr-ANTI-FLOTATION m -
Z iI =i STANDARDS: 838.01 , 838.11 , 838.21 , 838.27, 838.33, U_ _j a "Z
BLOCK DI � F 838.39, 838.51, 838.57, 638.63 AND 838.69. O O GO =
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BLOCK Z H O r -n USE 4000 PSI CONCRETE. F- = Z W
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00" * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 O I- LL O J
C7 I D - FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING 0 O (j Q
D O I TO ASTM A185 WITH 2" MIN. CLEARANCE. Z �--��
RISER BARREL/CRADLE CONNECTION DETAIL <H H2 H2 * PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH CL
O CS/RCP I OSHA STANDARD 1926.704. LLLJ O
N.T.S. z H1 H1 I * PIPE TO BE OR UTED INTO HEADWALL AT JOB SITE BY '
I CONTRACTOR
fO * ALL ELEMENTS RECAST TO MEET ASTM C913.
1' 0" ------ * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
il- AS LONG AS TH SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
8"0 C.(TYP.)6" B" O.C.(TYP.)
_1 REFER TO CHART REFER TO CHART
0 .0 m FOR BAR SIZE FOR BAR SIZE NOTE: THE MIN MUM BAR SIZE SHALL BE #5 BARS Y
'� Z ELEVATION AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION 0 J U)
Gi SIDE TO INCREASE THIS BAR SIZE AS NEEDED.
M U- 4;
0 CD
3�
RISER OUTLET STRUCTURE m > y z Z
s cn
4" PVC CAP WITH d N D w2 (FT.)
SCREW TYPE PLUGCl) z
TOP EL. = 842.00 _ D
M
M
4 p
„ H m D
1 10 2 M
R, m
r Z
Z D
o ° 4"0 PVC SIPHON 0 M1
INVERT THROUGH RISER EL. = 841.00 INVERT EL. = 841.00 (NWSE)cn � 6` Q
M r PLAN
i d �
8"
r
BOTTOM EL. = 840.50 4 SHEET i OF 1
SHEET 1 OF 1
v -
838.80 1838.80
v
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3
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01 4" PVC CAP WITH
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Z
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tl�lavv'_" ww� ,k
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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ENDWALL DIMENSIONS
®
Q
FT.
MINIMUM
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MIN./MAX.
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MIN./MAX.
PIPE DIA.
BAR
SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5
@ B"
1.25/2.00
2.00/3.75
1.25/1.75
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5.50/6.00
1.25
#5
@ B"
1.25/2.00
3.00/3.75
1.2512.00
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6.50/6.75
1.50
#5
@ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
4.00/4.75
1.75/2.50
.00/4.25
7.50/8.25
2.5
#5
@ B"
2.50/3.50
4.00/6.00
2.00/3.00
.50/5.50
10.00/11.50
3.0
#5
@ B"
3.00/3.50
5.00/6.00
2.75/3.50
.25/5.75
11.50/11.75
3.5
#5
@ B"
3.25/4.50
6.0016.75
3.25/3.50
.00/6.75
12.00/13.25
4.0
#5
@ 8"
3.50/4.50
6.50/7.00
3.25/3.50
.50/6.75
13.00/13.25
4.5
#5
@ 8"
4.00/5.00
6.50/8.50
3.25/4.00
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13.50/15.75
5.0
#5
@ 8"
4.50/5.00
7.00/8.50
3.25/4.00
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13.75/15.75
5.5
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
.25/9.25
14.00/15.75
6.0
#5
@ 8"
4.50/5.00
7.50/8.50
3.25/4.00 1
7.75/9.25
14.75/16.75
BOTTOM EL. = 840.50 4 SHEET i OF 1
SHEET 1 OF 1
v -
838.80 1838.80
v
m
3
m
01 4" PVC CAP WITH
2.25"0 DRILLED ORIFICE
U
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l 1 OUTLET ENDWALL DETAILS
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Z
N.T.S.
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tl�lavv'_" ww� ,k
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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tl�lavv'_" ww� ,k
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWB
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
N.T.S.
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'B' DETAILS
SW -63

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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
V)
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NOTE:
NOTES:
Q
1. AS AN ALTERNATE TO A CONCRETE CRADLE UNDER THE BARREL PIPE (THIS DETAIL), THE CONTRACTOR
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1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET
F-
MAY CHOOSE TO ELIMINATE THE CONCRETE CRADLE AND USE COMPACTED BACKFILL IF THE ON-SITE
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (NCDOT #57)
UNDERLAIN WITH MIRAFI FILTER
Q
GEOTECHNICAL ENGINEER WILL PROVIDE A NC PE SEALED LETTER CERTIFYING THAT THE COMPACTION
WEAVE 700 OR APPROVED EQUIVALENT
00��
UNDER, AROUND, AND ABOVE THE BARREL MEETS THE SPECIFICATIONS OF THE EMBANKMENT
COMPACTION REQUIREMENTS AND MOISTURE CONTENT. THIS CERTIFICATION LETTER MUST BE 66" MIN.
ou00
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SUBMITTED TO THE DESIGN ENGINEER BEFORE AS -BUILT CERTIFICATION OF THE FACILITY. THIS SEPARATE
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CERTIFICATION MUST BE SPECIFIC TO THE BARREL PIPE FOR THE FACILITY, AND MUST CLEARLY STATE THAT
ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM AND SOIL
0
NCDOT CLASS "B" RIPRAP
121 6'W 22" THICK
240 O-RING RCP
COMPACTION SPECIFICATIONS STATED ON SHEET SW -131. THIS CERTIFICATION IS TO INCLUDE REFERENCE
TO BOTH MATERIAL AND COMPACTION, AND MUST STATE THAT ALL MATERIALS UNDER, AROUND, AND
U
x x
ABOVE THE BARREL HAVE BEEN COMPACTED PER THE BERM MATERIAL SPECIFICATIONS (AT LEAST 95% OF
-
MAXIMUM DRY DENSITY USING ASTM D698 STANDARD PROCTOR) WITH NO VOID SPACES PRESENT. THE
ENDWALL PER
CONTRACTORS INTENT TO UTILIZE THIS ALTERNATIVE MUST BE STATED PRIOR TO CONSTRUCTION TAKING
NCDOT STD. 838.80
PLACE. THIS CONTRACTORS CERTIFICATION MUST BE PRESENTED TO THE DESIGN ENGINEER BEFORE AN
1 -
AS -BUILT CERTIFICATION CAN BE ISSUED FOR THIS FACILITY. /
(MIN.)
ENDWALL PER
18" TYP.
\
NCDOT STD. 838.80
a0 a�
BARREL PIPE FLOWABLE FILL CRADLE 24"0 O-RING RCP
. .Q + •. •
••,. .a. .a. _
24"0 0 -RING RCP
CONSTRUCTION SEQUENCE
-
--------------
A
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1. CONSTRUCT FORMWORK FOR PLOWABLE FILL CRADLE ON EXISTING GRADE.JA .,��••• "'.':.• : , \
• °
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2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS. 15 ; . �• ' '
•d • d .
---------------
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2 -FT WIDE °:. _
t ••
O� O ---__----_
----
- 22" LAYER OF
` j
STRIPS OF FABRIC AT THIS STEP. "- '" "•,
• • M .•
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P P
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— "B"
CLASS "B" RIPRAP
,
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE .'.� A -• .. - "
41'
+�'
.a :' _ '••'•!'. ' •' + ' '' 75O PSI PLOWABLE FILL
'd •'
_I ,
FILTER BLANKET
FILL TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE ,. ,A A , •
PLACING PLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH. PLACE ENTIRE CRADLE AS ONE LIFTI•
- s a•
„ .
(VERTICALLY) PER DRAWINGS. 12" MIN.' . a•d f .' d
. " .° ' d '.•
d 9
.. ••
. °
d: '
FILTER BLANKET
(SEE NOTE)
a
5. FLOWABLE FILL CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON-SITE GEOTECHNICAL _ + ` ' d•'''
ENGINEER. ANY DEVIATION FROM THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
• 6.
ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS ELIMINATED, THEN A LETTER FROM AN NC PE -
-
CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM
12'
MATERIAL SPECIFICATIONS STATED ON SHEET SW -61 IS REQUIRED.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS
PLAN
SECTION A -A
USED IN THE VICINITY OF THE BARREL PIPE.
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN
CONDUCTED BY MACHINE. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24"0 RCP BEFORE DRIVING
OVER WITH HEAVY EQUIPMENT.
OUTLET 13ARREL VELOCITY
DISSIPATOR
24" CONCRETE CRADLE DETAIL
N.T.S.
N.T.S.
8'-6-
2'-6" O.D.
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N•-12 OR
APPROVED EQUIVALENT)
1 24"0 0 -RING RCP 1
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NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE
ES WASHED STONE
ENCASED IN NON -WOVEN
NCA
AND GALVANIZED HARDWARE CLOTH ON
UPSTREAM SIDE (Y4" MAXIMUM OPENINGS)
GEOTEXTILE FABRIC (MIRAFI
180N OR EQUIVALENT)
PROPOSED GRADE
3' MIN.
3' MIN.
6" MIN.
III _ _
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NO. 67 WASHED STONE
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
APPROVED EQUIVALENT)
ENCASED IN NON -WOVEN
GEOTEXTILE FABRIC (MIRAFI
(2) 4" PERFORATED,
OR EQUIVALENT)
180N OR EQUIVALENT)
CORRUGATED HDPE PIPE
(ADS N-12 OR
APPROVED EQUIVALENT)
SPILLWAY FILTER DETAIL
N.T.S.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
�J
I
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
V)
V �
z�00
CAI? 04
FESS/p•
' SEAL
- 3
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME RYN17010-SWB
CHECKED BY JAA
DRAWN BY JSM
SCALE N.T.S.
DATE 11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'B' DETAILS
SW -B4
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- 3
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME RYN17010-SWB
CHECKED BY JAA
DRAWN BY JSM
SCALE N.T.S.
DATE 11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'B' DETAILS
SW -B4

STORMWATER CONTROL MEASURE '6' LANDSCAPE SPECIFICATIONS
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW LAND
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS
ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
APRIL 15 -JUNE 30 BERMUDAGRASS 25 LBS/AC
SOILAMENDMENTS
APPLY LIME AND FERTILIZER FOLLOWING RECOMMENDATIONS OF SOIL TESTS OR APPLY 3,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 500 LB/AC
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/AC NITROGEN. REPEAT AS GROWTH CONTINUES. MAY BE MOWED ONLY ONCE PER YEAR.
SEEDING NOTES
USE BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE
SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING
FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF
MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK/ BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE)
AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -
DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECT TO USE THE PERMANENT SEEDING SCHEDULE.
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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TABERNAEMONTANI
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS
ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
APRIL 15 -JUNE 30 BERMUDAGRASS 25 LBS/AC
SOILAMENDMENTS
APPLY LIME AND FERTILIZER FOLLOWING RECOMMENDATIONS OF SOIL TESTS OR APPLY 3,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 500 LB/AC
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/AC NITROGEN. REPEAT AS GROWTH CONTINUES. MAY BE MOWED ONLY ONCE PER YEAR.
SEEDING NOTES
USE BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE
SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING
FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF
MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK/ BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE)
AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -
DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECT TO USE THE PERMANENT SEEDING SCHEDULE.
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1 inch = 20 ft.
STORMWATER CONTROL MEASURE 'B' LANDSCAPE PLAN
1" = 20'
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWB
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
1" = 20'
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'B'
LANDSCAPE PLAN
SW -BLS

STORMWATER CONTROL MEASURE 'C' CONSTRUCTION SPECIFICATIONS
6ENERAL NU I ES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES
SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION
BY THE ON-SITE GEOTECHNICAL ENGINEER THAT THE PROJECT WAS
CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO COORDINATE WITH THE ON-SITE GEOTECHNICAL ENGINEER
FOR OBSERVATION AND TESTING SUCH THAT THE ON-SITE GEOTECHNICAL
ENGINEER CAN CERTIFY THE CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER
MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND SPECIFICATIONS
SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE
RECOMMENDATIONS OF THE ON-SITE GEOTECHNICAL ENGINEER. HOWEVER,
PRIOR TO IMPLEMENTATION, THE DESIGN ENGINEER SHALL BE NOTIFIED OF
ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP
DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE
PERMANENT PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM
EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER
MANAGEMENT FACILITY MAY BE USED AS A SEDIMENT BASIN FOR EROSION
CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL
CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY
(PERMANENT OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION
OF THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE
GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL
PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE
CONNECTED TO THE PERMANENT 8"0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE
EROSION CONTROL INSPECTOR APPROVES THE REMOVAL OF THE
SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY
DRAW DOWN RISER (OR SKIMMER) AND CLEAN-OUT THE BASIN. ALL
SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. -
PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE
WATER QUALITY COULD BE ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL
DEVICES REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE
INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST
AN ON-SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO
INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS.
IF THE CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO
AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES
TO THE GRADING / RE -PLANTING OF PLANTS WILL BE AT THE
CONTRACTOR'S EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE
CONTRACTOR SHALL PLANT THE PROPOSED STORMWATER
MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN
FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER
CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE
APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING
SOIL LAYER ALONG THE FOREBAY BERM IN THE PROPOSED WETLAND AFTER
CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A
LANDSCAPE PROFESSIONAL FOR THE WETLAND PLANTINGS, THEN THE
CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WETLAND AS
DIRECTED BY A LANDSCAPE PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL.
PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE
THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE
TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE
FROM 3"-4" ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED
TOPSOIL SHALL BE AMENDED, AS DIRECTED BY A LANDSCAPE PROFESSIONAL,
PRIOR TO INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE
EXCAVATION AREAS (E.G. - EMBANKMENT SUB GRADE, INTERIOR PORTIONS
OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE
CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY
PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM
VARIOUS PARTS OF THE STORMWATER FACILITY SITE. DURING PLACEMENT
OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER
LEVEL BELOW THE BOTTOM OF THE EXCAVATION / CONSTRUCTION AREAS.
THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE
EXCAVATION BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT
DISCHARGED FROM THE SITE (I.E. PUMPED WATER MAY NEED TO BE
DIRECTED TO AN APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG
(ACF ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO
DISCHARGE).
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL
IDENTIFY BORROW / FILL AREAS AND VERIFY THEIR SUITABILITY FOR USE
WITHIN THE DAM EMBANKMENT. ALSO, THE ON-SITE GEOTECHNICAL
ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED
BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND
COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE
TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL
ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN
THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8"
LIFT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE
LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE
PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL
SPILLWAY AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4 -INCH
(UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE SAME COMPACTION
AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE
COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY
DENSITY (ASTM -698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE
CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT.
COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE GEOTECHNICAL
ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER
COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED
USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO
THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL
MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND
CERTIFICATION, BY THE ON-SITE GEOTECHNICAL ENGINEER, THAT THE
GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER
PLAN. THESE REPORTS AND CERTIFICATION WILL BE NEEDED DURING THE
AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE
TESTING AND OBSERVATION WITH THE ON-SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT
THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING
CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
RECOMMENDED BY THE ON-SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24"O RCP OUTLET BARREL AT A
FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS
DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER
MANAGEMENT FACILITIES SHALL BE THE RESPONSIBILITY OF THE OWNER, PER THE
EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN
"APPROVAL TO CONSTRUCT" FROM THE TOWN OF TROUTMAN AND ALL OTHER NECESSARY PERMITS
FROM APPLICABLE AGENCIES (E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION
CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL
MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE
APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO
ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED
WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS
AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A
SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT
IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO
EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH UNTIL APPROVAL OF THE DAM
SUBGRADE /TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT.
THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE
CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE
A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN
ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON
ON-SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON-SITE GEOTECHNICAL ENGINEER
MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON-SITE
GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR FUTURE AS -BUILT
SUBMITTALS TO THE TOWN OF TROUTMAN.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO
THE SPECIFICATIONS LISTED ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY
THE ON-SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT
THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG
THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL
ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED
STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE GEOTECHNICAL
ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL,
SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3"
TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE
ON-SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT
TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK
SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R.
McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8"
THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL
ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE
EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE
IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE
CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF
CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM
JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE
CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND
CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE
CRADLE, THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK
FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT.
THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE
LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN
COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
AGENCIES.
11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -C4.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN
"BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE
REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL
WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND
COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4 -INCH
LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE
ON-SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER
SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT
INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS
REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE
SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL
APPROVAL FROM THE TOWN OF TROUTMAN, CLOSE THE 8"O BOTTOM DRAIN VALVE IN THE RISER BOX
AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND
IS ISSUED FROM THE TOWN OF TROUTMAN.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76 -LATEST. THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKET JOINTS
MEETING ASTM C -443 -LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4'X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE
SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE
DESIGN ENGINEER FOR REVIEW SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED
BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE
SUPPORTED BY THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE
PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD.
840.66. PLEASE REFER TO SHEET SW -C2 FOR LOCATION OF THE RISER STEPS.
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX
DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT
WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE
CONTRACTOR MAY OPTTO CAST -IN-PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO
CONSTRUCTING THE CAST -IN-PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE
ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST
RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 25,116 LBS. THE STRUCTURE WEIGHT SHALL BE
THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK
OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP
DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW, IF THE CONTRACTOR OPTS TO CAST -IN-PLACE THE
ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE
IS EQUAL TO THE MINIMUM LISTED ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO
ASTM -C990 -LATEST. IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER
BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH
THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
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 PROVIDED WITHIN THE TRASH RACK
(SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL
ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS HATCH SHALL
LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED
TO BE ABOVE 85°F OR BELOW 40°F. CAST -IN-PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING
FOR A MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 24"O RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER
APPROVED EQUAL (NON -WOVEN FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8"O PLUG VALVE. THE VALVE SHALL BE A
M&H STYLE 1820 X -CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA
C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HAND WHEEL (SEE DETAIL SHEET
SW -C3). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP
FOR OPERATION OF THE 8"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING
THE WRENCH TO THE TRASH RACK.
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V \ 1 / / I I I I NCDOT CLASS 'C' RIPRAP / I I / / / / / 0-,2/ / V
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�� / I I I I 1 (SEE DETAIL SHEET SW -C4) / I / / / / / / / / / / // -_ g5h'
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V A ) \ CHANNEL WITH NCDOT CLASS 'B' RIPRAP. I / / // / / / / / / / / / / / / / / / / I / �/� J(
\ \\ / \ THERE SHALL BE NO DISTURBANCE TO / / / / / / / / / / MI�CROI II
VA V / ANY EXISTING CHANNEL BANk. A FILTER 1 I / I / / / / / / / l l l / l �/ POOL
\ / A BLANKET SHOULD BE INSTALLED BETWEEN / / / / / / / / / / / / � / / / / / / / / I I / / � /
I \ \ \ ° / I RIPRAP & SOIL FOUNDATION. FILTER / / / // / „ /
BLANKET SHALL CONSIST OF A MINIMUM / % / / / / 57 LF 24 CLASS III / / / / / I / ,�
\I \ \\___�- 14" THICK LAYER OF NCDOT #57 STONE /, / / / / / / / / 0 -RING RCP ® 1.75 / / / / \/ < _//8 �,L
\ \ \ I UNDERDRAIN WITH MIRAFI FILER WEAVE // / / I // / / W/ CONCRETE CRADLE / / \ 0 /
V � V A I 700 OR APPROVED EQUIVALENT. / ' / I // /// / / (JOINTS WRAPPED IN / / / I / I / /- g�I
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I I // / � �_� / // / / / / / / ///� PRECAST RISER OUTLET STRUCTURE \ / g0 / / / / /
I v / / / e / SHAPE =SQUARE v / // I I / / v / )
I / r / / / / / / // INTERNAL DIMENSIONS = 4 FT. x 4 FT. / / / / �( -� / / /
I \ \ I / // / / / / TOP OF RISER = 858.50 / / / I /
\\\ \ \ I / / / / / / / / / / I / // " 1.0"0 ORIFICE = 855.25, / / / I 1 I / I / I I l
\ - -- \ / / / / / / / L7 // 1.5 O ORIFICE ((INVERTED SIPHON) = 854.00 I / / / / / / ' / /
\ �� � I / / / / / / / I � / // /, INVERT OUT (24"41 0 -RING RCP) = 851.00 / I / / / / I � / /
V /
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STORMWATER CONTROL MEASURE 'C' PLAN VIEW
1 inch = 20 ft.
1" = 20'
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME
RYN17010-SWC
CHECKED BY
JAA
DRAWN BY
JSM/LK
SCALE
1" = 20'
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'C' PLAN VIEW
sw-ci

TOP OF DAM EL. = 860.00
100 -YEAR STORM EL.
= 858.92
10 -YEAR STORM EL.
= 858.53
TOP OF RISER EL. =
858.50
W
Q
2 -YEAR STORM EL. =
856.99
IWQV STORM EL. = 855.26
NORMAL WATER SURFACE EL. (NWSE) = 854.00
24"0 RCP INV. OUT EL. = 851.00
CONCRETE J
ANTI -FLOTATION BLOCK
8"0 EMERGENCY DIP DRAIN
WITH TRASH RACK
(SEE DETAIL SHEET SW -C3)
WIM
APPROXIMATE
LOCATION OF
EXISTING GROUND
COMPACTED BERM SECTION
�► (SEE BERM AND SOIL COMPACTION
TOP OF HANDWIHEEL TO EXTEND SPECIFICATIONS ON SHEET SW -C1)
1 -FOOT ABOVE TRASH RACK
TRASH RACK 10 FT. WIDE MINIMUM
(SEE DETAIL) PROPOSED GRADE
1.0"0 ORIFICE M-1 I I -I I -I I -III -III -I I I -I I I=
INV. = 855.30 =III=III=1 I=III III=III=III=III=III=III=I I I___E ,-
_- I=IIII I I=1 I I=I I I=I I I=I I=I I I=I I I=III=III=I 1-11 I=I I I=I i MI I1! 1 3
SIPHON w/ 1.5"0 DRILLED ORIFICE 1► I=I I I=I I I=I I I ==I I I=I II=I I I=I I I I I I=1 I I=III=1 I I=1 I I=I I I=I I I=1 II=I 1 1EI I h11
(SEE DETA L) _- I I I=III=III=1 I I=III=III=III=III=1 1=III=III=III=III=III=III=III=III=III=III=III _-
CONCRETE COLLAR _ I -I I I -I I I -I I I -I I I -I 11=1 �, II-III=III-III-III-III-III-I I I -I I NEI I I -I I I I- I
(TO BE CONSTRUCTED IN = 1=III=III=III=1 I I, I 1=III=1 I- 1=1 I=I I I_01 (MIN) I I=III=III=III=III=III=III=III=III=III I=I I=III='11'x,,
THE FIELD BY THE _- I=1 I I=I I Ed I I=III=I I i =I "I I I=I I I=1 I I=I I I=I I I=III=I I I I=I I=I I I=I I I=I I I=I 11=1 I I=I I I=I I I=I I I I I=I I=I I=I I I=111�
CONTRACTOR, SEE DETAIL) 1=III=III=1 I I=1 I I=I I I=III=I 11-' 1 I EI I I=I I I=I I I=I I I=III=I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I i I=I I I_ r I=I I FE1 I I=I 11=1 I I=I 1 I�1' I�
I I -I I I -III -I I -I i -I I -I I -I I -I I -I I I I -I I i -I I I -i I I -I 11-11 I I 1 I-1 I I -I I -I I -I I -I I -I I -I I-
EEEI � I I -I I -I 11-I I IEEEI I -I I I -I I I -I I I-III-n,�
2" COVER (MIN.) -- I -I I I=I 11=I I F1 I I=I I I=I I I=III=III=I I I_= 1 I I=1 I I I I EI I I=I i I=I I=1 11= I=1 I I=I 11=I 1=I 11=I 1 I=I I=I 11=i 1 1=1 I=I I=III=I 1=1 I=i 1=I 11=1 I=I 11=1 I ��
- -- _=III= I I I7 I I I_ I I I- I I=11 1-1 I -I I -I I I I 1-I I I -I I I -I I I -I I I -I I I -I I I -I I I -i I I -I I-1 1-1 I I -I I -III -I I-1 I -I I -III -I i l l777
---------------
----
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FLOW -�` 57 LF CLASS III 24"s� 0 -RING RCP (ASTM C76 -LATEST) ®1.75 - - - - - -' - - - - - - - - - - - - - - - - - -
a
4 d
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\\\,\\,\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \ \ \ \ \ \ \ \\\\\
24"0 CLASS III 0 -RING RCP'\/ \/ \/ \/ \/\//\//\//\//\//\//\//\//\//\//\//\\//\//\//\ I -I (I 12.0 (MIN) // // // // // // // // // �/ // // %/ // / / / / / /
\\/INV. - 851.00 \ �\ �\ �\ �\ X\
X/\
\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ III \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\\\\\\\\\\\\\\\\\�\\\\\\\\
// // // // // // // // //// // //
\\\\\\\\\\\\\ \\\ /\ /\ \\\ \\\/ 5 FT. WIDE MINIMUM \\\\\\\\\\\\\\\\\\\\\\\\
/// /// /// / /// // // �/ �/ �/ �/ �/ /// /// /// /// /// /// /// /// /// /// /// /// /// /// /// / \CONCRETE .
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ CRADLE
//\/ (SEE DETAIL ON SHEET SW -C4) i
KEY TRENCH (SEE BERM AND SOIL COMPACTION\\\\\�\\�\\�\\�\\�\\�\\�\\\\\\\\\\ \\\\\\\\\\\\\\\\\ \
CONTRACTOR SHALL FORM INVERT OF
RISER STRUCTURE TO DRAIN POSITIVELY SPECIFICATIONS, DETAIL SHEET SW -C1)
TO INVERT OF OUTLET BARREL USING KEY TRENCH TO BE PROVIDED PER THE A DOUBLE LAYER OF NON -WOVEN
NON -SHRINK GROUT DIRECTION OF THE SITE GEOTECHNICAL ENGINEER GEOTEXTILE FABRIC SHALL BE PLACED
AROUND EACH JOINT OF EACH 24"0 0 -RING RCP
BARREL IN 2' WIDE STRIPS CENTERED ON JOINT.
PERMANENT DAM CROSS SECTION
N.T.S.
-I 11 113 I S�OpF WQV WATER SURFACE EL. = 855.26 V
7 15" MAXIMUM PONDING NORMAL POOL EL. = 854.00 0
-IIII - I _-III I-
i
FOREBAY
MICRO POOL
2.5' DEPTH - 2,5 DEPTH _
I I 1
I- I I I I I I I III ,E - 1 3-1 I I I -i I III i I II I I I I I I� I I -E 31 i I- II I I II -III I I 1
i- I I I I ► ►-� I ► I _ I I II l I� ► ► ► ► ►� _III-► ► II ► I -I _ i I ► ► I _III I_► ► I_
II I -III I Ii I II II I IIII II BOTTOM EL. = 851.00 11=IIII I- I - I I I I -I I -I I - I I- II I IIII I =BOTTOM EL. = 851.00 = 1-I I I I iI i I IIIA I -I
I._I I I I II I- I- -11 I I II I IIII i I -I I I I I II _III -I 111 I VIII I II I I I I- I I-1111 I I -III _ I 1I
I I I I I I I I I I I 6" MINIMUM I -I -I -III- I -I I I I I I I I -I I I- 6" MINIMUM
III- SEDIMENT STORAGE- SEDIMENT STORAGE -
=1 II i 1=-1 I I I I I1 1 11 1 11 II I I I I-1 - 1 I I I 1 I �� ►� 1 11 I- I Ed I F1 EIII I
X1-1 �111,�1 Ii, 11= 1 I =III=11= 1= I 1=III I ,il-ll�,lI[-=I 1 � I�wE1 I�111�1 �I�I �Iii►IIII�I-1►�I� I�IIIII�IIIII�11111M
= 1=II 1 I -I SII= I .. I1 � II ILII I1 = , �� � -1 1 H -
CONCRETE ANCHOR ^^'T
(TYP., SEE NOTE #
NOTES:
1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) THE DAM EMBANKMENT
ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED
FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2- TO 3 -INCHES OF
THE BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOPSOIL DEPTH SHALL RANGE FROM 3- TO 4 -INCHES ON THE DAM EMBANKMENT.
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL ON SHEET SW -C3)
LOCITY DISSIPATOR
CDOT CLASS 'C' RIPRAP
MINIMUM DIMENSIONS
121 X 6'W X 22" THICK
D50 = 6"
TO BE LINED WITH GEOTEXTILE
FABRIC OR EQUIVALENT
(SEE DETAIL SHEET SW -C4)
24" CLASS III '
\\O-RING RCP
/ INVERT EL. = 850.00'
SPILLWAY FILTER
(SEE DETAIL
SHEET SW -C4)
7.0'
1.0' (TYP.)
I
0
9.9 LF -�
2"x2"x1 /4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -C1)
9.9 LF
2"x2"x1/4"
ANGLE
9.9 LF
2"x2"x1/4"
ANGLE
2.0'
4" PVC CAI
SCREW TYPE
TOP EL. = 855.00
INVERT THROUGH RISER EL. = 854.00
NOTES:
d 1. ALL REBAR TO BE #4 REBAR.
CONCRETE 2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED
ANCHOR BOLT WITH AN EPDXY COATING.
BOTTOM EL. = 853.50
(TYP., SEE 3. THE HOT-DIPPIED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE
NOTE #4) REBAR TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED
ONTO THE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH
FOUR 4"x1/4" CONCRETE ANCHOR BOLTS THROUGH ANGLES.
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR 4" PVC CAP WITH
CONCRETE COLLAR. 1.5"0 DRILLED ORIFICE
FABRICATED HINGES FOR THE 6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER.
2'x3' ACCESS HATCH. ACCESS
HATCH SHALL BE POSITIONED
OVER STEPS.
RISER TRASH RACK DETAIL
WETLAND CROSS SECTION
N.T.S.
SIPHON OUTLET DETAIL
N.T.S. N.T.S.
RISER OUTLET
STRUCTURE
n
4 d
2�
_ 4"0 PVC SIPHON
INVERT EL. = 854.00 (NWSE)
n
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE -
TO OUTSIDE OF
#4 REBAR)
3.625'
0.5'
ANCHOR
DEPTH
5.0'
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
°
d d
a
a
d -
/ 24" 0 -RING
` RCP f
4
4" 3.8' 4"
(CENTER TO (CENTER TO (CENTER
CENTER) CENTER) CENTEF
FRONT VIEW
3" ANCHOR DEPTH
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
PRECAST
STRUCTURE WALL
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
3.83' SET ANCHORS USING
EPDXY GROUT
4
A 6 d
S" CLEARANCE
FO OUTSIDE OF
�4 REBAR)
ANTI -FLOTATION
BLOCK
CONCRETE COLLAR DETAIL
1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
24" 0 -RING
RCP
6" ANCHOR DEPTH
d
SIDE VIEW
5.5" CENTER TO
CENTER
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
l€GADAN��
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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FILENAME
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4" 3.8' 4"
(CENTER TO (CENTER TO (CENTER
CENTER) CENTER) CENTEF
FRONT VIEW
3" ANCHOR DEPTH
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
PRECAST
STRUCTURE WALL
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
3.83' SET ANCHORS USING
EPDXY GROUT
4
A 6 d
S" CLEARANCE
FO OUTSIDE OF
�4 REBAR)
ANTI -FLOTATION
BLOCK
CONCRETE COLLAR DETAIL
1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
24" 0 -RING
RCP
6" ANCHOR DEPTH
d
SIDE VIEW
5.5" CENTER TO
CENTER
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
l€GADAN��
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
(V //
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'� SEAL ��•�
33782
14.
REVISION
N0. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWC
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33782
14.
REVISION
N0. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWC
CHECKED BY
JAA
DRAWN BY
JSM
SCALE
N.T.S.
DATE
11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'C' DETAILS

#6 REBAR
PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
18" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
4"0 GRADE 8
STAINLESS STEEL
4 CONCRETE LAG
SCREW
12" X 4" X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0"
v
2 LF
8"0 DIP
' 4
° 4 d
4 4
d da
d
0.86'
(CENTER TO CENTER)
RISER JOINT CONNECTION DETAIL
N.T.S.
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
�"--8" PLUG VALVE. THE VALVE
a. SHALL BE A M&H STYLE 1820
X -CENTRIC VALVE OR
d ENGINEER APPROVED EQUAL.
4 THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-517, AND SHALL BE
d4' 4 OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER FRAME
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
2.00'
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE AND SHRINKAGE STEEL
REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY THE CONTRACTOR.
THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA THE HANDWHEEL WITH AN
INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5 -FT FROM THE RISER.
CONTRACTOR SHALL PRC --
STEPS IN ACCORDANCE
NCDOT STD. 840.66. S
SHALL BE PLACED AT 16"
(SEE DE
1.0"0 OR
INV. = 8t
L
Y
a SIPHON W/ 1.5"0 DRILLED OR
LO INV. = 8`.
5; (SEE DETAIL SHEET SW
0
ti
0
M
N
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8" DIP DRAIN W/ TRASH RACK
(SEE DETAIL
21"
CONCRETE ANTI -FLOTATION I
CONTRACTOR SHALL FORM
RISER STRUCTURE TO DRAIN POSITIVELY
TO INVERT OF OUTLET BARREL USING
NON -SHRINK GROUT
8"0 EMERGENCY DIP DRAIN TRASHRACK DETAILS
80 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
4 AREA
4 6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M&H STYLE 1820
X -CENTRIC VALVE OR
4. APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C-517, AND
SHALL BE OPERABLE FROM
TOP OF OUTLET STRUCTURE
M n VIA A HANDWHEEL.
d °
v
v
a. .
° 4 d 2 LF 8"0 DIP
° CONTRACTOR SHALL SEAL THE PIPE
4 ° PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
v
OM
v
NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
�HE
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STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED CONTRACTOR HAS FURNISHED
Q
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THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
Z F =
DH070
MIN./MAX.
HIm
a
PIPE DIA.
BAR
SIZE
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2.00/3.75
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3.00/3.75
1.25/2.00
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6.50/6.75
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4.00/4.75
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7.50/8.25
2.5
#5
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PLAN
SIDE
2.00/3.00
4.50/5.50
10.00/11.50
3.0
ELEVATION
@ B"
3.00/3.50
PLAN SIDE
2.75/3.50
5.25/5.75
11.50/11.75
3.5
ELEVATION
-
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
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4.50/5.00
CAST IRON
3.25/4.00
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ELEVATION
ELEVATION
#5
@ B"
m
7.50/8.50
3.25/4.00
7.25/9.25
OWC
6.0
#5
@ 8"
4.50/5.00
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7.75/9.25
14.75/16.75
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8
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GALV'D.
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ELEVATION
PLAN
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COMPOSITE
REINFORCING STEEL
ELEVATION
#3 DEFORMED
12
I
DO NOT USE IN
STEEL ROD
SECTION A -A
_jNOTE:
ELEVATION
SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SHEET 1 OF 1
840.66
840.66
N.T.S.
8.00'
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE 0M
24"0 0 -RING RCP r-1
d v CONCRETE COLLAR aoCn' 0
°Q d e (TO BE CONSTRUCTED IN THE >"-m _n � Cn
1.50' 1.50' ° 5.00' 1.50 FIELD BY THE CONTRACTOR - H z = y
4 SEE DETAIL SHEET SW -C2) = O y n m
=(np0
44 `� v
z,_,_v -n
ej
d �) 0
8" DIP DRAIN W/ TRASH RACK �' 4 Qom---- CONCRETE CRADLE >>
(SEE DETAIL) d d ° 4 ° (SEE DETAIL ON H
Id. ° SHEET SW -C4) CD z
0 d - - - - - - - - -
a
4 v
8.00' 5.00' d d 24"0 0 -RING RCP
A* FLOW -►
v
SIPHON W/ 1.5"0 DRILLED ORIFICE d m
INV. = 854.00
(SEE DETAIL SHEET SW -C2) d d z M 0
Z0H
1.0"0 ORIFICE v ° a a m� Z
855.30 d i -4
Cn
4 4 N
4 4 d 0 z
0
a• C Z >
1.50' d 4'a a �=0
d 1" THICK JOINT FILLER MATERIAL
Nm
4. d (TYP.) N M D
v �
STI m H
8"0 PLUG VALVE. THE VALVE SHALL BE A M&H 0
STYLE 820 X -CENTRIC VALVE OR APPROVED EQUAL.10
THIS VALVE SHALL BE IN ACCORDANCE WITH AWWA �► 0
C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM �
TOP OF OUTLET STRUCTURE VIA A HANDWHEEL. M
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
TOP OF HANDWHEEL TO EXTEND
1 -FOOT ABOVE TRASH RACK SHEET 1 OF 1
838.80
7.50'
9.75'
0.50'
1.75'
TOP OF RISER EL. = 858.50
VALVE STEM GUIDE
(SEE NOTE #3)
1.0"0 ORIFICE
= 855.30
SIPHON W/ 1.5"0 DRILLED ORIFICE
INV. = 854.00
(SEE DETAIL SHEET SW -C2)
8" DIP DRAIN W/ TRASH RACK -�
(SEE DETAIL)
INVERT OUT EL. = 851.00
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
(SEE DETAIL)
4 PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE 24"0
0 -RING RCP
CONCRETE COLLAR
o (TO BE CONSTRUCTED IN THE FIELD BY
4 THE CONTRACTOR - SEE DETAIL SW -C2)
4
0
4
d d'
d 24"0 0 -RING RCP
d FLOW -�-
° 4
4
O -
u d u
G ° d
. 4
4 4
4
CONCRETE ANTI -FLOTATION BLOCK 4 ° d
CONTRACTOR SHALL FORM INVERT OF RISER
STRUCTURE TO DRAIN POSITIVELY TO INVERT OF
OUTLET BARREL USING NON -SHRINK GROUT
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
4CONCRETE CRADLE
d 4 4 (SEE DETAIL ON
SHEET SW -C4)
1" THICK JOINT FILLER MATERIAL
W1 FT.
�8" D.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
ELEVATION
PLAN
MAINTENANCE ACCESS STEPS
N.T.S.
z
000
1-4 NOTES: H Q
D 6" * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING F2n= = 0
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33, LL J a H Z
838.39, 838.51, 838.57, 838.63 AND 838.69. 0 a z _
INSTALL PRECAST ENDWALLS WITH WINGS AND PAY w Q dU_ =
* FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. ~Q 0 O H
USE 4000 PSI CONCRETE. H = Z w
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 0 ALL OJ
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING p O F -4
Q
p I TO ASTM A185 WITH 2" MIN. CLEARANCE. Z 1-i
H2F- H
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704. �- G7
LLJ
H1 I PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY r a
CONTRACTOR
ALL ELEMENTS PRECAST TO MEET ASTM C913.
V-01 --��- * WELDED WIRE ABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
e" 0.C.(TYP.)
REFER TO CHART
FOR BAR SIZE w
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS J Y
SIDE
8' CTS.THE CONTRACTOR WILL HAVE THE OPTION O Zi
SIDE TO INCREASE THIS BAR SIZE AS NEEDED. LL
a0
Im
H z '
Q
W a
ENDWALL DIMENSIONS
4.
LN °-
FT.
4
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
a
PIPE DIA.
BAR
SIZE
�-
4
d ---
W1
W2
1.0
#5
@ 8"
v
2.00/3.75
1.25/1.75
3.00/3.75
a
4
#5
@ 8"
1.25/2.00
3.00/3.75
1.25/2.00
d
4
1.50
d.
@ 8"
4 d
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
4CONCRETE CRADLE
d 4 4 (SEE DETAIL ON
SHEET SW -C4)
1" THICK JOINT FILLER MATERIAL
W1 FT.
�8" D.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
ELEVATION
PLAN
MAINTENANCE ACCESS STEPS
N.T.S.
z
000
1-4 NOTES: H Q
D 6" * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING F2n= = 0
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33, LL J a H Z
838.39, 838.51, 838.57, 838.63 AND 838.69. 0 a z _
INSTALL PRECAST ENDWALLS WITH WINGS AND PAY w Q dU_ =
* FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. ~Q 0 O H
USE 4000 PSI CONCRETE. H = Z w
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 0 ALL OJ
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING p O F -4
Q
p I TO ASTM A185 WITH 2" MIN. CLEARANCE. Z 1-i
H2F- H
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704. �- G7
LLJ
H1 I PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY r a
CONTRACTOR
ALL ELEMENTS PRECAST TO MEET ASTM C913.
V-01 --��- * WELDED WIRE ABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
e" 0.C.(TYP.)
REFER TO CHART
FOR BAR SIZE w
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS J Y
SIDE
8' CTS.THE CONTRACTOR WILL HAVE THE OPTION O Zi
SIDE TO INCREASE THIS BAR SIZE AS NEEDED. LL
a0
Im
H z '
OUTLET ENDWALL DETAILS
N.T.S.
NOTES:
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 -FT FROM THE RISER.
1" THICK JOINT
FILLER MATERIAL
4
v
d d 4
v 4
4
d
4
- - - - - - - 4
v a 4-
d
4 Q a .4
24"0 0 -RING RCP
FLOW �.
4
4 d d
d va 4
d. d 4
v 4 d 4 d.
4 d 4
d d
v a
Q
W a
ENDWALL DIMENSIONS
d
LN °-
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN. IMAX.
PIPE DIA.
BAR
SIZE
H1 (FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5
@ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5
@ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5
@ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5
@ B"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5
@ B"
3.00/3.50
5.0016.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5
@ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5
@ B"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5
@ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5
@ B"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
OUTLET ENDWALL DETAILS
N.T.S.
NOTES:
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 -FT FROM THE RISER.
1" THICK JOINT
FILLER MATERIAL
4
v
d d 4
v 4
4
d
4
- - - - - - - 4
v a 4-
d
4 Q a .4
24"0 0 -RING RCP
FLOW �.
4
4 d d
d va 4
d. d 4
v 4 d 4 d.
4 d 4
d d
v a
CONCRETE COLLAR
(SEE DETAIL
SHEET SW -C2)
24"0 0 -RING RCP
FLOW -+-
a
4'.
d d
4
4
4 --4-.- -
a
d
v a a
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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FLOW -+-
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4
4 --4-.- -
a
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
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NO. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-SWC
CHECKED BY
IAA
DRAWN BY
JSM
SCALE
N.T.S.
DATE
11. 26. 2018
SHEET
1" THICK JOINT �- 1" THICK JOINT
FILLER MATERIAL FILLER MATERIAL STORMWATER CONTROL
BLOCK CONCRETE ANTI -FLOTATION
MEASURE ' C' DETAILS
CONCRETE TOP VIEW SIDE VIEW
ANTI -FLOTATION
BLOCK
RISER BARREL/CRADLE CONNECTION DETAIL sw�c
N.T.S.
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION

NOTE:
NOTES:
1. AS AN ALTERNATE TO A CONCRETE CRADLE UNDER THE BARREL PIPE (THIS DETAIL), THE CONTRACTOR
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET MAY CHOOSE TO ELIMINATE THE CONCRETE CRADLE AND USE COMPACTED BACKFILL IF THE ON-SITE
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER GEOTECHNICAL ENGINEER WILL PROVIDE A NC PE SEALED LETTER CERTIFYING THAT THE COMPACTION
WEAVE 700 OR APPROVED EQUIVALENT UNDER, AROUND, AND ABOVE THE BARREL MEETS THE SPECIFICATIONS OF THE EMBANKMENT
COMPACTION REQUIREMENTS AND MOISTURE CONTENT. THIS CERTIFICATION LETTER MUST BE 66" MIN.
SUBMITTED TO THE DESIGN ENGINEER BEFORE AS -BUILT CERTIFICATION OF THE FACILITY. THIS SEPARATE
CERTIFICATION MUST BE SPECIFIC TO THE BARREL PIPE FOR THE FACILITY, AND MUST CLEARLY STATE THAT
ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM AND SOIL
NCDOT CLASS "B" RIPRAP COMPACTION SPECIFICATIONS STATED ON SHEET SW -C1. THIS CERTIFICATION IS TO INCLUDE REFERENCE
121 x 6'W x 22" THICK 240 O-RING RCP TO BOTH MATERIAL AND COMPACTION, AND MUST STATE THAT ALL MATERIALS UNDER, AROUND, AND
ABOVE THE BARREL HAVE BEEN COMPACTED PER THE BERM MATERIAL SPECIFICATIONS (AT LEAST 95% OF -
MAXIMUM DRY DENSITY USING ASTM D698 STANDARD PROCTOR) WITH NO VOID SPACES PRESENT. THE
ENDWALL PER CONTRACTORS INTENT TO UTILIZE THIS ALTERNATIVE MUST BE STATED PRIOR TO CONSTRUCTION TAKING 1
NCDOT STD. 838.80 PLACE. THIS CONTRACTORS CERTIFICATION MUST BE PRESENTED TO THE DESIGN ENGINEER BEFORE AN / 1
AS -BUILT CERTIFICATION CAN BE ISSUED FOR THIS FACILITY. (MIN.)
ENDWALL PER
18-
NCDOT
8 NCDOT STD. 838.80 o O 1
BARREL PIPE FLOWABLE FILL CRADLE 24"0 0 -RING RCP _
24"0 0 -RING RCP o CONSTRUCTION SEQUENCE
A ------------- Oa O A 1. CONSTRUCT FORMWORK FOR FLOWABLE FILL CRADLE ON EXISTING GRADE. .�• • ^ :. `:•
62. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS. 15 °
---------------
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2 -FT WIDE •" °' . '
STRIPS OF FABRIC AT THIS STEP. ---------------
22" LAYER OF •e ' :. , • 750 PSI PLOWABLE FILL
0 0 o 0 0 0 4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE : • a ; .+ . •. "• ° : .. .,; ' : • `
—1- CLASS B RIPRAP ; . "d .:
FILL TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE ° ! •' :' ••q <
III—III— I I- I w1i
FILTER BLANKET PLACING PLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT %• ''•O12" MIN...°. :.•°I (VERTICALLY) PER DRAWINGS. a•..4 ° :• ",• ' •. f. a d� -
5. FLOWABLE FILL CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON-SITE GEOTECHNICAL
FILTER BLANKET ENGINEER. ANY DEVIATION FROM THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
(SEE NOTE) ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS ELIMINATED, THEN A LETTER FROM AN NC PE - -
CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM -
12' MATERIAL SPECIFICATIONS STATED ON SHEET SW -C1 IS REQUIRED.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS
PLAN SECTION A -A USED IN THE VICINITY OF THE BARREL PIPE.
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN
CONDUCTED BY MACHINE. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24,10 RCP BEFORE DRIVING
OVER WITH HEAVY EQUIPMENT.
OUTLET (BARREL VELOCITY DISSIPATOR 24" CONCRETE CRADLE DETAIL
N.T.S.
N.T.S.
8'-6-
2'- 6"
'-6"2'-6" 0. D.
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N-12 OR i I
APPROVED EQUIVALENT) i 24"0 0 -RING RCP
co,
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ENDWALL PER NCDOT STD. 838.80
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE N0. 67 WASHED STONE
ENCASED IN NON -WOVEN
AND GALVANIZED HARDWARE CLOTH ON GEOTEXTILE FABRIC (MIRAFI
UPSTREAM SIDE (Ya" MAXIMUM OPENINGS) 180N OR EQUIVALENT)
PROPOSED GRADE
3' MIN. 3' MIN.
6" MIN.
F_
III=III=1 I III=III=III=III=III-I I Ia ENDWALL PER
III—III- NCDOT STD. 838.80 as (a,
0 0 O 0 0
i I -III -1' MIN. � �o�o 0 o a�aaa� o aa�
ENDWALL PER
--------- - - - - NCDOT STD. 838.80
0 0':_5�co
0C:524"0 0 -RING RCP C�'"I4.5' MIN.
FLOW ooa oa oa O o Oa o 124 0 0 -RING RCP Oa�O O�
oa oa oa oO a? Co
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0 1' MIN. a a a a a _
CIN 0 0 0 0
0
N
Ol
N
(2) 4" PERFORATED,
3 CORRUGATED HDPE PIPE
NO. 67 WASHED STONE (ADS N-12 OR NO. 67 WASHED STONE
ENCASED IN NON -WOVEN APPROVED EQUIVALENT) ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N GEOTEXTILE FABRIC (MIRAFI (2) 4" PERFORATED,
OR EQUIVALENT) 180N OR EQUIVALENT) CORRUGATED HDPE PIPE
(ADS N-12 OR
N APPROVED EQUIVALENT)
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
JU
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME RYN17010-SWC
CHECKED BY IAA
DRAWN BY JSM
SCALE N.T.S.
DATE 11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'C' DETAILS
SW -C4
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N0. DATE
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PROJECT NO. RYN-17010
FILENAME RYN17010-SWC
CHECKED BY IAA
DRAWN BY JSM
SCALE N.T.S.
DATE 11. 26. 2018
SHEET
STORMWATER CONTROL
MEASURE 'C' DETAILS
SW -C4

STORMWATER CONTROL MEASURE 'C' LANDSCAPE SPECIFICATIONS
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
TEMPORARY INUNDATION
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS
ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
APRIL 15 -JUNE 30 BERMUDAGRASS 25 LBS/AC
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER FOLLOWING RECOMMENDATIONS OF SOIL TESTS OR APPLY 3,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 500 LB/AC
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/AC NITROGEN. REPEAT AS GROWTH CONTINUES. MAY BE MOWED ONLY ONCE PER YEAR.
SEEDING NOTES
USE BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE
SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING
FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF
MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE)
AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1- AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -
DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED ASA MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECTTO USE THE PERMANENT SEEDING SCHEDULE.
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'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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24" O.C.
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SOFT -STEM BULRUSH
4 -INCH CONTAINER
24" O.C.
TABERNAEMONTANI
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS
ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
APRIL 15 -JUNE 30 BERMUDAGRASS 25 LBS/AC
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER FOLLOWING RECOMMENDATIONS OF SOIL TESTS OR APPLY 3,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 500 LB/AC
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/AC NITROGEN. REPEAT AS GROWTH CONTINUES. MAY BE MOWED ONLY ONCE PER YEAR.
SEEDING NOTES
USE BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME A PEST.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT WALL SHALL BE
SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE VOIDS AND AIR
POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL. WATER AGAIN AFTER PLACING
FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE THE ROOTS. IF
MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH OR THE LIKE)
AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1- AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -
DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED ASA MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP
DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR
EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECTTO USE THE PERMANENT SEEDING SCHEDULE.
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1" = 20'
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
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CHECKED BY
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DRAWN BY
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SCALE
1" = 20'
DATE
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SHEET
STORMWATER CONTROL
MEASURE 'C'
LANDSCAPE PLAN
SW -CLS

SUPPLEMENT -EZ FORM COVER PAGE
Please indicate the types, quantities and locations of SCMs that will be used on this project:
Quantity Location(s)
Infiltration System
Bioretention Cell
Wet Pond 2 SCM A, SCM B
Stormwater Wetland 1 SCM C
Permeable Pavement
Sand Filter
Rainwater Harvesting
Green Roof
Level Spreader -Filter Strip
Disconnected Impervious Surface
Treatment Swale
Dry Pond
Designer information for this project:
!Name and Title: Jon Aldridge, Senior Project Manager
Organization: McAdams
'Street address: 3430 Toringdon Way, Suite 110
City, State, Zip: Charlotte, NC 28277
Phone number(s): 704. 527. 0800 x316
Email:
Designer
OX R
UL SEAL
0 33732 r �
Sign tune f Designer
Date
Project Name:
Brookside
Address
674 Georgie Street
City / Town
Troutman
Applicant:
pany:
Nass Cross LLC
act:
Matthew Wilson
ng Address:
7620 Red Bay Lane
State, Zip:
Parkland, Florida 33076
ie number(s):
609.903.9400
Certification Statement:
I certify, under penalty of law: that this Supplement -EZ form and all supporting
information were prepared under my direction or supervision;
- that the information provided in the form is, to the best of my knowledge
and belief, true, accurate, and complete; and
- that the engineering plans, specifications, operation and maintenance
agreements and other supporting information are consistent with
the information provided here.
I am aware that there are significant penalties for submitting false
information including the possibility of fines and imprisonment for knowing
violations as well as a report being made to my professional board.
frn an .,
o, all
Cover Page 1 10:17 AM 2/19/2019

WET POND
Brookside
THE DRAINAGE AREA
7
Drainage area number
Sub 2 To SCM A
Break down of BUA in the drainage area (both new and existing):
Total coastal wetlands area (sq ft)
Parking / driveway (sq ft)
Total surface water area (sq ft)
Sidewalk (sq ft)
Total drainage area (sq ft)
781099 sf
Roof (sq ft)
BUA associated with existing development (sq ft)
5932 sf
Roadway (sq ft)
Proposed new BUA (sq ft)
297851 sf
Other, please specify in the comment box below (sq ft)
Percent BUA of drainage area
39%
ITotal BUA (sq ft)
303783 sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Stormwater program(s) that apply (please specify):
Design rainfall depth (in)
1.0 in
Minimum Design Criteria standards set forth in the NC DEQ Stormwater Manual
Minimum volume required (cu ft)
26038 cf
Design volume of SCM (cu ft)
80708 cf
GENERAL MDC FROM 02H.1050
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
No
#7 If applicable, with the SCM be cleaned out after construction?
Yes
#2 Is the SCM located on or near contaminated soils?
No
#8 Does the mainetenance access comply with General MDC (8)?
Yes
#3 What are the side slopes of the SCM (H:V)?
3:1
#9 Does the drainage easement comply with General MDC (9)?
Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes?
Yes
#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
Yes
#4 Are the inlets, outlets, and receiving stream protected from erosion (10 -year storm)?
Yes
#11 Is there an O&M Agreement that complies with General MDC (11)?
Yes
#5 Is there a a bypass for flows in excess of the design flow?
No
1#12 Is there an O&M Plan that complies with General MDC (12)?
Yes
#6 What is the method for dewatering the SCM for maintenance?
Drawdown Orifice
#13 Was the SCM designed by an NC licensed professional?
Yes
WET POND MDC FROM 02H.1053
#1 Method used
SA/DA
#6 Width of the vegetated shelf (feet)
6 ft
#1 Surface area of the main permanent pool (square feet)
24199 sf
#6 Location of vegetated shelf
@ Normal Pool
#1 Volume of the main permanent pool (cubic feet)
80708 cf
#6 Elevation of top of shelf (fmsl)
852.50 it
#2 Average depth of the main pool (feet)
3.3 ft
#6 Elevation of bottom of shelf (fmsl)
851.50 it
#2 Was the vegetated shelf included in the calculation of average depth?
Yes
#6 Slope of vegetated shelf (H:V)
6:1
#2 Elevation of the bottom of the permanent pool (fmsl)
846 ft
#7 Diameter of drawdown orifice (inches)
2.25 in
#2 Elevation of the top of the permanent pool (fmsl)
852.00 ft
#7 Drawdown time for the temporary pool (hours)
87 hrs
#2 Elevation of the top of the temporary pool (fmsl)
852.95 ft
#7 Does the orifice drawdown from below the top surface of the permanent pool?
Yes
#3 Depth provided for sediment storage (inches)
6 in
#8 Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
Yes
#4 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
Yes
#9 Are fountains proposed?
No
#4 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
#9 If yes, is documentation provided per Wet Pond MDC (9)?
#10 Is a trash rack or other device provided to protect the outlet system?
Yes
#5 Volume of the forebay (cubic feet)
13660
#11 Are the dam and embankment planted in non -clumping turf grass?
Yes
#5 Is this 15-20% of the volume in the main pool?
Yes
#11 Species of turf that will be used on the dam and embankment
Bermudagrass
#5 Depth of forebay at entrance (inches)
48 in
#11 Describe the planting plan for the vegetated shelf:
#5 Depth of forebay at exit (inches)
#5 Does water flow out of the forebay in a non-erosive manner?
#5 Clean-out depth for forebay (inches)
#5 Will the forebay be cleaned out when the depth is reduced to less than the above?
48 in
Yes
6 in
Yes
Three shallow land species and three shallow water species are specified. Detailed planting instructions are included.
ADDITIONAL INFORMATION
Please use this space to provide any additional information about this wet pond that you think is relevant to the review:
Wet Pond 2 10:17 AM 2/19/2019

WET POND Brookside
THE DRAINAGE AREA
2
Drainage area number
Sub 2 to SCM B Break down of BUA in the drainage area (both new and existing):
Total coastal wetlands area (sq ft)
Parking / driveway (sq ft)
Total surface water area (sq ft)
Sidewalk (sq ft)
Total drainage area (sq ft)
663305 sf Roof (sq ft)
BUA associated with existing development (sq ft)
Roadway (sq ft)
Proposed new BUA (sq ft)
318617 sf Other, please specify in the comment box below (sq ft)
Percent BUA of drainage area
148% ITotal BUA (sq ft) 318617 sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
SA/DA
Stormwater program(s) that apply (please specify):
Design rainfall depth (in) 1.0 in
Minimum Design Criteria standards set forth in the NC DEQ Stormwater Manual
IMinimurn volume required (cu ft) 26660 cf
Is the SCM sized to treat the SW from all surfaces at build -out?
No
Is the SCM located on or near contaminated soils?
No
What are the side slopes of the SCM (H:V)?
3:1
Does the SCM have retaining walls, gabion walls or other engineered side slopes?
Yes
Are the inlets, outlets, and receiving stream protected from erosion (10 -year storm)?
Yes
Is there a a bypass for flows in excess of the design flow?
No
What is the method for dewatering the SCM for maintenance?
Drawdown Orific
7 POND MDC FROM 02H.1053
Method used
SA/DA
Surface area of the main permanent pool (square feet)
24506 sf
Volume of the main permanent pool (cubic feet)
85164 cf
Average depth of the main pool (feet)
3.5 ft
Was the vegetated shelf included in the calculation of average depth?
Yes
Elevation of the bottom of the permanent pool (fmsl)
836 ft
Elevation of the top of the permanent pool (fmsl)
841.00 ft
Elevation of the top of the temporary pool (fmsl)
841.98 ft
Depth provided for sediment storage (inches)
6 in
Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
Yes
Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
0 Is a trash rack or other device provided to protect the outlet system?
Yes
Volume of the forebay (cubic feet)
14077
Is this 15-20% of the volume in the main pool?
Yes
Depth of forebay at entrance (inches)
60 in
Depth of forebay at exit (inches)
60 in
Does water flow out of the forebay in a non-erosive manner?
Yes
Clean-out depth for forebay (inches)
6 in
Will the forebay be cleaned out when the depth is reduced to less than the above?
Yes
DITIONAL INFORMATION
ase use this space to provide any additional information about this wet pond that you think is relevant to the review:
If applicable, with the SCM be cleaned out after construction?
Yes
Does the mainetenance access comply with General MDC (8)?
Yes
Does the drainage easement comply with General MDC (9)?
Yes
0 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
Yes
1 Is there an O&M Agreement that complies with General MDC (11)?
Yes
2 Is there an O&M Plan that complies with General MDC (12)?
Yes
3 Was the SCM designed by an NC licensed professional?
Yes
Width of the vegetated shelf (feet)
6 ft
Location of vegetated shelf
@ Normal Pool
Elevation of top of shelf (fmsl)
841.50 ft
Elevation of bottom of shelf (fmsl)
840.50 ft
Slope of vegetated shelf (H:V)
6:1
Diameter of drawdown orifice (inches)
2.25 in
Drawdown time for the temporary pool (hours)
88 hrs
Does the orifice drawdown from below the top surface of the permanent pool?
Yes
Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
Yes
Are fountains proposed?
No
If yes, is documentation provided per Wet Pond MDC (9)?
0 Is a trash rack or other device provided to protect the outlet system?
Yes
1 Are the dam and embankment planted in non -clumping turf grass?
Yes
1 Species of turf that will be used on the dam and embankment
Bermudagrass
1 Describe the planting plan for the vegetated shelf:
ree shallow land species and three shallow water species are specified. Detailed planting instructions are included
Wet Pond 3 10:17 AM 2/19/2019

STORMWATER WETLAND
Brookside
THE DRAINAGE AREA
Drainage area number
Total coastal wetlands area (sq ft)
Total surface water area (sq ft)
2 To SCM C
Break down of BUA in the drainage area (both new and existing):
Parking / driveway (sq ft)
Sidewalk (sq ft)
7
Total drainage area (sq ft)
378683 sf
Roof (sq ft)
BUA associated with existing development (sq ft)
4697 sf
Roadway (sq ft)
Proposed new BUA (sq ft)
101632 sf
Other, please specify in the comment box below (sq ft)
Percent BUA of drainage area
128%
ITotal BUA (sq ft)
106329 sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Stormwater program(s) that apply (please specify):
IDesign rainfall depth (in)
1.0 in
Minimum Design Criteria standards set forth in the NC DEQ Stormwater Manual
iminimum volume required (cu ft)
9553 cf
Design volume of SCM (cu ft)
GENERAL MDC FROM 02H.1050
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
No
#7 If applicable, with the SCM be cleaned out after construction?
Yes
#2 Is the SCM located on or near contaminated soils?
No
#8 Does the mainetenance access comply with General MDC (8)?
Yes
#3 What are the side slopes of the SCM (H:V)?
3:1
#9 Does the drainage easement comply with General MDC (9)?
Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes?
No
#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
Yes
#4 Are the inlets, outlets, and receiving stream protected from erasion (10 -year storm)?
Yes
#11 Is there an O&M Agreement that complies with General MDC (11)?
Yes
#5 Is there a a bypass for Flows in excess of the design flow?
No
#12 Is there an O&M Plan that complies with General MDC (12)?
Yes
#6 What is the method for dewatering the SCM for maintenance?
Drawdown Orifice
#13 Was the SCM designed by an NC licensed professional?
Yes
STORMWATER WETLAND MDC FROM 02H.1054
#1 Permanent pool elevation (fmsl)
854 ft
#8 Total surface area of the shallow water zone at temporary pool (square feet)
2789 sf
#1 Temporary pool elevation (fmsl)
855.28 ft
#8 SW wetland surface area comprised of shallow water zone at temporary pool (%)
35%
#1 Ponding depth (inches)
15.39 in
#8 Depth of the shallow water zone below permanent pool (inches)
6 in
#2 Is the SW wetland designed for peak attenuation?
Yes
#8 Elevation of bottom of the shallow water zone (fmsl)
853.50 ft
#2 If so, peak attenuation depth (inches)
72.00 in
#9 Total surface area of the temporary inundation zone at temporary pool (square feet)
3288 sf
#3 Surface area of SW wetland at temporary pool (square feet)
8078 sf
#9 SW wetland surface area comprised of temp inundation zone at temp pool (%)
41%
#4 Depth of soil amendment (inches)
#9 Height of the temporary inundation zone above permanent pool (inches)
9 in
#4 Describe how the soil is being amended to promote plant growth:
#9 Elevation of bottom of the temporary inundation zone (fmsl)
854 ft
#10 Drawdown time for the temporary pool (hours)
#10 Does the orifice drawdown from below the top surface of the permanent pool?
#11 Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
77 hrs
Yes
Yes
#6 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
Yes
#12 Has a landscaping plan that meets SW Wetland MDC (12) been provided?
Yes
#6 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
#13 Number of plants per 200 square feet (#) in the shallow water zone:
50
#6 Surface area of the forebay at temporary pool (square feet)
#6 Overall SW wetland surface area comprised of forebay at temporary pool (%)
909 sf
11%
#13 Describe the planting plan for the shallow water zone:
Three shallow water species are specified. Detailed planting instructions are included.
#6 Depth of forebay below permanent pool (inches)
36 in
#14 Does planting for the temporary inundation zone comply with SW Wetland MDC (14)?
Yes
#6 Elevation of bottom of forebay (fmsl)
851 ft
#14 Describe the planting plan for the temporary inundation zone:
#6 Will the forebay be cleaned out when depth is reduced to 15 inches or less?
#7 Total surface area of the non-forebay deep pools at temporary pool (square feet)
Yes
1092 sf
Three temporary inundation species are specified. Detailed planting instructions are included.
#7 SW wetland surface area comprised of non-forebay deep pools at temporary pool (%)
14%
#15 Are the dam structure and temporary fill slopes planted in non -clumping turfgrass?
Yes
#7 Depth of non-forebay deep pools below permanent pool (inches)
36 in
#16 Will cattails be planted in the wetland?
1#17
No
#7 Elevation of bottom of non-forebay deep pools (fmsl)
851 ft
Is a trash rack or other device provided to protect the outlet system?
Yes
ADDITIONAL INFORMATION
Please use this space to provide any information about this stormwater wetland that you think is relevant to the review:
Wetland 4 10:17 AM 2/19/2019

Operation & Maintenance Agreement
Project Name:
Project Location:
Brookside
(Troutman, NC
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set location.
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & correspo
Bioretention Cell
Quantity:
c
Dry Detention Basin
Quantity:
Expires May 11, 2022
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level Spreader/VFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
1
Wet Detention Basin
Quantity:
2
Disconnected Impervious Area
Present:
No
User Defined BMP
Present:
No
g O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
De aaaea automancali
SCM C _
SCM A, SCM B
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Matthew Wilson
Managing Member Nass Crossing LLC
7620 Red Bay Lane
Parkland, Florida 33076
609.903.9400
[e-mail]
Signature: _��/l�,I ��VU�� Date: i 1 27 Zvi s
1. a Notary Public for the State of
County of do hearby cer6ify thata 4w W iSOA
personally appeared before me this --b day of 1 and
acknowledge the due execution of
Witness my hand and official seal,
ST09RAZ
Version 1.4
My commission expires
�rw1Z� 11/26/2018
O&M M ual Page 1 of 9
ANITAJTAYLOR
c
Commission # GG 21542
Expires May 11, 2022
�fFCFF�UQ'
Bonded Thrusudp ftbrySiryk
ST09RAZ
Version 1.4
My commission expires
�rw1Z� 11/26/2018
O&M M ual Page 1 of 9

4EW
"" ." -N
BROOKSIDE
Stormwater Impact Analysis & Final Design of Stormwater Control Measures
'1
WADAMs

BROOKSIDE
Troutman, North Carolina
Stormwater Impact Analysis &
Final Design of Stormwater Control Measures
Project Number:
Designed By,
Date:
Revised
RYN-17010
Jon Aldridge, PE
Kelli Gallt
Lauryn Kabrich, EI
November 2018
February 2019
.,a<<ff1111����+,
.�• N CAR 4r,
SEAL r
o 33732 i
WADAMS
r@-
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A
3430 Toringdon Way, Suite 110
Charlotte, North Carolina 28277
NC Lic. # C-0293
2111111

9 MCADAMS STORMWATER IMPACT ANALYSIS
GENERAL DESCRIPTION
Located northwest of the intersection of Georgie Street and Massey Street in Troutman, North Carolina,
is the proposed development known as Brookside. Proposed development on this site will consist of the
construction of over 100 residential homes and road extension of York Road along with the associated
parking, sidewalks, utility improvements and stormwater control measures
The proposed development is located within the Catawba River basin with stormwater runoff from the
proposed development draining into an unnamed tributary of Hicks Creek. Per Town of Troutman
regulations, stormwater management on this site shall conform to the stormwater management
performance standards for development set forth in the Town of Troutman Unified Development
Ordinance. The site is required to provide peak runoff control for the 10- year storm. The applicable
design requirements are as follows:
Sec. 8.11.1 Comprehensive Stormwater Management Plan
D. High-density projects shall use wet detention ponds or other structural BMP's, in accordance with the NC
DEQ Stormwater BMP Design Manual, to control and treat runoff from the development. If the
development also lies within the Watershed Overlay District, additional requirements may apply as to
stormwater management (reference Section 3.5).
To address applicable stormwater management requirements, three stormwater control measures are
proposed to treat runoff and manage peak runoff rates. Please refer to the appropriate section of this
report for additional information.
CALCULATION METHODOLOGY
> Rainfall data for the analysis was taken from the NOAA Atlas 14. Please reference the
precipitation information section within this report for additional information.
> Using maps contained within the NRCS Web Soil Survey, the on-site soils were determined to be
hydrologic soil group (HSG) 'B' soils. Since the method chosen to compute post -development
peak flow rates and runoff volumes is dependent upon the soil type, care was taken when
selecting the appropriate Soil Conservation Service Curve Number (SCS CN).
> A composite SCS Curve Number was calculated for both the pre- and post -development
condition for each subbasin using SCS curve numbers and land cover conditions. Land cover
conditions for the pre -development condition were taken from available survey and GIS
information. Land cover conditions for the post -development condition were taken from the
proposed development plan.
> The time of concentration was calculated using SCS TR -55 (Segmental Approach, 1986). The Tc
flow path was divided into three segments: overland flow, concentrated flow, and channel
creating experiences through experience 3430 Toringdon Way, Suite 110, Charlotte, NC 28277 / 704. 527. 0800

9 MCADAMS
STORMWATER IMPACT ANALYSIS
flow. The travel time was then computed for each segment, from which the overall time of
concentration was determined by taking the sum of each segmental time.
> PondPack Version V8i was used in determining the pre- & post -development peak flow rates for
the 2- and 10 -year storm events, as well as routing calculations for the proposed stormwater
management facilities.
> The proposed stormwater management facilities are designed in accordance with the Minimum
Design Criteria (MDC) standards set forth in the NC DEMLR Stormwater Design Manual.
PR1d011-11010[6]2.4:149AV
Peak Runoff Control Requirements:
The proposed project will result in a significant increase in peak flow rates to downstream properties.
To mitigate these impacts, the proposed stormwater management facilities have been sized such that
post -development peak flow rates are no greater than pre -development levels in the 10 -year storm
event on site. Peak control for the 2 -year storm event was designed to the maximum extent practicable
due to grading restrictions and in order to avoid the existing stream buffer; however, a negligible
increase in post -development peak flow from pre -development is present.
Water Quality Requirements:
The proposed facilities are designed in accordance with the NC DEQ Stormwater BMP Design Manual
and shall meet applicable water quality requirements.
CONCLUSION
If the development on this tract is built as proposed within this report, then the requirements set forth
in Town of Troutman regulations will be met. However, modifications to the proposed development
may require that this analysis be revised. Some modifications that would require this analysis to be
revised include:
> The proposed site impervious surface exceeds the amount accounted for in this report.
> The post -development watershed breaks change significantly from those used to prepare this
report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
creating experiences through experience 2 of 2

1 SUMMARY OF RESULTS
2 MISCELANEOUS SITE INFORMATION
3 WATERSHED SOILS INFORMATION
A PRECIPITATION DATA
5 CPRE -DEVELOPMENT HYDROLOGIC
CALCULATIONS
6 POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
7 STORMWATER CONTROL MEASURE 'A' DESIGN
1 FILES
STORMWATER CONTROL MEASURE'B' DESIGN
8
FILES
9 STORMWATER CONTROL MEASURE 'C' DESIGN
FILES
10 CULVERT DESIGN CALCULATIONS

SUMMARY OF RESULTS
BROOKSIDE SUBDIVISION
RYN-17010

21MCADAms
SUMMARY OF RESULTS
Project Name: Brookside
Project Numbei RYN-17010
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS #1
Pre-Dev
Post-Dev
Return Period [cfs]
[cfs] % Increase
2 -Year 1.84
0.98 -47%
10 -Year 9.22
2.80 -70%
POINT OF ANALYSIS #2
Pre-Dev
Post-Dev
Return Period [cfs]
[cfs] % Increase
2 -Year 6.12
5.91 -3%
10 -Year 25.10
19.38 -23%
Date: 2/13/2019
Calculated By: K. Gallt

21MCADAms
SUMMARY OF RESULTS
Project Name: Brookside
Project Numbei RYN-17010
STORMWATER CONTROL MEASURE'A' SUMMARY
Design Impervious Area =7
Design Drainage Area =E26,038
% Impervious =%
Water Quality Volume =
3
acres
acres
cf
Main Pool SA Provided =
24,199
Isf
Top of Dam = 858.00 ft
NWSE = 852.00 ft
Average Depth = 3.34 ift
Main Pool SA Required =
11,396
sf
Main Pool SA Provided =
24,199
Isf
Siphon Diameter =
2.25
in
Siphon Elevation =
852.00
ft
WQV Elevation =
852.97
ft
Drawdown Time =
3.63
days
Secondary Orifice
-
Orifice Elevation =P=853.00
853.00Riser
Riser =
Riser Crest =
856.00
ft
Barrel Diameter =
24
in
Invert In =
846.00
ft
Invert Out =1
845.00 Ift
Length =
1 97 Ift
% Slope =1 1.03°
STORMWATER CONTROL MEASURE'A' ROUTING RESULTS
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max WSE
[ft]
Freeboard
[ft]
2 -Year
37.40
0.24
854.56
3.44
10 -Year
66.79
1.70
856.04
1.96
100 -Year
104.58
27.99
856.67
1.33
Date: 2/13/2019
Calculated By: K. Gallt

21MCADAms
SUMMARY OF RESULTS
Project Name: Brookside
Project Numbei RYN-17010
STORMWATER CONTROL MEASURE'B' SUMMARY
Design Drainage Area = 15.23 acres
Design Impervious Area = 7.30 acres
Impervious = 48.0%
Water Quality Volume = 26,622 cf
D
Top of Dam =
NWSE =
Average Depth =
10,107
ft
ft
ft
Main Pool SA Provided =
24,506
847.00
841.00
3.48
Main Pool SA Required =
10,107
sf
Main Pool SA Provided =
24,506
sf
Siphon Diameter =W368
0.24
in
Siphon Elevation =ft
10 -Year
65.19
WQV Elevation =ft
845.04
1.96
Drawdown Time =days
96.85
24.60
Secondary Orifice =
1"
Orifice Elevation =
842.00
ft
Riser =
Riser Crest =
845.00
ft
Barrel Diameter =W74
in
Invert In =ft
Invert Out =ft
Length =ft
% Slope = 2.70%
STORMWATER CONTROL MEASURE'B' ROUTING RESULTS
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max WSE
[ft]
Freeboard
[ft]
2 -Year
39.17
0.24
843.62
3.38
10 -Year
65.19
1.54
845.04
1.96
100 -Year
96.85
24.60
845.63
1.37
Date: 2/13/2019
Calculated By: K. Gallt

21MCADAms
SUMMARY OF RESULTS
Project Name: Brookside
Project Numbei RYN-17010
STORMWATER CONTROL MEASURE'C' SUMMARY
Design Drainage Area = 8.69 acres
Design Impervious Area = z.44 acres
Impervious = 28.7%
Water Quality Volume = 26,392 cf
D
Inflow
858.50 ft
24 in
851.00 ft
850.00 ft
57 ft
[cfs]
[ft]
Top of Dam =
860.00
ft
NWSE =
854.00
ft
Siphon Diameter =W319
26.42
in
Siphon Elevation =ft
1.47
100 -Year
WQV Elevation =ft
15.96
858.97
Drawdown Time =days
Secondary Orifice =
1"
Orifice Elevation =
855.30
ft
Riser =
Riser Crest =
Barrel Diameter =
Invert In =
Invert Out =
Length =
Inflow
858.50 ft
24 in
851.00 ft
850.00 ft
57 ft
% Slope = 1.75%
STORMWATER CONTROL MEASURE'C' ROUTING RESULTS
Date: 2/13/2019
Calculated By: K. Gallt
Inflow
Outflow
Max WSE
Freeboard
Return Period
[cfs]
[cfs]
[ft]
[ft]
2 -Year
13.30
0.14
857.07
2.93
10 -Year
26.42
1.31
858.53
1.47
100 -Year
44.63
15.96
858.97
1.03
Date: 2/13/2019
Calculated By: K. Gallt

MISCELLANEOUS SITE INFORMATION
BROOKSIDE SUBDIVISION
RYN-17010

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0 1,000 2,000 4,000 PROJECT #: RYN-17010
Feet
I inch =2,000 feet TROUTMAN, NORTH CAROLINA 1V1C:ADAM.

NC DENR - DIVISON OF WATER RESOURCES
.0308 CATAWBA RIVER BASIN
2B .0300
Name of Stream
Description
Class
Class Date
Index No.
Terrapin Creek
From a point 0.5 mile upstream of
WS-IV;CA
08/03/92
11-81-(2)
mouth to Lake Norman, Catawba
River
Norwood Creek
From source to a point 0.2 mile
WS -IV
08/03/92
11-82-(0.5)
upstream of Iredell County SR 1328
Bass Creek
From source to Norwood Creek
WS -IV
08/03/92
11-82-1
Powder Spring Branch
From source to Norwood Creek
WS -IV
08/03/92
11-82-2
Norwood Creek
From a point 0.2 mile upstream of
WS-IV;CA
08/03/92
11-82-(3)
Iredell County SR 1328 to Lake
Norman, Catawba River
Hicks Creek
From source to a point 0.6 mile
WS -IV
08/03/92
11-83-(0.5)
upstream of mouth
Big Branch
From source to a point 0.4 mile
WS -IV
08/03/92
11-83-1-(1)
upstream of mouth
Big Branch
From a point 0.4 mile upstream of
WS-IV;CA
08/03/92
11-83-1-(2)
mouth to Hicks Creek
Hicks Creek
From a point 0.6 mile upstream of
WS-IV;CA
08/03/92
11-83-(2)
mouth to Lake Norman, Catawba
River
Rocky Creek (Youngs Creek)
From source to a point 0.6 mile
WS -IV
08/03/92
11-84-(1)
upstream of mouth
Rocky Creek (Youngs Creek)
From a point 0.6 mile upstream of
WS-IV;CA
08/03/92
11-84-(2)
mouth to Lake Norman, Catawba
River
Stumpy Creek
From source to a point 0.5 mile
WS -IV
08/03/92
11-85-(1)
upstream of mouth
Stumpy Creek
From a point 0.5 mile upstream of
WS-IV;CA
08/03/92
11-85-(2)
mouth to Lake Norman, Catawba
River
Mill Branch
From source to Lake Norman,
WS-IV,B;CA
08/03/92
11-86
Catawba River
Hobbs Creek
From source to a point 0.5 mile
WS-IV,B
08/03/92
11-87-(1)
upstream of mouth
Hobbs Creek
From a point 0.5 mile upstream of
WS-IV,B;CA
08/03/92
11-87-(2)
mouth to Lake Norman, Catawba
River
Cornelius Creek
From source to a point 1.1 mile
WS -IV
08/03/92
11-88-(1)
upstream of mouth
Cornelius Creek
From a point 1.1 mile upstream of
WS-IV;CA
08/03/92
11-88-(2)
mouth to Lake Norman, Catawba
River
Byers Creek
From source to 1-77
WS -IV
08/03/92
11-89-(1)
Byers Creek
From 1-77 to Lake Norman, Catawba
WS-IV;CA
08/03/92
11-89-(2)
R.
Holdsclaw Creek
From source to point 0.6 mile
WS-IV,B
08/03/92
11-90-(1)
upstream of earthen dam
Holdsclaw Creek
From a point 0.6 mile upstream of
WS-IV,B;CA
08/03/92
11-90-(2)
earthen dam to Lake Norman,
Catawba River
McCrary Creek
From source to Lake Norman,
WS-IV,B;CA
08/03/92
11-91
Catawba River
Hobbs Creek
From source to Lake Norman,
WS-IV,B;CA
08/03/92
11-92
Catawba River
20

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FEMA'S COOPESATING 1W
TECHNICAL PASTNEFI
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
Zone A, V, Hy
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
0TH ER
AREAS
GENERAL
STRUCTURES
0TH ER
FEATURES
Regulatory Floodway
-- -- - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
0 250 500 1,000
Feet
Meters
0 75 150 300
PANEL LO CATO R
WILKES COUNTY I YADKIN COUNTY
4804- 4824 14844 4864 4884 \
----- ------------------
-----------
±A'8034813
-- ----- -- ----
f f'
4803 4813 4823 4833 4843 4853 4863 4873 4883 4893
\r r- 4802 4812 4822 4832 4842 4852 4862 4872 4882 4892
r
/1 4841485148614871 1
1 4800 4820 4880
4840 4850 4860 4870 +
ALEXANDER COUNTY 4749 47594769 4779 j DAVIE COUNTY
3788 ' 4708 4728 4788
i 4748 4758 4768 4778
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE L
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not CATAWBA COUNTY
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
LINCOLN COUNTY
4766 4786.E "7
06 4716 4726 4736 4746 4756 j i
4725 4735 4745 4755 4765 4775 / u`L'\
4704 4784 IN
4724 4734 4744 4754 4764 4774 /
4723 4733 4743 4753 4763 4773 4783
4702
4722 4732 4742 4752 4762 4772 4782
01 4711 4721 4731
1 4740 4760,/
4710 4720 4730
4619 4629 4639 4649 4659 4669 4679 ROWAN COUNTY
4628 4638 4648 4658 4668 4678
4617 4 4637 4647 4657 4667 4677
4686
4616 4626 4636 4646 4656 4666 4676
4615 4,625 4635 4645 4655 4665 4675 4685
4614 4624 4634 4644 465 4 466-4 46.7.4 4.68.4 _--------_ — _ _-_-_
46134623 1 CABARRUS COUNTY
1 �
r
0.2% Annual Chance Flood Hazard, Areas
cc
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
NORTH CAROLINA
Areas of Less Than One Square Mile zone x
Future Conditions 1% Annual
Chance Flood Hazard zone x
Area with Reduced Flood Risk due to Levee
See Notes zone x
PANEL 4731
Areas Determined to be Outside the
0.2% Annual Chance Floodplain zone x
-------------
Channel, Culvert, or Storm Sewer
v)
Accredited or Provisionally Accredited
FEMA
Levee, Dike, or Floodwall
1111111111111
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510 ®
National Geodetic Survey bench mark
BM5510�
Contractor Est. NCFMP Survey bench mark
COMMUNITY CID
Cross Sections with 1% Annual Chance
M
Water Surface Elevation (BFE)
a- - - - -
Coastal Transect
-- -- - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
0 250 500 1,000
Feet
Meters
0 75 150 300
PANEL LO CATO R
WILKES COUNTY I YADKIN COUNTY
4804- 4824 14844 4864 4884 \
----- ------------------
-----------
±A'8034813
-- ----- -- ----
f f'
4803 4813 4823 4833 4843 4853 4863 4873 4883 4893
\r r- 4802 4812 4822 4832 4842 4852 4862 4872 4882 4892
r
/1 4841485148614871 1
1 4800 4820 4880
4840 4850 4860 4870 +
ALEXANDER COUNTY 4749 47594769 4779 j DAVIE COUNTY
3788 ' 4708 4728 4788
i 4748 4758 4768 4778
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE L
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not CATAWBA COUNTY
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
LINCOLN COUNTY
4766 4786.E "7
06 4716 4726 4736 4746 4756 j i
4725 4735 4745 4755 4765 4775 / u`L'\
4704 4784 IN
4724 4734 4744 4754 4764 4774 /
4723 4733 4743 4753 4763 4773 4783
4702
4722 4732 4742 4752 4762 4772 4782
01 4711 4721 4731
1 4740 4760,/
4710 4720 4730
4619 4629 4639 4649 4659 4669 4679 ROWAN COUNTY
4628 4638 4648 4658 4668 4678
4617 4 4637 4647 4657 4667 4677
4686
4616 4626 4636 4646 4656 4666 4676
4615 4,625 4635 4645 4655 4665 4675 4685
4614 4624 4634 4644 465 4 466-4 46.7.4 4.68.4 _--------_ — _ _-_-_
46134623 1 CABARRUS COUNTY
1 �
r
MAP NUMBER
3710473100J
MAP REVISED
3/18/2008
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
^F�
0
y.
PANEL 4731
v
0.
a+vo SEG�a
v)
FEMA
cc
Panel Contains:
L
COMMUNITY CID
PANEL SUFFIX
M
IREDELL COUNTY 370313
4731 J
TROUTMAN, TOWN OF 370626
4731 J
i
rrrr�
0
_0
U.
co
r0
MAP NUMBER
3710473100J
MAP REVISED
3/18/2008

WATERSHED SOILS INFORMATION
BROOKSIDE SUBDIVISION
RYN-17010

3
508BOO
35' 41'47'N
35° 41'25" N
Hydrologic Soil Group—Iredell County, North Carolina
(Brookside Subdivision)
508900 509000 509100 509200 509300 509400 509500
505800 508900 509000 509100 509200 509300
3
Map Scale: 1:4,830 if printed on A landscape (11"x8.5") sheet.
Meters
N 0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
509400 509500 509600 509700
3
N
5091800
i 35° 41'47'N
T- 35° 41'25" N
509800
3
N
11/8/2018
Page 1 of 4

Hydrologic Soil Group—Iredell County, North Carolina
(Brookside Subdivision)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r
A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:12,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Iredell County, North Carolina
Survey Area Data: Version 23, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 8, 2015—Nov 28,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UUP Natural Resources Web Soil Survey 11/8/2018
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Iredell County, North Carolina
Hydrologic Soil Group
Brookside Subdivision
USDA Natural Resources Web Soil Survey 11/8/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
Cecil sandy clay loam, 2
B
12.4
20.2%
to 6 percent slopes,
moderately eroded
CeC2
Cecil sandy clay loam, 6
B
7.3
11.9%
to 10 percent slopes,
moderately eroded
CgC
Cecil -Urban land
B
1.5
2.5%
complex, 2 to 10
percent slopes
CgE
Cecil -Urban land
B
0.7
1.1%
complex, 10 to 25
percent slopes
ChA
Chewacla loam, 0 to 2
B/D
6.8
11.1%
percent slopes,
frequently flooded
LcB2
Lloyd clay loam, 2 to 6
B
6.3
10.2%
percent slopes,
moderately eroded
LcC2
Lloyd clay loam, 6 to 10
B
4.8
7.8%
percent slopes,
moderately eroded
LcD2
Lloyd clay loam, 10 to
B
1.7
2.7%
15 percent slopes,
moderately eroded
LuC
Lloyd -Urban land
B
2.7
4.4%
complex, 2 to 10
percent slopes
MdB
Masada fine sandy
B
1.8
3.0%
loam, 2 to 6 percent
slopes
PaE
Pacolet sandy loam, 15
B
7.0
11.5%
to 25 percent slopes
PcD2
Pacolet sandy clay
B
3.7
5.9%
loam, 10 to 15 percent
slopes, moderately
eroded
PcE2
Pacolet sandy clay
B
4.8
7.7%
loam, 15 to 25 percent
slopes, moderately
eroded
Totals for Area of Interest
61.5
100.0%
USDA Natural Resources Web Soil Survey 11/8/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Iredell County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
Brookside Subdivision
usDA Natural Resources Web Soil Survey 11/8/2018
Conservation Service National Cooperative Soil Survey Page 4 of 4

PRECIPITATION DATA
BROOKSIDE SUBDIVISION
RYN-17010

10/9/2018 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3 -,
Location name: Troutman, North Carolina, USA*
Latitude: 35.7029°, Longitude: -80.8897°
Elevation: 937.52 ft**
source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval (years)
Duration
1 2 5 10 25 50 100 200 500 1000
5 -min 0.378 0.447 0.524 0.580 0.645 0.690 0.733 0.772 0.816 0.849
(0.348-0.411) (0.412-0.488) (0.482-0.571) (0.532-0.630) (0.587-0.701) (0.625-0.751) (0.659-0.799) (0.687-0.843) (0.718-0.898) (0.738-0.938)
10 -min 0.604 0.716 0.840 0.928 1.03 1.10 1.16 1.22 1.29 1.34
(0.556-0.657) (0.660-0.780) (0.772-0.915) (0.850-1.01) (0.936-1.12) (0.996-1.20) 1 (1.05-1.27) 1 (1.09-1.34) 1 (1.14-1.42) 1 (1.16-1.48)
1.39
(1.26-1.51)
0.755
0.900
1.06
1.17
1.30
15 -min
2.72
1 (2.36-3.00)
1 (2.79-3.34)
1 (3.09-3.73)
1 (3.38-4.12)
11 (3.66-4.52)
1 (4.03-5.07)
1(0.696-0.821)]1(0.829-0.980)
9.51
(0.977-1.16)
1 (1.08-1.27)
1 (1.19-1.42)
F 4.164.59
1.03
1.24
1.51
1.70
1.93
30 -min
(4.07-5.03)
( 4.51-5.71)
1 (4.85-6.25)
(0.954-1.13) fl
(1.15-1.35)
1 (1.39-1.64)
1 (1.56-1.85)
1 (1.76-2.10)
1.39
(1.26-1.51)
1.47 1.54
1 (1.32-1.60) 11 (1.38-1.69)
1.63 1.68
1 (1.43-1.79) 11 (1.46-1.85)
2.10
(1.90-2.28)
2.25
1 (2.03-2.46)
2.40
1 (2.14-2.63)
2.59
1 (2.28-2.85)
2.72
1 (2.36-3.00)
60 -min 1.29 1.56 1.94 2.21 2.57 2.84 3.11 3.37 3.71 3.97
(1.19-1.40) 1 (1.44-1.70) 1 (1.78-2.11) 1 (2.57-3.09) (2.79-3.38) 11 (3.00-3.68) 1 (3.27-4.08) 11 (3.45-4.38)
2 -hr 1.50 1.81 2.27
(1.38-1.63) 1 (1.67-1.98) 1 (2.08-2.47)
3 -hr 1.60 1.94 2.43
(1.48-1.75) 1 (1.79-2.12) 1 (2.24-2.66)
2.61
3.07
3.42
3.77
4.13
4.60
4.97
(2.39-2.84)
1 (2.79-3.34)
1 (3.09-3.73)
1 (3.38-4.12)
11 (3.66-4.52)
1 (4.03-5.07)
(4.29-5.50)
9.51
2.81
3.33
F 4.164.59
5.18
5.64
(2.58-3.07)
(3.03-3.63)
(3.38-4.09)
(3.73-4.55)
(4.07-5.03)
( 4.51-5.71)
1 (4.85-6.25)
6 -hr 1.97 2.38 2.98 3.46 4.10 4.62 5.14 5.68 6.43 7.02
(1.82-2.14) 1 (2.20-2.59) 1 (2.75-3.24) 1 (3.18-3.75) 11 (3.75-4.44) 1 (4.19-5.00) 11 (4.62-5.58) 11 (5.05-6.18) 1 (5.62-7.02) 1 (6.06-7.70)
12 -hr 2.36 2.86 3.59
(2.19-2.57) 1 (2.65-3.11) 1 (3.32-3.90)
24 -hr 2.82 3.42 4.32
(2 .62-3.05) (3.17-3.70) ( 4.01-4.68)
4.17
4.96
5.60
6.26
6.95
7.91
8.66
(3.84-4.51)
(4.54-5.37)
(5.08-6.05)
(5.63-6.76)
(6.17-7.50)
(6.91-8.55)
(7.46-9.39)
9.51
10.4
5.03
6.00
6.77
7.57
8.38
(4.64-5.44)
(5.52-6.49)
(6.22-7.32)
(6.92-8.18)
(7.64-9.07)
(8.62-10.3)
(9.38-11.3 )
2 -day 3.32 4.01 5.02 5.80 ) 6.87 7.71 8.57 9.45 10.6 11.6
(3.08-3.58) (3.72-4.34) (4.65-5.42) (5.37-6.27 (6.34-7.42) (7.10-8.33) (7.86-9.26) 11 (8.64-10.2) 1 (9.69-11.5) 1 (10.5-12.6)
3 -day 3.53 4.25 5.29
(3.29-3.80) fl (3.96-4.59) 1 (4.92-5.71)
4 -day 3.74 4.49 5.56
(3.49 4.02)1 (4.19-4.84) 1 (5.18-5.99)
6.10
7.20
8.07
8.96
9.86
11.1
F 12.1
(5.66-6.57) 11
(6.65-7.76)
7.53
1 (7.44-8.70)
1 (8.23-9.66)
9.34
1 (9.04-10.6)
10.3
1 (10.1-12.0)
1 (11.0-13.1)
6.40
8.43
11.5
12.5
(5.94-6.88)
(6.97-8.10)
(7.78-9.07)
(8.60-10.1)
(9.43-11.1)
( 10.6-12.5)
1 (11.4-13.5)
7 -day 4.31 5.15 6.28 7.15
(4.05-4.61) (4.84-5.51) 1 (5.89-6.71) 1 (6.69-7.64)
F10 -day 4.95 5.89 7.08 7.99
(4.66-5.27) (5.55-6.27) 1 (6.66-7.53) 1 (7.51-8.50)
8.33
9.25
10.2
11.1
12.4
13.4
(7.77-8.90)
(8.61-9.89)
10.1
(9.45-10.9)
(10.3-11.9)
(11.4-13.3) 11
(12.3-14.4)
9.19
11.1
12.0
13.3
14.2
(8.62-9.79)
1 (9.48-10.8)
(10.3-11.8)
(11.2-12.8)
(12.3-14.2)
1 (13.2-15.2)
20 -day 6.64 7.84 9.26 10.4 ) ( 11.8 ) 13.0 ) ( 14.1 ) ( 15.3 ) ( 16.8 18.0 )
(6.30-6.99) (7.44-8.26) (8.78-9.75) (9.81-10.9 11.2-12.5 (12.2-13.7 13.2-14.9 14.3-16.1 15.7-17.8) (16.7-19.0
30 -day 8.21 9.65 11.1 12.3
(7.84-8.60) (9.22-10.1) 1 (10.6-11.7) 1 (11.7-12.9)
45 -day 10.3 12.1 13.7 14.9
(9.91-10.8) (11.6-12.6) 1 (13.1-14.3) 1 (14.3-15.6)
60 -day 12.3 14.3 16.1 17.5
11 (11.8-12.8) 1 (13.8-14.9) (15.5-16.8) 11 (16.8-1f
13.7
14.8
15.9
17.0
18.4
19.4
(13.1-14.4)
1 (14.1-15.6)
1 (15.1-16.7)
1 (16.1-17.8)
1 (17.3-19.3)
1 (18.3-20.5)
16.5
17.7
18.8
19.9
21.3
22.3
(15.8-17.2)
1 (17.9-19.6)
1 (18.9-20.8)
1 (21.1-23.4)
19.2 20.5 21.7 22.9 24.4 25.6
.4-20.0) (19.6-21.3) (20.8-22.6) (21.9-23.9) (23.3-25.5) 1 (24.3-2E
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.7029&Ion=-80.8897&data=depth&units=engIish&series=pds 1/4

10/9/2018 Precipitation Frequency Data Server
PDS -based depth -duration -frequency (DDF) curves
Latitude: 35.70291, Longitude: -80-88971
30
25 --- -- --- --- -- --
20
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iz
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1 2 5 10 25 50 100 20D 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Valu me 2, Version 3 Created {GMT}: Tue Oct 9 19:29:21 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2 -day
— 16 -min —
3 -day
15 -min —
4 -day
— 30�-min —
7 -day
— 60 -min —
10�-eay
— 2-nr —
20 -day
— 3 -hr —
34 -clay
— 6 -hr —
45-tlay
— 12 -hr —
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iz
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a
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0
1 2 5 10 25 50 100 20D 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Valu me 2, Version 3 Created {GMT}: Tue Oct 9 19:29:21 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2 -day
— 16 -min —
3 -day
15 -min —
4 -day
— 30�-min —
7 -day
— 60 -min —
10�-eay
— 2-nr —
20 -day
— 3 -hr —
34 -clay
— 6 -hr —
45-tlay
— 12 -hr —
6o -day
— 24 -hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7029&Ion=-80.8897&data=depth&units=english&series=pds 2/4

10/9/2018
Precipitation Frequency Data Server
3km In
2mi
Large scale terrain
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7029&Ion=-80.8897&data=depth&units=english&series=pds 3/4

10/9/2018 Precipitation Frequency Data Server
f
O 4
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7029&Ion=-80.8897&data=depth&units=english&series=pds 4/4

'J MCADAMS
Element Details
ID
30
Notes
Label
Troutman
2 year
Label
2 year
Increment
5.000 min
Return Event
2 years
End Time
1,440.000 min
Start Time
0.000 min
Storm Event Depth Type
Cumulative
2 year
Time
Depth Depth
Depth
Depth
Depth
(min)
(in) (in)
(in)
(in)
(in)
0.000
0.000
0.004
0.007
0.011
0.015
25.000
0.018
0.022
0.026
0.029
0.033
50.000
0.037
0.040
0.044
0.048
0.052
75.000
0.055
0.059
0.063
0.066
0.070
100.000
0.074
0.077
0.081
0.085
0.088
125.000
0.092
0.096
0.099
0.103
0.107
150.000
0.110
0.114
0.118
0.121
0.125
175.000
0.129
0.133
0.136
0.140
0.144
200.000
0.147
0.151
0.155
0.158
0.162
225.000
0.166
0.169
0.173
0.177
0.180
250.000
0.184
0.188
0.191
0.195
0.199
275.000
0.202
0.206
0.210
0.213
0.217
300.000
0.221
0.225
0.228
0.232
0.236
325.000
0.239
0.243
0.247
0.250
0.254
350.000
0.258
0.261
0.265
0.272
0.278
375.000
0.285
0.291
0.298
0.304
0.311
400.000
0.317
0.324
0.330
0.337
0.343
425.000
0.350
0.356
0.363
0.369
0.376
450.000
0.382
0.389
0.396
0.402
0.409
475.000
0.415
0.422
0.428
0.435
0.441
500.000
0.448
0.454
0.461
0.467
0.474
525.000
0.480
0.487
0.493
0.500
0.512
550.000
0.524
0.537
0.549
0.561
0.573
575.000
0.586
0.598
0.610
0.622
0.634
600.000
0.647
0.659
0.671
0.683
0.696
625.000
0.708
0.720
0.730
0.740
0.750
650.000
0.760
0.770
0.780
0.802
0.823
675.000
0.845
0.867
0.888
0.910
0.983
700.000
1.056
1.130
1.203
1.429
1.877
725.000
2.104
2.177
2.250
2.324
2.397
750.000
2.470
2.492
2.513
2.535
2.557
775.000
2.578
2.600
2.610
2.620
2.630
800.000
2.640
2.650
2.660
2.672
2.684
825.000
2.697
2.709
2.721
2.733
2.746
850.000
2.758
2.770
2.782
2.794
2.807
875.000
2.819
2.831
2.843
2.856
2.868
900.000
2.880
2.887
2.893
2.900
2.906
925.000
2.913
2.919
2.926
2.932
2.939
HOWARD
K. GALLT
RYN 18000.ppc
10/4/2018

'J MCADAMS
2 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
950.000
2.945
2.952
2.958
2.965
2.971
975.000
2.978
2.984
2.991
2.998
3.004
1,000.000
3.011
3.017
3.024
3.030
3.037
1,025.000
3.043
3.050
3.056
3.063
3.069
1,050.000
3.076
3.082
3.089
3.095
3.102
1,075.000
3.108
3.115
3.119
3.122
3.126
1,100.000
3.130
3.133
3.137
3.141
3.144
1,125.000
3.148
3.152
3.155
3.159
3.163
1,150.000
3.167
3.170
3.174
3.178
3.181
1,175.000
3.185
3.189
3.192
3.196
3.200
1,200.000
3.203
3.207
3.211
3.214
3.218
1,225.000
3.222
3.225
3.229
3.233
3.236
1,250.000
3.240
3.244
3.248
3.251
3.255
1,275.000
3.259
3.262
3.266
3.270
3.273
1,300.000
3.277
3.281
3.284
3.288
3.292
1,325.000
3.295
3.299
3.303
3.306
3.310
1,350.000
3.314
3.317
3.321
3.325
3.328
1,375.000
3.332
3.336
3.340
3.343
3.347
1,400.000
3.351
3.354
3.358
3.362
3.365
1,425.000
3.369
3.373
3.376
3.380
(N/A)
10 year
Label
10 year
Increment
5.000 min
Return Event
10 years
End Time
1,440.000 min
Start Time
0.000 min
Storm Event Depth Type
Cumulative
10 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.000
0.000
0.006
0.011
0.017
0.023
25.000
0.028
0.034
0.039
0.045
0.051
50.000
0.056
0.062
0.068
0.073
0.079
75.000
0.084
0.090
0.096
0.101
0.107
100.000
0.113
0.118
0.124
0.129
0.135
125.000
0.141
0.146
0.152
0.158
0.163
150.000
0.169
0.174
0.180
0.186
0.191
175.000
0.197
0.202
0.208
0.214
0.219
200.000
0.225
0.231
0.236
0.242
0.248
225.000
0.253
0.259
0.264
0.270
0.276
250.000
0.281
0.287
0.293
0.298
0.304
275.000
0.309
0.315
0.321
0.326
0.332
300.000
0.338
0.343
0.349
0.354
0.360
325.000
0.366
0.371
0.377
0.382
0.388
350.000
0.394
0.399
0.405
0.415
0.424
375.000
0.434
0.444
0.454
0.463
0.473
400.000
0.483
0.492
0.502
0.512
0.522
HOWARD K. GALLT
RYN 18000.ppc 10/4/2018

'J MCADAMS
10 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
425.000
0.531
0.541
0.551
0.561
0.570
450.000
0.580
0.590
0.599
0.609
0.619
475.000
0.629
0.638
0.648
0.658
0.667
500.000
0.677
0.687
0.697
0.706
0.716
525.000
0.726
0.736
0.745
0.755
0.773
550.000
0.791
0.808
0.826
0.844
0.862
575.000
0.879
0.897
0.915
0.933
0.951
600.000
0.968
0.986
1.004
1.022
1.039
625.000
1.057
1.075
1.092
1.108
1.125
650.000
1.142
1.158
1.175
1.208
1.242
675.000
1.275
1.308
1.342
1.375
1.491
700.000
1.606
1.722
1.837
2.132
2.712
725.000
3.007
3.123
3.238
3.354
3.469
750.000
3.585
3.618
3.652
3.685
3.718
775.000
3.752
3.785
3.802
3.818
3.835
800.000
3.852
3.868
3.885
3.903
3.921
825.000
3.938
3.956
3.974
3.992
4.009
850.000
4.027
4.045
4.063
4.081
4.098
875.000
4.116
4.134
4.152
4.169
4.187
900.000
4.205
4.215
4.224
4.234
4.244
925.000
4.254
4.263
4.273
4.283
4.293
950.000
4.302
4.312
4.322
4.331
4.341
975.000
4.351
4.361
4.370
4.380
4.390
1,000.000
4.399
4.409
4.419
4.429
4.438
1,025.000
4.448
4.458
4.468
4.477
4.487
1,050.000
4.497
4.506
4.516
4.526
4.536
1,075.000
4.545
4.555
4.561
4.566
4.572
1,100.000
4.578
4.583
4.589
4.594
4.600
1,125.000
4.606
4.611
4.617
4.623
4.628
1,150.000
4.634
4.639
4.645
4.651
4.656
1,175.000
4.662
4.668
4.673
4.679
4.684
1,200.000
4.690
4.696
4.701
4.707
4.713
1,225.000
4.718
4.724
4.729
4.735
4.741
1,250.000
4.746
4.752
4.758
4.763
4.769
1,275.000
4.774
4.780
4.786
4.791
4.797
1,300.000
4.803
4.808
4.814
4.819
4.825
1,325.000
4.831
4.836
4.842
4.848
4.853
1,350.000
4.859
4.864
4.870
4.876
4.881
1,375.000
4.887
4.893
4.898
4.904
4.909
1,400.000
4.915
4.921
4.926
4.932
4.938
1,425.000
4.943
4.949
4.954
4.960
(N/A)
25 year
Label
25 year
Increment
5.000 min
Return Event
25 years
End Time
1,440.000 min
Start Time
0.000 min
Storm Event Depth Type
Cumulative
HOWARD K. GALLT
RYN 18000.ppc 10/4/2018

'J MCADAMS
25 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.000
0.000
0.007
0.013
0.020
0.027
25.000
0.034
0.040
0.047
0.054
0.061
50.000
0.067
0.074
0.081
0.088
0.094
75.000
0.101
0.108
0.115
0.121
0.128
100.000
0.135
0.141
0.148
0.155
0.162
125.000
0.168
0.175
0.182
0.189
0.195
150.000
0.202
0.209
0.216
0.222
0.229
175.000
0.236
0.242
0.249
0.256
0.263
200.000
0.269
0.276
0.283
0.290
0.296
225.000
0.303
0.310
0.317
0.323
0.330
250.000
0.337
0.344
0.350
0.357
0.364
275.000
0.370
0.377
0.384
0.391
0.397
300.000
0.404
0.411
0.418
0.424
0.431
325.000
0.438
0.445
0.451
0.458
0.465
350.000
0.472
0.478
0.485
0.497
0.509
375.000
0.520
0.532
0.544
0.556
0.568
400.000
0.579
0.591
0.603
0.615
0.627
425.000
0.638
0.650
0.662
0.674
0.686
450.000
0.698
0.709
0.721
0.733
0.745
475.000
0.757
0.768
0.780
0.792
0.804
500.000
0.816
0.827
0.839
0.851
0.863
525.000
0.875
0.886
0.898
0.910
0.931
550.000
0.953
0.974
0.996
1.017
1.038
575.000
1.060
1.081
1.103
1.124
1.145
600.000
1.167
1.188
1.209
1.231
1.252
625.000
1.274
1.295
1.317
1.338
1.360
650.000
1.382
1.403
1.425
1.467
1.508
675.000
1.550
1.592
1.633
1.675
1.815
700.000
1.955
2.095
2.235
2.564
3.207
725.000
3.535
3.675
3.815
3.955
4.095
750.000
4.235
4.277
4.318
4.360
4.402
775.000
4.443
4.485
4.507
4.528
4.550
800.000
4.572
4.593
4.615
4.636
4.658
825.000
4.679
4.701
4.722
4.743
4.765
850.000
4.786
4.808
4.829
4.850
4.872
875.000
4.893
4.914
4.936
4.957
4.979
900.000
5.000
5.012
5.024
5.035
5.047
925.000
5.059
5.071
5.083
5.094
5.106
950.000
5.118
5.130
5.142
5.153
5.165
975.000
5.177
5.189
5.201
5.213
5.224
1,000.000
5.236
5.248
5.260
5.272
5.283
1,025.000
5.295
5.307
5.319
5.331
5.342
1,050.000
5.354
5.366
5.378
5.390
5.401
1,075.000
5.413
5.425
5.432
5.438
5.445
1,100.000
5.452
5.459
5.465
5.472
5.479
1,125.000
5.486
5.492
5.499
5.506
5.513
1,150.000
5.519
5.526
5.533
5.540
5.546
1,175.000
5.553
5.560
5.566
5.573
5.580
HOWARD
K. GALLT
RYN 18000.ppc
10/4/2018

'J MCADAMS
25 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
1,200.000
5.587
5.593
5.600
5.607
5.614
1,225.000
5.620
5.627
5.634
5.641
5.647
1,250.000
5.654
5.661
5.668
5.674
5.681
1,275.000
5.688
5.694
5.701
5.708
5.715
1,300.000
5.721
5.728
5.735
5.742
5.748
1,325.000
5.755
5.762
5.769
5.775
5.782
1,350.000
5.789
5.795
5.802
5.809
5.816
1,375.000
5.822
5.829
5.836
5.843
5.849
1,400.000
5.856
5.863
5.870
5.876
5.883
1,425.000
5.890
5.897
5.903
5.910
(N/A)
100 year
Label
100 year
Increment
5.000 min
Return Event
100 years
End Time
1,440.000 min
Start Time
0.000 min
Storm Event Depth
Type
Cumulative
100 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.000
0.000
0.008
0.017
0.025
0.034
25.000
0.042
0.050
0.059
0.067
0.076
50.000
0.084
0.092
0.101
0.109
0.118
75.000
0.126
0.134
0.143
0.151
0.160
100.000
0.168
0.176
0.185
0.193
0.202
125.000
0.210
0.218
0.227
0.235
0.244
150.000
0.252
0.260
0.269
0.277
0.286
175.000
0.294
0.303
0.311
0.319
0.328
200.000
0.336
0.345
0.353
0.361
0.370
225.000
0.378
0.387
0.395
0.403
0.412
250.000
0.420
0.429
0.437
0.445
0.454
275.000
0.462
0.471
0.479
0.487
0.496
300.000
0.504
0.513
0.521
0.529
0.538
325.000
0.546
0.555
0.563
0.571
0.580
350.000
0.588
0.597
0.605
0.620
0.636
375.000
0.651
0.667
0.682
0.698
0.713
400.000
0.728
0.744
0.759
0.775
0.790
425.000
0.805
0.821
0.836
0.852
0.867
450.000
0.883
0.898
0.913
0.929
0.944
475.000
0.960
0.975
0.990
1.006
1.021
500.000
1.037
1.052
1.068
1.083
1.098
525.000
1.114
1.129
1.145
1.160
1.187
550.000
1.214
1.242
1.269
1.296
1.323
575.000
1.351
1.378
1.405
1.432
1.459
600.000
1.487
1.514
1.541
1.568
1.596
625.000
1.623
1.650
1.683
1.717
1.750
650.000
1.783
1.817
1.850
1.904
1.958
HOWARD K. GALLT
RYN 18000.ppc 10/4/2018

'J MCADAMS
100 year
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
675.000
2.013
2.067
2.121
2.175
2.356
700.000
2.537
2.718
2.899
3.265
3.994
725.000
4.359
4.541
4.722
4.903
5.084
750.000
5.265
5.319
5.373
5.428
5.482
775.000
5.536
5.590
5.623
5.657
5.690
800.000
5.723
5.757
5.790
5.817
5.844
825.000
5.872
5.899
5.926
5.953
5.981
850.000
6.008
6.035
6.062
6.089
6.117
875.000
6.144
6.171
6.198
6.226
6.253
900.000
6.280
6.295
6.311
6.326
6.342
925.000
6.357
6.373
6.388
6.403
6.419
950.000
6.434
6.450
6.465
6.480
6.496
975.000
6.511
6.527
6.542
6.558
6.573
1,000.000
6.588
6.604
6.619
6.635
6.650
1,025.000
6.665
6.681
6.696
6.712
6.727
1,050.000
6.743
6.758
6.773
6.789
6.804
1,075.000
6.820
6.835
6.843
6.852
6.860
1,100.000
6.869
6.877
6.885
6.894
6.902
1,125.000
6.911
6.919
6.927
6.936
6.944
1,150.000
6.953
6.961
6.969
6.978
6.986
1,175.000
6.995
7.003
7.011
7.020
7.028
1,200.000
7.037
7.045
7.053
7.062
7.070
1,225.000
7.079
7.087
7.095
7.104
7.112
1,250.000
7.121
7.129
7.138
7.146
7.154
1,275.000
7.163
7.171
7.180
7.188
7.196
1,300.000
7.205
7.213
7.222
7.230
7.238
1,325.000
7.247
7.255
7.264
7.272
7.280
1,350.000
7.289
7.297
7.306
7.314
7.322
1,375.000
7.331
7.339
7.348
7.356
7.364
1,400.000
7.373
7.381
7.390
7.398
7.406
1,425.000
7.415
7.423
7.432
7.440
(N/A)
HOWARD K. GALLT
RYN 18000.ppc 10/4/2018

'J MCADAMS
I see
SolM
100 year 25 year 10 year — 2 year I
HOWARD K. GALLT
RYN 18000. ppc 10/4/2018

PRE -DEVELOPMENT HYDROLOGIC
CALCULATIONS
BROOKSIDE SUBDIVISION
RYN-17010

TI MCADAMS
PRE DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Brookside Date: 11/15/2018
Project Numbe RYN-17010 Calculated By: K. Gallt
INPUT SUMMARY
Onsite Area [acres] Offsite Area [acres] Total Area
Subbasin ID Impervious Open 1 Wooded 1 Pond Total Impervious Open 1 Wooded 1 PondTotal [acres] SCS CN Tc [min]
1 1 0.00 1 0.26 1 13.34 1 0.00 1 13.60 1 0.03 1 0.52 1 0.32 11 0.00 0.87 14.47 55 19.82

'J MCADAMs
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside Date: 11/15/2018
Project Numbei RYN-17010 Calculated By: K. Gallt
Subbasin ID: 1
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =
0%
HSG 'B' =
100%
HSG 'C' =
0%
HSG 'D' =
0%
Cover Composite
Condition SCS CN Comments
Impervious
98
Open
61 Assume good condition
Wooded
55 Assume good condition
Pond
100
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments
Onsite Impervious
98
0
0.00
ft
ft
ft
ft
ft/ft
ft/sec
minutes
Onsite Open
61
11,199
0.26
Assume good condition
Onsite Wooded
55
581,147
13.34
Assume good condition
Onsite Pond
100
0
0.00
17.66
Offsite Impervious
98
1,176
0.03
Offsite Open
61
22,829 1
0.52
Assume good condition
Offsite Wooded
55
13,853
6_._321
Assume good condition
Offsite Pond
100
0
0.00
1 -
Total Area = 630,204 sf
= 14.47 acres
Composite SCS CN = 55
% Impervious = 0.19%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Segment 1: Overland Flow
Length =
Upstream Elevation =
Downstream Elevation =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
Segment 2: Concentrated Flow
ft Length =
ft Upstream Elevation =
ft Downstream Elevation =
ft Height =
ft/ft Slope =
wooded -light underbrush Paved?
inches (Troutman, NC) Velocity =
minutes Segment Time =
ft
ft
ft
ft
ft/ft
ft/sec
minutes
100
617
887.50
884.50
884.50
830.50
3.00
54.00
0.0300
0.0875
0.40
No
3.42
4.77
17.66
2.15
Time of Concentration = 19.82 minutes
SCS Lag Time = 11.89 minutes

'J MCADAMs
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside
Project Numbe RYN-17010
Subbasin ID: 2
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =WO%
Composite
HSG 'B' =
Condition
HSG 'C' =
Comments
HSG 'D' =
98
Cover
Composite
1,928
Condition
SCS CN
Comments
Impervious
98
2.82
Oen
61
Assume good condition
Wooded
55
Assume good condition
Pond
100
0
WATERSHED BREAKDOWN
Date: 11/28/2018
Calculated By: K. Gallt
Composite Area Area
Contributinq Area SCS CN fsfj facresl Comments
Onsite Impervious
98
1,928
0.04
100
Onsite Open
61
122,851
2.82
Assume good condition
Onsite Wooded
55
1,800,750
41.34
Assume good condition
Onsite Pond
100
0
0.00
0.40
Offsite Impervious
98
17,505
0.40
Segment Time = 1
Offsite Open
61
79,096
1.82
Assume good condition
Offsite Wooded
55
26,596
0.61
Assume good condition
Offsite Pond
100
0
0.00
Total Area = 2,048,726 sf
= 47.03 acres
Composite SCS CN = 56
% Impervious = 0.95%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Segment 1: Overland Flow
Segment 2: Concentrated FI(
Length =
100
ft Length =
Upstream Elevation =
900.00
ft Upstream Elevation =
Downstream Elevation =
898.00
ft Downstream Elevation =
Height =
2.00
ft Height =
Slope =
0.0200
ft/ft Slope =
Manning's n =
0.40
wooded -light underbrush Paved?
P (2-year/24-hour) =
3.42
linches (Troutman, NC) Velocity =
Segment Time = 1
20.77
Iminutes Segment Time =
856.00 ft
42.00 ft
0.0545 ft/ft
No
3.77 ft/sec
3.41 minutes

Segment 3: Channel Flow
Length =
Upstream Elevation =
Downstream Elevation =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
Time of Concentration =
SCS Lag Time =1
Segment 4: Channel Flow
ft Length =
ft Upstream Elevation =
ft Downstream Elevation =
ft Height =
ft/ft Slope =
natural channel Manning's n =
sf (assume 1'x1' channel) Flow Area =
If (assume 1'x1' channel) Wetted Perimeter =
ft/sec Channel Velocity =
minutes Segment Time =
minutes
Iminutes
2132
836.00
817.50
18.50
0.0087
0.045
49
21
5.43
6.55
ft
ft
ft
ft
ft/ft
major stream
sf (assume 7'x7' channel)
If (assume 7'x7' channel)
ft/sec
minutes
177
856.00
836.00
20.00
0.1130
0.045
1
3
5.35
0.55
31.28
18.77

'J MCADAMS
Scenario: Pre 2 year
BROOKSIDE K. GALLT
RYN 17010.ppc 11/14/2018

'J MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB 1
Pre 2 year
2
0.365
753.000
1.84
SUB 1
Pre 10 year
10
1.147
734.000
9.22
SUB 2
Pre 2 year
2
1.300
758.000
6.12
SUB 2
Pre 10 year
10
3.941
749.000
25.10
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
POA 1
Pre 2 year
2
0.365
753.000
1.84
POA 1
Pre 10 year
10
1.147
734.000
9.22
POA 2
Pre 2 year
2
1.300
758.000
6.12
POA 2
Pre 10 year
10
3.941
749.000
25.10
BROOKSIDE K. GALLT
RYN 17010.ppc 11/14/2018

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PROPERTY LINE
SITE AREA = 57.80 AC
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
MICADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
LAND PARTNERS OF AMERICA, LLC
235 APOLLO BEACH BLVD,
SUITE 307
APOLLO BEACH, FL 33572
M,
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REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO. RYN-17010
FILENAME RYN17010-PRE
CHECKED BY JAA
DRAWN BY KRG
SCALE 1"=100'
DATE 11. 26. 2018
SHEET
PRE -DEVELOPMENT
DRAINAGE AREA MAP
PRE

POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
BROOKSIDE SUBDIVISION
RYN-17010

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Brookside
Project Numbei RYN-17010
INPUT SUMMARY
Date: 2/13/2019
Calculated By: K. Gallt
Onsite Area [acres] i Offsite Area [acres] I Total Area
Subbasin ID Impervious Open I Wooded I Pond I Total I Impervious I Open I Wooded I Pond Total [acresl SCS CN I Tc [minl
1
0.15
0.99
0.70
0.00
1.83
0.00
0.00
0.00
0.00
0.00
1.83
62
9.96
2 -To SCM A
6.84
8.25
0.00
0.56
15.64
0.14
1.36
0.79
0.00
2.29
17.93
76
5.00
2 -To SCM B
7.31
7.35
0.00
0.56
15.23
0.00
0.00
0.00
0.00
0.00
15.23
80
5.00
2 -To SCM C
2.33
4.83
0.76
0.11
8.03
0.11
0.48
0.07
0.00
0.66
8.69
71
5.00
2 -Bypass
0.99
6.45
9.63
0.00
17.07
0.20
0.55
0.00
0.00
0.75
17.82
60
16.99
Totals
17.62
27.86
11.09
1.23
57.80
0.44
2.39
0.86
0.00
3.70
61.50

91MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside
Project Numbei RYN-17010
Subbasin ID: 1
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Imnervinus Onan Wnnded Pnnd
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =ffl0%
98
HSG 'B' =
61 Assume good condition
HSG'C'=
55 Assume good condition
HSG'D'=
100
Cover Composite
Cnnditinn SCS (;N (nmmPntc
Impervious
98
Oen
61 Assume good condition
Wooded
55 Assume good condition
Pond
100
ONSITE IMPERVIOUS BREAKDOWN
Imp per Lot
Imp Area
Contributing Area # of Lots [SfI
Isf!
Lot Impervious
1.75 3,650
6,388
Measured Impervious
- -
0
Total Onsite Impervious Area =
6,388 sf
WATERSHED BREAKDOWN
Date: 2/13/2019
Calculated By: K. Gallt
Composite Area Area
Cnntrihutinn Area SCS CN fcfl larrecl Cnmmentc
Onsite Impervious
98
6,388
0.15
Onsite Open
61
43,088
0.99
Assume good condition
Onsite Wooded
55
30,323
0.70
Assume good condition
Onsite Pond
100
0
0.00
Offsite Impervious
98
0
0.00
Offsite Open
61
0
0.00
Assume good condition
Offsite Wooded
55
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area =a8d
sf
=acres
Composite SCS CN =
% Impervious =

TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Segment 1: Overland Flow
Length =
Upstream Elevation =
Downstream Elevation =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
56
Segment 2: Concentrated Flow
ft Length =
ft Upstream Elevation =
ft Downstream Elevation =
ft Height =
ft/ft Slope =
dense grass Paved?
inches (Troutman, NC) Velocity =
minutes Segment Time =
Upstream Elevation =
ft
ft
ft
ft
ft/ft
ft/sec
minutes
100
206
865.50
860.00
860.00
832.00
5.50
28.00
0.0550
0.1359
0.24
No
3.42
5.95
9.21
0.58
Segment 3: Channel Flow
Length =
56
ft
Upstream Elevation =
832.00
ft
Downstream Elevation =
830.50
ft
Height =
1.50
ft
Slope =
0.0268
ft/ft
Manning's n =
0.045
natural channel
Flow Area =
9
sf (assume 3'x3' channel)
Wetted Perimeter =
9
If (assume 3'x3' channel)
Channel Velocity =
5.42
ft/sec
Segment Time =
0.17
minutes
Time of Concentration = 9.96 minutes
SCS Lag Time =1 5.98 Iminutes

21MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside
Project Numbei RYN-17010
Subbasin ID: 2 -To SCM A
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Imnervious Onen Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =WO%
HSG 'B' =
HSG 'C' =
HSG 'D' =
Cover Composite
Condition SCS CN Comments
Impervious 98 1 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100
ONSITE IMPERVIOUS BREAKDOWN
Imp per Lot
Imp Area
Contributing Area # of Lots [sfj
[sfj
Lot Impervious
52.00 3,650189,800
61
Measured Impervious
-
108,051
Total Onsite Impervious Area =
297,85T sf
WATERSHED BREAKDOWN
Date: 2/13/2019
Calculated By: K. Gallt
Composite Area Area
Contributing Area SCS CN rsfl facresl Comments
Onsite Impervious
98
297,851
6.84
Onsite Open
61
359,209
8.25
Assume good condition
Onsite Wooded
55
0
0.00
Assume good condition
Onsite Pond
100
24,199
0.56
Offsite Impervious
98
5,932
0.14
Offsite Open
1 61
59,404 1
1.36
1 Assume good condition
Offsite Wooded
55
34,504
0.79
Assume good condition
Offsite Pond
100
0
0.00
Total Area = 781,099 sf
= 17.93 acres
Composite SCS CN = 76
% Impervious = 38.89%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes

21MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside
Project Numbei RYN-17010
Subbasin ID: 2 -To SCM B
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Impervious Oen Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =
Imp Area
HSG 'B' =
HSG 'C' =
TO%
HSG 'D' =
Cover Composite
Condition SCS CN Comments
Impervious 98 1 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100
ONSITE IMPERVIOUS BREAKDOWN
Imp per Lot
Imp Area
Contributing Area # of Lots [sf]
[sf]
Lot Impervious
59.25 3,650216,263
61
Measured Impervious
-
102,354
Total Onsite Impervious Area =
318,617 sf
WATERSHED BREAKDOWN
Date: 2/13/2019
Calculated By: K. Gallt
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments
Onsite Impervious
98
318,617
7.31
Onsite Open
61
320,183
7.35
Assume good condition
Onsite Wooded
55
0
0.00
Assume good condition
Onsite Pond
100
24,506
0.56
Offsite Impervious
98
0
0.00
Offsite Open
61
0
0.00
Assume good condition
Offsite Wooded
55
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area = 663,305 sf
= 15.23 acres
Composite SCS CN = 80
% Impervious = 48.03%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes

21MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside
Project Numbei RYN-17010
Subbasin ID: 2 -To SCM C
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Imnervious Onen Wooded Pond
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =WO%
HSG 'B' =
HSG 'C' =
HSG 'D' =
Cover Composite
Condition SCS CN Comments
Impervious 98 1 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100
ONSITE IMPERVIOUS BREAKDOWN
Imp per Lot
Imp Area
Contributing Area # of Lots [sfj
[sfj
Lot Impervious
18.50 3,65067,525
61
Measured Impervious
1
34,107
Total Onsite Impervious Area =1
101,632 sf
WATERSHED BREAKDOWN
Date: 2/13/2019
Calculated By: K. Gallt
Composite Area Area
Contributing Area SCS CN rsfl facresl Comments
Onsite Impervious
98
101,632
2.33
Onsite Open
61
210,346
4.83
Assume good condition
Onsite Wooded
55
33,221
0.76
Assume good condition
Onsite Pond
100
4,790
0.11
Offsite Impervious
98
4,697
0.11
Offsite Open
1 61
21,074 1
0.48
Assume good condition
Offsite Wooded
55
2,923
0.07
Assume good condition
Offsite Pond
100
0
0.00
Total Area = 378,683 sf
= 8.69 acres
Composite SCS CN = 71
% Impervious = 28.08%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes

91MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside
Project Number RYN-17010
SubbasinID: 2 -Bypass
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG Imnervinus Onan Wnnded Pnnd
A
98
39
30
100
B
98
61
55
100
C
98
74
70
100
D
98
80
77
100
HSG 'A' =ffl0%
98
HSG 'B' =
61 Assume good condition
HSG'C'=
55 Assume good condition
HSG'D'=
100
Cover Composite
Cnnditinn SCS (;N (nmmPntc
Impervious
98
Oen
61 Assume good condition
Wooded
55 Assume good condition
Pond
100
ONSITE IMPERVIOUS BREAKDOWN
Imp per Lot
Imp Area
Contributing Area # of Lots [SfI
Isf!
Lot Impervious 5.50 3,650
20,075
Measured Impervious -
23,052
Total Onsite Impervious Area =
43,127 sf
WATERSHED BREAKDOWN
Date: 2/13/2019
Calculated By: K. Gallt
Composite Area Area
Cnntrihutinn Area SCS CN fcfl larrecl Cnmmentc
Onsite Impervious
98
43,127
0.99
17.82
Onsite Open
61
280,796
6.45
Assume good condition
Onsite Wooded
55
419,619
9.63
Assume good condition
Onsite Pond
100
0
0.00
Offsite Impervious
98
8,678
0.20
Offsite Open
61
23,841
0.55
Assume good condition
Offsite Wooded
55
0
0.00
Assume good condition
Offsite Pond
100
0
0.00
Total Area =
776,061
sf
=
17.82
acres
Composite SCS CN =
60
% Impervious =
6.68%

TIME OF CONCENTRATION
(REF: SCS Segmental Approach, TR -55).
Segment 1: Overland Flow
Length =
Upstream Elevation =
Downstream Elevation =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
2199
Segment 2: Concentrated Flow
ft Length =
ft Upstream Elevation =
ft Downstream Elevation =
ft Height =
ft/ft Slope =
wooded -light underbrush Paved?
inches (Troutman, NC) Velocity =
minutes Segment Time =
Upstream Elevation =
ft
ft
ft
ft
ft/ft
ft/sec
minutes
100
121
869.00
856.00
856.00
836.00
13.00
20.00
0.1300
0.1653
0.40
No
3.42
6.56
9.82
0.31
Segment 4: Channel Flow
Length =
2199
ft
Upstream Elevation =
836.00
ft
Downstream Elevation =
817.50
ft
Height =
18.50
ft
Slope =
0.0084
ft/ft
Manning's n =
0.045
major stream
Flow Area =
49
sf (assume 7'x7' channel)
Wetted Perimeter =
21
If (assume 7'x7' channel)
Channel Velocity =
5.34
ft/sec
Segment Time =
6.86
minutes
Time of Concentration = 16.99 minutes
SCS Lag Time =1 10.19 Iminutes

'J MCADAMS
Scenario: Post 2 year
TSUB2TSCMA SUB 2 T SCM B SUB 2 T SCM C
SC C
SC B
POA A POA C SUB
POA B /
BROOKSIDE K. GALLT
RYN 17010.ppc 11/14/2018

9 MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
SUB 1
Post 2 year
2
0.085
727.000
0.98
SUB 1
Post 10 year
10
0.215
725.000
2.80
SUB 2 To SCM A
Post 2 year
2
1.908
722.000
37.40
SUB 2 To SCM A
Post 10 year
10
3.734
721.000
66.79
SUB 2 To SCM B
Post 2 year
2
1.954
721.000
39.17
SUB 2 To SCM B
Post 10 year
10
3.622
721.000
65.19
SUB 2 To SCM C
Post 2 year
2
0.714
722.000
13.30
SUB 2 To SCM C
Post 10 year
10
1.508
721.000
26.42
SUB 2 BYPASS
Post 2 year
2
0.708
732.000
5.58
SUB 2 BYPASS
Post 10 year
10
1.884
730.000
18.84
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
POA 1
Post 2 year
2
0.085
727.000
0.98
POA 1
Post 10 year
10
0.215
725.000
2.80
POA 2
Post 2 year
2
1.275
732.000
5.91
POA 2
Post 10 year
10
4.131
730.000
19.38
POA A
Post 2 year
2
0.221
1,440.000
0.24
POA A
Post 10 year
10
0.906
1,072.000
1.70
POA B
Post 2 year
2
0.226
1,440.000
0.24
POA B
Post 10 year
10
0.813
1,072.000
1.54
POA C
Post 2 year
2
0.124
1,440.000
0.14
POA C
Post 10 year
10
0.544
887.000
1.31
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(N/A)
(ft)
Post 2 year
SCM A (IN)
Post 2 year
2
1.908
722.000
37.40
(N/A)
(N/A)
SCM A
Post 2 year
2
0.221
1,440.000
0.24
854.56
1.686
(OUT)
SCM A (IN)
Post 10 year
10
3.734
721.000
66.79
(N/A)
(N/A)
SCM A
Post 10 year
10
0.906
1,072.000
1.70
856.04
2.845
(OUT)
SCM B (IN)
Post 2 year
2
1.954
721.000
39.17
(N/A)
(N/A)
SCM B
Post 2 year
2
0.226
1,440.000
0.24
843.62
1.726
(OUT)
SCM B (IN)
Post 10 year
10
3.622
721.000
65.19
(N/A)
(N/A)
SCM B
Post 10 year
10
0.813
1,072.000
1.54
845.04
2.825
(OUT)
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

9 MCADAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac -ft)
Surface
(ac -ft)
Elevation
(ft)
SCM C (IN)
Post 2 year
2
0.714
722.000
13.30
(N/A)
(N/A)
SCM C
Post 2 year
2
0.124
1,440.000
0.14
857.07
0.589
(OUT)
SCM C (IN)
Post 10 year
10
1.508
721.000
26.42
(N/A)
(N/A)
SCM C
Post 10 year
10
0.544
887.000
1.31
858.53
0.972
(OUT)
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

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T - l �ll�lll/�IiIl _
l,
yv
40101/ �J - / �!/ /�SUB 2- To Bypass
J
AREA = 8.60 AC
l 1
)I
l�1
I � Y
\ 1! n 1
ll I I �I�� 52 �� I I SZ I � � _ �•
01
f 11
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)ILI `T lit ell
_� II I( ��J�/�%%////�/ n91P� l��I �r � ��d� //
Illi �j /�j
\ II III 11/// _j /
�� 1 VA I ll�lll/ l 111
Jfll�
�/�lll�l/ llll
771 11)
J % /
l I Illlll I II I�\7�\� '
I �� I IIII III �I/ \Ill Tc PATH I\� t
DA ��l / /
� � / �/�
SU B 2- To SCM B / K s //, /%/ -/r� i15,1(1 > l ,, l I 0/
POA 1 _ /
v 11w v v I AREA - 15.23.. C
/ /iceAV/t//� /TO
"o,
ffiffifflm
SUB 1 \ Z \ IIIc I \� // /,� /�// / //i�j�////�Jl ��/ •��:;�;"a;; •'���� III � \ 1\�� �/ /////l
AREA = 1.83 AC
1 / / �///////1 11/ �� :�•• / / rrr / /r- v PROPERTY LINE
SUB 2- To SCM C �i ��`1 II
\ ) J �� / �/ < / // �% ,? l �l /IIII '�';�:; •1:r•-/i/l�ril l r/�/r, /\ I /�( SITE AREA = 57.80 AC
AREA = 8.69 AC10-
li©�/�
_ l l / / /
� � � i / /��/i/ ��! / — % / / // //�� /�'� /�//moi / � _ _ � � ..� l 1/I •• /P/ // /
r/ / // �/ r/� / / I /� //i /� /iii � / _--_ � ��/ / � •� /// � / i
r
Bypass
SUB 2- To B ass
AREA = 0.99 AC
7a 7
POA 2 _j
\ � J I I I
SUB 2- To Bypass
AREA = 8.23 AC
� � I
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION I
'J
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
w
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REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO.
RYN-17010
FILENAME
RYN17010-POST
CHECKED BY
JAA
DRAWN BY
LK
SCALE
V=100'
DATE
02.13.2019
SHEET
POST -DEVELOPMENT
DRAINAGE AREA MAP
POST

DESIGN OF STORMWATER CONTROL
MEASURE A
BROOKSIDE SUBDIVISION
RYN-17010

'J McADAMs
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
ABOVE NORMAL POOL
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
rftl rftl rsfl rsfl rcfl rcfl rftl
852.00
0.00
24,199
852.50
0.50
26,783
25,491
12,746
12,746
0.51
854.00
2.00
30,653
28,718
43,077
55,823
1.94
856.00
4.00
36,070
33,362
66,723
122,546
3.95
858.00
6.00
41,714
38,892
77,784
200,330
6.17
Storage vs. Stage
250,000
200,000
U 150,000
d
rn
0 100,000
50,000
y = 26905x',1033
R1 = 0.9994
0 I i i
0.00 1.00 2.00
Stage (feet)
b = 1.1033
Ks = 26905

'J McADAMs
STAGE -STORAGE FUNCTION - BELOW NORMAL POOL
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
MAIN POOL
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
rftl rftl rsfl rsfl rcfl rcfl rftl
846.00
0.00
6,236
848.00
2.00
9,364
7,800
15,600
15,600
2.01
850.00
4.00
12,696
11,030
22,060
37,660
3.92
851.50
5.50
15,556
14,126
21,189
58,849
5.50
852.00
6.00
17,242
16,399
8,200
67,049
6.07
80,000
70,000
60,000
V 50,000
m
40,000
° 30,000
20,000
10,000
Storage vs. Stage
y = 6184.3x'.3214
R2 = 0.9993
0 1 i i i i
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
b = 1.3214
Ks = 6184

NORTH FOREBAY
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
fftl fftl fsfl fsfl fcfl fcfl fftl
848.00
0.00
718
850.00
2.00
1,571 1,145 2,289 2,289 2.00
851.50
3.50
2,365 1,968 2,952 5,241 3.47
852.00
4.00
2,890 2,628 1,314 6,555 4.03
7,000
6,000
5,000
4,000
3,000
2,000
1,000
0 4-
0.00
Storage vs. Stage
y = 803.55x'.5068
R2 = 0.9996
1.00 2.00 3.00 4.00
Stage (feet)
b = 1.5068
KS = 1 804
b.uu

SOUTH FOREBAY
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
fftl fftl fsfl fsfl fcfl fcfl fftl
848.00
0.00
650
850.00
2.00
1,685 1,168 2,335 2,335 2.00
851.50
3.50
2,656 2,171 3,256 5,591 3.47
852.00
4.00
3,400 3,028 1,514 7,105 4.03
8,000
7,000
6,000
5,000
4,000
3,000
2,000
1,000
0
Storage vs. Stage
y = 772.27x'.5921
R2 = 0.9994
0.00 1.00 2.00 3.00 4.00 5.00
Stage (feet)
b = 1.5921
KS = 1 772

'J McADAMs
VOLUME CALCULATIONS
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
TOTAL VOLUME
Volume of Main Pool = 67,049 cf
Volume of Forebays = 13,660 cf
Total Volume Below NWSE = 80,708 cf
= 1.85 acre -ft
Total Volume Above NWSE = 200,330 cf
= 4.60 acre -ft
Total Volume of Facility = 281,038 cf
= 6.45 acre -ft
FOREBAY CALCULATION
Volum of Main Pool = 67,049 cf
Volume of Forebays = 13,660 cf
% Forebay = 20%
AVERAGE DEPTH OF POND
Total Volume Below NWSE = 80,708 cf
Surface Area at NWSE = 24,199 sf
Date: 2/13/2019
Calculated By: K. Gallt
Foreba volume should be approximately 20%
Average Depth = JAverage depth must be greater than 3.0

'J MCADAMs
SURFACE AREA CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
DRAINAGE CHARACTERISTICS
Total Drainage Area =acres
Total Impervious Area = 6.97 acres
% Impervious = 38.9%
DETERMINATION OF REQUIRED SURFACE AREA
(REF: NCDWQ BMP Handbook, 2007).
Average Depth =F ft
TSS Removal = 85%
SAIDA table for Piedmont/Mountain region
Date: 2/13/2019
Calculated By: K. Gallt
Include both onsite and offsite impervious area
Average Depth
3
3.34 4
Lower Boundary
30.0%
1.17
0.94
% Impervious
38.9%
1.47
1.46 1.21
Upper Boundary
40.0%
1.51
1.24
SA/DA required = 1.46
Surface Area Required = 11,396 ft
= 0.26 acres
Surface Area Provided = 24,199 ft

TIMcADAMS
WATER QUALITY VOLUME CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
DETERMINATION OF WATER QUALITY VOLUME
(REF: Simple Method, Schueler, 1987).
WQV =PxRvxA/12
where,
WQV = Water Quality Volume (acre -ft)
Rv = 0.05 + 0.009 x I, where I is % Impervious Cover
A = Area (acres)
P = Rainfall (inches)
Total Drainage Area, A = 17.932 acres
Total Impervious Area = 6.97 acres
% Impervious, 1 = 38.9%
Rainfall, P = 1.00 inches
R„ =1 0.400 acres
WQV=J 0.598 acre -ft
26,038 cf
ASSOCIATED DEPTH IN POND
WQV=J 26,038 cf
Ks =1 26905
b=1 1.1033
NWSE =1 852.00 ft
Date: 2/13/2019
Calculated By: K. Gallt
Depth of WQV in Pond = 0.97 ft
= 11.65 inches
Elevation = 852.97 ft Spillway must be set above this elevation

'J MCADAMS
WATER QUALITY VOLUME DRAWDOWN CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
DRAWDOWN DESIGN
Using falling head
Orifice Diameter =
2.25
inches
Number of Orifices =
1
Orifice Coefficient, Cd =
0.60
0.118
Ks =
26905
20,664
b =
1.1033
0.112
NWSE =
852.00
ft
WQV =
26,038
0.105
WQV Elevation in Pond =
852.97
ft
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Incremental
WSEL Storage Siphon Flow Flow Volume Time
[ft] [cf] [cfs] [cfs] [cf] [sec]
852.97
26038
0.124
852.89
23534
0.118
0.121
2,505
20,664
852.80
21054
0.112
0.115
2,480
21,590
852.72
18601
0.105
0.108
2,453
22,682
852.63
16178
0.097
0.101
2,423
23,996
852.55
13788
0.089
0.093
2,389
25,624
852.46
11437
0.080
0.085
2,351
27,720
852.38
9131
0.070
0.075
2,306
30,576
852.29
6879
0.059
0.065
2,253
34,831
852.21
4694
0.044
0.052
2,184
42,316
852.12
2604
0.021
0.033
2,090
63,968
Drawdown Time = 3.63 days
DRAWDOWN DESIGN
Using average head
Average Head on Orifice =0.292 inches
Orifice Coefficient, Cd = 0.60
Area of Orifice = 0.028 sf
Flowrate, Q =F---O.-07-2--]cfs
2-5 day drawdown required
Drawdown Time = 4.19 days 2-5 day drawdown required

'J MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SCM A
Elevation Planimeter Area Al+A2+sqr
(ft) (ft2) (acres) (Al*A2)
(acres)
Return Event: 2 years
Storm Event: 2 year
Volume Volume (Total)
(ac -ft) (ac -ft)
852.00
0.0
0.556
0.000
0.000
0.000
852.50
0.0
0.615
1.755
0.292
0.292
854.00
0.0
0.704
1.976
0.988
1.281
856.00
0.0
0.828
2.295
1.530
2.811
858.00
0.0
0.958
2.676
1.784
4.595
BROOKSIDE
RYN17010.ppc
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM A
Requested Pond Water Surface Elevations
Minimum (Headwater) 852.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 858.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice -Circular
Orifice A
Forward
Culvert
853.00
858.00
Inlet Box
Riser
Forward
Culvert
856.00
858.00
Orifice -Circular
WQ Orifice
Forward
Culvert
852.00
858.00
Culvert -Circular
Culvert
Forward
TW
846.00
858.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
BROOKSIDE
RYN17010.ppc
Return Event: 2 years
Storm Event: 2 year
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM A
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
856.00 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
BROOKSIDE
RYN17010.ppc
Return Event: 2 years
Storm Event: 2 year
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM A
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.0 in
Length
97.00 ft
Length (Computed Barrel)
97.01 ft
Slope (Computed)
0.010 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
Tl ratio (HW/D)
0.000
T2 ratio (HW/D)
1.302
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below T1 elevation.
Use submerged inlet control 0 equation above T2 elevation
In transition zone between unsubmerged and submerged inlet
control,
interpolate between flows at T1 & T2...
Tl Elevation 846.00 ft Tl Flow 15.55 ft3/s
T2 Elevation 848.60 ft T2 Flow 17.77 ft3/s
Return Event: 2 years
Storm Event: 2 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Outlet Input Data Return Event: 2 years
Label: Composite Outlet Structure - SCM A Storm Event: 2 year
Structure ID: WQ Orifice
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
852.00 ft
Orifice Diameter
2.3 in
Orifice Coefficient
0.600
Structure ID: Orifice A
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
853.00 ft
Orifice Diameter
1.0 in
Orifice Coefficient
0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Composite Rating Curve
Label: Composite Outlet Structure - SCM A
Composite Outflow Summary
Return Event: 2 years
Storm Event: 2 year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
852.00
0.00
(N/A)
0.00
(no Q: Orifice
A,Riser,WQ
Orifice,Culvert)
852.50
0.08
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice A,Riser)
853.00
0.13
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice A,Riser)
853.50
0.17
(N/A)
0.00
Orifice A,WQ
Orifice,Culvert (no Q:
Riser)
854.00
0.21
(N/A)
0.00
Orifice A,WQ
Orifice,Culvert (no Q:
Riser)
854.50
0.24
(N/A)
0.00
Orifice A,WQ
Orifice,Culvert (no Q:
Riser)
855.00
0.26
(N/A)
0.00
Orifice A,WQ
Orifice,Culvert (no Q:
Riser)
855.50
0.28
(N/A)
0.00
Orifice A,WQ
Orifice,Culvert (no Q:
Riser)
856.00
0.31
(N/A)
0.00
Orifice A,WQ
Orifice,Culvert (no Q:
Riser)
856.50
17.29
(N/A)
0.00
Orifice A,Riser,WQ
Orifice,Culvert
857.00
48.07
(N/A)
0.00
Orifice A,Riser,WQ
Orifice,Culvert
857.50
49.68
(N/A)
0.00
Riser,Culvert (no Q:
Orifice A,WQ Orifice)
858.00
50.85
(N/A)
0.00
Riser,Culvert (no Q:
Orifice A,WQ Orifice)
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
854.56 ft
Infiltration Method
No Infiltration
(Computed)
1.686 ac -ft
Initial Conditions
Elevation (Water Surface,
852.00 ft
Initial)
1.908 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 37.40 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0.24 ft3/s Time to Peak (Flow, Outlet) 1,440.000 min
Elevation (Water Surface,
854.56 ft
Peak)
Volume (Peak)
1.686 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.908 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.221 ac -ft
Outflow)
Volume (Retained)
1.686 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.1 %
Return Event: 2 years
Storm Event: 2 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
856.04 ft
Infiltration Method
No Infiltration
(Computed)
2.845 ac -ft
Initial Conditions
Elevation (Water Surface,
852.00 ft
Initial)
3.734 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 66.79 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 1.70 ft3/s Time to Peak (Flow, Outlet) 1,072.000 min
Elevation (Water Surface,
856.04 ft
Peak)
Volume (Peak)
2.845 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
3.734 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.906 ac -ft
Outflow)
Volume (Retained)
2.826 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0%
Return Event: 10 years
Storm Event: 10 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM A (IN)
Infiltration
856.67 ft
Infiltration Method
No Infiltration
(Computed)
3.383 ac -ft
Initial Conditions
Elevation (Water Surface,
852.00 ft
Initial)
6.941 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 104.58 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 27.99 ft3/s Time to Peak (Flow, Outlet) 752.000 min
Elevation (Water Surface,
856.67 ft
Peak)
Volume (Peak)
3.383 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
6.941 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
4.097 ac -ft
Outflow)
Volume (Retained)
2.841 ac -ft
Volume (Unrouted)
-0.003 ac -ft
Error (Mass Balance)
0.0%
Return Event: 100 years
Storm Event: 100 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMs
RIPRAP OUTLET PROTECTION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM A
DESIGN OF RIPRAP OUTLET PROTECTION
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual.
Flow, Q,o_n=V2.O
Outlet pipe diameter =
cfs
Slope =%
Outlet flowrate =
Pipe Diameter, Do=in
Thickness =
=feet
4.29
ft/sec
Number of pipes =Pipe
Material =
Class A
separation =feet
3x Do
Zone
Manning's n =
1
Date: 11/27/2018
Calculated By: K. Gallt
Pipe diameter (ft)
Zone from graph above =FM 1
8.00 ft
Outlet pipe diameter =
24
in
Outlet flowrate =
1.70cfs
Thickness =
Outlet velocity =
4.29
ft/sec
Length
Material =
Class A
4xDa
3x Do
Zone
Material Diameter
1
Class A
3
2
Class B
6
3
Class 1
13
4
Class 1
13
5
Class 11
23
6
Class 11
23
7
Study Required
Length =
8.00 ft
Width =
6.00 ft
Stone diameter =
3.00 in
Thickness =
9.00 in
Thickness
Length
Width
9
4xDa
3x Do
22
6xDa
3x Do
22
8x Da
3x Do
22
8x Da
3x Do
27
10xDa
3x Do
27
10xDa
3x Do

DESIGN OF STORMWATER CONTROL
MEASURE B
BROOKSIDE SUBDIVISION
RYN-17010

'J McADAMs
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM B
ABOVE NORMAL POOL
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
rftl rftl rsfl rsfl rcfl rcfl rftl
841.00
0.00
24,506
841.50
0.50
26,856
25,681
12,841
12,841
0.51
842.00
1.00
28,052
27,454
13,727
26,568
0.99
844.00
3.00
32,979
30,516
61,031
87,599
2.92
846.00
5.00
38,132
35,556
71,111
158,710
5.01
847.00
6.00
40,794
39,463
39,463
198,173
6.13
Storage vs. Stage
250,000
200,000
y = 26983x' 0994
LL R2 = 0.9996
v 150,000
d
m
0 100,000
N
50,000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
b = 1.0994
KS = 26983

STAGE -STORAGE FUNCTION - BELOW NORMAL POOL
Project Name: Brookside Date: 2/13/2019
Project Number: RYN-17010 Calculated By: K. Gallt
Facility ID: SCM B
MAIN POOL
FOREBAY
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
rffl rffl W1 W1 rrf1 rrf1 rffl
836.00
0.00
10,230
y = 10211x 1 2111
60,000
R' = 0.9998
838.00
2.00
13,288
11,759
23,518
23,518
2.00
840.00
4.00
16,605
14,947
29,893
53,411
3.97
840.50
4.50
17,473
17,039
8,520
61,931
4.49
841.00
5.00
19,152
18,313
9,156
71,087
5.04
80,000
70,000
Storage vs. Stage
1,187
y = 10211x 1 2111
60,000
R' = 0.9998
V 50,000
2.00
2,364
rn 40,000
m
3,551
3,551
y 30,000
20,000
10,000
0
0.00
840.00
4.00
1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
b = 1 1.2001
Ks = 1 10211
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
rffl rffl rcfl rcfl rrfl rrfl rffl
836.00
0.00
1,187
838.00
2.00
2,364
1,776
3,551
3,551
2.01
840.00
4.00
3,831
3,098
6,195
9,746
3.95
840.50
4.50
4,241
4,036
2,018
11,764
4.49
841.00
5.00
5,012
4,627
2,313
14,077
5.06
Storage vs. Stage
16,000
14,000
Y = 1258.8x1.4111
12,000 R1 = 0.9994
tLLi 10,000
rn 8,000
E
° 6,000
N
4,000
2,000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
b = 1 1.4891
KS = 1 1259

'J MCADAMS
VOLUME CALCULATIONS
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM B
TOTAL VOLUME
Volume of Main Pool =W196
cf
Volume of Forebays =cf
Total Volume Below NWSE =cf
=acre -ft
Total Volume Above NWSE = 198,173 cf
= 4.55 acre -ft
Total Volume of Facility = 283,337 cf
= 6.50 acre -ft
FOREBAY CALCULATION
Volum of Main Pool = 71,087 cf
Volume of Forebays = 14,077 cf
% Forebay = 20%
AVERAGE DEPTH OF POND
Total Volume Below NWSE = 85,164 cf
Surface Area at NWSE = 24,506 sf
Date: 2/13/2019
Calculated By: K. Gallt
Foreba volume should be approximately 20%
Average Depth = JAverage depth must be greater than 3.0

'J MCADAMs
SURFACE AREA CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM B
DRAINAGE CHARACTERISTICS
Total Drainage Area = 1 5.23 acres
Total Impervious Area =1 7.31 Jacres
% Impervious = 48.0%
DETERMINATION OF REQUIRED SURFACE AREA
(REF: NCDWQ BMP Handbook, 2007).
Average Depth =F ft
TSS Removal = 85%
SAIDA table for Piedmont/Mountain region
Date: 2/13/2019
Calculated By: K. Gallt
Include both onsite and offsite impervious area
Average Depth
3
3.48 4
Lower Boundary
40.0%
1.51
1.24
% Impervious
48.0%
1.73
1.53 1.46
Upper Boundary
50.0%
1.79
1.51
SA/DA required = 1.53
Surface Area Required = 10,121 ft
= 0.23 acres
Surface Area Provided = 24,506 ft

TIMcADAMS
WATER QUALITY VOLUME CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM B
DETERMINATION OF WATER QUALITY VOLUME
(REF: Simple Method, Schueler, 1987).
WQV =PxRvxA/12
where,
WQV = Water Quality Volume (acre -ft)
Rv = 0.05 + 0.009 x I, where I is % Impervious Cover
A = Area (acres)
P = Rainfall (inches)
Total Drainage Area, A = 15.227 acres
Total Impervious Area = 7.31 acres
% Impervious, 1 = 48.0%
Rainfall, P = 1.00 inches
R„ =1 0.482 acres
WQV=J 0.612 acre -ft
26,660 cf
ASSOCIATED DEPTH IN POND
WQV=J 26,660 cf
Ks =1 26983
b=1 1.0994
NWSE =1 841.00 ft
Date: 2/13/2019
Calculated By: K. Gallt
Depth of WQV in Pond = 0.99 ft
= 11.87 inches
Elevation = 841.99 ft Spillway must be set above this elevation

'J MCADAMS
WATER QUALITY VOLUME DRAWDOWN CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM B
DRAWDOWN DESIGN
Using falling head
Orifice Diameter =
2.25
inches
Number of Orifices =
1
Orifice Coefficient, Cd =
0.60
0.119
Ks =
26983
20,890
b =
1.0994
0.113
NWSE =
841.00
ft
WQV =
26,660
0.106
WQV Elevation in Pond =
841.99
ft
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Incremental
WSEL Storage Siphon Flow Flow Volume Time
[ft] [cf] [cfs] [cfs] [cf] [sec]
841.99 1
26660
0.126
841.90
24101
0.119
0.122
2,559
20,890
841.82
21567
0.113
0.116
2,534
21,833
841.73
19060
0.106
0.109
2,508
22,945
841.64
16582
0.098
0.102
2,478
24,283
841.56
14137
0.090
0.094
2,445
25,940
841.47
11730
0.081
0.086
2,407
28,074
841.38
9367
0.071
0.076
2,363
30,979
841.30
7057
0.060
0.065
2,310
35,302
841.21
4815
0.045
0.052
2,242
42,890
841.12
2666
0.021
0.033
2,149
64,798
Drawdown Time = 3.68 days
DRAWDOWN DESIGN
Using average head
Average Head on Orifice = 0.298 inches
Orifice Coefficient, Cd = 0.60
Area of Orifice = 0.028 sf
Flowrate, Q = 0.073 cfs
2-5 day drawdown required
Drawdown Time = 4.25 days 2-5 day drawdown required

'J MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SCM B
Elevation Planimeter Area Al+A2+sqr
(ft) (ft2) (acres) (Al*A2)
(acres)
Return Event: 2 years
Storm Event: 2 year
Volume Volume (Total)
(ac -ft) (ac -ft)
841.00
0.0
0.563
0.000
0.000
0.000
841.50
0.0
0.617
1.768
0.295
0.295
842.00
0.0
0.644
1.891
0.315
0.610
844.00
0.0
0.757
2.099
1.400
2.009
846.00
0.0
0.875
2.447
1.631
3.640
847.00
0.0
0.937
2.717
0.906
4.546
BROOKSIDE
RYN17010.ppc
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM B
Requested Pond Water Surface Elevations
Minimum (Headwater) 841.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 847.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice -Circular
Orifice B
Forward
Culvert
842.00
847.00
Inlet Box
Riser
Forward
Culvert
845.00
847.00
Orifice -Circular
WQ Orifice
Forward
Culvert
841.00
847.00
Culvert -Circular
Culvert
Forward
TW
836.00
847.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
BROOKSIDE
RYN17010.ppc
Return Event: 2 years
Storm Event: 2 year
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM B
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
845.00 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
BROOKSIDE
RYN17010.ppc
Return Event: 2 years
Storm Event: 2 year
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM B
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.0 in
Length
74.00 ft
Length (Computed Barrel)
74.03 ft
Slope (Computed)
0.027 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
Tl ratio (HW/D)
1.147
T2 ratio (HW/D)
1.293
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below T1 elevation.
Use submerged inlet control 0 equation above T2 elevation
In transition zone between unsubmerged and submerged inlet
control,
interpolate between flows at T1 & T2...
Tl Elevation 838.29 ft Tl Flow 15.55 ft3/s
T2 Elevation 838.59 ft T2 Flow 17.77 ft3/s
Return Event: 2 years
Storm Event: 2 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Outlet Input Data Return Event: 2 years
Label: Composite Outlet Structure - SCM B Storm Event: 2 year
Structure ID: WQ Orifice
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
841.00 ft
Orifice Diameter
2.3 in
Orifice Coefficient
0.600
Structure ID: Orifice B
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
842.00 ft
Orifice Diameter
1.0 in
Orifice Coefficient
0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Composite Rating Curve
Label: Composite Outlet Structure - SCM B
Composite Outflow Summary
Return Event: 2 years
Storm Event: 2 year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
841.00
0.00
(N/A)
0.00
(no Q: Orifice
B,Riser,WQ
Orifice,Culvert)
841.50
0.08
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice B,Riser)
842.00
0.13
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice B,Riser)
842.50
0.18
(N/A)
0.00
Orifice B,WQ
Orifice,Culvert (no Q:
Riser)
843.00
0.21
(N/A)
0.00
Orifice B,WQ
Orifice,Culvert (no Q:
Riser)
843.50
0.24
(N/A)
0.00
Orifice B,WQ
Orifice,Culvert (no Q:
Riser)
844.00
0.26
(N/A)
0.00
Orifice B,WQ
Orifice,Culvert (no Q:
Riser)
844.50
0.29
(N/A)
0.00
Orifice B,WQ
Orifice,Culvert (no Q:
Riser)
845.00
0.31
(N/A)
0.00
Orifice B,WQ
Orifice,Culvert (no Q:
Riser)
845.50
17.31
(N/A)
0.00
Orifice B,Riser,WQ
Orifice,Culvert
846.00
46.41
(N/A)
0.00
Riser,Culvert (no Q:
Orifice B,WQ Orifice)
846.50
47.73
(N/A)
0.00
Riser,Culvert (no Q:
Orifice B,WQ Orifice)
847.00
49.01
(N/A)
0.00
Riser,Culvert (no Q:
Orifice B,WQ Orifice)
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM B (IN)
Infiltration
843.62 ft
Infiltration Method
No Infiltration
(Computed)
1.726 ac -ft
Initial Conditions
Elevation (Water Surface,
841.00 ft
Initial)
1.954 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 39.17 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 0.24 ft3/s Time to Peak (Flow, Outlet) 1,440.000 min
Elevation (Water Surface,
843.62 ft
Peak)
Volume (Peak)
1.726 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.954 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.226 ac -ft
Outflow)
Volume (Retained)
1.726 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.1 %
Return Event: 2 years
Storm Event: 2 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM B (IN)
Infiltration
845.04 ft
Infiltration Method
No Infiltration
(Computed)
2.825 ac -ft
Initial Conditions
Elevation (Water Surface,
841.00 ft
Initial)
3.622 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 65.19 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 1.54 ft3/s Time to Peak (Flow, Outlet) 1,072.000 min
Elevation (Water Surface,
845.04 ft
Peak)
Volume (Peak)
2.825 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
3.622 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.813 ac -ft
Outflow)
Volume (Retained)
2.808 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0 %
Return Event: 10 years
Storm Event: 10 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM B (IN)
Infiltration
845.63 ft
Infiltration Method
No Infiltration
(Computed)
3.317 ac -ft
Initial Conditions
Elevation (Water Surface,
841.00 ft
Initial)
6.468 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 96.85 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 24.60 ft3/s Time to Peak (Flow, Outlet) 752.000 min
Elevation (Water Surface,
845.63 ft
Peak)
Volume (Peak)
3.317 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
6.468 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
3.645 ac -ft
Outflow)
Volume (Retained)
2.821 ac -ft
Volume (Unrouted)
-0.002 ac -ft
Error (Mass Balance)
0.0 %
Return Event: 100 years
Storm Event: 100 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

0 MCADAMs
RIPRAP OUTLET PROTECTION
Project Name: Brookside Date: 11/27/2018
Project Number: RYN-17010 Calculated By: K. Gallt
Facility ID: SCM B
DESIGN OF RIPRAP OUTLET PROTECTION
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual.
Flow, Q10_n= 1.54 cfs
Slope = 2.70 %
Pipe Diameter, Do= 24 in
2.00 feet
Number of pipes = 1
Pipe separation = 0.00 feet
Manning's n = 0.013
Figure 8.06.6.1
Zone from graph above =FM 2
12.00 ft
Outlet pipe diameter =24
Width =
in
Outlet flowrate =
1.54
cfs
Thickness =
Outlet velocity =
5.84
ft/sec
Length
Material =
Class B
4x Do
3x Do
Zone
Material Diameter
1
Class A
3
2
Class B
6
3
Class 1
13
4
Class 1
13
5
Class 11
23
6
Class 11
23
7
Study Required
Length =
12.00 ft
Width =
6.00 ft
Stone diameter =
6.00 in
Thickness =
22.00 in
Thickness
Length
Width
9
4x Do
3x Do
22
6x Do
3x Do
22
8x Do
3x Do
22
8x Do
3x Do
27
10xDo
3x Do
27
10xDo
3x Do

DESIGN OF STORMWATER CONTROL
MEASURE C
BROOKSIDE SUBDIVISION
RYN-17010

'J McADAMS
STAGE -STORAGE FUNCTION - ABOVE NORMAL POOL
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM C
ABOVE NORMAL POOL
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Accumulated Calculated
Contour Stage Contour Area Contour Area Contour Vol Contour Vol Stage
rftl rftl rsfl rsfl rcfl rcfl rftl
854.00
0.00
4,790
854.25
0.25
6,892
5,841
1,460
1,460
0.26
855.25
1.25
8,078
7,485
7,485
8,945
1.21
856.00
2.00
9,005
8,542
6,406
15,351
1.92
857.00
3.00
10,291
9,648
9,648
24,999
2.91
858.00
4.00
11,634 1
10,963 1
10,963
1 35,962 1
3.97
859.00
5.00
13,032 1
12,333 1
12,333
1 48,295 1
5.10
860.00
6.00
14,488
1 13,760 1
13,760
1 62,055 1
6.32
Storage vs. Stage
70,000
60,000 •
y = 7131.5x1.1735
50,000 R1 = 0.9989
LL
v 40,000
rn
0 30,000
U)
20,000
10,000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
b = 1.1735
KS = 1 7132

TIMCADAMS
STAGE -STORAGE FUNCTION - BELOW NORMAL POOL
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM C
ABOVENORMALPOOL
Normal Water Surface Elevation = 854.00
Temporary Ponding Elevation = 855.25
Wetland Surface Area = 8,078
Date: 2/13/2019
Calculated By: K. Gallt
Elevation Measured Area % of Wetland
Zone rftl rsfl Surface Area
Deep Pool - Forebay
853.50
to
851.00
909
11%
Deep Pool - Non Forebay
853.50
to
851.00
1,092
14%
Shallow Water
854.00
to
853.50
2,789
35%
Temporary Inundation
855.25
to
854.00
3,288
41%

TIMcADAMS
WATER QUALITY VOLUME CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM C
DETERMINATION OF WATER QUALITY VOLUME
(REF: Simple Method, Schueler, 1987).
WQV =PxRvxA/12
where,
WQV = Water Quality Volume (acre -ft)
Rv = 0.05 + 0.009 x I, where I is % Impervious Cover
A = Area (acres)
P = Rainfall (inches)
Total Drainage Area, A =WVOYI.
acres
Total Impervious Area =acres
% Impervious, 1 =
Rainfall, P =inches
R„ =1 0.303 acres
WQV=J 0.219 acre -ft
9,553 cf
ASSOCIATED DEPTH IN POND
WQV=J 9,553 cf
Ks =1 7132
b=1 1.1735
NWSE =1 854.00 ft
Date: 2/13/2019
Calculated By: K. Gallt
Depth of WQV in Pond = 1.28 ft
= 15.39 inches
Elevation = 855.28 ft Spillway must be set above this elevation

'J MCADAMS
WATER QUALITY VOLUME DRAWDOWN CALCULATION
Project Name: Brookside
Project Number: RYN-17010
Facility ID: SCM C
DRAWDOWN DESIGN
Using falling head
Orifice Diameter =
1.25
inches
Number of Orifices =
1
Orifice Coefficient, Cd =
0.60
0.043
Ks =
7132
21,529
b =
1.1735
0.041
NWSE =
854.00
ft
WQV =
9,553
0.039
WQV Elevation in Pond =
855.28
ft
Date: 2/13/2019
Calculated By: K. Gallt
Average Incremental Incremental
WSEL Storage Siphon Flow Flow Volume Time
[ft] [cf] [cfs] [cfs] [cf] [sec]
855.28 1
9553
0.045
855.17
8596
0.043
-.044
956
21,529
855.06
7656
0.041
0.042
941
22,251
854.95
6732
0.039
0.040
924
23,082
854.84
5827
0.036
0.038
905
24,055
854.73
4942
0.034
0.035
885
25,220
854.62
4080
0.031
0.032
862
26,655
854.51
3244
0.028
0.029
836
28,493
854.40
2439
0.024
0.026
805
30,986
854.29
1672
0.020
0.022
767
34,701
854.18
955
0.015
0.017
717
41,349
Drawdown Time = 3.22 days
DRAWDOWN DESIGN
Using average head
Average Head on Orifice = 0.410 inches
Orifice Coefficient, Cd = 0.60
Area of Orifice = 0.009 sf
Flowrate, Q = 0.026 cfs
2-5 day drawdown required
Drawdown Time = 4.21 days 2-5 day drawdown required

'J MCADAMS
Subsection: Elevation -Area Volume Curve
Label: SCM C
Elevation Planimeter Area Al+A2+sqr
(ft) (ft2) (acres) (Al*A2)
(acres)
Return Event: 2 years
Storm Event: 2 year
Volume Volume (Total)
(ac -ft) (ac -ft)
854.00
0.0
0.110
0.000
0.000
0.000
854.25
0.0
0.158
0.400
0.033
0.033
855.25
0.0
0.185
0.515
0.172
0.205
856.00
0.0
0.207
0.588
0.147
0.352
857.00
0.0
0.236
0.664
0.221
0.573
858.00
0.0
0.267
0.755
0.252
0.825
859.00
0.0
0.299
0.849
0.283
1.108
860.00
0.0
0.333
0.947
0.316
1.424
BROOKSIDE
RYN17010.ppc
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM C
Requested Pond Water Surface Elevations
Minimum (Headwater) 860.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 866.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice -Circular
Orifice C
Forward
Culvert
855.30
860.00
Inlet Box
Riser
Forward
Culvert
858.50
860.00
Orifice -Circular
WQ Orifice
Forward
Culvert
854.00
860.00
Culvert -Circular
Culvert
Forward
TW
851.00
860.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
BROOKSIDE
RYN17010.ppc
Return Event: 2 years
Storm Event: 2 year
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM C
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
858.50 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
BROOKSIDE
RYN17010.ppc
Return Event: 2 years
Storm Event: 2 year
K. GALLT
2/13/2019

'J MCADAMS
Subsection: Outlet Input Data
Label: Composite Outlet Structure - SCM C
Structure ID: Culvert
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
24.0 in
Length
57.00 ft
Length (Computed Barrel)
57.01 ft
Slope (Computed)
0.018 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.012
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
Tl ratio (HW/D)
1.151
T2 ratio (HW/D)
1.298
Slope Correction Factor
-0.500
Use unsubmerged inlet control 0 equation below T1 elevation.
Use submerged inlet control 0 equation above T2 elevation
In transition zone between unsubmerged and submerged inlet
control,
interpolate between flows at T1 & T2...
Tl Elevation 853.30 ft Tl Flow 15.55 ft3/s
T2 Elevation 853.60 ft T2 Flow 17.77 ft3/s
Return Event: 2 years
Storm Event: 2 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Outlet Input Data Return Event: 2 years
Label: Composite Outlet Structure - SCM C Storm Event: 2 year
Structure ID: WQ Orifice
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
854.00 ft
Orifice Diameter
1.5 in
Orifice Coefficient
0.600
Structure ID: Orifice C
Structure Type: Orifice -Circular
Number of Openings
1
Elevation
855.30 ft
Orifice Diameter
1.0 in
Orifice Coefficient
0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Composite Rating Curve
Label: Composite Outlet Structure - SCM C
Composite Outflow Summary
Return Event: 2 years
Storm Event: 2 year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
854.00
0.00
(N/A)
0.00
(no Q: Orifice
C,Riser,WQ
Orifice,Culvert)
854.50
0.04
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice C,Riser)
855.00
0.06
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice C,Riser)
855.30
0.07
(N/A)
0.00
WQ Orifice,Culvert (no
Q: Orifice C,Riser)
855.50
0.08
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
856.00
0.10
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
856.50
0.12
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
857.00
0.13
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
857.50
0.15
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
858.00
0.16
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
858.50
0.17
(N/A)
0.00
Orifice C,WQ
Orifice,Culvert (no Q:
Riser)
859.00
17.14
(N/A)
0.00
Orifice C,Riser,WQ
Orifice,Culvert
859.50
42.19
(N/A)
0.00
Riser,Culvert (no Q:
Orifice C,WQ Orifice)
860.00
43.63
(N/A)
0.00
Riser,Culvert (no Q:
Orifice C,WQ Orifice)
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM C (IN)
Infiltration
857.07 ft
Infiltration Method
No Infiltration
(Computed)
0.589 ac -ft
Initial Conditions
Elevation (Water Surface,
854.00 ft
Initial)
0.714 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 13.30 ft3/s Time to Peak (Flow, In) 722.000 min
Flow (Peak Outlet) 0.14 ft3/s Time to Peak (Flow, Outlet) 1,440.000 min
Elevation (Water Surface,
857.07 ft
Peak)
Volume (Peak)
0.589 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
0.714 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.124 ac -ft
Outflow)
Volume (Retained)
0.589 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.1 %
Return Event: 2 years
Storm Event: 2 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM C (IN)
Infiltration
858.53 ft
Infiltration Method
No Infiltration
(Computed)
0.972 ac -ft
Initial Conditions
Elevation (Water Surface,
854.00 ft
Initial)
1.508 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 26.42 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 1.31 ft3/s Time to Peak (Flow, Outlet) 887.000 min
Elevation (Water Surface,
858.53 ft
Peak)
Volume (Peak)
0.972 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.508 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
0.544 ac -ft
Outflow)
Volume (Retained)
0.964 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
Return Event: 10 years
Storm Event: 10 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMS
Subsection: Level Pool Pond Routing Summary
Label: SCM C (IN)
Infiltration
858.97 ft
Infiltration Method
No Infiltration
(Computed)
1.097 ac -ft
Initial Conditions
Elevation (Water Surface,
854.00 ft
Initial)
2.963 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
1.000 min
Inflow/Outflow Hydrograph Summary
Flow (Peak In) 44.63 ft3/s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 15.96 ft3/s Time to Peak (Flow, Outlet) 731.000 min
Elevation (Water Surface,
858.97 ft
Peak)
Volume (Peak)
1.097 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2.963 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
1.995 ac -ft
Outflow)
Volume (Retained)
0.966 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0 %
Return Event: 100 years
Storm Event: 100 year
BROOKSIDE K. GALLT
RYN 17010. ppc 2/13/2019

'J MCADAMs
RIPRAP OUTLET PROTECTION
Project Name: Brookside
Date: 2/13/2019
Project Number: RYN-17010
Calculated By: K. Gallt
Facility ID: SCM C
cfs
DESIGN OF RIPRAP OUTLET PROTECTION
3.00 in
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual.
Flow, Qio_N=
w 1.31
cfs
Slope =
1.75
%
Pipe Diameter, D.—
24
in
=
2.00
feet
Number of pipes =
1
13
Pipe separation =
0.00
feet
Manning's n =1
0.013
23
Zone from graph above =1 1
Figure 8.06.6.1
4 5 6 7 8 9 10
Pipe diameter (ft)
Outlet pipe diameter =g4..78
4
in
Outlet flowrate =31
6.00 ft
cfs
Outlet velocity =
3.00 in
ft/sec
Material =s
A
Zone
Material
Diameter
1
Class A
3
2
Class B
6
3
Class 1
13
4
Class 1
13
5
Class 11
23
6
Class 11
23
7
Study Required
Length =
8.00 ft
Width =
6.00 ft
Stone diameter =
3.00 in
Thickness =
9.00 in
Thickness
Length
Width
9
4x Da
3xDo
22
6x Da
3xDo
22
8x Da
3xDo
22
8x Da
3xDo
27
10xD.
3xDo
27
10xD.
3xDo

CULVERT DESIGN CALCULATIONS
BROOKSIDE SUBDIVISION
RYN-17010

uo '16 _
y }
CgC � " . • ,.
0�
o UmF
0
CgE
+ M
}# . CD
w. N
cE
- ' � ' • '- LuC CeC�2 PGD2
4
r
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n-
CeB2 ChA�
LCD
Ce62

Hydrologic Soil Group—Iredell County, North Carolina
(IJoCulvert)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r
A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
B
B/D
MAP INFORMATION
p
C
The soil surveys that comprise your AOI were mapped at
1:12,000.
0
C/D
Please rely on the bar scale on each map sheet for map
0
D
measurements.
p
Not rated or not available
Source of Map: Natural Resources Conservation Service
Water Features
Web Soil Survey URL:
Streams and Canals
Coordinate System: Web Mercator (EPSG:3857)
Transportation
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Rails
distance and area. A projection that preserves area, such as the
#%-0
Interstate Highways
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
US Routes
This product is generated from the USDA-NRCS certified data as
Major Roads
of the version date(s) listed below.
Local Roads
Soil Survey Area: Iredell County, North Carolina
Background
Survey Area Data: Version 23, Sep 10, 2018
®
Aerial Photography
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 8, 2015—Nov 28,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UUP Natural Resources Web Soil Survey 11/12/2018
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Iredell County, North Carolina
Hydrologic Soil Group
1 J Culvert
USDA Natural Resources Web Soil Survey 11/12/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CeB2
Cecil sandy clay loam, 2
B
6.8
2.2%
to 6 percent slopes,
moderately eroded
CeC2
Cecil sandy clay loam, 6
B
12.2
4.0%
to 10 percent slopes,
moderately eroded
CgC
Cecil -Urban land
B
143.3
46.6%
complex, 2 to 10
percent slopes
CgE
Cecil -Urban land
B
23.8
7.7%
complex, 10 to 25
percent slopes
ChA
Chewacla loam, 0 to 2
B/D
6.2
2.0%
percent slopes,
frequently flooded
LcB2
Lloyd clay loam, 2 to 6
B
5.2
1.7%
percent slopes,
moderately eroded
LcC2
Lloyd clay loam, 6 to 10
B
8.1
2.6%
percent slopes,
moderately eroded
LcD2
Lloyd clay loam, 10 to
B
0.8
0.3%
15 percent slopes,
moderately eroded
LuC
Lloyd -Urban land
B
16.8
5.5%
complex, 2 to 10
percent slopes
MdB
Masada fine sandy
B
1.8
0.6%
loam, 2 to 6 percent
slopes
PaE
Pacolet sandy loam, 15
B
3.1
1.0%
to 25 percent slopes
PcD2
Pacolet sandy clay
B
8.3
2.7%
loam, 10 to 15 percent
slopes, moderately
eroded
PcE2
Pacolet sandy clay
B
7.5
2.4%
loam, 15 to 25 percent
slopes, moderately
eroded
UmF
Udorthents-Urban land
C
63.8
20.7%
complex, 0 to 45
percent slopes
Totals for Area of Interest
307.7
100.0%
USDA Natural Resources Web Soil Survey 11/12/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Iredell County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
1 -To Culvert
uSDA Natural Resources Web Soil Survey 11/12/2018
Conservation Service National Cooperative Soil Survey Page 4 of 4

'J MCADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Brookside Subdivision Date: 11/27/2018
Project Numbei RYN-17010 Calculated By: K. Gallt
Subbasin ID: 1 -To Culvert
SCS CURVE NUMBER
(REF: TR -55 and NRCS Web Soil Survey).
HSG'A' _
HSG'B' =
HSG 'C' =
HSG 'D' =
Cover Composite
Condition SCS CN Comments
1/4 acre lots
77
1/2 acre lots
72
Multi -family
86
Industrial
89 Assume good condition
Commercial
92 Assume good condition
WATERSHED BREAKDOWN
Composite Area Area
Contributina Area SCS CN Isfl tacresl Comments
Onsite 1/4 acre lots
77
1,172,174
26.91
Offsite Multi -family
86
164,053
3.77
Offsite 1/4 acre lots
77
10,184,707
233.81
Offsite 1/2 acre lots
70
114,558
2.63 Assume 100% HSG B
Offsite Industrial
89
503,895
11.57 -
Offsite Commercial
92
1,259,538
28.92
Total Area =
=
Composite SCS CN =
% Impervious =
13,398,925
sf
acres
307.60
79
43.92%
TIME OF CONCENTRATION
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 859 ft
Upstream Elevation = 952.00 ft Upstream Elevation = 947.00 ft
Downstream Elevation = 947.00 ft Downstream Elevation = 906.00 ft
Height = 5.00 ft Height = 41.00 ft
Slope = 0.0500 ft/ft Slope = 0.0477 ft/ft
Manning's n = 0.40 wooded -light underbrush Paved? No
P (2-year/24-hour) = 3.42 inches (Troutman, NC) Velocity = 3.52 ft/sec
Segment Time = 1 14.40 Iminutes Segment Time = 4.06 minutes
Segment 3: Channel Flow
Length = 4417 ft
Upstream Elevation = 906.00 ft
Downstream Elevation = 833.00 ft
Height = 73.00 ft
Slope = 0.0165 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 16 sf (assume 4'x4' channel)
Wetted Perimeter =12 If (assume 4'x4' channel)
Channel Velocity = 5.16 ft/sec
Segment Time = 14.28 minutes
Time of Concentration = 32.74 minutes
SCS Lag Time =1 19.64 Iminutes

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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
McADAMS
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
NASS CROSSING, LLC
7620 RED BAY LANE
PARKLAND, FL 33076
ATTN: MATTHEW WILSON,
MANAGING MEMBER
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NO. DATE
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PROJECT NO.
RYN-17010
FILENAME
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CHECKED BY
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DRAWN BY
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DATE
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SHEET
CULVERT DESIGN
DRAINAGE AREA MAP
DA

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Recurrence

Table 1 - Summary of Culvert Flows at Crossing: Crossing 1
Headwater
Elevation (ft)
Discharge Names
Total Discharge
(cfs)
Culvert 1
Discharge (cfs)
Roadway
Discharge (cfs)
Iterations
837.56
25 year
716.51
716.51
0.00
1
839.34
100 year
918.68
918.68
0.00
1
862.50
Overtopping
2226.22
2226.22
0.00
Overtopping

Rating Curve Plot for Crossing: Crossing 1
880
876
:Z 870
866
aD 860
w
a' 866
860
aD
z
846
840
Total Rating Cie
crossiRg: Crossing 1
Total Discharge (cfs)

Table 2 - Culvert Summary Table: Culvert 1
Discharge
Total
Culvert
Headwater
Inlet Control
Outlet
Flow
Normal
Critical
Outlet Depth
Tailwater
Outlet
Names
Discharge
Discharge
Elevation (ft)
Depth (ft)
Control
Type
Depth (ft)
Depth (ft)
(ft)
Depth (ft)
Velocity
(cfs)
(cfs)
Depth (ft)
(ft/s)
25 year
716.51
716.51
837.56
8.500
10.062
7-M2c
7.918
5.809
5.809
3.776
13.705
100 year
918.68
918.68
839.34
10.713
11.842
7-M2c
9.000
6.856
6.856
4.290
14.889

Straight Culvert
Inlet Elevation (invert): 827.50 ft, Outlet Elevation (invert): 827.00 ft
Culvert Length: 66.00 ft, Culvert Slope: 0.0076

Culvert Performance Curve Plot: Culvert 1
8 C, iui
LJ
Perfol711a11ce Curve
cuh-ert: cuh.-ert 1
0 0
Inlet Control Elev Outlet Control Elev
8F10
45
aD
I
840
835
D 1400 1000
Total Discharge (cfs.)

Water Surface Profile Plot for Culvert: Culvert 1
860
866
-850
C
_0 846
w 840
836
830
826
Crossing - Crossilig 1, Design Discharge - 918.7 efs
CWvert - CWvert L. Cuh-ert Discharge - 918.7 cfs
0 0 20 40 60 8
Stati on (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 826.50 ft
Outlet Station: 66.00 ft
Outlet Elevation: 826.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Concrete Box
Barrel Span: 9.00 ft
Barrel Rise: 10.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: 1:1 Bevel Headwall
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 1)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
716.51
831.28
3.78
6.47
2.47
0.69
918.68
1 831.79
1 4.29
1 6.94
1 2.81
1 0.70

Tailwater Channel Data - Crossing 1
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 18.00 ft
Side Slope (H:V): 3.00 (_:1)
Channel Slope: 0.0105
Channel Manning's n: 0.0450
Channel Invert Elevation: 827.50 ft
Roadway Data for Crossing: Crossing 1
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 862.50 ft
Roadway Surface: Paved
Roadway Top Width: 40.00 ft

HY-8 Energy Dissipation Report
External Energy Dissipator
Parameter
Value
Units
Select Culvert and Flow
Crossing
Crossing 1
Culvert
Culvert 1
Flow
716.51
cfs
Culvert Data
Culvert Width (including multiple
barrels)
9.0
ft
Culvert Height
10.0
ft
Outlet Depth
5.81
ft
Outlet Velocity
13.71
t/s
Froude Number
1.00
Tailwater Depth
3.78
ft
Tailwater Velocity
6.47
t/s
Tailwater Slope (SO)
0.0076
External Dissipator Data
External Dissipator Category
Streambed Level Structures
External Dissipator Type
Riprap Basin
Restrictions
Froude Number
<3
Input Data
Condition to be used to Compute
Basin Outlet Velocity
Best Fit Curve
D50 of the Riprap Mixture
Note:
Minimum HS/D50 = 2 is Obtained if
D50 = 0.953 ft
D50 of the Riprap Mixture
0.953
ft
DMax of the Riprap Mixture
1.417
ft
Results
Brink Depth
5.809
ft
Brink Velocity
13.705
t/s
Depth (YE)
5.809
ft
Riprap Thickness
2.126
ft
Riprap Foreslope
2.8590
ft
Check HS/D50
Note:
OK if HS/D50 > 2.0
HS/D50
2.005
HS/D50 Check
HS/D50 is OK
Check D50/YE
Note:
OK if 0.1 < D50/YE < 0.7
Check D50/YE
0.164
D50/YE Check
D50/YE is OK
Basin Length (LB)
36.554
ft
Basin Width
33.370
ft
Apron Length
9.554
ft
Pool Length
27.000
ft
Pool Depth (HS)
1.911
ft
TW/YE
0.650
Tailwater Depth (TW)
3.776
ft
Average Velocity with TW
4.637
t/s

Critical Depth (Yc) 12.314
Average Velocity with Yc 18.149 t/s

1r
01--1
UNITED IN OUR PURSUIT
OF YOUR VISION, WE WILL
LEVERAGE OUR KNOWLEDGE,
OFFERINGS AND CULTURE
TO CREArE MEANINGFUL
EXPERIENCES.
> Durham, NC
Headquarters
2905 Meridian Parkway
Durham, NC 27713
TI MCADAMS
> Charlotte, NC
3430 Toringdon
Way Suite 110
Charlotte, NC 28277
1. 800. 733. 5646
www.mcadamsco.com