20180814 Ver 1_401 Application_20180618

ROBERTSON MILLPOND PHASE 2
VICINITY MAP
SCALE: 1'' =800'
PERMIT REVIEW SET
PROJECT #: 17002
SHEET INDEX
COV
COVER
MAP
RECORDED MAP
L100
EXISTING CONDITIONS & DEMOLITION PLAN
L200
LAYOUT & MATERIALS PLAN
L201
LAYOUT & MATERIAL DETAILS
L300
GRADING PLAN
L400
PLANTING PLAN
L401
PLANTING NOTES & DETAILS
C100
EROSION CONTROL NOTES AND CONSTRUCTION SEQUENCE
C200
EROSION CONTROL PLAN
C300
EROSION CONTROL DETAILS
C400
EROSION CONTROL DETAILS
S101
DOCK FRAMING PLAN
S201
STRUCTURAL DETAILS
SITE DATA SUMMARY
PROJECT NAME
ROBERTSON MILLPOND PHASE 2
EXISTING STREET ADDRESS
6307 ROBERTSON POND RD
EXISTING LOT AREA
81.71 ACRES
EXISTING USE
PARK
AREA OF PUBLIC RIGHT-OF-WAY DEDICATION
0 SF
LOT AREA
81.71 ACRES
CURRENT ZONING
R40
OVERLAY DISTRICT(S)
RCOD-1
PARCEL NUMBER
1775345450
REAL ID NUMBER
0023200
DEED BOOK/ DEED PAGE
015790 / 02591
EXISTING GROSS BUILDING AREA
VACANT STRUCTURE - 727 SF
UTILITY STRUCTURE - 392 SF
EXISTING BUILDING USE
VACANT - UNMANNED BUILDING & UTILITY STRUCTURE
PROPOSED GROSS BUILDING AREA
N/A
PROPOSED BUILDING USE
N/A
DISTURBED AREA
1.55 AC
EXISTING IMPERVIOUS AREA
47,000 SF (1.3%)
PROPOSED IMPERVIOUS AREA
61,860 SF (1.7%)
NET CHANGE IN IMPERVIOUS AREA
14,860 SF
CONTACT INFORMATION
PROPERTY OWNER / CLIENT
WAKE COUNTY FACILITIES, DESIGN, AND CONSTRUCTION
PO BOX 550
RALEIGH, NC 27602
CONTACT: ERIC STAEHLE
PHONE: [phone]
EMAIL: [e-mail]
LANDSCAPE ARCHITECT
SITE COLLABORATIVE, INC.
727 W. HARGETT STREET, SUITE 101
RALEIGH, NC 27603
CONTACT: GRAHAM H. SMITH
PHONE: [phone]
EMAIL: [e-mail]
CIVIL ENGINEER
WARD CONSULTING ENGINEERS
4805 GREEN ROAD, SUITE 100
RALEIGH, NORTH CAROLINA 27616
CONTACT: BECKY WARD
PHONE: [phone]
EMAIL: [e-mail]
NOTES:
STRUCTURAL ENGINEER
LYSAGHT & ASSOCIATES
120 ST MARYS STREET
RALEIGH, NORTH CAROLINA 27603
CONTACT: CHUCK LYSAGHT, PE
PHONE: [phone]
EMAIL: [e-mail]
1. Final zoning and site improvement inspection shall be required to verify site plan compliance before a Certificate
of Compliance is issued by Wake County Building Inspections.
2. Deteriorated or dead screening shall be repaired or replaced within six months
3. No permanent construction can occur within buffer yards
4. Septic tanks and septic drain lines are prohibited in required buffer yards. Storm water retention and detention
facilities, storage tanks for any purpose, utility substations, and buildings housing utility substations and buildings
housing utility commodities or equipment are also prohibited in required buffer yards.
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
REUSE OF DOCUMENT
This document is the property of Site
Collaborative Inc. The ideas and design
incorporated on this document is an
instrument of professional service and
shall not be used for any other project
without written authorization of Site
Collaborative Inc.
PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
SHEET TITLE:
COVER
SHEET NUMBER:
COV

BKBM2013PGO1239
STORM WATER MANAGEMENT CERTIFICATION
x I CERTIFY THAT THE PLAT SHOWN HEREON COMPLIES WITH ARFICLE 9, STORM WATER MiANAGEMFE
UNIFIED DEVELOPMENT ORDINANCE AND MEETS ALL STATUTORY REQUIREMENTS FOR RECORDING IN
DEEDS OFFICE
19 -f -1
h0 DATEiFORM WATER MAd1AtEM ENGI R
%1D svk A00
VICINITY MAP (NTS)
pQ
O
Z
NOW OR FORMERLY
WILLIAM EARL STEVENS
SUE R STEVENS
DB 3224 PG 734
LOT 4
8041 1983 PG 1300
NOW OR FORMERLY
WIL1_IAM EARL STEVENS Z� s
SUE R STEWNS y
D8 3224 PG 734
LOT 4{Q
HOU 1983 PG 1300 ► LR .�
NOW OR FORMERLY
CRESCENT STATE BANK
09 138.30 PG 690
HOW 2002 PG 105
STATE
NF
BOOK 7688 PAGE 220 OP DDSTING IRON PIPE
WAKE COUNTY. NORTH CAROLINA
OOM
MON
°
OW RROPMR
G
COUNTY OF S6&JA�lft
NOW OR FORMERLY
NOTES: CB CATCH BASIN
I CERTIFY THAT I AIA (WEARf THE OWNERS) OF THE PROPERTY
SIN,
ELMS
QPE
& , LLc
EDWARD
50' FROM ALL PUBLIC ARIGHT--OF—WAY
c �
I CERTIFY THAT THE FOLLOWING PERSON(S) PERSONALLY APPEARED BEFORE WE THIS DAY, EACH
SHOWN AND DESCRIBED HIM, WHICH I5 IN THE SUBDSION
IVI
JURISDICTION OF THE COUNTY OF WAKE AND THAT 1 (WE) HERESY
NOW OR FORMERLY
`.
APPLY COUNTYWIDE. RESIDENTIAL LAN DISTURBANCE'S OF ]1 ACRE AND NON—
ACKNOWLEDGING TO M£ THAT HE OR SHE VOLUNTARILY SIG E HG W E
PURPOSE + THEREIN D IN THE CAPACf CATED
ADOPT THIS PLAT WITH MY (OUR) FREE CONSENT.
►
FOR
JAMES W. GRIFFIN JR. TRACT AS sHOa+a
T I S SH WN
-
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; r"
�
OF THE WAKE COUNTY DATE: 2d
THE REGISTER DFa `
t
OWNER: L
�� ' ■�?� ' ' + r �f
DEBORAH S. GRIFFIN DOM
BOOK 7454 PAGE 341 DOES NOT CALL FOR PROPEI;
to Ga TO HIGH WATER M W
rn �
REFERENCES
TRACT 1
BOM 1997 PG 710
BOOK OF MAPS 1960 PAGE 245
100' 300' 700'
OWNER-.
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yd
L3 3`�r,
PRINTED AM . N NOFTARY PUBIJC
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wy�'R....�s �y.
DATE:_ I,_ JJQ .. ._
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CERTIFICATION OF REVIEW BY WAKE COUNTY^�
Z
STATE OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL SERVICES ''� a f,'Y Z Z>
CERTIFICATION GRANTED IN CONJUNCTION WITH ISSUANCE CSG ,' - " . +i' ,.• W:n� LJ W 1 N /' r' -QC-
WAKE COUNTY IMPROVEMENTS PERMIT(S) ON LOT(S)
I, JOHN Y. PHELPS JR., PROFESSIONAL LAND SURVEYOR ��
CERTIFY THAT THIS MAP WAS DRAWN UNDER fM1Y A&PF Y�, Fi�il IMPROVEMENT I'ERMIFT !S FOR A SPECIFIC USE AND SITING. ANY CHANGE IN _J r•�� *q 7 '
55f1—I
INTENDED USE AND/OR SITING OR ANY SFTE ALTERATIONS MAY VOID THE MS rer� � / � �I o
DEED DESCRIPTION RECORDED IN DEED BOOK — IMPROVE MENT PERMIT (S). CIEFIFlGITION IS ONLY FOR LDT(S) WITH THE FOLLOWING c� ' % xZ v
PAGE _ THAT THE RATIO OF PRECISION AS 3� � % 1 I C3rnrn
CALCULATES 15 1:_�Q�❑OO THAT THE BOUNDARIES TRACT NO. t PERMrr NO, 1 I ���
NOW OR FORMERLY x e
' TRACT NO. 2 PERMIT N0. JAMES W. GRIFFIN JR. AND a}P� 1 �T
NOT SURVEYED ARE SHOWN AS BROKEN LINE=S PLaTTEp FROM r �[ DEBORAH S. GRIFFIN s J,
INFORMATION FOUND IN BOOK AS SHOWt#AGE___ �1 _ _ _ �fii(] BOOK 11298 PAGE 2719
THAT THIS MAP WA EPARED iN AC DANCE WITH WAKE ou RQNWENTAL sET nc1' Hors 19so Pc 969 : 4 mm�tl
G. S. 47-- A N ITN ND AND SEAL THIS AUTHORIZED REPRESENTATIVE MAP CALLS FOR PRESENT HIGH f �`
CERTIFICATION GRANTED FOR EXISTING STRUCTURE WITH RESPECWATER T TO BE PROPERTY LINE L�---�' Q
_ __ CIP
TO RECOMBINATION OF PROPERTY LINES ON LOTS �
�� )a3
Y.; -,•P. �" EGISTFtATION NO. L-1329 ANY CHANGE IN USE OR ANY SITE ALTETiA71oN MAY RESULT IN SUSPENSION OR
"-)f ' PERMITS CERTEFI
REVOCATION OF APPUCA�TIOONNf� ? I o o
r C" I;EaSFrTy' At � � � ��
DATE WAKE Coup IRONkEN'rAL SEROICE AM
SEA[- AUTHORIZED REPRESENTATIVE AT CP -rte NOTE: m
L-1319 NOW OR FORMERLY
G & F PROPERTIES. LLC _
BOOKE513399DPJ. GEHRKF_ ACE 672 II• MANAGER '�� N tT.= = THE BOUNDARY OF THE: HORTON
'.tBOOK 1378 PAGE 35
1. sub '{\{� ��` DEED TRACT 12 p� � � � 1 '7HFNPROPERTY
WFTH SAID CREEK. NOT
TRACT 10 _ _
BOM 1860 PG 245 0 �- THE HIGH WATER MARK
NEW TRACT 70.42 AC. + 3.756 AC -74.18 A COWL
� �� y � �r�r
�, NOW OR FORMERLY
PEARL P HORTON AND
BOBBY��r aP�II k F. RTOE
BO1350
� FENCED IN _�� LOT 4
NOW OR FORMERLY THIS PORTION, 163,623.01 S. CELL TOWER EIP i
EDWARD J. GEHRKE 3.756 ACRES. OF TRACT 11 F ��=- k i LIP- r W A 1946 FARM76
"' ♦ MARYNELL GEHRKE THE C.W. ROBERTSON E. AT AS - - \ 80M 1946 PG 76
BOOK 4276 PAGE 764 • RECORDER X BOOK OF 1980PAGE 245 M rr 1 t�� ,p'I
1
t BOM 1998 PG 764 - 0 NOW/ ORTCf ADDED TO TRACT
�3 3�1 ° G R F PROP£RMES LLC I
1
A' W qZ`3 I.' + � �,��. 1621,95' ' % ` ; I � ; Ll
N 1�•ra0 r 5144 �� PR LINE i` 1 `� f /,� WON I o
Int r ti /•
CO m
BARN Kb'' �-,- . i 1+1 } ,��rf_ oP) W1 41 4J
L�a6.87` •
MAW
_lr
NOW OR FORMERLY x
CHARLES R COATES �{ p
ae 2414!1 PG ass ^L
ift
c -
s
NOW OR FORMERLY
TAMMY BROWN WMRIS
08 149x9 PG 1182
TRACT 11 (LAKE ROBERTSON) 3,559,081.45 S.F. +,--
BOM 1960 PC 245 51.705 ACRES i I r�'►
1,161 S.F. EXISTING IMPERVIOUS AREA �$,4'
WAKE COUNTY, NC 115 ALLOWABLE IMPERVIOUS AREA 533,862 S.F. I %�
LAURA M RIDDICK I`
REGISTER OF DEEDS
PRESENTED & RECORDED ON - tdL
09? 16/2613 AT 10:62:49
BOOK:BM2013 PAGE:01239
I / I MAPPOW . _ i
EIP w
ETP `� _ J L► s 2Sg' v� ti
3 * *
1 �
ti N I E'OINEAIL,
y = ` EP _ �S 2 ,_�� ItlT EIP
727 S.F. LAI a■ _ \ •� %4 A1'el• ,S � .�-- � £ �3g.47' LAT ZD
0A�E �Y 3 /�EILUTIM°,�_� '- \ �" 5 i �" +''M11w i�'�' SEE MAP
ENTITLED
° 1 11'_ .% �, I EIP $ SEE 2M�AP EISTM-E D ROBERT G. FLETCHER do
302 S.F. LA. . ROBERT G. FLETCHER & SARA J. FLETCHER
42 S.F. IA � .. \ Z SARA J. FLETCHER BOM 1998 M 972
L-212. �� �\ �� at BOW 1996 PG 872 HIGH WATER MARK OF ROBERTSON
R�W616' \ Vt HIGH WATER MARK OF ROBERTSON POND IS CALLED FDR PROPERTY LINE
ma� v, 1 EIP Come
m mw r 11 CJI HIGH WATER MARK OF ROBERTSON
UP �� ■ EIP POND IS CALLED FOR PROPERTY LINE
HEARING AND DISTA}�fCCES SHOWIN ARE
S 1�•gt/;3' E'!'' ALONG REFERENCE LITTLE
Av
SAM H 5HUGAITT ANO LEGEND
r NANCY R SHUGART
BOOK 7688 PAGE 220 OP DDSTING IRON PIPE
t +
OOM
MON
°
OW RROPMR
G
TRACT 3
NOW OR FORMERLY
NOTES: CB CATCH BASIN
ro
F `�r.�
ELMS
QPE
& , LLc
EDWARD
50' FROM ALL PUBLIC ARIGHT--OF—WAY
/
C/O J. GEHRKE. If, MANAGER
DOM 8139 PAGE 672DEED
{RCeERT50N KIND)
THE NEUSE RULES
APPLY COUNTYWIDE. RESIDENTIAL LAN DISTURBANCE'S OF ]1 ACRE AND NON—
TRACT
SUBMITTAL OF A
STORMWATER PLAN FOR THE COMPLIANCE WITH APPLICABLE
-
l rI
A PORTION OF2
OF THE SUBDIVISION. IMPERVfOUS SURFACE LIMIT WILL BE
NOW OR FORMERLY x
CHARLES R COATES �{ p
ae 2414!1 PG ass ^L
ift
c -
s
NOW OR FORMERLY
TAMMY BROWN WMRIS
08 149x9 PG 1182
TRACT 11 (LAKE ROBERTSON) 3,559,081.45 S.F. +,--
BOM 1960 PC 245 51.705 ACRES i I r�'►
1,161 S.F. EXISTING IMPERVIOUS AREA �$,4'
WAKE COUNTY, NC 115 ALLOWABLE IMPERVIOUS AREA 533,862 S.F. I %�
LAURA M RIDDICK I`
REGISTER OF DEEDS
PRESENTED & RECORDED ON - tdL
09? 16/2613 AT 10:62:49
BOOK:BM2013 PAGE:01239
I / I MAPPOW . _ i
EIP w
ETP `� _ J L► s 2Sg' v� ti
3 * *
1 �
ti N I E'OINEAIL,
y = ` EP _ �S 2 ,_�� ItlT EIP
727 S.F. LAI a■ _ \ •� %4 A1'el• ,S � .�-- � £ �3g.47' LAT ZD
0A�E �Y 3 /�EILUTIM°,�_� '- \ �" 5 i �" +''M11w i�'�' SEE MAP
ENTITLED
° 1 11'_ .% �, I EIP $ SEE 2M�AP EISTM-E D ROBERT G. FLETCHER do
302 S.F. LA. . ROBERT G. FLETCHER & SARA J. FLETCHER
42 S.F. IA � .. \ Z SARA J. FLETCHER BOM 1998 M 972
L-212. �� �\ �� at BOW 1996 PG 872 HIGH WATER MARK OF ROBERTSON
R�W616' \ Vt HIGH WATER MARK OF ROBERTSON POND IS CALLED FDR PROPERTY LINE
ma� v, 1 EIP Come
m mw r 11 CJI HIGH WATER MARK OF ROBERTSON
UP �� ■ EIP POND IS CALLED FOR PROPERTY LINE
HEARING AND DISTA}�fCCES SHOWIN ARE
S 1�•gt/;3' E'!'' ALONG REFERENCE LITTLE
Av
SAM H 5HUGAITT ANO LEGEND
r NANCY R SHUGART
BOOK 7688 PAGE 220 OP DDSTING IRON PIPE
t +
f
°
POND IS CALLED FOR PROPERTY UNE PK PARKER KAL.ON NAIL
C CENTER EINE
NOW OR FORMERLY
NOTES: CB CATCH BASIN
TREE AND VEGETATION PROTECTION ZONE
NOW OR FORMERLY x
CHARLES R COATES �{ p
ae 2414!1 PG ass ^L
ift
c -
s
NOW OR FORMERLY
TAMMY BROWN WMRIS
08 149x9 PG 1182
TRACT 11 (LAKE ROBERTSON) 3,559,081.45 S.F. +,--
BOM 1960 PC 245 51.705 ACRES i I r�'►
1,161 S.F. EXISTING IMPERVIOUS AREA �$,4'
WAKE COUNTY, NC 115 ALLOWABLE IMPERVIOUS AREA 533,862 S.F. I %�
LAURA M RIDDICK I`
REGISTER OF DEEDS
PRESENTED & RECORDED ON - tdL
09? 16/2613 AT 10:62:49
BOOK:BM2013 PAGE:01239
I / I MAPPOW . _ i
EIP w
ETP `� _ J L► s 2Sg' v� ti
3 * *
1 �
ti N I E'OINEAIL,
y = ` EP _ �S 2 ,_�� ItlT EIP
727 S.F. LAI a■ _ \ •� %4 A1'el• ,S � .�-- � £ �3g.47' LAT ZD
0A�E �Y 3 /�EILUTIM°,�_� '- \ �" 5 i �" +''M11w i�'�' SEE MAP
ENTITLED
° 1 11'_ .% �, I EIP $ SEE 2M�AP EISTM-E D ROBERT G. FLETCHER do
302 S.F. LA. . ROBERT G. FLETCHER & SARA J. FLETCHER
42 S.F. IA � .. \ Z SARA J. FLETCHER BOM 1998 M 972
L-212. �� �\ �� at BOW 1996 PG 872 HIGH WATER MARK OF ROBERTSON
R�W616' \ Vt HIGH WATER MARK OF ROBERTSON POND IS CALLED FDR PROPERTY LINE
ma� v, 1 EIP Come
m mw r 11 CJI HIGH WATER MARK OF ROBERTSON
UP �� ■ EIP POND IS CALLED FOR PROPERTY LINE
HEARING AND DISTA}�fCCES SHOWIN ARE
S 1�•gt/;3' E'!'' ALONG REFERENCE LITTLE
Av
SAM H 5HUGAITT ANO LEGEND
r NANCY R SHUGART
BOOK 7688 PAGE 220 OP DDSTING IRON PIPE
MH MANHOLE
NEP NEW IRON PIPE
HIGH WATER MARK OF ROBERTSON MON MONUMENT
PP POWER POLE
R/W RIGHT OF WAY
POND IS CALLED FOR PROPERTY UNE PK PARKER KAL.ON NAIL
C CENTER EINE
NOW OR FORMERLY
NOTES: CB CATCH BASIN
TREE AND VEGETATION PROTECTION ZONE
50' FROM ALL PUBLIC ARIGHT--OF—WAY
25' FROM ALL OTHER PROPERTY LINES
ADDITIONAL STATE STORMWATER MANAGEMENT REGULATIONS,
THE NEUSE RULES
APPLY COUNTYWIDE. RESIDENTIAL LAN DISTURBANCE'S OF ]1 ACRE AND NON—
RESIDENTIAL LAND DISTURBANCES OF 7112 ACRE REQUIRE
SUBMITTAL OF A
STORMWATER PLAN FOR THE COMPLIANCE WITH APPLICABLE
STANDARDS TO WAKE CO.
IMPERVIOUS SURFACE COVERAGE SHALL NOT EXCEED 15%
OF THE SUBDIVISION. IMPERVfOUS SURFACE LIMIT WILL BE
STRICTLY ENFORCED INTO PERPETUITY
AREA CALCULATED USING COORDINATE METHOD
REFERENCES
DEED BOOK 290 PAGE 446
BOOK OF MAPS 1960 PAGE 245
100' 300' 700'
900' 1000'
i s asr+ir 44 POND IS CALLED FOR PROPERTY UNE CURRENT ZONING R-30 AND R-40
y N.C. ORIO 000W COWROL POINT
E
I s s ••4 ' w �. i m P WITH A RCOD-1 OVERLAY
15-74:01 O6-25•W,S"
y
011
; i I >
_, ® I f REVISED 05/14/13 ADDED 3.756 AC. TO TRACT 10
_D X1.77' P t [ POINT INSET WAKE COUNTY PIN NO. 1775 33 8906
E1P `�
SEE INS1 �`
i g L� _J SCALE
EIP
i�
LOT 2A LOT 2B
SEE UAP ENTIT-M SEE MAP ENTrTUD
ROBERT G. FLETCHER k ROBERT G. FLETCHER k
SARA J. FLETCHER SARA J. FLETCHER
BOM 1895 PG 572 BOW 1996 PG 972
HIGH WATER MARK OF ROBERTSON HIGH WATER MARK OF ROBERTSON
POND IS GALLED FOR PROPERTY LINE POND IS CALLED FOR PROPERTY LINE
RECORDED IN BOOK OF MAPS"! S-PAOEIS31" _. WAKE COUNTY
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
REUSE OF DOCUMENT
This document is the property of Site
Collaborative Inc. The ideas and design
incorporated on this document is an
instrument of professional service and
shall not be used for any other project
without written authorization of Site
Collaborative Inc.
PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
D�
I.•I:IgMMIIINM
RECORDED MAP
SHEET NUMBER:
RMATA'Aal'r'

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EL.: 293.50(NAVD88) - - -
COUNTY /OF WAKE MCKIM & CREED, INC.
D.B. 15449, PG. 2570 CONTROL PT. # 2
B.M. 2013, PG. 1239
P.I.N.: 1775420635 REBAR/CAP
ZONED R-30 WITH A RCOD-1 OVERLAY
NC GRID(NAD 83)
N 752,714. 10'
2� JASPER ME MOSLEY
SHIRLEY J. MOSLEY
D.B. 2136, PG. 560
B.M. 2013, PG. 1239
P.I.N.: 1775426928
EXISTING FENCE
DEMOLITION NOTES
1. THE CONTRACTOR SHALL NOTIFY THE N.C. ONE CALL CENTER AT 811 OR
1-800-632-4949 PRIOR TO STARTING WORK.
2. THE CONTRACTOR SHALL NOTIFY THE LOCAL GOVERNING PUBLIC UTILITIES
DEPARTMENT PRIOR TO STARTING WORK.
3. ALL DEMOLITION, AND ANY SUBSEQUENT CONSTRUCTION, SHALL BE PERFORMED IN
ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS SET FORTH AND APPROVED
BY THE LOCAL GOVERNING MUNICIPALITY OR THE STATE. THE CONTRACTOR IS
RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS.
4. THE CONTRACTOR SHALL NOT MAKE ANY LANE CLOSURES OR CHANGES TO THE
EXISTING TRAVEL PATTERNS ON ANY PUBLIC STREET WITHOUT PRIOR APPROVAL
FROM THE LOCAL GOVERNING MUNICIPALITY TRANSPORTATION DEPARTMENT
AND/OR STATE TRANSPORTATION DEPARTMENT.
5. LANE CLOSURE, TRAFFIC CONTROL PLAN, OR PEDESTRIAN CONTROL PLAN TO BE
COORDINATED WITH APPROPRIATE STAFF OF THE LOCAL GOVERNING MUNICIPALITY
AND/OR STATE DEPARTMENT OF TRANSPORTATION PRIOR TO ANY CONSTRUCTION
IN PUBLIC RIGHT-OF-WAY.
6. THE CONTRACTOR IS RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND
FEDERAL REQUIREMENTS REGARDING REMOVAL AND DISPOSAL OF MATERIALS AND
DEBRIS.
7. CONTRACTOR SHALL REFER TO CIVIL SHEETS FOR SANITARY SEWER AND WATER
REMOVALS AND RELOCATIONS.
8. RELOCATION OF EXISTING UTILITIES TO BE COORDINATED WITH THE LOCAL UTILITY
PROVIDER(S).
9. WHERE UTILITIES (TO BE REMOVED) IMPACT THE FOOTPRINT OF THE NEW BUILDING,
CONTRACTOR SHALL EXCAVATE AND REMOVE AN ADDITIONAL 2 FEET OF SOILS TO
EITHER SIDE OF PIPE, AND 1 FOOT BELOW TO REMOVE UNSUITABLE SOILS, IF
UNSUITABLE SOILS EXIST.
10. CLEANOUTS LOCATED IN AREAS OF DEMOLITION OR SUBSEQUENT CONSTRUCTION
THAT ARE TO REMAIN, SHALL BE PROTECTED FROM DAMAGE AND RAISED TO FLUSH
WITH NEW GRADE.
11. ELECTRICAL OR GAS UTILITY SERVICES TO BE REMOVED SHALL BE REMOVED AND
RELOCATED (AS INDICATED) BY THE UTILITY PROVIDER. CONTRACTOR SHALL
SCHEDULE AND COORDINATE THIS WORK WITH THE APPROPRIATE SERVICE
PROVIDER. ALL SERVICES SHOULD BE RE -INSTALLED PRIOR TO THE INSTALLATION
OF PAVEMENT, SIDEWALKS, CURB AND GUTTER, OR OTHER PERMANENT FEATURES.
12. REMOVE EXISTING CONCRETE (WHERE REQUESTED) TO FIRST COLD JOINT OR
SAWCUT JOINT TO OBTAIN A CLEAN EDGE FOR NEW CONSTRUCTION. SAWCUT
EXISTING ASPHALT DRIVE AT LIMITS OF NEW CURBING TO OBTAIN A CLEAN EDGE.
13. CONTRACTOR SHALL RETAIN AND STOCKPILE CONCRETE WHEELSTOPS WHICH ARE
IN USEABLE CONDITION FOR RE -INSTALLATION AT THE END OF THE PROJECT.
14. CONTRACTOR SHALL RESTORE THE LAYDOWN AND STAGING AREA TO ORIGINAL
CONDITIONS AND TO THE SATISFACTION OF THE OWNER, PRIOR TO DEMOBILIZATION
AT THE CONCLUSION OF THE PROJECT.
15. CLEAN SOILS SHALL BE UTILIZED FOR BACKFILL. COMPACTION OF THESE SOILS
PERFORMED IN ACCORDANCE WITH SPECIFICATIONS, GEOTECHNICAL REPORT, AND
SITE PLAN.
16. ALL FENCING TO BE REMOVED SHALL BE REMOVED AT NEXT NEAREST POLE.
17. ALL GRAVEL TO BE REMOVED (SURFACE OR SUBSURFACE) SHALL BE STOCKPILED
AND REUSED ON SITE WHERE POSSIBLE.
18. ALL ITEMS DESIGNATED TO BE REMOVED SHALL BE REMOVED COMPLETELY,
INCLUDING ALL SUBGRADE MATERIALS DIRECTLY ASSOCIATED WITH ITEMS TO BE
REMOVED.
19. ALL ITEMS DESIGNATED TO BE REMOVED SHALL BE DISPOSED OF LEGALLY OFFSITE
UNLESS OTHERWISE NOTED ON THIS PLAN.
20. ALL TREES TO BE REMOVED SHALL BE GROUND DOWN TO A MINIMUM DEPTH OF 121,
BELOW PROPOSED FINISH GRADE.
21. ALL TREE PROTECTION FENCING SHALL REMAIN IN PLACE DURING DEMOLITION AND
CONSTRUCTION.
TP
SF
x
LOD
O
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DEMOLITION LEGEND
KEY
DESCRIPTION
Al
TREE PROTECTION FENCE - SEE DETAIL ON SHEET L201
A2
TREE PROTECTION I SILT FENCE - SEE CIVIL SHEETS
A3
TREE TO BE RELOCATED, SEE PLANTING PLAN
A4
TREE TO BE COMPLETELY REMOVED
B1
LIMITS OF DISTURBANCE
B2
LIMITS OF CONSTRUCTION AND CONSTRUCTION FENCE
C1
RIP RAP TO BE REMOVED AND RELOCATED - SEE CIVIL SHEETS
C2
CONCRETE PAVING AND BASE TO BE REMOVED COMPLETELY
C3
CHAINLINK FENCE AND GATE TO BE REMOVED COMPLETELY
C4
HISTORIC CONCRETE FOOTER TO BE PROTECTED IN PLACE
NOTE:
THIS SURVEY DATA IS A COMPILATION OF THE
AS -BUILT CONSTRUCTION OF PHASE I PERFORMED
BY TURNER LAND SURVEYING OCTOBER 2015 AND
THE EXISTING CONDITIONS OF PHASE II SURVEY
PERFORMED BY MCKIM & CREED IN MARCH 2017.
N
SCALE: 1 " = 30'
0 15 30 60
b
COLLABORATIVE
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shall not be used for any other project
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PROJECT PHASE:
PERMIT SET
L,T
06.08.2018
SHEET TIT
EXISTING
CONDITIONS &
DEMOLITION PLAN
SHEET NUMBER:
Ll 00

FENCE TO MATCH EXISTING —
RAILING ON-SITE FROM PHASE 1
IN COLOR AND STYLE - SEE L201
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SEE ENLARGEMENT 1 ON —
SHEET L200 FOR MORE DETAIL
R/W --�
R/W
KEYNOTE LEGEND
OVERLOOK FENCE, TO MATCH EXISTING ON-SITE IN
3/L201
DETAIL /
KEY
DESCRIPTION
SHEET
1 A
PLANTING BED - SEE PLANTING SHEETS
4B
1 B
TURF - SEE PLANTING SHEETS
5A
EXHIBIT SIGNS MOUNTED ON RAILING OR POSTS, BY
COMPACTED EARTH WITH BERMUDA SOD
1 C
6A
BOARDWALK. SEE STRUCTURAL FOR MORE DETAILS.
FLUSH - SEE PLANTING SHEETS
7A
2A
4" THICK CONCRETE PAVING
1 /L201
2B
6" THICK CONCRETE PAVING
1 /L201
ACCESSIBLE HANDRAILS (GALVANIZED ALUMINUM),
3A
SEE STRUCTURAL FOR MORE DETAILS
EXISTING WATERLINE
N/F
WAKE COUNTY
D.B. 15449, PG. 2570
B.M. 2013, PG. 1239
P.I.N.: 1775345450
3B
OVERLOOK FENCE, TO MATCH EXISTING ON-SITE IN
3/L201
STYLE AND COLOR
4A
8' LONG BUILT IN WOODEN BENCH, BY OWNER
4B
4' LONG BUILT IN WOODEN BENCH, BY OWNER
5A
EXHIBIT SIGNS MOUNTED ON RAILING OR POSTS, BY
OWNER
6A
BOARDWALK. SEE STRUCTURAL FOR MORE DETAILS.
7A
8" x 8" TREATED LUMBER
SEE SHEET S101 FOR MORE DETAIL REGARDING
DOCK LAYOUT AND DIMENSIONING
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JASPER L E MOSLEY
SHIRLEY J. MOSLEY
D.B. 2136, PG. 560
B.M. 2013, PG. 1239
P.I.N.: 1775426928
GENERAL SITE NOTES
1. ALL PAVEMENTS TO SLOPE POSITIVELY AWAY FROM ALL BUILDINGS. PONDING OF
WATER IS PROHIBITED.
2. PROVIDE CONSTRUCTION JOINTS IN CONCRETE WALKWAYS AS SHOWN IN PLANS.
IF NOT SHOWN ON PLANS - MAX SPACING @ 10'
3. THROUGHOUT PROJECT SITE, ALL DIMENSIONS TO BE FIELD VERIFIED. NOTIFY
THE LANDSCAPE ARCHITECT OF ANY DISCREPANCY. ALL DIMENSIONS ARE TO
OUTSIDE FACE OF BUILDING, TO CENTERLINE, CENTER TO CENTER ON STRIPES,
AND/OR FACE OF CURB, UNLESS OTHERWISE NOTED.
4. BUILDING AND PUBLIC ROADWAY STAKE OUT SHALL BE PERFORMED BY A
REGISTERED LAND SURVEYOR.
5. GUARDRAILS MUST BE INSTALLED ON THE OPEN SIDES OF ELEVATED WALKING
SURFACES THAT EXCEED 30 INCHES IN HEIGHT. ALL GUARDRAILS MUST BE A
MINIMUM HEIGHT OF 42 INCHES ABOVE THE LEADING EDGE OF THE TREAD OR
WALKING SURFACE. GUARDRAILS SHALL HAVE BALUSTERS SUCH THAT A 4 INCH
DIAMETER SPHERE CANNOT PASS THROUGH ANY OPENING UP TO A HEIGHT OF 34
INCHES. FROM 34 INCHES TO 42 INCHES ABOVE THE WALKING SURFACE, A 8 INCH
DIAMETER SPHERE SHALL NOT PASS.
6. THE CONTRACTOR, AT ALL TIMES, MUST KEEP THE PREMISES FREE FROM
ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY THE
CONTRACTOR, THE CONTRACTOR'S EMPLOYEES OR THE CONTRACTOR'S
SUBCONTRACTOR. ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON
A DAILY BASIS.
7. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED
NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES FROM THE
CONTRACT DOCUMENTS SHALL BE MADE WITH THE EXPRESS WRITTEN
PERMISSION OF THE OWNER.
8. LANDSCAPE ARCHITECT AND/OR OWNER DISCLAIM ANY ROLE IN THE
CONSTRUCTION MEANS AND/OR METHODS ASSOCIATED WITH THE PROJECT AS
SET FORTH IN THESE PLANS.
9. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE,
ARE BASED ON A FIELD DATA PROVIDED TO LANDSCAPE ARCHITECT. THE
CONTRACTOR SHALL LOCATE EXISTING UTILITIES, UNDERGROUND LINES, AND
STRUCTURES AS NECESSARY TO AVOID DAMAGING OR DESTROYING EXISTING
SERVICES.
10. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE ACTUAL AND
EXACT LOCATION, SIZE, AND MATERIAL COMPOSITION OF ANY EXISTING WATER
OR SEWER SERVICE PROPOSED FOR CONNECTION OR USE ON THIS PROJECT.
THE RELOCATION OF ANY UTILITY SERVICES REQUIRED TO COMPLETE ANY
PORTION OF THESE CONSTRUCTION PLANS.
11. CONTRACTOR SHALL MAINTAIN AN "AS BUILT" SET OF DRAWINGS TO RECORD ANY
FIELD CHANGES, ALONG WITH ANY PIPING PRIOR TO CONCEALMENT. DRAWINGS
SHALL BE GIVEN TO THE OWNER AT THE END OF THE PROJECT.
12. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. ALL
CONSTRUCTION SHALL BE IN ACCORDANCE WITH PERMITS AS ISSUED, AND ANY
AND ALL APPLICABLE STATE, COUNTY AND LOCAL CODES.
13. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION
SHALL BE REPLACED OR RESTORED TO THEIR ORIGINAL CONDITION, AND TO THE
SATISFACTION OF THE OWNER OF THE IMPROVEMENTS.
14. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS,
CERTIFICATIONS, AND/OR ANY OTHER REQUIREMENTS WHICH MUST BE MET
UNDER CONTRACT.
15. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR DETAILS OF
BUILDINGS AND BUILDING DIMENSIONS.
16. CONTRACTOR SHALL COORDINATE CONSTRUCTION OF ALL UNDERGROUND
UTILITIES FOR THIS PROJECT WITH THE OWNER'S REPRESENTATIVE PER ALL
APPLICABLE REGULATIONS.
17. CONTRACTOR SHALL COORDINATE WITH OTHER CONTRACTOR'S ON SITE AND
UTILITY PROVIDERS DURING CONSTRUCTION TO ENSURE SMOOTH TRANSITION
BETWEEN DISCIPLINES.
18. ALL DEMOLITION, AND ANY SUBSEQUENT CONSTRUCTION, SHALL BE PERFORMED
IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS SET FORTH AND
APPROVED BY WAKE COUNTY. THE CONTRACTOR IS RESPONSIBLE FOR
OBTAINING ALL REQUIRED PERMITS. ALL TREE PROTECTION FENCING SHALL
REMAIN IN PLACE DURING CONSTRUCTION.
19. TRAFFIC CONTROLS FOR ANY UTILITY WORK WITHIN THE PUBLIC RIGHT OF WAY
SHALL BE PERFORMED IN COMPLIANCE WITH STANDARDS OF THE NORTH
CAROLINA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).
NOTE:
THIS SURVEY DATA IS A COMPILATION OF THE
AS -BUILT CONSTRUCTION OF PHASE I PERFORMED
BY TURNER LAND SURVEYING OCTOBER 2015 AND
THE EXISTING CONDITIONS OF PHASE II SURVEY
PERFORMED BY MCKIM & CREED IN MARCH 2017.
SCALE: 1 " = 30' N
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0 15 30 60
T E
COLLABORATIVE
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Raleigh, NC 27603 1919.805.3586
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shall not be used for any other project
without written authorization of Site
Collaborative Inc.
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PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
DATE:
06.08.2018
SHEET TITLE:
LAYOUT &
MATERIALS
PLAN
SHEET NUMBER:
L200

3,500 PSI CONCRETE W/ MEDIUM BROOM
FINISH PERPENDICULAR TO MAIN TRAFFIC
FLOW - THICKNESS PER TABLE BELOW
#4 REBAR - REINFORCEMENT
PER TABLE BELOW
- ABC -THICKNESS PER TABLE
a
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PAVEMENT TYPE
ABC
REINFORCEMENT
CONCRETE
Sidewalks across Drive Lanes
4"
#4 @ 12" o.c, b.w.
6"
Pedestrian Sidewalks
4"
None
4"
NOTES:
1. CONTRACTOR TO CONTACT LANDSCAPE ARCHITECT TO REVIEW
FORMS PRIOR TO POURING.
2. SEE PLANS FOR JOINT LOCATIONS.
CONCRETE PAVING
SCALE: 1 " = V-0"
Varies (6' min)
-RL111
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SIDE VIEW FRONT VIEW
8"
f2"
32"
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4"
3" TREE PROTECTION AREA
18" 4"
3" DO NOT ENTER
4"
WARNING SIGN DETAIL
pSteel Post
0 Woven Wire Fabric.
Always required
pOrange, UV resistant high -tensile
strength poly barricade fabric
0 Warning Sign
p6" min. cover over skirt
pAnchor skirt as directed by engineer
0 Min. 10 gauge line wires
pMin. 12 2 gauge intermediate wires
9 Grade
NOTES: WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED. O
SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER. FOR TREE
PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA. ATTACH SIGNS SECURELY TO FENCE POSTS AND
FABRIC. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT. ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF RALEIGH INSPECTIONS
DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
TREE PROTECTION FENCING
SCALE: NTS
2" X 6" PRESSURE TREATED COMPOSITE
LUMBER TOP RAIL, ROUNDED EDGES TO
$" RADIUS. SECURE USING HARDWARE
PER MANUFACTURER.
2"X4" PRESSURE TREATED '%'
94°
LUMBER TO SECURE WIRE MESH
GALVANIZED WELDED WIRE MESH, —
SECURE USING GALVANIZED SCREWS
AND WASHERS TO POSTS
4"X4" PRESSURE TREATED POSTS
WITH CONCRETE FOOTER
SLOPE TOP OF FOOTER FOR
POSITIVE DRAINAGE
FINISHED GRADE
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LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
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REUSE OF DOCUMENT
This document is the property of Site
Collaborative Inc. The ideas and design
incorporated on this document is an
instrument of professional service and
shall not be used for any other project
without written authorization of Site
Collaborative Inc.
PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
DATE:
06.08.2018
SHEET TITLE:
LAYOUT & MATERIA
DETAILS
SHEET NUMBER:
L201

N/F
WAKE COUNTY
D.B. 15449, PG. 2570
B.M. 2013, PG. 1239
P.I.N.: 1775345450
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COUNTY OF WAKE
D.B. 15449, PG. 2570
B.M. 2013, PG. 1239
P.I.N.: 1775420635
ZONED R-30 WITH A RCOD-1 OVERLAY
NF
JASPER L E MOSLEY
SHIRLEY J. MOSLEY
D.B. 2136, PG. 560
B.M. 2013, PG. 1239
P.I.N.: 1775426928
GRADING NOTES
1. ORIGINAL EXISTING CONDITIONS SHOWN AS'EXISTING' IN THIS
PLAN SET HAS BEEN COMPILED FROM SURVEY DATA PROVIDED
BY WAKE (MAPS. CONTRACTOR TO FIELD VERIFY ALL
INFORMATION AND REPORT ANY DISCREPANCIES.
2. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE
FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT IF ANY
DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH
CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES.
NO EXTRA COMPENSATION SHALL BE PAID TO CONTRACTOR FOR
ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN
INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT
BEEN GIVEN.
3. ALL PAVEMENTS TO SLOPE POSITIVELY AWAY FROM ALL
BUILDINGS. PONDING OF WATER IS PROHIBITED.
4. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR
MAINTENANCE OF EROSION CONTROL METHODS DURING
CONSTRUCTION, AND THE OWNER IS RESPONSIBLE FOR
MAINTENANCE OF ALL PERMANENT EROSION CONTROL
METHODS AFTER CONSTRUCTION IS COMPLETE, IF ANY
PERMANENT METHODS ARE REQUIRED.
5. CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL
DEVICES SHALL CONFORM TO THE STANDARDS SET FORTH IN
THE CITY OF RALEIGH EROSION AND SEDIMENT CONTROL
MANUAL.
6. CONTRACTOR TO SEE CIVIL SHEETS FOR SEDIMENT AND
EROSION CONTROL NOTES, SEQUENCE, GUIDANCE, AND
DETAILS.
GRADING LEGEND
KEY
DESCRIPTION
FG
FINISH GRADE
MG
MEET EXISTING GRADE
HP
HIGH POINT
HPS
HIGH POINT OF SWALE
LP
LOW POINT
BWH
BOTTOM OF WALL (HIGH SIDE)
BWL
BOTTOM OF WALL (LOW SIDE)
TW
TOP OF WALL
X%
SLOPE DIRECTION - POINTS DOWNWARD
'
ACCESSIBLE ROUTE (EXISTING)
00 --op
ACCESSIBLE ROUTE (PROPOSED)
NOTE:
THIS SURVEY DATA IS A COMPILATION OF THE
AS -BUILT CONSTRUCTION OF PHASE I PERFORMED
BY TURNER LAND SURVEYING OCTOBER 2015 AND
THE EXISTING CONDITIONS OF PHASE II SURVEY
PERFORMED BY MCKIM & CREED IN MARCH 2017.
SCALE: 1 " = 30' N
0 15 30 60
1 b04
T E
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
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REUSE OF DOCUMENT
This document is the property of Site
Collaborative Inc. The ideas and design
incorporated on this document is an
instrument of professional service and
shall not be used for any other project
without written authorization of Site
Collaborative Inc.
PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
DATE:
06.08.2018
SHEET TITLE:
GRADING
PLAN
SHEET NUMBER:
L300

PLANTING LEGEND
SYMB
OL
TOTAL
QTY
SCIENTIFIC NAME
COMMON NAME
INSTALL SIZE
INSTALL
STYLE
NOTES
TREES
AAR
5
Amelanchier arborea
American Serviceberry
Existing
Existing
Existing trees relocated
TDI
1
Taxodium distichum
Bald Cypress
2" CAL.
B/B
Existing tree replanted
due to grading
SHRUBS
CAL
17
Clethra alnifolia 'Ruby Spires'
Summersweet
18"HT./SPR.
Container
Full, Dense
GRASSES
PVI
60
Panicum virgatum "Shenandoah"
Switch Grass
16"HT./SPR.
Container
TURF/REVEGETATION
LAWN
Festuca arundinacea
Tall Fescue
Seed
Contractor shall repair all
areas damaged by
construction
NOTE:
1. SOME PLANTS ARE TO BE REMOVED AND RELOCATED ON SITE. SEE
PLANTING PLAN FOR LOCATION AND LEGEND FOR IDENTIFICATION.
2. ADDITIONAL PLANT NOTES AND DETAILS CAN BE FOUND ON SHEET L401 .
290 —
N/F
WAKE COUNTY
D.B. 15449, PG. 2570
B.M. 2013, PG. 1239
P.I.N.: 1775345450
30" CYPRESS 24" OA4" OAK
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NOTE:
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SHEET TITLE:
PLANTING
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L400
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D.B. 2136, PG. 560
B.M. 2013, PG. 1239
P.I.N.: 1775426928
HW
- -> _ - - " ROBERTSON POND ROAD (SR 2324
Riw R/_ _ _ _ ROB 60' PUBLIC R/w)
— — PP
N/F
COUNTY OF WAKE
D.B. 15449, PG. 2570
B.M. 2013, PG. 1239
P.I.N.: 1775420635
ZONED R-30 WITH A RCOD-1 OVERLAY
NOTE:
THIS SURVEY DATA IS A COMPILATION OF THE
AS -BUILT CONSTRUCTION OF PHASE I PERFORMED
BY TURNER LAND SURVEYING OCTOBER 2015 AND
THE EXISTING CONDITIONS OF PHASE II SURVEY
PERFORMED BY MCKIM & CREED IN MARCH 2017.
SCALE: 1 " = 30' N
0 15 30 60
1 b04
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COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
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shall not be used for any other project
without written authorization of Site
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PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
DATE:
06.08.2018
SHEET TITLE:
PLANTING
PLAN
SHEET NUMBER:
L400

PLANTING NOTES
1. ROUGH GRADING TO BE COMPLETED PRIOR TO THE START OF PLANT INSTALLATION. SUBSTANTIAL
COMPLETION SIGN -OFF BY LANDSCAPE ARCHITECT CONTRACTOR TO ENSURE NO CHANNELIZED FLOWS
AROUND THE SITE.
2. CONTRACTOR RESPONSIBLE FOR LOCATING ALL UTILITIES AND UNDERGROUND IMPEDIMENTS PRIOR TO
BEGINNING PLANTING.
3. ALL WEEDS, NON-NATIVE INVASIVE SPECIES, AND EXOTIC SPECIES LOCATED WITHIN THE PROJECT
CONTRACTOR LIMITS SHALL BE ELIMINATED PRIOR TO PLANTING BED CREATION, PLANTING, AND
SEEDING/SODDING OPERATIONS.
4. PLANTING SHOULD OCCUR IMMEDIATELY AFTER CONSTRUCTION TO STABILIZE AREAS OF BARE SOIL.
5. IT SHALL BE NOTED THAT ALL SECTIONS OF THE SITE THAT ARE SLOPED 3:1 OR HIGHER WILL BE COVERED
WITH EROSION CONTROL STABILIZATION COIR FABRIC (WITH 1" SQUARE OPENINGS) PRIOR TO PLANTING
TO ENSURE IMMEDIATE STABILIZATION. LANDSCAPE CONTRACTOR SHALL CUT FABRIC AT EACH PLANT
LOCATION AND PLACE PLANTS ACCORDING TO PLAN. ALL FABRIC SHALL BE RE -STAKED PER ENGINEERS
ORIGINAL DRAWINGS IMMEDIATELY AFTER PLANTING.
6. PLANTS ARE TO BE PURCHASED BY SCIENTIFIC NAMES. THEY SHALL BE REPRESENTATIVE OF THEIR
SPECIES, MEET ALL NOTED CONDITIONS OF SPECIFICATIONS, AND SHALL BE IN VIGOROUS GROWING
CONDITION MEETING ANSI STANDARD Z60.
7. LANDSCAPE ARCHITECT OR OWNER MAINTAINS RIGHT TO REJECT ANY PLANT DUE TO AESTHETICS OR
STRUCTURAL DEFICIENCY AT ANYTIME.
8. CONTRACTOR RESPONSIBLE FOR FURNISHING AND INSTALLING ALL PLANTS SHOWN ON PLANS IN
LOCATIONS SHOWN. QUANTITIES GIVEN ON THE PLANT LEGEND ARE FOR CONTRACTOR'S CONVENIENCE
ONLY. IF DISCREPANCIES OCCUR, THE PLANS SHALL OVERRULE THE PLANT LEGEND. CONTRACTOR SHALL
LOCATE ALL PLANTS AWAY FROM KNOWN PERMANENT FIXTURES. IF CONFLICT ARISES WITH PLAN,
CONTRACTOR SHALL NOTIFY PROJECT MANAGER OR DESIGNEE PRIOR TO PROCEEDING.
9. ALL PLANT MATERIAL SHALL CONFORM TO OR EXCEED THE AMERICAN STANDARD FOR NURSERY STOCK
(LATEST EDITION) AS PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN.
10. ALL PLANT MATERIAL SHALL BE FREE OF ALL PESTS, DISEASES, AND CANKERS, IN HEALTHY CONDITION,
AND FREE OF MECHANICAL DAMAGE AT THE TIME OF PLANTING.
11. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE A HEALTHY AND VIABLE PLANT AND THE
PLANT SHALL BE REJECTED IF DEEMED UNHEALTHY OR UNFIT AT ANY TIME DURING THE CONTRACT OR
WARRANTY DURATION.
12. IF ANY PLANT/MATERIAL SUBSTITUTIONS ARE REQUESTED BY CONTRACTOR, THEN NOTICE SHALL BE
GIVEN TO PROJECT MANAGER OR DESIGNEE AT MINIMUM SEVENTY-TWO (72) HOURS (NOT INCLUDING
WEEKENDS) PRIOR TO DESIRED ORDERING DATE/TIME. WHEN SUBSTITUTIONS ARE REQUESTED BY
CONTRACTOR, SUGGESTED ACCEPTABLE REPLACEMENTS SHALL ALSO BE PRESENTED AT TIME FOR
FULL AND COMPLETE REVIEW BY LANDSCAPE ARCHITECT OR OWNER.
13. BALLED AND BURLAPPED PLANTS/TREES TO BE PLANTED PRIOR TO CONTAINER OR BEDDING PLANTS.
14. BALLED AND BURLAPPED MATERIAL SHALL COMPLY WITH THE FOLLOWING GUIDELINES:
14.1. TREES DESIGNATED B&B SHALL BE PROPERLY DUG WITH FIRM, NATURAL BALLS OF SOIL RETAINING AS
MANY FIBROUS ROOTS AS POSSIBLE, IN SIZES AND SHAPES AS SPECIFIED IN THE AMERICAN
STANDARD FOR NURSERY STOCK ANSI Z60.1.
14.2. ROOT BALLS SHALL BE FIRMLY WRAPPED WITH NONSYNTHETIC, ROTTABLE BURLAP AND SECURED
WITH NAILS AND HEAVY, NONSYNTHETIC TWINE.
14.3. ROOT COLLAR SHALL BE APPARENT AT SURFACE OF BALL, OR THE CONTRACTOR WILL BE
RESPONSIBLE FOR REMOVING EXCESS SOIL FROM THE TOP OF THE ROOTBALL.
14.4. REMOVE ALL BURLAP, LACING, AND WIRE BASKET FROM AT LEAST THE TOP 1/2 OF THE ROOTBALL AND
DISCARD FROM PLANTING HOLE.
14.5. DO NOT MANEUVER BY TRUNK. HANDLE BY ROOT BALL ONLY.
15. CONTAINERIZED PLANTS SHALL COMPLY WITH THE FOLLOWING GUIDELINES:
15.1. MATERIAL SHALL HAVE FIRM, NATURAL BALLS OF SOIL RETAINING AS MANY FIBROUS ROOTS AS
POSSIBLE, IN SIZES AND SHAPES AS SPECIFIED IN THE AMERICAN STANDARD FOR NURSERY STOCK
ANSI Z60.1
15.2. ROOT COLLAR SHALL BE APPARENT AT SURFACE OF BALL, OR THE CONTRACTOR WILL BE
RESPONSIBLE FOR REMOVING EXCESS SOIL FROM THE TOP OF THE ROOTBALL.
15.3. REMOVE CONTAINER PRIOR TO PLANTING.
16. TREES TO BE STAKED WILL BE DESIGNATED BY THE LANDSCAPE ARCHITECT. TREE STAKING FOR
CANOPY AND LARGE EVERGREEN TREES SHALL NOT EXCEED 90 DAYS.
17. PLANT BED PREPARATION:
ALL PLANT BEDS ARE TO RECEIVE A MINIMUM OF 4" OF APPROVED TOPSOIL TILLED IN TO A DEPTH OF 8" TO
ENSURE INTEGRATION WITH EXISTING SOIL. APPROVED TOPSOIL IS TO BE PREFERABLY FROM ON-SITE
STOCKPILE FROM STRIPPING OPERATIONS - SEE EROSION AND SEDIMENT CONTROL PLANS. IF ON-SITE
TOPSOIL IS NOT AVAILABLE, CONTRACTOR SHALL PROVIDE TO SITE ACCORDINGLY.
18. ALL MULCH TO BE CERTIFIED TO BE FREE OF WEEDS, NON-NATIVE INVASIVE SPECIES AND THEIR LARVAE.
MULCH SAMPLE SUBMITTAL SHALL BE PROVIDED TO LANDSCAPE ARCHITECT BEFORE SITE DELIVERY.
19. SEED/SODDED BED PREPARATION: ALL AREAS TO BE SEEDED/SODDED ARE TO RECEIVE A MINIMUM OF 2"
OF APPROVED TOPSOIL SEEDING/SODDING NOTES FILLED INTO ALL DEBRIS, ROCKS, ETC. LARGER THAN .5"
ARE TO BE REMOVED PRIOR TO SEEDING/SODDING OR PLANTING. A DEPTH OF 4" TO ENSURE INTEGRATION
WITH EXISTING SOIL. APPROVED TOPSOIL IS TO BE PREFERABLY FROM ON-SITE STOCKPILE FROM
STRIPPING OPERATIONS - SEE EROSION AND SEDIMENT CONTROL PLANS. IF ON-SITE TOPSOIL IS NOT
AVAILABLE, CONTRACTOR SHALL PROVIDE TO SITE ACCORDINGLY.
SEEDING/SODDING NOTES
1. ROUGH GRADING TO BE COMPLETED PRIOR TO THE START OF PLANT INSTALLATION.
SUBSTANTIAL COMPLETION SIGN -OFF BY LANDSCAPE ARCHITECT CONTRACTOR TO
ENSURE NO CHANNELIZED FLOWS AROUND THE SITE.
2. ALL SEEDED/SODDED AREAS SHALL BE FINISHED GRADE AT THE THICKNESS OF THE
SOD.
3. NO SEEDED/SODDED AREAS SHALL BE SODDED UNTIL ALL OTHER CONSTRUCTION
ACTIVITIES, INCLUDING PLANTING AND MULCHING HAVE OCCURRED AND LANDSCAPE
ARCHITECT HAVE REVIEWED THE FINAL GRADING.
4. SOD AREAS WILL BE ACCEPTED WHEN IN COMPLIANCE WITH ALL THE FOLLOWING
CONDITIONS:
4.1. ROOTS ARE THOROUGHLY KNIT TO THE SOIL
4.2. ABSENCE OF VISIBLE JOINTS
4.3. ALL AREAS SHOW A UNIFORM STAND OF SPECIFIED GRASS IN HEALTHY
CONDITION
4.4. AT LEAST 30 DAYS HAVE ELAPSED SINCE THE COMPLETION OF WORK UNDER THIS
SECTION.
5. QUALITY GUARANTEE:
5.1. SOD SHALL BE UNIFORM IN COLOR, LEAF TEXTURE, LEAF AND ROOD DENSITY,
AND FREE FROM WEED, DISEASES, AND OTHER VISIBLE IMPERFECTIONS AT TIME
OF FINAL ACCEPTANCE. GUARANTEE DOES NOT COVER DAMAGE AS A RESULT OF
FERTILIZERS, PESTICIDES, OR OTHER APPLICATIONS NOT SUPERVISED BY THE
CONTRACTOR OR AS A RESULT OF ACTS OF GOD OR VANDALISM.
5.2. SEED SHALL BE UNIFORM IN COLOR, LEAF TEXTURE, LEAF AND ROOD DENSITY,
AND FREE FROM WEED, DISEASES, AND OTHER VISIBLE IMPERFECTIONS AT TIME
OF FINAL ACCEPTANCE. GUARANTEE DOES NOT COVER DAMAGE AS A RESULT OF
FERTILIZERS, PESTICIDES, OR OTHER APPLICATIONS NOT SUPERVISED BY THE
CONTRACTOR OR AS A RESULT OF ACTS OF GOD OR VANDALISM.
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT THE SEED/SOD IS
PROPERLY IRRIGATED DURING THE GROW -IN PERIOD AND SHALL BE RESPONSIBLE IF
THE SOD SUFFERS IRREPARABLE HARM.
7. SEED/SOD IS SUBJECT TO INSPECTION AND ACCEPTANCE. LANDSCAPE ARCHITECT
AND/OR CLIENT RESERVES THE RIGHT TO REJECT AT ANY TIME OR PLACE PRIOR TO
ACCEPTANCE, ANY WORK AND SOD WHICH IN THE LANDSCAPE ARCHITECTS OPINION
FAILS TO MEET THESE SPECIFICATIONS REQUIREMENTS.
8. SOD STANDARDS:
8.1. GENERAL: HEALTHY, THICK TURF HAVING UNDERGONE A PROGRAM OF REGULAR
FERTILIZATION, MOWING AND WEED CONTROL; FREE OF OBJECTABLE WEEDS;
UNIFORM IN GREEN COLOR, LEAF TEXTURE AND DENSITY; HEALTHY, VIGOROUS
ROOT SYSTEM; INSPECTED AND FOUND FREE OF DISEASE, NEMATODES, PEST
AND PEST LARVAE BY THE ENTOMOLOGIST OF THE STATE DEPARTMENT OF
AGRICULTURE.
8.2. EACH PIECE OF SOD: SANDY -LOAM SOIL BASE THAT WILL NOT BREAK, CRUMBLE
OR TEAR DURING SOD INSTALLATION.
8.3. THICKNESS: MINIMUM 3/4" THICK, EXCLUDING THE TOP GROWTH THATCH.
8.4. THATCH: NOT TO EXCEED 1/2" UNCOMPRESSED.
8.5. SIZE: CUT IN STRIPS 18" WIDE NO MORE THAN 24 HOURS PRIOR TO DELIVERY.
9. SOD DELIVERY, STORAGE AND HANDLING GUIDELINES ARE AS FOLLOWS:
9.1. SOD SHALL BE DELIVERED ON PALLETS PROPERLY LOADED ON VEHICLES AND
WITH ROOT SYSTEM PROTECTED FROM EXPOSURE TO SUN, WIND, AND HEAT IN
ACCORDANCE WITH STANDARD PRACTICE AND LABELED WITH BOTANICAL AND
COMMON NAME OF EACH GRASS SPECIES IN ACCORDANCE WITH FEDERAL SEED
ACT. SOD THAT HAS BEEN DAMAGED BY POOR HANDLING OR IMPROPER STORAGE
IS SUBJECT TO REJECTION BY THE LANDSCAPE ARCHITECT OR OWNER.
9.1.1. PROTECT FROM DEHYDRATION, CONTAMINATION, FREEZING AND HEATING
AT ALL TIMES. KEEP STORED SOD MOIST AND UNDER SHADE OR COVERED
WITH MOISTENED BURLAP.
9.1.2. DO NOT DROP SOD ROLLS FROM CARTS, TRUCKS OR PALLETS.
9.1.3. DO NOT DELIVER MORE SOD THAN CAN BE INSTALLED WITHIN 36 HOURS.
9.1.4. DO NOT STACK SOD MORE THAN 2 FEET DEEP.
DO NOT CUT LEADER
SPECIFIED TREE STRAP
2 GAUGE GALV. WIRE WITH '' DIAMETER
WHITE PVC ON ENTIRE LENGTH OF EACH WIRE
SPECIFIED POSTS - ALIGN NW/SE, 2 PER TREE -
SET MIN. 18" INTO UNDISTURBED SUBGRADE
WRAP ENTIRE SURFACE OF TRUNK UP TO
SECOND BRANCH W/ SPECIFIED WRAPPING
SECURED @ TOP AND BOTTOM & AT 2 FT
INTERVALS
PLANT TREE W/ TOP OF ROOTBALL 2"4" -
ABOVE FINAL GRADE
3" DEEP MULCH RING, MIN. 48" O, PULL -
MULCH BACK 2"-3" FROM TRUNK
4" HT. WATER SAUCER IN NON -TURF AREAS.
SPADED BED EDGE AT TREE RINGS TYP
SPECIFIED BACKFILL MIXTURE AS PER
SPECIFICATIONS
AFTER TREE IS SET, REMOVE ALL TWINE &
WIRE FROM TOP AND SIDES OF ROOTBALL.
PULL BURLAP BACK 3 (MIN.)
SET ROOTBALL ON UNDISTURBED SUBGRADE
- DO NOT OVER - EXCAVATE.
i
SET SHRUB 1" HIGHER
THAN SURROUNDING
GRADE
PAVEMENT. AS
rn SHOWN ON PLANS
\/�X DIAM/EfER OF
ROOTBALL, MIN. \ /\
TREE PLANTING
AS SPECIFIED IN LEGEND
SCALE: 1/4'' = 1'-0"
AMEND PLANTING AREA PER
SPECIFICATIONS
3" DEPTH MULCH AS
SPECIFIED. DO NOT BURY
PLANTS WITH MULCH
REMOVE PLASTIC POTS PRIOR
TO PLANTING
PERENNIAL GROUNDCOVERS
SCALE: 1 " = V-0"
a� -
I
SUBGRADE
I
I
SPACING
ROWS + +
,A 11
-F-+ + +
Z-6"
PRUNE ALL DAMAGED
OR DEAD WOOD
IMMEDIATELY PRIOR TO
PLANTING
- SPECIFIED MULCH
3" DEEP
1-
=111 III I III-
2x DIAMETER DIAMETER OF ROOTBALL, MIN.
SHRUB PLANTING
+ + +
+ + + + + + + +
+ + + + + + + +
FILL WITH SPECIFIED
SOIL MIX
ROOTBALL. SCORE
SIDES OF ROOTBOUND
PLANTS ONLY
SCALE: 3/4'' = 1'-0"
PLANT SPACING CHART
SPACING 'D" ROW 'A" PLANTS/s.f.
6" ox.
5.20" o. c.
4.69
8" ox.
6.93" o. c.
2.60
90"o.c.
8.66" o. c.
9.66
92"o. c.
90.40" ox.
9.00
95" o. c.
93.00" ox.
0.73
98"o.c.
95.60" o. c.
0.59
24 " o. c.
20.80" o. c.
0.29
TRIANGULAR SPACING FOR GROUNDCOVERS
SCALE: NTS
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
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shall not be used for any other project
without written authorization of Site
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17002
PROJECT PHASE:
PERMIT SET
DST
1• Ii 1 S
SHEET TITLE:
PLANTING NOTES &
DETAILS
SHEET NUMBER:
L401

EROSION CONTROL NOTES:
1. THE CONTRACTOR SHALL EXERCISE PRECAUTIONS THROUGHOUT THE CONSTRUCTION SEQUENCE TO PREVENT
EROSION AND OFF-SITE SEDIMENT. EROSION CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN
ACCORDANCE WITH THE PROJECT PLANS, WAKE COUNTY GUIDELINES, AND AS DIRECTED BY THE DESIGNER. ALL
SEDIMENTATION AND EROSION CONTROLS ARE TO BE BUILT TO WAKE COUNTY AND NCDENR STANDARDS.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF ALL EROSION CONTROL MEASURES DURING
CONSTRUCTION. THE MEASURES SHALL BE MAINTAINED CONTINUOUSLY, RELOCATED WHEN AND AS NECESSARY,
AND SHALL BE CHECKED FOR MAINTENANCE ISSUES AFTER EVERY RAINFALL AT A MINIMUM.
3. ALL DISTURBED AREAS TO BE SEEDED TO SPECIFICATIONS UNLESS OTHERWISE NOTED ON THE PLANS. SEEDED
AREAS SHALL BE CHECKED REGULARLY AND SHALL BE WATERED, FERTILIZED, RESEEDED AND MULCHED AS
NECESSARY TO OBTAIN A DENSE STAND OF GRASS. ALL DISTURBED AREAS THAT ARE NOT OTHERWISE
STABILIZED SHALL BE TOP SOILED AND SEEDED, TEMPORARILY OR PERMANENTLY, IN ACCORDANCE WITH THE
WAKE COUNTY STANDARDS. PERMANENT SEEDING AND GRASS ESTABLISHMENT IS REQUIRED PRIOR TO PROJECT
COMPLETION AND ACCEPTANCE.
4. THE CONTRACTOR SHALL PROVIDE GROUND COVER AS SOON AS POSSIBLE BUT IN ANY EVENT WITHIN 14 DAYS
ON DISTURBED FLAT AREAS AND 7 DAYS ON ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES,
AND SLOPES STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL. SEE GROUND STABILIZATION CHART.
5. ALL DISTURBED AREAS TO BE PERMANENTLY GRASSED SHALL BE SEEDED WITH PERMANENT SEED MIX.
6. THIS SITE IS LOCATED WITHIN THE NEUSE WATERSHED. THE RECEIVING WATERCOURSE IS BUFFALO CREEK, A
CLASS A STREAM.
7. THE CONTRACTOR SHALL KEEP ALL SURROUNDING PUBLIC ROADWAYS, PARKING AREAS, AND DRAINAGE
SYSTEMS FREE FROM DIRT, MUD, AND CONSTRUCTION DEBRIS AT ALL TIMES. WHERE SEDIMENT IS TRANSPORTED
ONTO A PAVED OR PUBLIC ROAD SURFACES, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE SURFACES BY SHOVELING OR SWEEPING AND
TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER
EXCESS SEDIMENT IS REMOVED.
8. DURING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING ADDITIONAL EROSION
CONTROL MEASURES NOT SHOWN ON THE PLANS BUT NECESSARY TO CONTROL EXCESS SEDIMENT, IF
DETERMINED TO BE NECESSARY BY THE ENGINEER.
9. PROVIDE SILT FENCE OUTLETS AS NEEDED. ADDITIONAL OUTLETS WILL HELP TO DISSIPATE THE RUNOFF AND
HELP PREVENT SCOURING ALONG THE SILT FENCES. WATTLE INLET PROTECTION FOR SILT FENCES OUTLETS IS
A RECOMMENDED MEASURE TO REDUCE OUTLET MAINTENANCE. ADDITIONALLY, COMPOST SOCK OUTLETS ARE AN
ACCEPTABLE OPTION INSTEAD OF GRAVEL.
10. SILT FENCE AROUND STOCKPILES - SILT FENCE SHALL ENCOMPASS, WITH THE EXCEPTION OF THE
INGRESS/EGRESS AREA, THE ENTIRE STAGING, STOCKPILE, AND/OR SPOIL AREA TO PREVENT ANY SEDIMENT
FROM LEAVING THE LIMITS OF DISTURBANCE.
11. PROTECT STREAM CROSSINGS - ADEQUATE TEMPORARY SEDIMENT CONTROLS SHALL BE PROVIDED AT THE END
OF EACH WORK DAY AT ALL STREAM CROSSINGS UNTIL ADEQUATE PERMANENT GROUND COVER IS PROVIDED.
12. MINIMIZE BUFFER DISTURBANCE - THE PROJECT MUST MINIMIZE THE DURATION AND EXTENT OF DISTURBANCE
WITHIN THE STREAM BUFFER ZONE. STAGING AREAS AND STOCKPILES MUST BE LOCATED OUTSIDE OF THE
BUFFER ZONE WHENEVER POSSIBLE. WORK WITHIN THE BUFFER ZONE SHOULD BE SEQUENCED TO MINIMIZE
THE LENGTH OF TIME THAT DISTURBED AREAS ARE EXPOSED. ALL MATERIALS SHOULD BE ON HAND BEFORE
WORK IS COMMENCED. STREAM BANK STABILIZATION, WHICH INCLUDES THE AREA FROM THE EDGE OF WATER
TO THE TOP OF BANK, SHOULD BE PHASED SO THAT EACH DAY'S WORK IS COMPLETED AND ADEQUATELY
STABILIZED AT THE END OF EACH WORK DAY.
13. CONCRETE DUST/WASTE/WASTEWATER MUST NOT BE RELEASED TO THE STORM DRAIN OR OFF-SITE. ALL
SEDIMENT MUST BE CLEANED OFF THE ROADWAY BY DRY SWEEPING METHODS ONLY. WATER MUST NOT BE
USED TO WASH SEDIMENT OFF OF ROADS, DRIVEWAYS, OR PARKING LOTS.
14. THE FOLLOWING MUST BE KEPT ON SITE UNTIL THE E&SC PLAN HAS BEEN CLOSED OUT BY THE DIVISION OF
ENERGY, MINERAL, AND LAND RESOURCES: PREVIOUS 30 DAYS OF SELF INSPECTION RECORDS, RAIN GAUGE,
APPROVAL CERTIFICATE/LETTER, APPROVED PLAN, AND NPDES PERMIT. THESE ITEMS SHOULD BE LOCATED NEAR
THE MAIN CONSTRUCTION ENTRANCE. COORDINATE WITH THE INSPECTOR IF AN ALTERNATIVE LOCATION IS
PREFERRED. ADDITIONAL INFORMATION AND A LINK TO THE NCGO1 COMBINED SELF-MONITORING FORM CAN BE
FOUND AT: HTTPS://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES/ENERGY-MINERAL
-LAN D- PERMITS /STORMWATER- PERMITS /CONSTRUCTION -SW.
15. ANY EVENT WHERE VISIBLE SEDIMENT LEAVES THE LIMITS OF DISTURBANCE OR WHERE POLLUTANTS ARE
DISCHARGED TO WATERS OF THE STATE SHALL BE REPORTED TO APPROPRIATE OFFICES OF NCDWR AND
NCDEMLR WITHIN 24 HOURS OF FIRST KNOWLEDGE OF THE OCCURRENCE, NCDWR SHALL BE CONSULTED
REGARDING APPROPRIATE CLEAN-UP TECHNIQUES FOR ANY LOSS OF POLLUTANTS TO WATERS OF THE STATE
OR PROTECTED BUFFER AREAS.
16. ALL STOCKPILES, DEBRIS PILES, HAZARDOUS/TOXIC WASTE, FUEL TANKS AND CONCRETE WASHOUT AREAS
SHOULD BE NO LESS THAN 50' AWAY FROM ALL INLETS AND WATER BODIES (UNLESS IT CAN BE SHOWN THAT
NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE).
17. SILT FENCE SHOULD BE INSTALLED ON ALL DOWNSLOPE PORTIONS OF THE DISTURBED AREA. SILT FENCES
SHOULD NOT BE INSTALLED ON THE HIGH SIDE OF THE DISTURBANCE AREA (TREE PROTECTION FENCINGS IS
AN ACCEPTABLE ALTERNATIVE IF DESIRED). SILT FENCE OUTLETS SHOULD BE INSTALLED AT ALL LOW SPOTS
AND ANYWHERE WATER IS POOLING. SILT FENCE AND OUTLET LOCATIONS MAY VARY FROM THE APPROVED
PLANS PER SITE CONDITIONS. IF THERE ARE QUESTIONS OR CONCERNS REGARDING SILT FENCE PLACEMENT,
CONTACT THE DEMLR INSPECTOR FOR ASSISTANCE.
18. COMPOST SOCK MAY BE SUBSTITUTED FOR SILT FENCE OUTLET GRAVEL, SLOPE BREAKS, CHECK DAMS, AND
INLET PROTECTION. THE COMPOST SOCK MUST BE INSTALLED PER MANUFACTURER SPECIFICATIONS. THE MUST
BE SIZED TO PREVENT OVERTOPPING. FOR SILT FENCE OUTLETS, THE INSTALLED HEIGHT CAN BE NO LESS
THAN 16 INCHES. WATTLES, COIR LOGS, FILTER LOGS, ETC. ARE NOT ACCEPTABLE FOR THESE USES.
19. NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL SELF -INSPECTION PROGRAM: THE
SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE
FOR LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE
THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE
DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. THE SELF -INSPECTION PROGRAM IS
SEPARATE FROM THE WEEKLY SELF-MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR
CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION REPORT IS THE INSTALLATION AND
MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO THE APPROVED PLAN. THE
INSPECTION MUST BE CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED UNTIL PERMANENT
GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A-54.1 AND 15A NCAC 48.0131. THE
SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FROM
HTTP://PORTAL.NCDENR.ORG/WEB/LR/EROSION IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM,
PLEASE CONTACT THIS OFFICE AT [phone].
20. THE PERSON RESPONSIBLE FOR MAINTENANCE: ERIC STAEHLE, WAKE COUNTY FACILITIES DESIGN AND
CONSTRUCTION [phone].
GROUND STABILIZATION CHART
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
DIKES, SWALES,
7 DAYS
NONE
DITCHES, AND SLOPES
HIGH QUALITY WATER (HQW)
7 DAYS
NONE
ZONES
LOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT
STEEPER THAN 2:1, 14 DAYS ARE ALLOWED.
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN LENGTH.
ALL OTHER ARES WITH
SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HQW ZONES.
CONSTRUCTION SEQUENCE
GENERAL SITE PREPARATION
1. THE CONTRACTOR IS REQUIRED TO PERFORM AN INITIAL INSPECTION OF THE SITE AND TO TAKE PHOTOGRAPHS AND VIDEO
OF THE PROPOSED CONSTRUCTION, STAGING, AND STOCKPILE AREAS BEFORE DISTURBING THE SITE IN ACCORDANCE WITH
THE GENERAL CONDITIONS. APPROVAL TO INSTALL EROSION AND SEDIMENT CONTROL SHALL NOT BE GRANTED UNTIL THE
CONTRACTOR HAS PROVIDED TO THE WAKE COUNTY AND RECEIVED WRITTEN APPROVAL OF THE CONTENT FROM WAKE
COUNTY.
2. PERFORM ALL UTILITY IDENTIFICATION AND MARKING/FLAGGING AS NECESSARY.
3. COORDINATE WITH UTILITY COMPANIES TO RELOCATE OR PROTECT UTILITIES.
4. STAKE CONSTRUCTION LIMITS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.
5. INSTALL A PLAN BOX AT A VISIBLE LOCATION WITHIN THE SITE TO KEEP A COPY OF THE APPROVED EROSION CONTROL
PLANS, NPDES REPORTS, ETC. POST THE EROSION CONTROL PERMIT IN A VISIBLE LOCATION ON THE PLAN BOX.
6. INSTALL SEDIMENT/EROSION CONTROL FENCING, TREE PROTECTION FENCING, AND CONSTRUCTION ENTRANCE AND MOBILIZE
CONSTRUCTION EQUIPMENT TO THE PROJECT SITE.
7. CONSTRUCT EXISTING DETENTION BASIN TO THE DIMENSIONS SHOWN ON THE CONSTRUCTION PLANS AND CONVERT TO
DETENTION BASIN FOR THE DURATION OF THE PHASE II CONSTRUCTION. THE SKIMMER SHALL BE CONNECTED TO THE
CLEANOUT BELOW THE EXISTING FRENCH DRAIN AND THE DRAIN PLUGGED ABOVE THE CONNECTION. THE CONTRACTOR SHALL
PROTECT THE DRAIN FROM SILTATION BY COVERING WITH AN IMPERMEABLE LAYER. SEED AND MAT THE SIDES OF THE
EXPANDED BASIN AND THE DIVERSION SWALE.
8. INSTALL ALL OTHER EROSION CONTROL MEASURES NECESSARY AS SHOWN ON THE EROSION CONTROL PLAN.
9. THE CONTRACTOR SHALL EXERCISE EVERY REASONABLE PRECAUTION THROUGHOUT THE CONSTRUCTION OF THE PROJECT TO
PREVENT EROSION AND OFF-SITE SEDIMENTATION. WHEN THE MEASURES ARE COMPLETE CALL FOR AN INSPECTION BY THE
ENGINEER. EMAIL ADDRESS FOR ENGINEER IS BWARDOWCE-CORP.COM.
10. IDENTIFY STAGING AND STOCKPILE AREAS AS SHOWN ON PLANS. ALL EXCAVATED MATERIAL SHALL BE STOCKPILED WITHIN
STAGING AREAS OR THE LIMITS OF DISTURBANCE FOR LATER USE AS FILL MATERIAL OR DISPOSAL. THE CONTRACTOR IS
RESPONSIBLE FOR INSTALLING APPROPRIATE STABILIZATION MEASURES AROUND THE STOCKPILE AREA(S) TO PREVENT
EROSION AND SEDIMENTATION. ANY STOCKPILE MUST BE STABILIZED IF INACTIVE FOR MORE THAN 7 CALENDAR DAYS.
STOCKPILES SHALL NOT BE LOCATED WITHIN 50 FEET OF ANY DRAINAGE STRUCTURE OR WATERCOURSE.
PARK IMPROVEMENTS
11. PERFORM CLEARING OPERATIONS AS REQUIRED FOR IMPROVEMENTS.
12. INSTALL CONCRETE TRUCK WASH OUT AREA.
13. INSTALL TURBIDITY CURTAIN AND CONCRETE ABUTMENTS FOR BOARDWALK.
14. INSTALL HELICAL PILINGS AND BOARDWALK OVER ROBERTSON'S POND.
15. PERFORM GRADING OPERATIONS FOR WALKWAY EXTENSION TO THE MILL HOUSE.
16. INSTALL PROPOSED BOAT LAUNCH.
17. INSTALL CONCRETE WALKWAY FROM SHELTER TO MILL AREA AND PAD.
18. PERFORM FINE GRADING OF ADJACENT GROUND, SEED AND MULCH DISTURBED LAWN AREA.
19. GRADE WALKWAY NORTH OF PARKING LOT AND INSTALL CONCRETE WALK AS SHOWN ON THE CONSTRUCTION PLANS.
20. PERFORM FINE GRADING ADJACENT TO THE WALKWAY AREAS, SEED, AND MULCH.
GENERAL SITE COMPLETION
21. COMPLETE SITE SEEDING AND PLANTING AS DESCRIBED IN THE CONSTRUCTION PLANS AND SPECIFICATIONS. DEWATER AND
REMOVE SEDIMENT FROM THE BASIN. BAFFLES SHALL BE REMOVED FOR MATTING REPAIRS OR PLACEMENT AND THEN
REINSTALLED UNTIL THE SITE IS STABILIZED.
22. REPAIR AREAS USED FOR CONSTRUCTION ACCESS, CONSTRUCTION ACTIVITIES AND STOCKPILE LOCATIONS.
23. SEED AND MULCH STAGING AREAS, STOCKPILE AREAS, ALL HAUL/ACCESS AREAS AND ANY REMAINING NON -VEGETATED
AREAS.
24. COMPLETE SITE CLEANUP AND STABILIZATION AS CALLED FOR ON THE PLANS AND SPECIFICATIONS.
25. EROSION CONTROL DEVICES SHALL BE REMOVED FROM THEIR RESPECTIVE LOCATIONS ONLY WHEN THE
THE ADJACENT GROUND HAS BEEN ESTABLISHED.
26. OBTAIN FINAL APPROVALS FROM WAKE COUNTY.
27. COMPLETE AS -BUILT SURVEY.
28. DEMOBILIZE
29. WHEN VEGETATION IS ESTABLISHED CONTACT NCDENR LAND QUALITY INSPECTOR FOR FINAL INSPECTION
COMPLIANCE.
30. UPON RECEIPT OF THE CERTIFICATE OF COMPLIANCE THE CONTRACTOR SHALL REMOVE ALL TEMPORARY
MEASURES. REMOVE BAFFLES AND SKIMMER FROM SEDIMENT BASIN(S). ). SEED AND MAT PERMANENT
BOTTOM AS NEEDED TO PROVIDE FOR A PERMANENT STAND OF VEGETATION.
STABILIZATION OF
AND CERTIFICATE OF
EROSION CONTROL
DRY DETENTION BASIN
Know what's below.
Callbefore you dig.
glul_�
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, INC 27603 1919.805.3586
WARD
CONSULTING
ENGINEERS, P.C.
FM UCBNSE N0: C-2819
1805 Green Rd, Suite 10
Raleigh, NC 27616
Phone [phone]
Fax [phone]
bward®wce-corp.com
NCBELS Firm No. C-2619
CAF?pC�
I3344 Z J�
REUSE OF DOCUMENT
This document is the property of
Site Collaborative Inc. The ideas
and design incorporated on this
document is an instrument of
professional service and shall not
be used for any other project
without written authorization of
Site Collaborative Inc.
PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
SHEET TITLE:
EROSION
CONTROL NOTES
AND
CONSTRUCTION
SEQUENCE
6HEL:1 NUMBEK.
C100

Swale ID
Slope (ft/ft)
Bottom Width
Minimum Depth
Minimum Top
Side Slopes (A)
10 Year Peak
10 Year Velocity
Shear Stress
Channel Liner
(B) (ft)
(D) (ft)
Width (ft)
(ft/ft)
Flow (cfs)
(fps)
(Ib/sf)
Swale 1
0.03
3
0.5
3
3
4.4
3.44
0.47
CurlexType I
i 4_0
i
6" CYPRESS ♦ '
23" CYPRES / 24" OAK ♦ '
a QD�4' OAK 0" CYPRESS � / ♦ ♦
�a4" CYPRESS
NOTES: 00
2" CYPREAS / 00
TOP WIDTH VARIES / / / 50' � �' \
1. CHANNEL SHALL BE LINED WITH EROSION CONTROL MATTING a o" CYPRESS \ / / R�P� \ � I \
WITH DEPTH SPECIFIED IN CHART. -�' / /eUF lqN \ \ I N F\ \
N 24" GUM �R \ I WAK� COUNTY \\
\ 31" CYPRESS , / a I D.B. 15449 PG. \257�Q
D / / / s" GUM �� \ B. M� 2013,\ P\G. 1R,39\
r, 2s� OAK
1 A / I � SILT FENCE / / P.I. I.. 17753454ai \ ��
C400 OUTLETa7
N 2 SILT FENCE \ �� oaK
\ `9 \
B 1 EROSION CONTROL1 I / C400 ; d�0" GUM
C300 N 1
MATTING (SEE NOTES) \ N o a 1" CYPRESS I I N \ \ \ \ �s" OAK
7-6AY STABILIZATION \ 111 I 1 � / i 30" GUM 1 , N
SWALE DETAIL L
\ \ \ \ I
� I / II a
25" CYPRESS 34" CYPRESS I\ \ \
/ 00 �� „ 36" OAK TWIN
rt�
A8"'
"a CYPV2ESS 36" OAR- a
32" GUM
"CYPRESS
° Q / �0" CYPRESS
"CYPRESS 1110 �.
\ / � O / 26" CYPR 9S TWIN �s 24" GUM /IQ
2 SILT FENCE PROVIDE SEDIMENT a a %� \ a /
C400 OUTLET COLLECTIAN ZONE I „ CYPRESS (_ r (� \ Ogg N°j / a 7" GUM �Q \
EXCA\4ATE TO 291 11 ti
( 26" CYPRESS � . \� \ / 24" CId 9 \ \
EXISTING RIPRAP SPILLWAY CiNTQUF �� I , - `- ��� i - , , !/ E / a \ \ I
REMOVE RIPRAP, REESTABLISH SPILLWAY o I 4 / / 37" GUMI
ELEVATION AT 293.7 FT., SEED, STRAW, AND j y O / OBJ �91�� ♦♦ /�Q 293 / o y 20" oA�\
MAT WITH C-700 EROSION CONTROL MATTING I p0 °° - �/ . ;�- / 2 POPLAR \
7 -DAY STABILIZATION - ,. .4 ♦ / 294 - - V, OAK\
/UNUSED RIPRAP TO BE REMOVED FROM SITE \ \ Q i .,
l ) \ / 24:' GUM. •y s 32" GUM 295— (!) /
. / PROPOSED
° /�����
':--FINE SWALE 1 a
7 TURBIDITY CURTAIN TYP. o \ o / ^� 27 CYPRESSr - 36" POPLAR I
1(3.0%/ !LOPE)
/ • %_c 26" GUM
D22" PINE \296. O
/ a - / o ♦ dL dl °off
7l2�C�PRESS 2 OAK / / � '•- �" PINE O' .
\ O �/ /2g / °DO
4 6 SKIMMER SEDIMENT BASIN SEE CONTOURS / 2r/CyP S, / 29 97 1 " OAK I
C300 C400 FOR BASIN LAYOUT. DIMENSIONS VARY�� 29 / ��
BOTTOM ELEVATION _292.00 FT. \ °/ - - -3 R 29g
SPILLWAY WEIR ELEVATION =293.70 FT.
WEIR LENGTH =50 FT. \° / , - ° �� - - �- /•. • ��' ^ `� ay SILT 2
SURFACE AREA AT ELEV 294 FT. =4800 SF. / °� 21" YPR�S� / O % •. ' ti� �� - o FENCE C400
CY SS 299 x —X I
PROTECT EXISTING / y x
FRENCH DRAIN WITH �YP ss / c,,y� ti� �� �� /`1,� r`L°' EXISTING I
PLASTIC SHEETING DURING -, (/ p0 / o p / ti �ti/ TREE LIN I ,
❑❑B❑❑❑S❑NS CONSTRUCTION / /� ii�� �; j 300 or \ x FE CHAIN LINK
[][IND/ �� / / � �Dp28" OAK 21" UM
3 SILT FENCE / /� ' ��� ✓ °- - a
C400 OUTLET %/ / II / / 301
✓2b'�YPRES'O ' t °• /� / / / / y/ / V MO / l x I x
4 2.0" FAIRCLOTH SKIMMER YPRE
i" CYi//
24" CYPR ESS- a2,
C400 1.25 ORIFICE SIZE
CONNECT TO EXISTING _ // - ' / ,�/ / / / / / / / // A o o M X xEX. CONTROL POINT 3
FRENCH DRAIN CLEANOUT " CYll / REBAR W CAP
PIPE TEMPORARY PLUG PROTECT -- - leo A ry `� l / /�� // / / / I / STOCKPILE o o NC GRID NAD 83)
DRAIN ABOVE CLEANOUT 1EXISTING o / / //`� / I N: 753,009.57MUS
SIDEWALK / / / E: 2, 174, 469.517FtUS
- I� /� / / / / o 0 0
REMOVE AND REPLACE / EL.: 302.19(NAVD88)
BOULDERS AS NEEDED BO - DER / / / / /�y/// / / / �p PROPERTY LINE
FOR ACCESS �.o'/// (\ \ BY OTHERS
N F 2 SILT FENCE f _ i TRIP / � O� \ PROPOSES ,5 �'��- 22" OAK
/ / / RAP O \ � „� ° 24" OAK EXISTING
WAKE COUNTY C400 FLOATING / \ �" \ BAFFLES- C40 - o SHED
D.B. 15449, PG. 2570 DOCK /F� / O� / \ , i� ? - - _ _ 300 0� X30 02 \ \I
B.M. 2013, PG. 1239 GANGWAY / /// / / ( --A - .•� •22 PINE
P.I.N.: 1775345450
/ L^ / \ / SW LE / 21" PINE EXISTING
3 SILT FENCE JHOOK / ' �� ((� y / \ SHED
C400 WITH OUTLET DUCK I /. ./� y / / / 27" PINE
TBM-SITE eoxOj,� . EXISTING
BENCHMARK IN / f - SHELTER ' /� j.CONCRETE /
POWER POLE I - /' - / ' . ;SIDEWALK � CHANNEL / ASF � " TEMPORARY GRAVEL 1
/° I 1 MILL-� %// \ DRAIN CONCRET(# �— _Wil CONSTRUCTION C400
EL.=293.02 (NAVD88) j / % ❑ STONE, 9 �/ CONCRETE CURB &I I ENTRANCE
WALKWAY GUTTER UNDERGROUNDEXISTING 0
POWER LINE 00 / ❑❑ I `� ❑L_ 11OT ❑uuOb N
I
(OVERHEAD)_ / ❑❑�� \ BRIDGE `�' CONCRETE \ -_
�Y C� ❑❑❑—/yam j G' I/�\ I CURB
?96-
D D 11
�♦ EXISTING DAM �� �� WATERLINE / GRAVEL I
EXISTING i N� ' �" I / o ��r / PARKING AREA \ 300
MILL DAM S \. • / `� y
♦ EXISTING MILL ti9 ELECT IC
FOUNDATION �� F ,. ♦♦ I BOv�'dER�� EXISTING MEQ RS / �CONCRETE TRUCK 2
// / WASHOUT AREA C300
g N�♦ dD WELL HORSE /
0
2" GRAMT-EVVALL\ � ♦ � \ O p �
\\ ` o
i °O \ �\ \ / / o o BOULDERS
-MILL HOUSE1 1 y! p GAVEL 00� I-
- RE AJNS / I X29 IVH \ CONC�ETE� - \ UtDtRS --300- -
--_ ���_ \ \ I✓I/ // l� % \ \ \ CURB
\ \ - \ - - - - --
_�_
2 SILT FENC ,\ \ EXISTIf� \ EXISTING \ - _ _ _ 298--- LINE EXISTING FENCE
- \ \ GATE \ BUILDING
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1 919.805.3586
WARD
CONSULTING
ENGINEERS, P.C.
FIRM LICENSE N0: C-2819
[8057Green Rd, Suite 10
Raleigh, NC 27616
Phone [phone]
Fax [phone]
bward®wce-corp.com
NCBELS Firm No. C-2619
CARO,�y'--,
WEi
13344Cs
'• f LY NNE.•`•
GENERAL NOTES:
1. EROSION CONTROL MATTING SHALL BE AMERICAN EXCELSIOR COMPANY CURLEX 1 OR APPROVED EQUAL.
2. EROSION CONTROL MAT SHALL BE PLACED ON PERMANENT DRY DETENTION BASIN TO PROMOTE REUSE OF DOCUMENT
ESTABLISHMENT OF VEGETATION. This document is the property of
3. THE DRY DETENTION BASIN SHALL FUNCTION AS A TEMPORARY SEDIMENT BASIN DURING SITE GRADING Site Collaborative Inc. The ideas
AND CONSTRUCTION. THE 1 -FOOT SEDIMENT COLLECTION ZONE SHALL BE EXCAVATED FROM THE EXISTING and design incorporated on this
DRY DETENTION BASIN. THE CONTRACTOR SHALL AVOID EXCAVATING AROUND THE EXISTING FRENCH DRAIN. document is an instrument of
professional service and shall not
PROTECT THE FRENCH DRAIN FROM SEDIMENT WITH PLASTIC SHEETING AND PROVIDE TEMPORARY PLUG. be used for any other project
3.1.WHILE OPERATING AS A SEDIMENT BASIN, BAFFLES SHALL BE INSTALLED IN ACCORDANCE WITH NCDEQ without written authorization of
AND WAKE COUNTY REQUIREMENTS. Site Collaborative Inc.
3.2.DEWATERING OF THE SEDIMENT BASIN SHALL OCCUR THROUGH A 1.25" FAIRCLOTH SKIMMER ATTACHED
TO THE EXISTING FRENCH DRAIN CLEANOUT. Q)
3.3.ONCE ENOUGH SEDIMENT HAS COLLECTED TO FILL THE 1 -FOOT SEDIMENT COLLECTION ZONE, THE BASIN
SHALL BE DEWATERED USING PUMPS IN ORDER TO FACILITATE REMOVAL OF EXCESS SEDIMENT. WATER U
PUMPED OUT OF THE BASIN SHALL BE DISCHARGED INTO A SEDIMENT BAG BEFORE BEING ALLOWED TO (�
DISCHARGE AS DIFFUSE FLOW INTO THE RIPARIAN BUFFER.
3.4.ONCE GRADING OPERATIONS AND CONSTRUCTION IS COMPLETED, THE SEDIMENT TRAP SHALL BE
RESTORED TO OPERATE AS THE DRY DETENTION POND. THE 1 -FOOT SEDIMENT COLLECTION ZONE SHALL C/)
BE BACKFILLED TO 292.0 FT. WITH ONSITE SOILS. ALL BAFFLES SHALL BE REMOVED.
4. CONTRACTOR SHALL MINIMIZE IMPACTS OF DISTURBANCE TO THE SHORELINE. v,' ^
� U
Q
z
= 0
Q
z
0�
O �--'
CZ
U O
DISTURBED AREA=1.55 ACRES 0
�
LEGEND 0 O�%)
EXISTING SURVEYED CONTOURS `'' 4-1 �--'
PROPOSED CONTOURS
WETLANDS 0
— — — RIPARIAN BUFFER' ` 0
EXISTING FENCELJJ v
N /F ------------::::::--------------- EXISTING STORM PIPE
JASPER LEE MOSLEY PROPOSED STORM PIPE In (a)
SHIRLEY J. MOSLEY
D.B. 2136, PG. 560 ❑❑D LIMITS OF DISTURBANCE Q 0
B.M. 2013, PG. 1239
P.I.N.: 1775426928 si= SILT FENCE
❑❑ TREE PROTECTION FENCE
— - - — PROPOSED STORM SWALE
PROPOSED BAFFLES PROJECT NUMBER:
TURBIDITY CURTAIN 17002
CONSTRUCTION ENTRANCE
PROJECT PHASE:
CONCRETE TRUCK WASH PIT PERMIT SET
I ) SF O�� \ \ - — STAGING OR STOCKPILE AREA DAT
-' -
— _ \ _ _DAN 06.08.20 18
`( f= _ _ _ - - -�P 7 \ -
294--
-- - - EXISTING WOOD FENCE
I - —RAP °18 RCP-
- 287.71 —
('
EDGE OF ' INV. _
PEDGE iT , . 287.20 (,nNC RFTF PAVET
MEN
0- _ I APRON MmoBdC ow[] �u 0
bi
w - - - EX. CONTROL POINT #2- J
v
- - - � - - _ REBAR W CAP - - -1 El
oI SUPPLEMENT EXISTING - - -NC GRID(NAD 83) - - - - - - 30 15 - 30 60
RIPRAP THIS LOCATION N: 752,714.1OFtUS
a E: 2,174,349.57FtUS
LSI WITH REMOVED
m SPILLWAY RIPRAP EL.: 293.50(NAVD88)
SCALE: 1 "=30'
CURLEX EROSION CONTROL MATTING
® SILT FENCE OUTLET
CONSTRUCTION ACCESS ROUTE
RIPARIAN BUFFER
Know what's below.
Callbefore you dig.
SHEET TITLE:
EROSION
CONTROL PLAN
SHEET NUMBER:
C200

LONGITUDINAL ANCHOR TRENCH
J:
U
STAKE AT 3'-5"
INTERVALS
9-
P
� YAYA
TERMINAL SLOPE AND CHANNEL ANCHOR
CHECK SLOT AT 25' INTERVALS
• (MIN)
ISOMETRIC VIEW
WOODEN STAKES
NOTES:
1. CHECK SLOTS TO BE
CONSTRUCTED AT 25' INTERVALS.
2. ALL MATTING TO BE SECURED
WITH WOODEN STAKES ACCORDING
TO THE SPECIFICATIONS AT 5'
P 611 INTERVALS.
3. FABRIC OVERLAP WHEN 2 ROWS
°�°• OF MATERIAL ARE USED SHALL BE
PLACED WITH THE UPPER ROW OF
MATERIAL PLACED OVER THE
LOWER ROW OF MATERIAL.
6„
4. TRENCH MATTING AT TOP AND
INITIAL CHANNEL ANCHOR TRENCH INTERMITTENT CHECK SLOT BOTTOM OF MAT AS SHOWN IN
D ETAI L
5. OVERLAP FABRIC IN DIRECTION OF
FLOW WITH MATTING UPSTREAM
ON TOP OF DOWNSTREAM MAT.
6. MATTING WILL BE INSTALLED
ACCORDING TO THE
SPECIFICATIONS.
1 TYPICAL EROSION CONTROL MATTING INSTALLATION
SCALE: NOT TO SCALE
CONCRETE
FWASHOUT SIGN
BERM
L- BERM
CONCRETE WASHOUT AREA PLAN
12" TYPICAL WIDTH COMPACTED BERM AROUND
4:1 THE PERIMETER .2% SLOPE
UNDISTURBED OR
COMPACTED SOIL QVQ AAIAI
SECTION A
CONCRETE WASHOUT AREA
NOTES:
1. SEE CONSTRUCTION PLANS VIEW FOR CONCRETE WASH OUT AREA (CWA) LOCATION.
2. DO NOT LOCATE AN UNLINED CWA WITHIN 400' OF ANY NATURAL DRAINAGE CONVEYANCE OR WATER BODY. DO NOT LOCATE WITHIN
1000' OF ANY WELLS OR DRINKING WATER SOURCES. IF SITE CONSTRAINTS MAKE THIS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS
EXIST ON SITE, THE CWA MUST BE INSTALLED WITH AN IMPERMEABLE LINER (16 MIL MIN. THICKNESS) OR SURFACE STORAGE
ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A LINE ABOVE GROUND STORAGE SHOULD BE USED.
3. THE CWA SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE.
4. CWA SHALL INCLUDE A FLAT SUBSURFACE PIT THAT IS AT LEAST 8' BY 8'. SLOPES LEADING OUT OF THE SUBSURFACE PIT SHALL
BE 3:1 OR FLATTER. THE PIT SHALL BE AT LEAST 3' DEEP.
5. BERM SURROUNDING SIDES AND BACK OF THE CWA SHALL HAVE MINIMUM HEIGHT OF 1'
6. VEHICLE TRACKING PAD SHALL BE SLOPED 2% TOWARDS THE CWA
7. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE CWA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE
THE LOCATION OF THE CWA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS.
8. USE EXCAVATED MATERIAL FOR PERIMETER BERM CONSTRUCTION.
CWA MAINTENANCE NOTES
1. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGED AS NECESSARY TO MAINTAIN CAPACITY FOR CONCRETE WASTE. CONCRETE
MATERIALS, ACCUMULATED IN PIT, SHALL BE REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2'.
2. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE, AND ALL OTHER DEBRIS IN THE SUBSURFACE PIT SHALL BE
TRANSPORTED FROM THE JOB SITE IN A WATER -TIGHT CONTAINER AND DISPOSED OF PROPERLY.
3. THE CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED.
4. WHEN THE CWA IS REMOVED, COVER THE DISTURBED AREA WITH TOP SOIL, SEED AND MULCH, OR OTHERWISE STABILIZED IN A
MANNER APPROVED BY THE LOCAL JURISDICTION.
2 STANDARD CONCRETE TRUCK CLEAN OUT PIT
SCALE- NOT TO SCALE
•� - " - -_ p at, Spillway Data
--2917A_ . . . . . . .
�'-� �! ♦_♦ ♦ `,.` - -
29
/ - - - - EXISTING RIP- RAP�9� I
-292-- _ II _ - '
tr
'-� ' _ ' QBE' REMOVED " = '
TIEv
p•' / oo �-- � ---_-- 292 _
Fm
raw on
~�on on M
,.� �0��� _
.,v' • d • �`'so p ' TOP OF MENT=294.80 FT- - - - - P►LLWAY=29 29 _ _ �' ♦ �. -I ;�, • ��
p. • . . MBANK T \.
r p- • • , d
00 \\E 29.E-----
294
00
0�° d I f/ �29��71 9
5,
d \ \ //\
- L
EXISTING FRENCH DRAIN - - \
-�
d ° ° d d \ (PROTECT DURING
CONSTRU&ION) \
DRY DETENTION BASIN \ \ \
d
� \ d ,� v d � � � � � - � VOLUME 4200 CU.f\f. TO
ELEVATION 293.70 FT. PROVIDE EROSION CONTROL
MATTJNG ON BOTTOM OF DRY
_ �d d \ \ BASIN, ,AFTER CONVERTED FROM \ i 29� - `- d \ \ // SKIMMER SEDIMENT BASIN
�Q0 �. (1 J
d
DRY DETENTION BASIN DETAIL
4 SCALE: 1 "=20'
Table 6.10a Temporary Seeding Specifications for Winter and Early
Spring
Seeding mixture Species Rate (Ib/acre)
Rye (grain) 120
Seeding dates
Mountains >2500ft 15 -Feb to 15 -May
<2500 ft 1 -Feb to 1 -May
Piedmont 1 -Jan to 1 -May
Coastal Plain 1 -Dec to 15 -Apr
Soil amendments
Follow recommendations of soil tests or apply 2ton/acre ground
agricultural limestone and 750lb/acrea 10-10-10 fertilizer
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,
netting ora mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and
mulch immediately following erosion or other damage.
Table 6.10b Temporary Seeding Specifications for Summer
Seeding mixture Species Rate (Ib/acre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass
may be substituted at a rate of 501b/acre.
Seeding dates
Mountains 15 -May to 15 -Aug
Piedmont 1 -May to 15 -Aug
Coastal Plain 15 -Apr to 15 -Aug
Soil amendments
Follow recommendations of soil tests or apply 2ton/acre ground
agricultural limestone and 750lb/acrea 10-10-10 fertilizer
Mulch
Apply 4,000 lb/acre straw. Anchorstraw by tacking with asphalt,
netting ora mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and
mulch immediately following erosion or other damage.
Table 6.10cTemporary Seeding Specifications for Fall
Seeding mixture Species Rate (Ib/acre)
Rye (grain) 120
In the Piedmont and Mountains, a small -stemmed Sudangrass
may be substituted at a rate of 50lb/acre.
Seeding dates
Mountains 15 -Aug to 15 -Dec
Coastal Plain and
15 -Aug to 30 -Dec
Piedmont
Soil amendments
Follow recommendations of soil tests orapply 2 ton/acre ground
agricultural limestone and 750lb/acrea 10-10-10 fertilizer
Mulch
Apply 4,000 lb/acre 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
Repair and refertilize damaged areas immediately. Topdress with
50lb/acre of nitrogen in March. If it is necessary to extent
temporary cover beyond June 15, overseed with 50lb/acre Kobe
(Piedmont and Coastal Plain)
late February or early March.
❑ermanent seeding see specifications.
Ilse this table if not otherwise specified.
permanent Seeding Mixture
Seed Mixtures ❑lanting Elates
Blend of ❑❑❑ =31 Call fescue and C❑-
mixture of two or more turf[type tall fescues 2❑❑E2❑❑ Ibs[Acre
❑r
Blend of three or more turf type tall fescues 2❑❑E2El❑ Ibs[acre
Seeding Dates Best ossible
[lug. 211 []Sept. 1 ❑ lug. 2❑ F-I❑ct. 211
Feb 1 []March 31
Che above vegetation are those which do well under local conditions❑Dther seeding rate
combinations are possible. Seeding mix shall be approved by the ❑ngineer before
seeding of the pro ect starts.
3 TEMPORARY SEEDING SPECIFICATIONS
SCALE- NOT TO SCALE
Peak Flow
Velocity
Shear
Storm Event (cfs)
(fps)
Stress
(Ib/sf)
10 -year 1.97
0.71
0.03
100 -year 5.4
1.07
0.06
EXTEND DRY
BAS I N
CONSTRUCTI
1. REMOVE THE EXISTING RIP RAP FROM THE SPILLWAY. FILL TO SPILLWAY ELEVATION, SEED,
STRAW, AND MAT THE SPILLWAY WITH C-700 EROSION CONTROL MATTING.
2. GRADE TO EXTEND THE DRY DETENTION BASIN TO PROVIDE AN ADDITIONAL 600 CU.F.T FOR A
TOTAL OF 4800 CU.FT.
3. PROVIDE EROSION CONTROL MATTING ON GRADED SLOPES. MAT THE BOTTOM OF THE BASIN
AFTER CONVERTING FROM THE SKIMMER SEDIMENT BASIN.
294.80 FT. _ 50' SPI
TOP OF 1
EXISTING 293.70 FT. SPIL \A
WEST BERM --------------
y
EXISTING RIP RAP TO
BE REMOVED
(SEE NOTE 1)
WAY LENGTH _ 296.00 FT.
TOP OF
PROPOSED
BERM EAST
y� y .4 -4-4 i 4 �: W
J
DRY DETENTION BASIN OUTLET DETAIL
DRY DETENTION BASIN MODIFICATION DETAIL (FINAL DESIGN)
SCALE: NOT TO SCALE
Know what's below.
Callbefore you dig.
dQ�
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
WARD
CONSULTING
ENGINEERS, P.C.
F= UCEM N0: C-2819
1805 Green Rd, Suite 10
Raleigh, NC 27616
Phone [phone]
Fax [phone]
bward®wce-corp.com
NCBELS Firm No. C-2619
13344
REUSE OF DOCUMENT
This document is the property of
Site Collaborative Inc. The ideas
and design incorporated on this
document is an instrument of
professional service and shall not
be used for any other project
without written authorization of
Site Collaborative Inc.
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PROJECT PHASE:
PERMIT SET
1. 1:�Igg
SHEET TITLE:
EROSION
CONTROL DETAILS
SHEET NUMBER:
C300

EXISTING
ROADWAY
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
100' MIN.
BUT SUFFICIENT TO KEEP
SEDIMENT ON SITE
2"-3" STONE TO BE USED
SURGE STONE OR RAILROAD
BALLAST)
PLAN VIEW
NOTES:
1. PUT SILT FENCE OR TREE PROTECTION FENCE
UP TO ENSURE CONSTRUCTION ENTRANCE IS
USED.
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT
THE MUDIS NOT REMOVED BY THE VEHICLE
25' OR WIDTH OF TRAVELING OVER THESTONE, THEN THE TIRES OF
PROPOSED STREET, THE VEHICLES MUST BE WASHED BEFORE
WHICHEVER IS ENTERING THE PUBLIC ROAD.
GREATER. 3. MAINTAIN GRAVEL PAD IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING
CONSTRUCTION SITE. ENTRANCE WILL REQUIRE
PERIODIC REMOVAL OF SEDIMENT -LADEN STONE
AND REPLACEMENT WITH FRESH STONE.
35' MIN. 15' MIN. NEW CONSTRUCT
EXISTING ROADWAY_""
12" MIN.
6" MIN.
-FABRIC UNDER STONE
CROSS SECTION
STANDARD CONSTRUCTION ENTRANCE
STANDARD CONSTRUCTION ENTRANCE
1 SCALE: NOT TO SCALE
ESSIBLE THROUGH DOOR
OAT
iAN SHOWN.
FOR THIS PROJECT:
USE 2" SKIMMER WITH 1.25" ORIFICE
couNKE
NORTH CAROLINA
STANDARD SKIMMER DETAIL
EFFECTIVE: 01/31/08
STANDARD SKIMMER DETAIL
4 SCALE: NOT TO SCALE
TOP FLOTATION
TURBIDITY CURTAIN
7 SCALE: NOT TO SCALE
NOTES:
CONTRACTOR TO SUBMIT SHOP DRAWING
FOR APPROVAL PRIOR TO INSTALLATION.
I . MAXIMUM
' -
MINIMUM 10
GAUGE LINE
WIRES
NOTE:
1. USE SILT FENCE ONLY WHEN
DRAINAGE AREA DOES NOT EXCEED
1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW.
2. REMOVE SEDIMENT DEPOSITED AS
NEEDED TO PROVIDE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REMOVE
PRESSURE ON THE SILT FENCE.
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
SILT FENCE FABRIC
INSTALLED TO
SECOND WIRE FROI
TOP i
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FABRIC
3'-0' z_ FILL SLOPE
26
CN
MINIMUM 12-1/2
GAUGE INTERMEDIATE
WIRES
'- GRADE
GRADE
6" MINIMUM COVER OVER
2�_ SKIRT
ANCHOR SKIRT AS DIRECTED
BY ENGINEER
SKIRT SHALL BE ANCHORED 8" VERTICALLY AND
4" HORIZONTALLY
SIDE VIEW
STANDARD TEMPORARY SILT FENCE
TOP OF SILT FE
MUST BE AT LES
ABOVE THE TOP
THE WASHED ST
STEEL FENCE PO'.
WIRE FENCE
HARDWARE CLOTH
FILTER OF #57
WASHED STONE
AKE
COUNTY
NORTH CAROLINA
EFFECTIVE: 01/31/08
FENCE
ARE CLOTH
STANDARD TEMPORARY SILT FENCE STANDARD SILT FENCE OUTLET
2 SCALE: NOT TO SCALE SCALE: NOT TO SCALE
PLAN VIEW
FENCE AND FABRIC
BURIED IN TRENCH
6"X6" TRENCH,
BACKFILLED AND
COMPACTED
NOTES:
1. BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM
AND SIDES USING STAPLES OR BY TRENCHING AS FOR
SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1ST
BAY, WHICH SHOULD BE READILY ACCESSIBLE FOR
MAINTENANCE.
E 3. PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN
LENGTH). PROVIDE 5 BAFFLES FOR DRAINAGE AREAS
GREATER THAN 10 ACRES.
4. BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN
THE TOP OF THE BERMS
6. INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER
EACH RAINFALL
SUPPORT ROPE
TO WIRE TO SUPPORT POST
PREVENT 24" INTRO BOTTOM STAKE TO
SAGGING OR SIDE SUPPORT WIRE
STEEL POST
SECTION VIEW AT OPENING
AKE
COUNTY
NORTH CAROLIN
EFFECTIVE: 01/31/08
STANDARD BAFFLES DETAIL
STANDARD BAFFLES DETAIL
5 SCALE: NOT TO SCALE
COIR MESH OR SIMILAR, STAPLED
OR
TRENCHED INTO BOTTOM OR SIDE
CROSS SECTION
3' FILTER FABRIC
ON GROUND
BURY 6" OF UPPER EDGE OF
FILTER FABRIC IN TRENCH
SECTION VIEW
co�KE
NORTH CAROLINA
EFFECTIVE: 01/31/08
FENCE,
u FILTER FABRIC,
AND HARDWARE
CLOTH IN TRENCH
STEEL FENCE POST
SET MAX 2' APART
MIN. 18" INTO SOLID
GROUND
NOTES:
1. REMOVE SEDIMENT WHEN HALF OF
STONE OUTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO
ENSURE DEWATERING.
STANDARD SILT FENCE OUTLET
DEWATERING
ONE
DISSIPATER
PAD
RIP RAP
PLAN VIEW EMERGENCY INLET SHALL BE CROSS CMP OUTLET PIPE
SPILLWAY PROTECTED (AS NEEDED) SECTION
FROM EROSION WITH
RIPRAP, TARP, MATTING
NOTES: OR EQUIVALENT.
1. BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN IS HALF -FULL.
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING TO
AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT LEAST 12". THE UPSTREAM
12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS OR
EQUIVALENT FOR U.V. RESISTANCE.
3. PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN, REDUCING TURBULENCE.
4. BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
5. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
6. DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP
OF PIPE.
7. POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
STANDARD SKIMMER BASIN
6 SCALE: NOT TO SCALE
STANDARD SKIMMER BASIN
Know what's below.
Callbefore you dig.
bihm
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Ll
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, INC 27603 1919.805.3586
WARD
CONSULTING
—ENGINEERS, P.C.
1►lRll UCEM NO: C—MIGI
1805 Green Rd, Suite 10
Raleigh, NC 27616
Phone [phone]
Fax [phone]
bward®wce-corp.com
NCBELS Firm No. C-2619
GARp��.,,w
r " 'SkRL
13344&-,"
REUSE OF DOCUMENT
This document is the property of
Site Collaborative Inc. The ideas
and design incorporated on this
document is an instrument of
professional service and shall not
be used for any other project
without written authorization of
Site Collaborative Inc.
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PROJECT NUMBER:
17002
PROJECT PHASE
PERMIT SET
DATE:
06.08.2018
SHEET TITLE:
EROSION
CONTROL DETAILS
SHEET NUMBER:
C400
18" MIN
TOP OF DAM
TARP PROTECTION
DITCH AND
BURY TARP
10'
MIN
EDGE (MIN. 1211)
WEIR
LENGTH
SECTION
THRU WEIR
TOP OF BERM
1'
MIN FREEBOARD
INFLOW
STRUCTURE
/
BAFFLES (STD)
SKIMMER
EMERGENCY
SPILLWAY
� f
\
—
ELEVATION
DEWATERING
ONE
DISSIPATER
PAD
RIP RAP
PLAN VIEW EMERGENCY INLET SHALL BE CROSS CMP OUTLET PIPE
SPILLWAY PROTECTED (AS NEEDED) SECTION
FROM EROSION WITH
RIPRAP, TARP, MATTING
NOTES: OR EQUIVALENT.
1. BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN IS HALF -FULL.
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL BE ACCORDING TO
AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT LEAST 12". THE UPSTREAM
12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS OR
EQUIVALENT FOR U.V. RESISTANCE.
3. PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN, REDUCING TURBULENCE.
4. BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS FOR A SILT FENCE.
5. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR MAINTENANCE.
6. DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM THE TOP
OF PIPE.
7. POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
STANDARD SKIMMER BASIN
6 SCALE: NOT TO SCALE
STANDARD SKIMMER BASIN
Know what's below.
Callbefore you dig.
bihm
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Ll
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, INC 27603 1919.805.3586
WARD
CONSULTING
—ENGINEERS, P.C.
1►lRll UCEM NO: C—MIGI
1805 Green Rd, Suite 10
Raleigh, NC 27616
Phone [phone]
Fax [phone]
bward®wce-corp.com
NCBELS Firm No. C-2619
GARp��.,,w
r " 'SkRL
13344&-,"
REUSE OF DOCUMENT
This document is the property of
Site Collaborative Inc. The ideas
and design incorporated on this
document is an instrument of
professional service and shall not
be used for any other project
without written authorization of
Site Collaborative Inc.
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PROJECT NUMBER:
17002
PROJECT PHASE
PERMIT SET
DATE:
06.08.2018
SHEET TITLE:
EROSION
CONTROL DETAILS
SHEET NUMBER:
C400

DocuSign Envelope ID: EC2806EB-9DAE-451E-A15F-546F3B6414EE
i-----------------------------------------------------
I. THE DOCK 15 FIXED. THE DOCK STRUCTURE 15
PIERS. THE HELICAL PIER ANCHORS ARE 5H01^
TH15 PLAN FOR CLARITY. HELICAL PIER 51ZE5
BASED ON SUPPLIERS SHOP DRAWINGS. 5EE E
2 1/4" DIAMETER VERTICAL HELICAL PIER ANC
VERTICAL PIER5 SHALL BE RATED FOR 12 KIF
2 1/4" LATERAL (ANGLED) HELICAL PIER ANCHt
ANGLED PIER5 5HALL RE315T 4 KIP LATERAL
2. 5EE DRAWING L-200 FOR ALL 51TE INFORMAT
ELEVATIONS AND RELATED 51TEWORK. ALL 51'
DRAWING 15 FOR REFERENCE ONLY.
3. SEE 01/5201 FOR &14112E FIXED DOCK SECTIO
FOR 12' WIDE DOCK DETAILS.
OE516N DATA:
DOCK DEAD LOAD = 20 P5
DOCK LIVE LOAD = 100 P�
3A51C WIND SPEED (3 SECOND OUST) = 100 Mf
TOP DECK
ELEVATIOb
= 290.5'
TOP DECK
ELEVATION
= 290.5'
FI XEO GOOK I=IAMI NO FLAN
.3/.32" SCALE
L---------------L-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------'
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TALL —
I
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AVINC —
EE L200
----------------------------
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MULAM(OMATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
L4SflGHT© 120 Stndory'sst-et
Raleigh, NC 27603
flSSOCIRTES 9,9.833.0495
Lysag htAssociates.com
s }ruc to rol engincc rs Firm 14o.0-0621
CA
PE046123
BL
6/8/2018
REUSE OF DOCUMENT
This document is the property of Site
Collaborative Inc. The ideas and design
incorporated on this document is an
instrument of professional service and
shall not be used for any other project
without written authorization of Site
Collaborative Inc.
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PROJECT NUMBER:
LA 11533
PROJECT PHASE:
PERMIT SET
DATE: 06,0$,2018
SHEET TITLE:
DOCK
FRAMING
PLAN
SHEET NUMBER:
S101

DocuSign Envelope ID: EC2806EB-9DAE-451 E-A15F-546F3B6414EE
m--------------T------------------------------------------------------------------
1 1
1 1
1
V
& DOCK SECTION NOTES.-
1.
OTES:1. ALL LUMBER IS TO BE PRESERVATIVE TREATED.
2. ALL HANGERS AND FASTENERS SHALL BE STAINLESS STEEL.
3. HELICAL PIER ANCHORS AND ACCESSORIES SHALL BE
GALVANIZED.
4. RAIL MESH IS TO BE GALVANIZED.
5. SEE SITE PLAN FOR EXTENT AND LOCATION OF RAILING.
6. MAXIMUM GIRDER SPACING (JOIST SPAN) SHALL BE 121-0".
PT I X6
I NTERMEDI ATE
RAIL (T 7'PI GAL)
CONTINUOUS CHAMFERED PT 4X4
POST ON PT 2X4 BLOCKING FOR
DRAINAGE GAP.
T
ZPT (2)2X10 JOISTS
a 2' O.G. ATTACH
TO GIRDERS W.55
51 MP5ON HANGERS,
USE CONGEALED
FLANGE HANGERS
AT ENDS.
2 1/4" 12 KIP
VERTICAL
HELICAL PIER
ANCHOR
2'—O"
COMPOSITE LUMBER MARINE GRADE
2XbX8 DECKING (COLOR BEIGE). ATTACH
USING 5.5 SCREWS COUNTERSUNK PER
MANUFACTURERS SPE6IFIGATION5.
T
(4)PT 2X10 GIRDER
PT2XIO BLOCKING B/W
JOISTS AT GIRDER MID -SPAN
2 1/4" 12 KIP
VERTICAL
HELICAL PIER
ANCHOR
I
2 1/4" 4 KIP LATERAL
7LOAD ANGLED
HELICAL PIER
ANCHOR. THE
DIRECTION OF THE 1'-0"
PIERS ALTERNATES
PER PLAN.
FIXED DOCK - 8' W10E SECTION
I" SCALE
8" THICK CONCRETE
RETAINING WALL
4" CONCRETE WALKWAY -
SEE SITE PLANS
COMPOSITE
DECKING
PT 2X10 LEDGER. ATTACH TO
CONCRETE ABUTMENT Al 5/8" a
EPDXY BOL T5 (W/ 6 " EMBEDMENT) •
EVERY 16" O.G. STAGGERED.
ATTACH JOISTS TO LEDGER - #4 18" O.G. EACH WAY
WITH SIMPSON HANGERS.
PT (2) 2X10 — , 2" •�
JO/5T3
• N-B,41RS
Q a 2" FROM FACE OF WALL
TO CENTERLINE OF
REI NFORGI NG.
V-5AR5
INSTALL RIP -RAP AT • #4 DIAGONAL CORNER BARS
BASE OF WALL TO ��� • AT SAME SPACING AS V -BARS
PREVENT 5GOURI NG > o o
a FRENCH
OO DRAIN
c>_6) a (DESIGNED CQ
• BY OTHERS) X
a
dJ v III III - Q O
a � 1
U a •
m <1 a
a a
� Lb
10" 8" 1'-6"
W B
A
O CONCRETE RETAININCs WALL AT DOCK
NO SCALE
PT 2X6 COMPOSITE
LUMBER TOP RAIL
(TYP.)
PT 2X4 TO SECURE
WIRE MESH
GALVANIZED
WIRE MESH - SEE
SITE PLAN FOR
LOCATION OF
MESH
PT4X4 POSTS
ATTACHED TO
J01 STS W/ (2)
GALVANIZED 5/8"
THROUGH BOLTS
77 (TYPICAL).
GALVANIZED HELICAL
PIER ATTACHMENT
BRACKETS BY
MANUFAGTUER. ATTACH
W/ GALVANIZED 5/8"
THROUGH -BOLTS (TYP.)
-IN
�0
ir1 CONTINUOUS CHAMBERED PT 4X4
POST ON PT 2X4 BLOCKING FOR
DRAINAGE GAP.
REINFORCED CONCRETE RETAININCs WALL SCHEDULE
MK# H A B W T V -BARS H -BARS X -BARS Lb
GRW4 4'-0" 3'-O" 1'-6" 5" 1 12" #4 (9 18" #4,9 12" #6 (P 18" (5) #4
CONCRETE RE7,41NIN(S WALL NOTES
1. USE GLASS "A" SOIL FOR BACKFILL BEHIND WALL TO MINIMIZE LATERAL PRESSURE.
GLASS "A" IS GLEAN SAND OR GRAVEL, FREE OF FINES THAT MIGHT OBSTRUCT FREE
DRAINAGE. BACKFILL MUST BE APPROVED BY THE GEOTECHNICAL ENGINEER.
2. STRUCTURAL DATA: Pic = 3,000 PSI FOR FOOTINGS, Pic = 4,000 PSI FOR WALLS,
GRADE 60 REBARS, 3,000 PSF ALLOWABLE SOIL BEARING PRESSURE, 30 PGF
EQUIVALENT FLUID PRESSURE.
3. THIS DESIGN IS BASED UPON LEVEL BACKFILL AND NO ADDITIONAL SURCHARGE
LOAD. CONTACT THE STRUCTURAL ENGINEER FOR A REDESIGN OF THE WALL AND
FOOTING IF THERE WILL BE A SLOPING BACKFILL OR SURCHARGE LOAD.
4. REINFORCING BARS MUST BE ACCURATELY PLACED AT THE LOCATIONS SHOWN AT
THE DETAILS TO ENSURE THAT THE COMPLETED CONSTRUCTION WILL REFLECT THE
STRUCTURAL DESIGN.
5. PROVIDE WEAKENED PLANE CONTRACTION JOINTS AT INTERVALS OF ABOUT 25 FEET
AND KEYED EXPANSION JOINTS AT EVERY FOURTH CONTRACTION JOINT. GUT
ALTERNATE LONGITUDINAL BARS EXACTLY OPPOSITE WEAKENED PLANE JOINTS.
6. CONCRETE FOOTINGS SHALL BE ON FIRM UNDISTURBED EARTH (OR ENGINEERED FILL)
AND SHALL BE PLACED BELOW THE FROST LINE.
7. REFER TO ARCHITECTURAL AND SITE PLANS AND/OR SPECIFICATIONS FOR WATER-
PROOFING REQUIREMENTS AND ORA I NAGE REOUI REMENTS.
8. THE MAXIMUM SIZE AGGREGATE FOR WALLS IS 3/4".
q. DO NOT BACKFILL BEHIND WALL UNTIL THE CONCRETE HAS CURED.
10. IF THE "V -BARS" ARE SPL I GED, USE A GLASS B SPL I GE WITH A LAP THAT /3 1.3 * Ld.
II. THIS DESIGN HAS 5HRINKAGE AND TEMPERATURE BARS ON THE EXPOSED FACE -
#4'5 a IB" O.G. EACH WAY AT 2" FROM THE EXPOSED FACE FOR THE FULL HEIGHT OF
THE WALL. IF TYPICAL SHRINKAGE CRACKING IS ACCEPTABLE ON THE EXPOSED
FACE, THEN THIS STEEL CAN BE DELETED.
12. USE THE SITE PLAN TO DETERMINE THE BOTTOM OF WALL AND TOP OF WALL
ELEVATIONS. THE MAXIMUM HEIGHT FOR THIS DESIGN IS 4'-0".
LPT (2)2X10 JOISTS
Q 2'0.r-. ATTACH
TO GIRDERS W/ SS
SIMP5ON HANGERS,
USE CONGEALED
FLANGE HANGERS
AT ENDS.
2 1/4" 12 KIP
VERTICAL
HELICAL PIER
ANCHOR
2'-0"
T
& DOCK SECTION NOTES:
I. ALL LUMBER IS TO BE PRESERVATIVE TREATED.
2. ALL HANGERS AND FASTENERS SHALL BE STAINLESS STEEL.
3. HELICAL PIER ANCHORS AND ACCESSORIES SHALL BE
GALVANIZED.
4. RAIL MESH IS TO BE GALVANIZED.
5. SEE SITE PLAN FOR EXTENT AND LOCATION OF RAILING.
6. MAXIMUM GIRDER 5PACING (JOIST SPAN SHALL BE
12'-0"
COMPOSITE LUMBER MARINE GRADE
2X6X8 DECKING (COLOR BEIGE). ATTACH
USING 5.5 SCREWS COUNTERSUNK PER
MANUFACTURERS SPECIFICATIONS.
FT2XI2 BLOCKING B/W ` (4)PT 2X12 GIRDER
JOISTS AT GIRDER MID -SPAN
2 1/4" 4 KIP LATERAL LOAD
ANGLED HELICAL PIER ANCHOR.
THE DIRECTION OF THE PIERS
ALTERNATES PER PLAN.
12'-0"
FIXED DOCK - 6'00E SECTION
I" SCALE
PT I X6
I NTERMEDI ATE
RAIL (TYPICAL)
2 1/4" 12 KIP_
VERTICAL
HELICAL PIER
ANCHOR
•I• 1r-0"
PT 2X6 COMPOSITE
LUMBER TOP RAIL
(TYPJ
PT 2X4 TO SECURE
WIRE MESH
,LY
GALVANIZED
WIRE MESH - SEE
SITE PLAN FOR
LOCATION OF
MESH
PT4X4 POSTS
ATTACHED TO
J01 STS W/ (2)
GALVANIZED 5/8"
THROUGH BOLTS
77 (TYPI GAL).
GALVANIZED HELICAL
PIER ATTACHMENT
BRACKETS BY
MANUFAGTUER. ATTACH
W/ GALVANIZED 5/8"
THROUGH -BOLTS (TYP.)
----------------------------
O
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GOLLAMMATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
®L4S06HT© ,2o s1 Marys 7605
Raleigh, ry 27605
ASSOCIRTES 919.833.0495
Lysag htAssociatee.ccm
s fruc to ral enpinccrs Firm No.0-06'21
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6/8/2018
REUSE OF DOCUMENT
This document is the property of Site
Collaborative Inc. The ideas and design
incorporated on this document is an
instrument of professional service and
shall not be used for any other project
without written authorization of Site
Collaborative Inc.
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PROJECT NUMBER:
LA 11533
PROJECT PHASE:
PERMIT SET
DATE: 06.08.2018
SHEET TITLE:
STRUCTURAL
DETAILS
SHEET NUMBER:
S20

a`'oF wArE�Q�
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the Corps:
❑ Section 404 Permit ❑ Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑ Yes ❑ No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
❑ 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑X Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
NX Yes ❑ No
For the record only for Corps Permit:
❑X Yes ❑ No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
N Yes ❑X No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes ❑X No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ❑X No
2.
Project Information
2a.
Name of project:
Robertson Millpond Preserve Phase II
2b.
County:
Wake County
2c.
Nearest municipality / town:
Wendell, NC
2d.
Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Wake County
3b.
Deed Book and Page No.
DB 015790 PG 02591
3c.
Responsible Party (for LLC if
applicable):
Contact Mark Forestieri Wake County Facilities Design & Construction Director
3d.
Street address:
Wake County Office Building 336 Fayetteville Street
3e.
City, state, zip:
Raleigh, North Carolina 27601
3f.
Telephone no.:
919-856-6356
3g.
Fax no.:
919-856-6355
3h.
Email address:
[e-mail]
Page 1 of 10
PCN Form — Version 1.4 January 2009

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑ Agent ❑ Other, specify:
4b.
Name:
4c.
Business name
(if applicable):
4d.
Street address:
4e.
City, state, zip:
4f.
Telephone no.:
4g.
Fax no.:
4h.
Email address:
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Becky L. Ward, P.E.
5b.
Business name
(if applicable):
Ward Consulting Engineers, P.C.
5c.
Street address:
4805 Green Road, Suite 100
5d.
City, state, zip:
Raleigh, North Carolina 27616-2848
5e.
Telephone no.:
919-870-0526
5f.
Fax no.:
919-870-5359
5g.
Email address:
[e-mail]
Page 2 of 10

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
1775345450
1 b.
Site coordinates (in decimal degrees):
Latitude: 35.817426 Longitude: -78.411867
1 c.
Property size:
81.71 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
Buffalo Creek
2b.
Water Quality Classification of nearest receiving water:
C; NSW
2c.
River basin:
Neuse
3.
Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Please see supplemental data word document attached to this form for description.
3b.
List the total estimated acreage of all existing wetlands on the property: 0.11
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 4,600
3d. Explain the purpose of the proposed project:
Please see supplemental data word document attached to this form for the explanation.
3e. Describe the overall project in detail, including the type of equipment to be used:
Please see supplemental data word document attached to this form for the explanation.
4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (includingall prior phases in the past?
❑X Yes ❑ No ❑ Unknown
Comments: See email concurring with delineation as is in Appendix
g pp
4b.
If the Corps made the jurisdictional determination, what type
of determination was made?
❑ Preliminary ❑ Final
4c.
If yes, who delineated the jurisdictional areas?
Name (if known): sandy smith
Agency/Consultant Company: Axiom Environmental
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Wetland Determinations were included in Phase I of the project. The Phase II project is adjacent to these same wetlands identified in Phase I.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ❑ No 0 Unknown
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
❑X Yes ❑ No
6b. If yes, explain.
This is Phase II of the park. The park most likely will have future improvements in the future in other areas of the property to meet park user needs and
as funding becomes available.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑ Streams — tributaries ❑X Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 -
Choose one
Choose one
Yes/No
-
W2 -
Choose one
Choose one
Yes/No
W3 -
Choose one
Choose one
Yes/No
W4 -
Choose one
Choose one
Yes/No
W5 -
Choose one
Choose one
Yes/No
W6 -
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
2h. Comments:
N/A no wetland impacts
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 -
Choose one
S2 -
Choose one
S3 -
Choose one
-
S4 -
Choose one
-
S5 -
Choose one
-
S6 -
Choose one
-
3h. Total stream and tributary impacts
3i. Comments:
N/A No stream impacts
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then indivi ually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01
Choose one
Choose
O2 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments: N/A
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑X Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number —
Permanent (P) or
Temporary T
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
B1 P
Walk, dock,and abutments
Buffalo Creek & Robertson's Pond
No
502
1,979
B2 P
Boat Launch
Buffalo Creek & Robertson's Pond
No
346
B3 P
Mill Concrete pad
Buffalo Creek & Robertson's Pond
No
480
B4 T
Construction Access
Buffalo Creek & Robertson's Pond
No
3,708
6,448
B5 P
Permitted Phase I Walkway
Buffalo Creek & Robertson's Pond
No
80
176
B6
Yes/No
6h. Total Buffer Impacts:
5,116
8,603
6i. Comments: B1: permanent concrete nature Walks and two boardwalk abutments. B2: boat launch 133: mill concrete pad 134: Construction access
to install improvements with adjacent areas re -vegetated; 135: Permitted Phase I permanent Impacts
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The configuration of the nature trail and boardwalk was optimized to meander around trees to require minimal tree removal. Grading for the trails will
be minimal and completed only as necessary for ADA compliance. Trails are planned in zone two with perpendicular access points through zone 1.
Pilings will be installed for the boardwalk construction over the wetlands and pond. Robertson's Mill Pond park is a nature preserve and therefore
construction will be conscientious of preserving existing vegetation and minimal impacts to the buffers along the pond.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
A boardwalk is being used which will be constructed above the wetlands and open water. Construction equipment will be limited to a narrow corridor
for this installation and will operate from equipment on a floating platform or the boardwalk deck. Pilings will be driven as construction of the boardwalk
progresses. The removal of existing vegetation will be minimized during construction as preserving the natural amenities of the site is a priority for the
park.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ❑X No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
El Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
❑ Yes ❑X No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
Page 7 of 10

E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1 a.
Does the project include or is it adjacent to protected riparian buffers identified
❑X Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
The only flow from the site will be from the dry pond that has been designed. The water will be contained
Yes No
and infiltrated into the ground for the 1 year 24 hour storm event. A installed french drain aids in the de-
❑X ❑
watering
of the pond. Based on the soils the predicted time to fully infiltrate is 24-48 hours. Larger storm
events will be bypassed over the top of a grassed weir.
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
0.65%
2b.
Does this project require a Stormwater Management Plan?
❑X Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative
description of the plan:
A stormwater
impact analysis was completed for the project and has been submitted for approval to Wake
County. Both peak flow and nitrogen export
were investigated in the report. A copy of the stormwater impact analysis has been included with this PCN
submittal and is included on the CD
attached to this submittal. A copy of the stormwater approval can be supplied after upon receipt as requested by the State.
2e.
Who will be responsible for the review of the Stormwater Management Plan?
Wake County Environmental Services
3.
Certified Local Government Stormwater Review
3a.
In which localgovernment's jurisdiction is thisproject?
Wake County
❑X Phase II
❑X NSW
3b.
Which of the following locally-implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑X No
attached?
4.
DWQ Stormwater Program Review
❑Coastal counties
❑ HQW
4a.
Which of the following state-implemented stormwater management programs apply
❑ORW
(check all that apply):
❑Session Law 2006-246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the
Yes ❑ No
use of public (federal/state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ❑X No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes ❑ No
letter.)
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
E] Yes ❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after-the-fact permit application?
El Yes ❑X No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑Yes ❑X No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
There will be no permanent rest room facilities located on the project site. A port-a-john has been installed at the park for visitor's use. The existing
building
on site is be closed to the public and only used for unmanned storage by the park staff.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑X Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑X No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
-
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
Axiom Environmental, Inc prepared a letter addressing federally protected species assessment and results in a letter for phase I of the project,
included in Appendix C of the PCN submittal document.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ❑X No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
There will be very minor impacts to the edge of the shore line and therefore critical habitat of this 81 acre site that is mostly impounded by water is not
anticipated.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑X Yes ❑ No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
The North Carolina State Historic Preservation Office web site Http://www.hpo.ncdcr.gov was investigated. The Dam is listed as HPO Site ID: WA
1954. Wake County has been working with local and state groups to preserve the dam and mill building remnants. See Appendix C.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain?
❑X Yes ❑ No
8b. If yes, explain how project meets FEMA requirements:
A No-Rise study was obtained in the floodplain of Buffaloe Creek through HEC-RAS modeling of the proposed boardwalk and floating dock impacts.
This study has been submitted to Wake County Environmental Services for review and approval. The project is located in the floodplain of Buffalo
Creek and outside of the floodway of Buffaloe Creek and therefore comply's with FEMA's requirements.
8c. What source(s) did you use to make the floodplain determination?
North Carolina floodplain mapping program website was utilized to download models and mapping information for the study.
Mark Forestieri
Applicant/Agent's Printed Name
Applicant/Agent's Signature
Date
(Agent's signature is valid only if an authorization
letter from the applicant is provided.)
Page 10 of 10

Pre -Construction Notification (PCN) Form Supplemental Data
Robertson Millpond Preserve Phase II, Wake County North Carolina
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project
at the time of this application:
The Robertson Millpond Preserve is a nature preserve park located at 6333 Robertson Pond
Road in Wendell, NC. The park lies on an 81.71 acre parcel consisting of open water, forest,
farmland, and managed open space. The existing site amenities were constructed in 2015 and
include a floating dock, a kayak and canoe route, a covered picnic table, and a gravel parking
lot.
3b. List the total estimated acreage of all existing wetlands on the property:
The entire 81.71 acre property was not investigated for wetlands. The park improvements will be made
to only a small portion of the site approximately 3.4 Acres in the south eastern corner of the property
was investigated. Within this 3.4 acre boundary wetlands were determined at the edge of the existing
pond open water which totaled 0.11 acres. Wetland data and forms were submitted in the phase I PCN
application. Appendix B includes a letter received from the US Army Corps of Engineers Wilmington
District stating that the placement of pilings in jurisdictional wetland to facilitate the construction of a
raised boardwalk which would be use to access a dock does not require authorization by the US COE.
The work for the proposed dock structure will be constructed on pilings and therefore will not require a
COE permit. A copy of this PCN has been sent to the COE for their records only.
3d. Explain the purpose of the proposed project:
The proposed improvements are to expand visitor amenities to the park. Phase II improvements will add
a paved ADA compliant walking trail that will meander through the existing woods, a fixed boardwalk
over the water providing better access to Robertson's pond, and a walkway to the existing mill site
foundation for preservation and interpretive learning of the old mill history. The open water experience
will give park visitors that are not able to explore the pond water course with a boat access to the open
water and unique Bald Cypress trees that are the most western known location in North Carolina. The
existing dry detention basin will be expanded required by Wake County will be enlarged to increase the
volume capacity for the additional impervious area, however this expansion will be outside of all buffer
areas. The park will be open primarily for weekend use, however this may be expanded due to the
popularity of the park.
3e. Describe the overall project in detail, including the type of equipment to be used:
The walkways have been designed to fall within zone 2 of the buffers and are needed to provide
connectivity from the existing park features to the proposed amenities. The walkway from the existing
floating dock access to the proposed boardwalk hugs the edge of the existing detention basin to
minimize vegetation removal. Two crossings of Zone 1 of the buffers will be required to provide an
entrance and exit points for the boardwalk feature in the pond. Two concrete abutments are proposed
at either end of the boardwalk. These abutments will be constructed outside of the existing wetlands.
The area around the abutments will have as minimal disturbance as possible to preserve the existing
Ward Consulting Engineers, PC Robertson Millpond Preserve Phase 11

vegetation. The boardwalk decking structure will be set on pilings over the wetlands and the pond. The
construction of the boardwalk will be from a floating platform and the dock sections sequentially as they
are constructed over the water. Helical screw pilings will be installed. The Helical pilings have
advantages of smaller equipment for installation versus a traditional pile driver, improved loading
capacity, and better anchoring with existing soils and root mass.
The proposed walkways will be constructed of concrete materials to provide ADA accessibility for park
visitors. The proposed concrete pad adjacent to the mill site will be constructed over the dimensions of
the mill building that once occupied the site. Wake County Facility's and Management has worked with
an Archaeological Firm to locate the building foundations. Archaeological exploration of the area
additionally has been performed by this firm. The area for this walkway and pad exists currently as a
maintained grassy area. The walkway to the north of the parking lot will provide a connection for visitors
from the existing parking lot to experience a trail through an existing wooded section of the park with
connections to the proposed open water boardwalk. This trail forms a looped connection from and back
to the parking lot. The trail through the woods has been designed to meander through the woods
around existing trees to minimize disturbance to existing vegetation.
A boat launch is proposed to be constructed above the mean water line of the pond adjacent to the
existing beach area. This boat launch will be a timber step down structure filled with stone that will
allow for easier boat launching within a stable confined area of the existing shore. A boat livery company
provides kayaks and canoes for rental to park visitors on the weekends. The proposed launch is not
located in any existing wetlands.
It is anticipated that earth moving equipment will be used for the project including but not limited to
excavators, loaders, and dump trucks. Staging of equipment will be on the existing open lawn area just
north of the parking lot.
2
Ward Consulting Engineers, PC Robertson Millpond Preserve Phase 11

Appendix A
Photo Log & Maps
Photo Log
Project Location
Soils
USGS Quadrangle
Watershed
Buffer Impacts

Photo Log — Robertson Millpond Phase II
Photo 1: View from existing floating dock ramp
toward the proposed boardwalk area.
Photo 2: View from existing floating dock toward the
existing canoe launch area.
Photo 3: View from the existing floating dock toward
the proposed boardwalk area.
Photo 4: Boardwalk area.
Photo 5: Existing gravel parking area Photo 6: Existing detention basin.
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1805 Green Rd, Suite 100
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Phone [phone]
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NCBELS Firm No. C-2619
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— — — —
—WATERS EDGE
— RIPARIAN BUFFER
DATE: 6-5-2018
BUFFER ZONE 1
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BUFFER ZONE 2
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WETLANDS
DRAWN BY: JSV
EXISTING CONTOURS
CHECKED BY: BLW
-301
PROPOSED CONTOURS
BUFFER
APPROXIMATE TREE LINE
IMPACTS MAP
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Appendix B
Analysis & Correspondence
Department of the Army no Authorization Required
Stormwater Impact Analysis (Submitted as a separate document with the State PCN package)

SAW -2014-02316
U.S. ARMY CORPS OF ENGINEERS COPY
WILMINGTON DISTRICT
Action ID. SAW -2014-02316
County: Wake
NO DEPARTMENT OF THE ARMY AUTHORIZATION REQUIRED
Property Owner: Mark Forestieri
Wake County Facilities Design & Construction
Address: Wake CoynL Office Building
336 Fayetteville Street
RaleiLyh, North Carolina 27601
Telephone Number: 919-856-6356
Size and Location of Property waterbod road name/number, town etc.: The project area is located
on the northeast corner of the intersection of Buffalo Creek and Robertson Pond Road in Wendell,
Wake County, North Carolina.
Description of Activity: The placement of Pilinas in 'urisdictional wetlands to facilitate the
construction of a raised boardwalk which would be used to access a dock.
Your work as proposed does not require Department of the Army authorization for the following
reason(s):
- There are no jurisdictional waters or wetlands within the boundaries of the property.
_ The proposed project does not impact jurisdictional waters or wetlands.
X The proposed project does not require a permit by Department of the Army regulation.
Specify: Placement of pilings in waters of the United States that does not have or would not
have the effect of a discharge of fill material shall not require a section 404 permit. Placement of
ilin s for linear ro'ects such as bridges, elevated walkways, and powerline structuresgenerally
does not have the effect of a discharge of fill material. 323.3(c).
This Department of the Army determination does not relieve the permittee of the responsibility to obtain
any other required Federal, State, or local approvals/permits. The permittee may need to contact
appropriate State and local agencies before beginning work.
For any activity within the twenty coastal counties, before beginning work, you must contact the N.C.
Division of Coastal Management in Washington, North Carolina, at [phone] to discuss any
required State authorization.
Any changes in the above described work must be coordinated with the Corps of Engineers prior to
commencement. If you have any questions regarding the Corps of Engineers regulatory program, please
contact David Shaeffer at telephone number 919-554-4884 X31 or [e-mail].
Regulatory Project Manager Signature
—L�—"
Date: 5/5/2015

SAW -201.4-02316
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
http://reizulatoa.usacesurvey.com/
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE
ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished:
BeEky Ward
Ward ConsulfinLy Engineers, P.C.
4805 Green Rd.
Ralei h NC 27616

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2014-02316 County: Wake U.S.G.S. Quad: NC-KNIGHTDALE
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Wake County Facilities Design & Construction
Mark Forestieri
Address: Wake County Office Building
336 Fayetteville Street
Raleigh, North, 27601
Telephone Number: 919-856-6356
Size (acres) Unknown
Nearest Waterway Buffalo Creek
USGS HUC 03020201
Nearest Town Wendell
River Basin Neuse
Coordinates Latitude: 35.8174
Longitude: -78.4118
Location description: The project area is located on the northeast corner of the intersection of Buffalo Creek and
Robertson Pond Road in Wendell Wake County, North Carolina.
Indicate Which of the Following Apply.-
A.
pply:A. Preliminary Determination
X Based on preliminary information, there may be waters of the U.S. including wetlands on the above described project area
. We strongly suggest you have this property inspected to determine the extent of Department of the Army (DA)
jurisdiction. To be considered final, a jurisdictional determination must be verified by the Corps. This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33
CFR Part 331). If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district
for further instruction. Also, you may provide new information for further consideration by the Corps to reevaluate the
JD.
B. Approved Determination
_ There are Navigable Waters of the United States within the above described project area subject to the permit requirements
of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of
this notification.
There are waters of the U.S. including wetlands on the above described project area subject to the permit requirements of
Section 404 of the Clean Water Act (C WA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the waters of the U.S. including wetlands on your project area delineated. Due to the
size of your property and/or our present workload, the Corps may not be able to accomplish this wetland delineation in a
timely manner. For a more timely delineation, you may wish to obtain a consultant. To be considered final, any
delineation must be verified by the Corps.
_ The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
Page 1 of 2

There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311), if you have any questions regarding this
determination and/or the Corps regulatory program, please contact David Shaeffer at 919-554-4884 X31 or
David.L.Shaeffer(&usace.army.mil.
C. Basis For Determination: Based on the delineation report submitted by the applicant, the site exhibits criteria
for waters of the U.S. as defined in 33 CFR 328.3 the 1987 Wetland Delineation Manual and the Regional
Supplement to the 1987 Manual: Eastern Mountains and Piedmont v2.0.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by not applicable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date: 5/5/2015
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
htt ://re ulato ,usacesurve .coin/.

- - - - - - - - - - - - - - - - - ..... .......... ........ .....
Applicant: Mark Forestieri File Number: SAW-2014-02316 Date: 5/5/2015
Wake County Facilities Design &
Construction
Attached is: See Section below
❑ INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission) A
❑ PROFFERED PERMIT (Standard Permit or Letter ofpermission) B
❑ PERMIT DENIAL C
❑ APPROVED JURISDICTIONAL DETERMINATION D
® PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I -The following identifies your rights and options regarding an admin
'trative appeal of the above decision.
Additional information may found at http://www.usace.army.inil/Missions/Civi
Works/Re ulator Pro amandPermits:as x or
Co s re ulations at 33,CFR Part331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section I1 of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION I1- REQUEST FOR APPEAL; or OBJECTIONS TO AN INI�IAL PR
.FFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR UESTIONS OR INFORMATION: j
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division, Attn:
Mr. Jason Steele, Administrative Appeal Review Officer
David Shaeffer, 3331 Heritage Trade Drive, Suite 105,
CESAD-PDO
Wake Forest, North Carolina 27587
U.S. Army Corps of Engineers, South Atlantic Division
60 Forsyth Street, Room lOMIS
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, David Shaeffer,
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

ATTACHMENT
PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL
DETERMINATION (JD): 5/5/2015
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Wake County Facilities Design & Construction, Mark Forestieri
Address: Wake County Office Building
336 Fayetteville Street
Raleigh, North, 27601
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: SAW -2014-02316
(Wake County Facilities Design and Construction, Robertson Mill Pond,
PIN#1775345450
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
Robertson's Millpond Preserve, Robertson Pond Road (SR 2324), Wake County,
NC. The land area included in this determination is shown in red on Figure 2
dated September 2014 titled Jurisdictional areas included in the administrative
record.
State: North Carolina County/parish/borough: Rowan County
Center coordinates of site (latllong in degree decimal format):
Lat. 35.8174260, Long. -78.411867°.
Name of nearest waterbody: Buffalo Creek, Robertsons Pond
Identify (estimate) amount of waters in the review area:
Nan -wetland waters: 0 linear feet: --width (ft)
Cowardin Class: --
Stream Flow: --
Wetlands: 0.24 acre.
Cowardin Class: PSS1A, PSS1A
Name of any water bodies on the site that have been identified as Section 10
waters:
Tidal: 0
Non -Tidal: 0
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT
APPLY):
® Office (Desk) Determination. Date: 5/5/2015

❑ Field Determination. Date(s):
1. The Corps of Engineers believes that there may be jurisdictional waters of the
United States on the subject site, and the permit applicant or other affected party
who requested this preliminary JD is hereby advised of his or her option to
request and obtain an approved jurisdictional determination (JD) for that site.
Nevertheless, the permit applicant or other person who requested this
preliminary JD has declined to exercise the option to obtain an approved JD in
this instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or
a Nationwide General Permit (NWP) or other general permit verification requiring
"pre -construction notification" (PCN), or requests verification for a non -reporting
NWP or other general permit, and the permit applicant has not requested an
approved JD for the activity, the permit applicant is hereby made aware of the
following: (1) the permit applicant has elected to seek a permit authorization
based on a preliminary JD, which does not make an official determination of
jurisdictional waters; (2) that the applicant has the option to request an approved
JD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an approved JD could possibly result in less
compensatory mitigation being required or different special conditions; (3) that
the applicant has the right to request an individual permit rather than accepting
the terms and conditions of the NWP or other general permit authorization; (4)
that the applicant can accept a permit authorization and thereby agree to comply
with all the terms and conditions of that permit, including whatever mitigation
requirements the Corps has determined to be necessary; (5) that undertaking
any activity in reliance upon the subject permit authorization without requesting
an approved JD constitutes the applicant's acceptance of the use of the
preliminary JD, but that either form of JD will be processed as soon as is
practicable; (6) accepting a permit authorization (e.g., signing a proffered
individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a preliminary JD constitutes agreement that all
wetlands and other water bodies on the site affected in any way by that activity
are jurisdictional waters of the United States, and precludes any challenge to
such jurisdiction in any administrative or judicial compliance or enforcement
action, or in any administrative appeal or in any Federal court; and (7) whether
the applicant elects to use either an approved JD or a preliminary JD, that JD
will be processed as soon as is practicable. Further, an approved JD, a proffered
individual permit (and all terms and conditions contained therein), or individual
permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331,
and that in any administrative appeal, jurisdictional issues can be raised (see 33
C.F.R. 331.5(a)(2)). If, during that administrative appeal, it becomes necessary
to make an official determination whether CWA jurisdiction exists over a site, or
to provide an official delineation of jurisdictional waters on the site, the Corps will
provide an approved JD to accomplish that result, as soon as is practicable.
2

Estimated
Site
Cowardin
amount of
Class of
number
Latitude
Longitude
Class
aquatic resource
aquatic
resource
in review area
1. Wetland
non -Section 10
WA
35.817765
-78.412033
PFO1A
0.21 acre
wetland
2. Wetland
35.817005
-78.412717
PFO1A
0.03 acre
non -section 10
WB
wetland

Appendix C
Site Data
Wake County Historic Designation Letter
Axiom Environmental NCNHP Letter
Axiom Environmental Federally Protected Species Assessment

WAKE Parks, Recreation,
COUNTY and Open Space
March 25, 2015
Becky L. Ward, P.E.
Ward Consulting Engineers, P.C.
4805 Green Road, Suite 100
Raleigh, North Carolina 27616-2848
Ms. Ward:
TEL [phone]
FAX [phone]
Wake County Office Building 10`h Floor
337 S. Salisbury Street
PO Box 550, Suite 1000
Raleigh, NC 27602
http://www.wakegov.com/parks/Pages/default.aspx
This letter is in response to your request for information regarding any historic designation of
Robertson's Mill Pond in Wake County North Carolina.
Wake County purchased Robertson's Mill Pond in September of 2013, in conjunction with the
County's Open Space Program, due to the property's natural and cultural attributes.
The property is noted in North Carolina Natural Heritage Program's An Inventory of Significant
Natural Areas in Wake County, North Carolina for its "abundance of the locally rare baldcypress
(Taxodium distichum), more similar to Coastal Plain habitats than Piedmont North Carolina. In
addition to this unique habitat, the property also contains the dam and remains of Robertson's
Mill, a gristmill constructed in the 1820s. Working with the local non-profit Capital Area
Preservation, Inc. (CAP), the dam and mill remains were designated as a Wake County
Landmark by the County Board of Commissioners on October 6, 2014.
Wake County plans to open the property to public access in 2015 as the Robertson's Mill Pond
Preserve, showcasing both the natural and cultural aspects of the property while providing
recreational opportunities such as fishing, kayaking and canoeing.
If you have any further questions, please don't hesitate to call.
Sincerely;
Christopher Snow
Director, Wake County Parks, Recreation and Open Space

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Natural and
Cultural Resources
November 15, 2016
Sandy Smith
Axiom Environmental, Inc.
6317 Bayswater Trail
Raleigh, NC 27612
RE: Robertson's Millpond; 14-014
Dear Sandy Smith:
PAT 34cCRORY
Gownxw
SUSAN KLUTTZ
NCNHDE-2503
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide information
about natural heritage resources for the project referenced above.
A query of the NCNHP database indicates that there are records for rare species, important natural
communities, natural areas, or conservation/managed areas within the proposed project boundary. These
results are presented in the attached 'Documented Occurrences' tables and map.
The attached `Potential Occurrences' table summarizes rare species and natural communities that have been
documented within a one -mile radius of the property boundary. The proximity of these records suggests that
these natural heritage elements may potentially be present in the project area if suitable habitat exists and is
included for reference. Tables of natural areas and conservation/managed area within a one -mile radius of the
project area, if any, are also included in this report.
Please note that natural heritage element data are maintained for the purposes of conservation planning, project
review, and scientific research, and are not intended for use as the primary criteria for regulatory decisions.
Information provided by the NCNHP database may not be published without prior written notification to the
NCNHP, and the NCNHP must be credited as an information source in these publications. Maps of NCNHP
data may not be redistributed without permission.
Also please note that the NC Natural Heritage Program may follow this letter with additional correspondence if a
Dedicated Nature Preserve (DNP), Registered Heritage Area (RHA), Clean Water Management Trust Fund
(CWMTF) easement, or an occurrence of a Federally -listed species is documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance, please
contact Suzanne Mason at suzanne.mason(c�r�ncdcr.gov or 919.707.8637.
Sincerely,
NC Natural Heritage Program
-->^TVothing Compares
MAEDfNor1hC3MIftM I Depm9maentofNasaland CulftmalR.es=ea
109 East Janes Street I Ealeigb SIC 2701
919407-730D

Managed Areas Documented Within Project Area
Managed Area Name Owner Owner Type
Wake County Open Space Wake County: multiple local government Local Government
Robertson Millpond/Buffalo Creek Floodplain RHA Wake County Local Government
Robertson Millpond Preserve Wake County Local Government
NOTE: If the proposed project intersects with a conservation/managed area, please contact the landowner directly for additional information. If the project intersects with a Dedicated Nature Preserve (DNP), Registered Natural
Heritage Area (RHA), or Federally -listed species, NCNHP staff may provide additional correspondence regarding the project.
Definitions and an explanation of status designations and codes can be found at https://ncnhde.natureserve.org/content/help. Data query generated on November 15, 2016; source: NCNHP, Q3 October 2016. Please resubmit
your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 4
Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Intersecting the Project Area
Robertson's Millpond
Project No. 14-014
November 15, 2016
NCNHDE-2503
Element Occurrences
Documented Within Pro'ect Area
Taxonomic
EO ID Scientific Name
Common Name Last Element Accuracy Federal State
Global State
Group
Observation Occurrence Status Status
Rank Rank
Date Rank
Natural
2018 Coastal Plain
--- 2014-09-18 B 2 -High --- ---
G4G5 S4
Community
Semipermanent
Impoundment (Cypress -
Gum Subtype)
Natural
14727 Coastal Plain Small
--- 2015-04-27 C 2 -High --- ---
G4? S4
Community
Stream Swamp
Natural Areas
Documented Within Project Area
Site Na
Representational Rating Collective Rating
Robertson Mill
Pond and Buffalo Creek Floodplain
5 -General 5 -General
Managed Areas Documented Within Project Area
Managed Area Name Owner Owner Type
Wake County Open Space Wake County: multiple local government Local Government
Robertson Millpond/Buffalo Creek Floodplain RHA Wake County Local Government
Robertson Millpond Preserve Wake County Local Government
NOTE: If the proposed project intersects with a conservation/managed area, please contact the landowner directly for additional information. If the project intersects with a Dedicated Nature Preserve (DNP), Registered Natural
Heritage Area (RHA), or Federally -listed species, NCNHP staff may provide additional correspondence regarding the project.
Definitions and an explanation of status designations and codes can be found at https://ncnhde.natureserve.org/content/help. Data query generated on November 15, 2016; source: NCNHP, Q3 October 2016. Please resubmit
your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 4

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
Robertson's Millpond
Project No. 14-014
November 15, 2016
NCNHDE-2503
Element Occurrences Documented Within a One -mile Radius of the Pro'ect Area
Taxonomic EO ID Scientific Name �ommon Name Element
Group Observation Occurrence
Date Rank
Amphibian 8523 Hemidactylium scutatum Four -toed Salamander 1980s E
Dragonfly or 32043 Coryphaeschna ingens Regal Darner 2004 -Pre
Damselfly
Freshwater Fish 15880 Lampetra aepyptera Least Brook Lamprey 1968-09-21
Natural 2018 Coastal Plain --- 2014-09-18
Community Semipermanent
Impoundment (Cypress -
Gum Subtype)
Natural 14727 Coastal Plain Small --- 2015-04-27
Community Stream Swamp
Reptile 35562 Ophisaurus attenuatus Slender Glass Lizard 1955-10-25
Natural Areas Documented Within a One -mile Radius of the Project Area
Site Name Representational Rating
Robertson Mill Pond and Buffalo Creek Floodplain 5 -General
Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Name Owner
Triangle Land Conservancy Easement Triangle Land Conservancy
Wake County Open Space Wake County: multiple local government
Wake County Open Space Easement Wake County: multiple local government
Robertson Millpond/Buffalo Creek Floodplain RHA Wake County
Robertson Millpond Preserve Wake County
H?
H
B
C
H
Accuracy Federal
Status
4 -Low ---
5-Very
Low
3 -Medium
2 -High
2 -High
5 -Very
Low
Collective Rating
5 -General
Owner Type
Private
Local Government
Local Government
Local Government
Local Government
State Global State
Status Rank Rank
Special
Concern
Significantly
Rare
Threatened
Significantly
Rare
G5 S3
G5 S2?
G5 S2
G4G5 S4
G4? S4
G5 S2
Definitions and an explanation of status designations and codes can be found at https:Hncnhde.natureserve.org/content/help. Data query generated on November 15, 2016; source: NCNHP, Q3 October 2016. Please resubmit
your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 3 of 4

NCNHDE-2503: Robertson's Millpond
a15
F grin Rd
Sh nley Di
r
a Ras n
�a ria
a�
Go P,nd
November 15, 2016
Project Boundary
Buffered Project Boundary
E]
NHP Natural Area (NHNA)
G1�
Managed Area (MAREA)
O4
o
C�
'odd Rd
in
Oa
�
NaJ
P d0°
0
Dailrld9eyc
NCNHDE-2503: Robertson's Millpond
a15
F grin Rd
Sh nley Di
r
a Ras n
�a ria
a�
Go P,nd
November 15, 2016
Project Boundary
Buffered Project Boundary
E]
NHP Natural Area (NHNA)
E]
Managed Area (MAREA)
Page 4 of 4
a91e Rnn Ry
1:25,360
0 0.2 0.4 0.8 mi
0 0.325 0.65 1.3 km
Sources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, USGS,
FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan,
METI, Esri China (Hong Kong), swisstopo, Mapmylndia, © OpenStreetMap
contributors, and the GIS User Community

Axiom Environmental, Inc.
218 Snow Avenue, Raleigh, North Carolina 27603 919 270-9306
Axiom Environmental, Inc.
October 27, 2014
Mr. Graham Smith
DHM Design
218 Snow Avenue
Raleigh, NC 27603
Re: Federally Protected Species Assessment Results 14-014
Robertson's Mill Pond Preserve, Wake County
Dear Mr. Smith,
Axiom Environmental, Inc. (Axiom) is pleased to provide you with this summary letter of the results of an
environmental investigation on a site planned for Robertson's Mill Pond Preserve in Fuquay-Varina, NC (see
Figure 1). Specifically, Axiom conducted a federally protected species survey on an approximately 3.6 -acre
portion of this tract bounded by Robertson Pond Road to the south and a mill pond on Buffalo Creek to the
west (hereafter referred to as the Site; Figure 2). The survey was conducted by two Axiom biologists, Sandy
Smith and Scott Davis, on September 19 and October 16, 2014.
Site Description
The Site is in the Piedmont physiographic region of the state in eastern Wake County. The Site is relatively
level, was formerly a residential yard, and currently is regularly maintained as a grass lawn. The Site is
bounded by riverine swamp forest and open water of the mill pond to the west and upland mixed pine -
hardwood forest to the north and east. The portions of riverine swamp forest and Buffalo Creek located within
and adjacent to the Site have been identified by the N.C. Natural Heritage Program (NCNHP) as a unique
example of a Coastal Plain small stream swamp occurring within the Piedmont. The riverine swamp forest is
characterized by a canopy of bald cypress (Taxodium distichum), American sycamore (Platanus occidentalis),
and red maple (Acer rubrum); a shrub layer of Virginia -willow (Itea virginica), ti -ti (Cyrilla racem flora), and
common elderberry (Sambucus canadensis); and sometimes dense vines including common greenbrier (Smilax
rotundifolia) and Japanese honeysuckle (Lonicera japonica). The upland mixed forest is characterized by a
canopy of loblolly pine (Pinus taeda) and red maple; an understory of red maple and sweetgum (Liquidambar
styraciflua); and vines including common greenbrier, Japanese honeysuckle, trumpet vine (Campsis radicans),
and poison ivy (Toxicodendron radicans).
The U.S. Fish and Wildlife Service (USFWS) has identified three species listed as Threatened (T) or
Endangered (E) with ranges that extend into Wake County: dwarf wedgemussel (E, Alasmidonta heterodon),
red -cockaded woodpecker (E, Picoides borealis), and Michaux's sumac (E, Rhus michauxii). In addition, the
USFWS lists one species protected by the Bald and Golden Eagle Protection Act (BGPA), bald eagle
(Haliaeetus leucocephalus), and one species proposed (P) for listing as Threatened or Endangered, northern
long-eared bat (Myotis septentrionalis).
• Habitat for dwarf wedgemussel consists of slow, well -oxygenated creeks and rivers with sand, gravel,
or firm silt bottoms. Suitable habitat for dwarf wedgemussel does not occur within the Site; therefore,
the proposed project will have No Effect on dwarf wedgemussel.
Habitat for red -cockaded woodpecker typically occupies open, mature stands of southern pines,
particularly longleaf pine (Pinus palustris), for foraging and nesting/roosting habitat. The red-

Axiom Environmental, Inc.
Mr. Graham Smith
October 27, 2014
Page 2
cockaded woodpecker excavates cavities for nesting and roosting in living pine trees, aged 60 years or
older, and which are contiguous with pine stands at least 30 years of age to provide foraging habitat.
Suitable habitat for red -cockaded woodpecker does not occur within the Site; therefore, the proposed
project will have No Effect on red -cockaded woodpecker.
Habitat for Michaux's sumac consists of rocky, open, upland woods on acidic or circumneutral, well -
drained sands or sandy loam soils, particularly where disturbance (such as mowing, grazing, clearing,
or periodic fire) maintains an open habitat. Suitable habitat for Michaux's sumac occurs within open
areas of the Site. Systematic surveys performed within areas of suitable habitat within the Site
identified no individuals of this species; therefore, the proposed project will have No Effect on
Michaux's sumac.
• Habitat for bald eagle primarily consists of mature forest in proximity to large bodies of open water for
foraging. Large, dominant trees are utilized for nesting sites, typically within 1.0 mile of open water.
The open waters of the mill pond provide limited foraging habitat for bald eagle, and dominant canopy
trees in the vicinity provide suitable nesting habitat. The proposed project May Affect, but is
Unlikely to Adversely Affect this species.
A USFWS proposal for listing the northern long-eared bat as an Endangered species was published in
the Federal Register in October 2013. The listing will become effective on or before April 2015.
Summer roosting habitat for northern long-eared bat is underneath bark, in cavities, or in crevices of
both live and dead trees, and winter roosting (hibernation) habitat consists of caves and mines.
Foraging habitat consists of forested hillsides and ridges. Suitable summer roosting habitat in the form
of large trees with crevices and/or peeling bark and moderate foraging habitat occur along to the
perimeter of the Site. Subsequent to April 2015, a moratorium on cutting trees is likely to be required
from May through July. If any necessary tree cutting is concluded prior to April 2015, the proposed
project will have No Effect on this species. If tree cutting is planned later than April 2015, the
proposed moratorium must be observed and the project May Affect, but is Unlikely to Adversely
Affect this species.
Please let us know if you have any questions concerning our findings. We appreciate the opportunity to
provide you with these services.
Yours truly,
AXIOM ENVIRONMENTAL, INC.
Alexander P. (Sandy) Smith
Senior Project Manager
Attachment

Robertson Millpond Preserve Phase II
Stormwater Impact Analysis
June 4, 2018
For:
Wake County Facilities Design & Construction
Wake County Office Building
PO Box 550
Raleigh, North Carolina 27602
Prepared by: Chris Rogers
Checked by: Becky L. Ward, P.E.
1.`,,,,, i i i i I,,,,,'
.eN CARQ<�
YrEN�G�INEERS
RD.OFES81QN4`.9
LTING
-
13344
��C•.Fj�GINE� �P�
Ward Consulting Engineers, P.C. ��"Of 4)'.CYNN�
4805 Green Road, Suite 100
Raleigh, North Carolina 27616-2848
Phone: [phone]
Fax: [phone]

Robertson Millpond Preserve Phase II
Stormwater Impact Analysis
Table of Contents
1.0
Background.......................................................................................................................... 4
2.0
Hydrologic Analysis............................................................................................................ 4
2.1
Existing Conditions — Pre Phase I.................................................................................... 4
2.2
Post Phase I Conditions................................................................................................... 5
2.3
Proposed Conditions........................................................................................................ 6
2.4
Existing and Proposed Peak Flow Comparison Summary ............................................... 6
2.5
Proposed Swale................................................................................................................ 7
2.6
Nutrient Loading Impact Analysis................................................................................... 7
3.0
Buffer Impacts..................................................................................................................... 8
4.0
Open Water Impacts............................................................................................................ 8
5.0
Wetland Impacts.................................................................................................................. 8
6.0
FEMA Impacts..................................................................................................................... 8
7.0
Conclusion........................................................................................................................... 8
Tables
Table 1: Existing Conditons- Pre Phase I Peak Flows
Table 2: Post Phase I Peak Flows
Table 3: Proposed Conditions — Post Phase II Peak Flows
Table 4: Peak Flow Comparison
Table 5: Detention Basin Peak Stage & Outflow Summary Phase II
Appendices
Appendix A: Photo Log & Maps (Location, Soils, Quadrangle and Overall Watershed)
Appendix B: Hydrology Data
• Design Discharge Summary
• NOAA Atlas 14 Precipitation Data
• Existing Conditions — Pre Phase I
o Drainage Area Map
o Rational Runoff Coefficient
o Rational Design Discharge
• Post Phase I Conditions
o Drainage Area Map
o Rational Runoff Coefficient
o Rational Design Discharge
• Proposed Conditions — Post Phase II
o Drainage Area Map
o Rational Runoff Coefficient
o Rational Design Discharge
Appendix C: Hydraulics Data
• Dry Detention Basin Ks&b Calculations
• Dry Detention Basin Chainsaw Routing
o Existing Dry Detention Basin Routing 1 -yr, 10 -yr, 100 -yr
o Expanded Dry Detention Basin Routing 1 -yr, 10 -yr, 100 -yr
• Proposed Swale Calculations
Ward Consulting Engineers, P.0 2 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

Appendix D: Nutrient Loading Calculations
• Wake County Stormwater Hybrid Tool V2.2
o Site Data
o Drainage Area Data (DA -1, DA -2, DA -3, DA -4, and DA -5)
o Site Summary
o DA -1 BMP Calculations
o BMP Summary
Appendix E:
• Soils Report
• USACE No Authorization Required Letter
Ward Consulting Engineers, P.0 3 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

Robertson's Millpond Preserve Phase II
Stormwater Impact Analysis
1.0 Background
The Robertson Millpond Preserve is a nature preserve park located at 6333 Robertson Pond Road
in Wendell, NC. The park lies on an 81.71 acre parcel consisting of open water, forest, farmland,
and managed open space. The existing site amenities were constructed in 2015 and include a
floating dock, a kayak and canoe route, a covered picnic table, and a gravel parking lot. A dry
detention basin was constructed as a part of the Phase I improvements (Wake County Project
Number 54155) to comply with Wake County requirements.
The proposed Phase II improvements include the installation of concrete nature trails that will
meander through the wooded area north of the parking lot and a concrete path to view the
remains of the historic mill adjacent to the dam. A fixed wooden boardwalk path is proposed to
be constructed on pilings to provide pedestrian access over the open water of Robertson's Pond.
Robertson's Pond consists of a portion of Buffalo Creek that has been impounded above an
existing dam just north of Robertson Pond Road.
2.0 Hydrologic Analysis
The Rational Method was used to determine the peak flow for existing pre Phase I, post Phase -I,
and proposed Phase II conditions. The rainfall intensity for a 5 -minute time of concentration was
assumed for the small drainage areas. The rainfall intensity values were obtained from the
NOAA Precipitation Frequency Data Server. The composite rational runoff coefficients were
estimated using the land uses identified on the site.
The 3.26 -acre project area delineated for this study receives drainage from onsite areas only. A
dry detention basin was constructed in 2015 for peak flow mitigation. The project area and
improvements, excluding the existing floating dock and proposed fixed boardwalk, are above the
normal water pool elevation of Robertson's Pond and the FEMA 100 -year floodplain of Buffalo
Creek and are therefore not affected by stormwater flows from this portion of the watershed.
2.1 Existing Conditions — Pre Phase I
The existing conditions for this analysis involve only the unimproved park prior to the initial
construction of phase I, in order to verify that the dry detention basin continues to meet the
design objective of mitigating any increases to the 1 -year peak flow for the site. Four drainage
areas have been delineated on the site. Drainage Area 1 (DA -1) drains west from the ridge to the
area identified for the dry detention basin. Drainage Area 2 (DA -2) drains south to the roadside
ditch. Drainage Area 3 (DA -3) lies just downstream of the dry detention basin area and
discharges as sheet flow along the bank of Robertson's Pond. Drainage Area 4 (DA -4) drains
north and west from the ridge and discharges as sheet flow along the bank of Robertson's Pond.
The Existing Conditions — Pre Phase I Drainage Area Map is included in Appendix B. The peak
flows for the Existing Conditions — Pre Phase I are shown in Table 1.
Ward Consulting Engineers, P.0 4 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

Table 1- Existing Conditions - Pre Phase I Peak Flows
Drainage
Composite
Area "A"
1 -year Peak
10 -year
100 -year
Drainage
Rational
Area "A"
1 -year Peak
Peak Flow
Peak Flow
Area
Rational
(ac)
Flow (cfs)
Peak Flow
Peak Flow
«C„
(cfs)
(cfs)
DA -1
0.15
0.49
0.34
0.51
0.65
DA -2
0.16
1.33
1.07
1.59
2.05
DA -3
0.17
0.45
0.39
0.58
0.74
DA -4
0.18
0.99
0.83
1.23
1.58
TOTAL
0.17
3.26
2.63
3.91
5.02
2.2 Post Phase I Conditions
The construction of Phase I improvements involved grading that redirected runoff. While the
total drainage area remained unchanged, each drainage area was adjusted to reflect the new
topography.
• DA -1: The parking lot and area north of the parking lot up to the ridge, 1.09 acres,
discharges west to the existing dry detention basin constructed during Phase I.
• DA -2: The area to the south of the parking lot, 0.52 acre, discharges south to the roadway
ditch on Robertson Pond Road.
• DA -3: The west side of the site downstream of the dry detention basin, 0.61 acre,
discharges as sheet flow along the bank of Robertson's Pond.
• DA -4: The area north of the ridge, 1.03 acres, discharges west as sheet flow into
Robertson's Pond.
The site is comprised of managed open space, wooded area, and existing impervious surfaces
that include the parking lot, covered picnic area, concrete sidewalk, and existing structure. The
remainder of the project property, 78.66 acres that will not be disturbed with this project, is
identified as DA -5 for this study. The Existing Conditions - Post Phase I Drainage Area Map is
included in Appendix B. The existing conditions peak flow is shown in Table 2.
Table 2 - Post Phase I Peak Flows
Ward Consulting Engineers, P.0 5 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis
Composite
10 -year
100 -year
Drainage
Area "A"
1 -year Peak
Area
Rational
(ac)
Flow (cfs)
Peak Flow
Peak Flow
«C„
(cfs)
(cfs)
DA -1
0.45
1.09
2.39
3.55
4.56
DA -2
0.30
0.52
0.78
1.16
1.49
DA -3
0.19
0.61
0.58
0.87
1.12
DA -4
0.17
1.03
0.88
1.3
1.67
TOTAL
0.29
3.26
4.63
6.88
8.84
(Before SCM)
TOTAL (After
SCM)
0.29
3.26
2.24
5.57
8.84
Ward Consulting Engineers, P.0 5 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

2.3 Proposed Conditions Phase II
The proposed development of the project site for phase II, includes impervious areas for a
concrete nature trail north of the parking lot and a concrete path to connect to the existing
remains of the mill adjacent to the existing dam. A swale will be constructed north of the ridge to
direct flow to the existing dry detention basin. The dry detention basin will be extended to
increase the available volume. The site will be minimally graded for the improvements and the
delineation of Drainage Areas 1 and 4 will shift. The area for post DA -1 increased from 1.09
acres to 1.45 acres and the area for post DA -4 decreased from 1.03 acres to 0.42 acre. The
Proposed Conditions - Post Phase II Drainage Area Map is included in Appendix B. The
proposed conditions peak flow is shown in Table 3.
Table 3 - Proposed Conditions - Post Phase II Peak Flows
2.4 Existing and Proposed Peak Flow Comparison Summary
The existing and proposed conditions peak flows were analyzed and compared to show that the
dry detention basin continues to function as designed and comply with the 1 -year peak flow
mitigation requirements. The total peak flows for the Existing, Phase I, and Phase II
improvements are compared in Table 4.
Table 4 - Peak Flow Comparison
Composite
Proposed
10 -year
100 -year
Drainage
Area "A"
1 -year Peak
Conditions - Post
Area
Rational
(ac)
Flow (cfs)
Peak Flow
Peak Flow
"C"
1 -year
2.63
(cfs)
(cfs)
DA -1
0.40
1.45
2.87
4.27
5.39
DA -2
0.30
0.52
0.78
1.16
1.49
DA -3
0.29
0.86
1.22
1.81
2.33
DA -4
0.27
0.42
0.54
0.8
1.02
TOTAL
0.34
3.26
5.41
8.04
10.32
(Before SCM)
TOTAL (After
SCM)
0.34
3.26
2.54
5.74
10.32
2.4 Existing and Proposed Peak Flow Comparison Summary
The existing and proposed conditions peak flows were analyzed and compared to show that the
dry detention basin continues to function as designed and comply with the 1 -year peak flow
mitigation requirements. The total peak flows for the Existing, Phase I, and Phase II
improvements are compared in Table 4.
Table 4 - Peak Flow Comparison
The detention basin is located to the north and downstream of the existing parking lot. The
drainage area to the basin is 1.45 acres and generates a 1 -year peak discharge of 2.87 cfs. The
remaining drainage areas sheet flow into Robertson's Mill Pond. The bottom elevation of the
pond was set at 292.0 ft. and the 1 -yr 24 -hr storm elevation was set at 293.7. The water that is
detained in the pond will infiltrate into the soil. The infiltration rate is predicted to be 0.5-1.0
inches per hour based on the onsite soils obtained in the soils report included in Appendix F. A
French drain was installed post construction of Phase I with approval from Wake County
Ward Consulting Engineers, P.0 6 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis
Existing
Proposed
Post Phase I
Storm Event
Conditions - Pre
Conditions - Post
Conditions
Phase I
Phase II
1 -year
2.63
2.24
2.54
10 -year
3.91
5.57
5.74
100 -year
5.02
8.84
10.23
The detention basin is located to the north and downstream of the existing parking lot. The
drainage area to the basin is 1.45 acres and generates a 1 -year peak discharge of 2.87 cfs. The
remaining drainage areas sheet flow into Robertson's Mill Pond. The bottom elevation of the
pond was set at 292.0 ft. and the 1 -yr 24 -hr storm elevation was set at 293.7. The water that is
detained in the pond will infiltrate into the soil. The infiltration rate is predicted to be 0.5-1.0
inches per hour based on the onsite soils obtained in the soils report included in Appendix F. A
French drain was installed post construction of Phase I with approval from Wake County
Ward Consulting Engineers, P.0 6 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

Environmental Services to improve the basin drainage. Larger storm events are designed to
discharge as diffuse flow over a 50 -foot long grassed weir. The existing rip rap on the weir will
be removed, the elevation brought to 293.7, and the surface stabilized with grassy sod which is
sufficient to handle the expected velocities of 1.07 feet per second and shear stress of 0.06
pounds per square feet.
During construction, the detention basin will serve as a sediment basin. A portion of the bottom
of the sediment basin is proposed to be excavated to 291.0 ft. in order to allow for sediment
collection. A skimmer device will dewater the sediment basin during construction. The spillway
for the sediment basin is set at 293.7 ft. Once construction is complete, the basin will be restored
to proposed conditions, the skimmer will be removed. This excavated area will be at the north
east end where the basin volume is being extended.
The detention basin was routed with Dr. Malcom's Chain Saw routing program due to the small
size of the drainage basin and for continuity with the proposed existing basin design. Based on
the proposed contours Ks and b relationships were established for the proposed detention basin
shape and size. This information was then entered into the chain saw routing spreadsheet and the
basin sized through an iterative analysis. The proposed detention basin routing analysis for the 1
year, 10 year, and 100 year storm events are included in Appendix D. A summary of the dry
detention basin modeling analysis results area shown in Table 5.
Table 5 — Detention Basin Peak Staize and Outflow Summary Phase II
Storm Return
Period
Peak Stage (ft)
Peak Outflow
(cfs)
1 year
292.83
0.0
10 year
293.76
1.97
100 year
293.81
5.39
2.5 Proposed Swale
A is proposed along the north side of the ridge to direct flow to the expanded dry detention basin.
The swale will be lined with curlex matting during construction which is sufficient to withstand
the expected velocity of 2.43 feet per second and shear stress of 0.27 feet per second for
permanent stabilization. The calculations for the swale are included in Appendix C.
2.6 Nutrient Loading Impact Analysis
The project site lies in the Neuse River watershed. The rules indicate that only Total Nitrogen is
controlled for this watershed. The nutrient loading for the site was calculated using the Wake
County Stormwater Hybrid Tool Version 2.2 provided via download by NCDEQ. Based on the
Tool, the Existing Conditions — Pre Phase I Total Nitrogen loading rate was calculated to be 1.15
lb/ac/year and the Proposed Conditions — Post Phase II (before Dry Detention Basin) Total
Nitrogen loading rate was calculated as 1.68 lb/ac/year. The detention basin treats the Total
Nitrogen down to 1.44 lb/ac/year. These rates are lower than the target 3.6 lb/ac/year for the
Neuse River watershed. The Tool is included in Appendix D.
Ward Consulting Engineers, P.0 7 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

3.0 Buffer Impacts
The riparian buffers for Robertson's Pond are located on the west side of the project. There are
both permanent and temporary buffer impacts in both Zones 1 and 2. Temporary impacts involve
grading and re -vegetation. Permanent impacts include the concrete walkway. The concrete
walkway is minimized to access points for the existing picnic shelter and the proposed floating
dock. Table 2.0 quantifies the temporary and permanent impacts for both buffer zones. A Pre -
construction Notification will be sent to the North Carolina Division of Water Resources for
Buffer Authorization. The buffer impacts are anticipated to be allowable.
4.0 Open Water Impacts
The impacts to Robertson's Pond remains limited to the existing floating dock. The proposed
fixed boardwalk will be constructed above the normal water surface elevation. Pilings will be
used to support the fixed boardwalk. No fill or loss of open water will result from the proposed
project and therefore the dock is anticipated to be allowable.
5.0 Wetland Impacts
Wetlands have been delineated on the site along the water's edge. No new impacts are proposed
to the wetlands. Pilings do not represent impacts and will be used to support the fixed boardwalk.
A letter from the USA COE regarding the similar piling conditions and no Department of the
Army required Authorization is included in Appendix E.
6.0 FEMA Impacts
The fixed boardwalk will be coded into the HEC -RAS model and submitted to Wake County for
a no -rise approval. It is anticipated that the boardwalk will not cause a rise in the 100 -year
floodplain. The proposed boardwalk is located outside of the FEMA floodway for Buffalo Creek
an therefore will provide no -impacts.
7.0 Conclusion
The Hydrologic and Hydraulic analysis shows that the expansion to the existing dry detention
basin will mitigate the peak flow increase for the 1 -year 24-hour storm. The nitrogen loading for
the project property is below the target rate of 3.6 lb/ac/yr and therefore a water quality
Stormwater Control Measure (SCM) is not required for the site. A PCN will be submitted for
Buffer Authorization only for the project. A flood study will be submitted to Wake County to
quantify the no -rise impacts of the floating dock for the project.
Ward Consulting Engineers, P.0 8 Robertson Millpond Preserve Phase I
June 4, 2018 Stormwater Impact Analysis

Appendix A
Photo Log and Maps
Photo Log
Project Location
NRCS Soils
Overall Watershed
USGS Quadrangle

Photo Log — Robertson Millpond Phase II
Photo 1: View from existing floating dock ramp
toward the proposed boardwalk area.
Photo 2: View from existing floating dock toward the
existing canoe launch area.
Photo 3: View from the existing floating dock toward
the proposed boardwalk area.
Photo 4: Boardwalk area.
Photo 5: Existing gravel parking area Photo 6: Existing detention basin.
1

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Appendix B
Hydrology Data
Design Discharge Summary
NOAA Atlas 14 Precipitation Data
Existing Conditions Pre -Phase I
• Drainage Area Map
• Rational Runoff Coefficient
• Rational Design Discharge
Existing Conditions Post -Phase I
• Drainage Area Map
• Rational Runoff Coefficient
• Rational Design Discharge
Proposed Conditions Post -Phase II
• Drainage Area Map
• Rational Runoff Coefficient
• Rational Design Discharge

6/19/2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Wendell, North Carolina, USA*
Latitude: 35.8180, Longitude: -78.4124° VOr Elevation: 290.17 ft**
source: ESRI Maps m
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. 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/hour)1
Duration
Average recurrence interval (years)
1 2 5
����������
10 25
50 100 200 500 1000
4.87 5.64 6.43
7.24 8.05
8.71 9.30 9.82 10.4 11.0
5 -min
(4.45-5.34) 1 (5.17-6.17) 1 (5.89-7.02) 11
(6.62-7.90) 1 (7.33-8.77)
1 (7.90-9.49) 1 (8.38-10.1) 1 (8.80-10.7) 1 (9.25-11.4) 1 (9.65-12.0)
3.89
4.51 5.15
5.79 6.41
6.94 7.39
7.78
8.24
8.63
10 -min
(3.55-4.26)
(4.13-4.94) 1(4.72-5.62)11(5.29-6.32)
(5.84-7.00)
(6.28-7.56) 1(6.65-8.05)11(6.97-8.49)
( 7.31-8.99)
( 7.60-9.44)
3.24
3.78 4.34
4.88
F 5.85 6.22
6.55
6.91
7.22
15 -min
(2.96-3.55)
2.22----]F-2.-61--]F-3.-08--IF-3-4--]F-4.-01--]F.54.41
1 (3.47-4.14) 1 (3.98-4.74) 11
(4.46-5.33) (4.94 5.91)
(5.30-6.38) 1 (5.60-6.78)
4.77
(5.86-7.14)
(6.14-7.54)
(6.36-7.90)
5.10
5.50
5.84
30 -min
(2.03-2.43)
1 (2.39-2.86) 1 (2.83-3.37)
(3.23-3.86) 1 (3.65-4.38)
1 (3.99-4.80) 1 (4.29-5.19)
2.99 3.28
(4.56-5.56)
(4.88-6.00)
(5.15-6.40)
1.38
1.64
1.98
2.30
2.67
3.57
3.94
4.27
60 -min
(1.27-1.52)
1 (1.50-1.79)
1 (1.81-2.16)
(2.11-2.51)
(2.43 2.91)
(2.71-3.26) (2.96-3.58)
(3.20-3.90)
(3.50-4.31)
(3.76-4.67)
0.810
0.963
1.18
1.39
1.64
1.86 2.07
2.29
2.58
2.84
2 -hr
1(0.735-0.896)1(0.878-1.06)
1 (1.07-1.29) 11
(1.26-1.52)
1 (1.47-1.79)
1 (1.67-2.03) (1.84-2.27)
(2.03-2.51)
(2.26-2.83)
(2.47-3.12)
0.571
0.680
0.832
0.989
1.18
1.35
1.52
1.70
1.94
2.17
3 -hr
1(0.519-0.634)1(0.620-0.751)1(0.758-0.919)11(0.896-1.09)1
(1.06 1.30)
0.712
1 (1.21-1.48)
1 (1.35-1.67)
1 (1.50-1.87)
1 (1.70-2.13)
1 (1.87-2.38)
0.343
0.409
0.501
0.595
0.820
0.927
1.04
1.20
1.34
6 -hr
(0.313-0.380)
(0.374-0.450)
(0.457-0.551)
(0.542-0.654)
(0.644-0.780)
(0.736-0.896)
(0.825-1.01)
(0.918-1.14)
( 1.04-1.31)
( 1.15-1.47)
0.201
0.239
0.294
0.352
0.424
0.491
0.559
0.633
0.735
0.831
12 -hr
(0.184-0.222)
(0.219-0.263)
(0.269-0.323)
(0.321-0.386)
(0.384-0.464)
(0.441-0.535)
(0.497-0.609)
(0.556-0.688)
(0.635-0.799)
(0.707-0.904)
0.120
0.145
0.183
0.214
0.256
0.291
0.327
0.365
0.419
0.462
24 -hr
(0.111-0.129)
(0.134-0.157)
(0.170-0.198)
(0.197-0.231)
(0.236-0.277)
0.145
(0.267-0.314)
(0.298-0.354)
(0.332-0.395)
(0.377-0.454)
(0.414-0.502)
0.069
0.083
0.105
0.122
0.164
0.184
0.205
0.234
0.257
2 -day
(0.064-0.075)
(0.077-0.090)
1(0.097-0.113)11(0.113-0.131)
(0.134-0.157)
(0.151-0.177)
(0.168-0.199)
(0.186-0.221)
(0.211-0.253)
(0.230-0.279)
0.049
0.059
0.074
0.085
0.101
0.114
0.128
0.142
0.162
0.178
3 -day
(0.046-0.053)
(0.055-0.063)
(0.068-0.079)
(0.079-0.092)
(0.094-0.109)
(0.105-0.123)
(0.117-0.138)
(0.129-0.153)
(0.146-0.175)
(0.160-0.192)
0.039
0.047
0.058 0.067 0.079
0.089
0.100
0.111
0.126 0.138
4 -day
(0.036-0.042)
(0.043-0.050)
(0.054-0.062) (0.062-0.072) (0.074-0.085)
(0.083-0.096)
(0.092-0.107)
(0.101-0.119)
(0.114-0.136) (0.125-0.149)
0.026
0.038 0.043 0.051
0.070
0.079 F 0.087
0.031
0.057
0.064
7 -day
1(0.024-0.028)1(0.029-0.033)1(0.035-0.040)11(0.040-0.
46) (0.047-0.055)
0.030 0.034 F 0.039
(0.053-0.061)
(0.059-0.068)
(0.064-0.075)
(0.072-0.085) (0.079-0.093)
0.059 0.064
0.021
0.025
0.044
0.048
0.053
10 -day
(0.019-0.022)
(0.023-0.026)
(0.028-0.032) (0.031-0.036) (0.037-0.042)
0.019 F 0.022 0.025
(0.040-0.046)
(0.044-0.051)
(0.049-0.056)
(0.054-0.063) (0.058-0.068)
0.037 7F 0.040
0.014
0.016
0.028
0.030
0.033
20 -day
(0.013-0.015)
(0.015-0.017)
(0.018-0.021) (0.020-0.023) (0.024-0.027)
0.016 0.018 0.020
(0.026-0.030)
0.022
(0.028-0.032)
(0.031-0.035)
(0.034-0.039) (0.036-0.043)
0.028 0.030
0.011
0.013
0.024
0.025
30 -day
(0.011-0.012)
(0.013-0.014)
(0.015-0.017) (0.016-0.019) (0.019-0.021)
0.013 0.014 0.016 7
(0.020-0.023)
F 0.017
(0.022-0.025)
(0.024-0.027)
(0.026-0.030) (0.027-0.032)
0.022 0.023
0.010
0.011
0.019
0.020
45 -day
(0.009-0.010)
(0.011-0.012)
(0.012-0.014) (0.014-0.015) (0.015-0.017)
(0.016-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023) (0.021-0.024)
0.009
0.010
0.012 0.013 0.014
0.015
1 0.016
0.019 0.020
F 0.017
60 -day
(0.0 08-0.009)
(0.010-0.011)
(0.011-0.012) (0.012-0.013) (0.013-0.015)
(0.014-0.016)
( 0.015-0.017)
(0.
0.018-0.021016-0.018) (0.017-0.020) ( )
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given 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
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
https:Hhdsc. nws. noaa.gov/hdsc/pfds/pfds_pri ntpage.htm I?I at=35.8180&I on=-78.4124&data=intensity&units=engl i sh&seri es= pds 1/4

STORMWATER SUMMARY
Project:
ROBERTSON MILLPOND PRESERVE PHASE II
Location:
WAKE COUNTY, NC
Date:
4/4/2018
Prepared By:
C. ROGERS
NUTRIENT SUMMARY - TOTAL NITROGEN (TN)
PEAK FLOW SUMMARY
1.15
POST PHASE 11 (W/O SCM) TN (Ib/ac/yr):
DRAINAGE AREA
STORM EVENT
EXISTING PRE-
PHASE I PEAK
FLOW (CFS)
POST PHASE I
PEAK FLOW (CFS)
POST PHASE II
PEAK FLOW (CFS)
CHANGE IN PEAK
FLOW (POST
PHASE II -PRE
PHASE 1) (CFS)
DA -1
1
0.34
0
0
-0.34
DA -1
10
0.51
2.24
1.97
1.46
DA -1
100
0.65
4.56
5.39
4.74
DA -2
1
1.07
0.78
0.78
-0.29
DA -2
10
1.59
1.16
1.16
-0.43
DA -2
100
2.05
1.49
1.49
-0.56
DA -3
1
0.39
0.58
1.22
0.83
DA -3
10
0.58
0.87
1.81
1.23
DA -3
100
0.74
1.12
2.33
1.59
DA -4
1
0.83
0.88
0.54
-0.29
DA -4
10
1.23
1.3
0.8
-0.43
DA -4
100
1.58
1.67
1.02
-0.56
TOTAL
1
2.63
2.24
2.54
-0.09
TOTAL
10
3.91
5.57
5.74
1.83
TOTAL
100
5.02
8.84
10.23
5.21
NUTRIENT SUMMARY - TOTAL NITROGEN (TN)
EXISTING PRE PHASE I TN (Ib/ac/yr):
1.15
POST PHASE 11 (W/O SCM) TN (Ib/ac/yr):
1.68
POST PHASE II (W/ SCM) TN (Ib/ac/yr):
1.58
TARGETTN (Ib/ac/yr):
3.6
MEETS TARGET RATE:
YES

/ � \ �I /) � J lily\ l // / /• / �I /� / / / // A\ �\ —
WARD
CONSULTING
ENGINEERS,P
4806 cissa Rd. suite 100
NC 27610
rhos. 919) 990-0680
Fu [phone]
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ol
LIJ
____Lu
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DA -
Z W
Lu
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cr
ter,(
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x
00
000_ \
�� / / 1 N I ♦ `moo \SOL
DRAINAGE AREAS
000, / ♦moi \� �L� �� `---- — I I I PRE PHASE 1 DA -1 = 0.49 AC
♦ ! \\ \ \ 1\ \ `
—,DA \ \ PRE PHASE 1 DA -2 = 1.33 AC
--— — I \ \ PRE PHASE 1 DA -3 = 0.45 AC
PRE PHASE 1 DA -4 = 0.99 AC
/ / QM* 6-6-2016
�I 1 \-7
—
\�/l��l LEGEND
\III\7 =
��.—� PRE PHASE I DRAINAGE AREA CHEMCR
\ s'
PFE PHASE
_sem —�750 25 50 loo MANAGE ate► IAP
/ /" - ' �� /
— — ROBERTSONS POND/P�pAD SMIL. 1._50.
❑❑❑❑1 "❑1111❑ s�rM6
Sc

Project
WEIGHTED RATIONAL RUNOFF COEFFICIENT CALCULATIONS
ROBERTSON MILLPOND PHASE II
Location: WAKE COUNTY, NC
Existing or Pror EXISTING (PRE PHASE 1)
Date: 4/2/2018
Prepared By: C. Rogers
Rational C
Land Use Area Breakdown
Ward Consulting Engineers, P.C. 1 of 1
Managed
Woods
Impervious
Total Drainage
Total Drainage Total Drainage
Pervious
Area Location
C
C*DA
Area (SF)
Area (ac)
Area (sq mi)
Rational C
0.15
0.2
0.95
DA -1
21210
0.49
0.000761
0.49
0.00
0.00
0.15
0.07
DA -2
57960
1.33
0.002079
1.31
0.00
0.02
0.16
0.22
DA -3
19710
0.45
0.000707
0.44
0.00
0.01
0.17
0.08
DA -4
42920
0.99
0.001540
0.49
0.50
0.00
0.18
0.17
Total
141800
3.26
0.005086
2.73
0.50
0.03
0.17
0.54
Ward Consulting Engineers, P.C. 1 of 1

Project:
Location:
Existing or Proposed:
Date:
Prepared By:
1 -YEAR
STORM DRAINAGE DESIGN DISCHARGE CALCULATIONS
ROBERTSON MILLPOND PHASE II
WAKE COUNTY, NC
EXISTING (PRE PHASE 1)
4/2/2018
C. Rogers
Rational Equation
Q= CIA
A= Drainage Area (Acres)
C= Composite Rational Runoff Coefficient
Tc= Time of Concentration (Min)
10 -YEAR
Pipe
Time of Concentration (Min)
Design
Design
Incremental
Incremental
Total
Intensity
Intensity
Location
Pipe Area (sf) Length L Design
Pipe Area (sf) Length L
C*A
Discharge
Time Flow Time
C*A
C*A
Design
(in/hr)
(ft)Inlet
Time
Qd cfs
DA -1
(ft)
Inlet Time Flow Time
5 5
Qd (cfs)
0.51
DA -2
0.22
0.22
Time
7.24
1.59
DA -1
0.07
0.07
5 5
5 5
4.87
0.34
DA -2
0.22
0.22
7.24
5 5
4.87
1.07
DA -3
0.08
0.08
3.91
5 5
4.87
0.39
DA -4
0.17
0.17
5 5
4.87
0.83
TOTAL
0.54
0.54
5 5
4.87
2.63
10 -YEAR
100 -YEAR
Pipe Time of Concentration (Min)
Design
Incremental
Total
Intensity
Location
Pipe Area (sf) Length L Design
Discharge
C*A
C*A
Time Flow Time
(in/hr)
(ft)Inlet
Time
Qd cfs
DA -1
0.07
0.07
5 5
7.24
0.51
DA -2
0.22
0.22
5 5
7.24
1.59
DA -3
0.08
0.08
5 5
7.24
0.58
DA -4
0.17
0.17
5 5
7.24
1.23
TOTAL
0.54
0.54
5 5
7.24
3.91
100 -YEAR
Ward Consulting Engineers, P.C. 1 of 1
Pipe Time of Concentration (Min)
Design
Incremental
Total
Intensity
Location
Pipe Area (sf) Length L Design
Discharge
C*A
C*A
Inlet Time Flow Time
(in/hr)
ft Time
Qd cfs
DA -1
0.07
0.07
5 5
9.3
0.65
DA -2
0.22
0.22
5 5
9.3
2.05
DA -3
0.08
0.08
5 5
9.3
0.74
DA -4
0.17
0.17
5 5
9.3
1.58
TOTAL
0.54
0.54
5 5
9.3
5.02
Ward Consulting Engineers, P.C. 1 of 1

\ I I ( / // .• / / / �`t / / — -294 v /\
I � \ \ \ / �� � .•�.�� /� i X295-
\ \ \\\ f/���'�/rye � � %,•/ / / '/'•'� 1'x/1,A/
74�
CY
/ � /// •/ 1 /�� r / / / �--moi
.. Y/
40P\ \ I I 1 1 1
_300 , x
It
/j//
1111I
-,"- dl// / /�//// / l / I l l ♦ _ _ /'
f I
41## /
/ l 7 �I x
DA -1
/
LSA -341,
ow
�����
WARD
_—
CONSULTING
ENGINEERS,P
= 0 as 0-0
4805 Green Rd. Suite 300
RC 87638
Phone [phone]W
lPu [phone]
hwerds!woe-corp-em
Lu 0-
Q
z_
W Q J
W
Lu
a- �
Lu
Q Q
U
o w =
z Q
a_ z O
a
J � z
Ocoz
::)
C/) Q O
� a_ U
m��
OO
IM a -
DA -2 - _ _ _ _ - LEGEND
" / / �1� \ \ \ �\ \ \- _ - - - _ - - - - - - POST PHASE I DRAINAGE AREA
— — — —nem
ROBERTSONS POND ROAD
POST PFIAW 1
50 25 7 50 100 DRAKAM AFEA MAP
BCMF 1.-50.
SC Ll ❑❑ ❑1 "❑1111❑ sir 1a
DRAINAGE
AREAS
POST
PHASE
I DA
-1 =
1.09
AC
POST
PHASE
I DA
-2 =
0.52
AC
POST
PHASE
I DA
-3 =
0.61
AC
POST
PHASE
I DA
-4 =
1.03
AC
BRIE: 6-5-2018
DA -2 - _ _ _ _ - LEGEND
" / / �1� \ \ \ �\ \ \- _ - - - _ - - - - - - POST PHASE I DRAINAGE AREA
— — — —nem
ROBERTSONS POND ROAD
POST PFIAW 1
50 25 7 50 100 DRAKAM AFEA MAP
BCMF 1.-50.
SC Ll ❑❑ ❑1 "❑1111❑ sir 1a

Project
WEIGHTED RATIONAL RUNOFF COEFFICIENT CALCULATIONS
ROBERTSON MILLPOND PHASE II
Location: WAKE COUNTY, NC
Existing or Pror EXISTING (POST PHASE 1)
Date: 4/2/2018
Prepared By: C. Rogers
Rational C
Land Use Area Breakdown
Ward Consulting Engineers, P.C. 1 of 1
Managed
Woods
Impervious
Total Drainage
Total Drainage Total Drainage
Pervious
Area Location
C
C*DA
Area (SF)
Area (ac)
Area (sq mi)
Rational C
0.15
0.2
0.95
DA -1
47580
1.09
0.001707
0.68
0.00
0.41
0.45
0.49
DA -2
22820
0.52
0.000819
0.42
0.00
0.10
0.30
0.16
DA -3
26610
0.61
0.000955
0.58
0.00
0.03
0.19
0.12
DA -4
44790
1.03
0.001607
0.53
0.50
0.00
0.17
0.18
Total
141800
3.26
0.005086
2.21
0.50
0.54
0.29
0.94
Ward Consulting Engineers, P.C. 1 of 1

Project:
Location:
Existing or Proposed:
Date:
Prepared By:
1 -YEAR
STORM DRAINAGE DESIGN DISCHARGE CALCULATIONS
ROBERTSON MILLPOND PHASE II
WAKE COUNTY, NC
EXISTING (POST PHASE 1)
4/2/2018
C. Rogers
Rational Equation
Q= CIA
A= Drainage Area (Acres)
C= Composite Rational Runoff Coefficient
Tc= Time of Concentration (Min)
10 -YEAR
Pipe
Time of Concentration (Min)
Design
Design
Incremental
Incremental
Total
Intensity
Intensity
Location
Pipe Area (sf) Length L Design
Pipe Area (sf) Length L
C*A
Discharge
Time Flow Time
C*A
C*A
Design
(in/hr)
(ft)Inlet
Time
Qd cfs
DA -1
(ft)
Inlet Time Flow Time
5 5
Qd (cfs)
3.55
DA -2
0.16
0.16
Time
7.24
1.16
DA -1
0.49
0.49
5 5
5 5
4.87
2.39
DA -2
0.16
0.16
7.24
5 5
4.87
0.78
DA -3
0.12
0.12
6.81
5 5
4.87
0.58
DA -4
0.18
0.18
5 5
4.87
0.88
TOTAL
0.95
0.95
5 5
4.87
4.63
10 -YEAR
100 -YEAR
Pipe Time of Concentration (Min)
Design
Incremental
Total
Intensity
Location
Pipe Area (sf) Length L Design
Discharge
C*A
C*A
Time Flow Time
(in/hr)
(ft)Inlet
Time
Qd cfs
DA -1
0.49
0.49
5 5
7.24
3.55
DA -2
0.16
0.16
5 5
7.24
1.16
DA -3
0.12
0.12
5 5
7.24
0.87
DA -4
0.18
0.18
5 5
7.24
1.30
TOTAL
0.94
0.94
5 5
7.24
6.81
100 -YEAR
Ward Consulting Engineers, P.C. 1 of 1
Pipe Time of Concentration (Min)
Design
Incremental
Total
Intensity
Location
Pipe Area (sf) Length L Design
Discharge
C*A
C*A
Inlet Time Flow Time
(in/hr)
ft Time
Qd cfs
DA -1
0.49
0.49
5 5
9.3
4.56
DA -2
0.16
0.16
5 5
9.3
1.49
DA -3
0.12
0.12
5 5
9.3
1.12
DA -4
0.18
0.18
5 5
9.3
1.67
TOTAL
0.94
0.94
5 5
9.3
8.74
Ward Consulting Engineers, P.C. 1 of 1

1 1 --- OF-
/ \ \
\ I N N / ,-�� : ♦ 293-/ DA -4
� I \ I I l-- ' • 92 /� r
.294
\ `�\ \ \ // 0 �. .•/ �• ` �% '• �% r' -295- \ems
4/0
DA -1 V
J
Y///
T.
\ Imom son Ljo
__-
_ I \ \ \♦sm
/
NMI
ROBERTSONS POND ROAD \
WARD
CONSULTING
ENGINEERS, P.CIs .
M0 3&64W
1805 Green Rd. Suite 300
RC 87638
Phone [phone]s6
=1Fe: [phone]
19woe-corp em
LEGEND
mom mom mom mom mom EIIN POST PHASE II DRAINAGE AREA
50 25 ❑ 50 100
— -z_- SC❑❑❑❑1"n7
QAIL 6-5-2018
PM PFIAW 1
DRANAM AREA MAP
CALF: 1"-50•
1EEr ND.
DRAINAGE AREAS
>
a
Q
PHASE II
DA -1 =
z
WJ
WL
POST
PHASE II
DA -2 =
0.52
U)
w
POST
PHASE II
DA -3 =
O
AC
POST
PHASE II
DA -4 =
0.42
AC
a
Q
w
CU
z
(D
=
0
zEr
Q
O
J
z
J
o
w
O
ci5
::)
C/)
O
=
Ir
w
m
c/)
Q
cr
0
LEGEND
mom mom mom mom mom EIIN POST PHASE II DRAINAGE AREA
50 25 ❑ 50 100
— -z_- SC❑❑❑❑1"n7
QAIL 6-5-2018
PM PFIAW 1
DRANAM AREA MAP
CALF: 1"-50•
1EEr ND.
DRAINAGE AREAS
POST
PHASE II
DA -1 =
1.45
AC
WL
POST
PHASE II
DA -2 =
0.52
AC
POST
PHASE II
DA -3 =
0.86
AC
POST
PHASE II
DA -4 =
0.42
AC
LEGEND
mom mom mom mom mom EIIN POST PHASE II DRAINAGE AREA
50 25 ❑ 50 100
— -z_- SC❑❑❑❑1"n7
QAIL 6-5-2018
PM PFIAW 1
DRANAM AREA MAP
CALF: 1"-50•
1EEr ND.

Project
WEIGHTED RATIONAL RUNOFF COEFFICIENT CALCULATIONS
ROBERTSON MILLPOND PHASE II
Location: WAKE COUNTY, NC
Existing or Pror PROPOSED (POST PHASE II)
Date: 4/2/2018
Prepared By: C. Rogers
Rational C
Land Use Area Breakdown
Ward Consulting Engineers, P.C. 1 of 1
Managed
Woods
Impervious
Total Drainage
Total Drainage Total Drainage
Pervious
Area Location
C
C*DA
Area (SF)
Area (ac)
Area (sq mi)
Rational C
0.15
0.2
0.95
DA -1
63140
1.45
0.002265
0.70
0.31
0.44
0.40
0.59
DA -2
22820
0.52
0.000819
0.42
0.00
0.10
0.30
0.16
DA -3
37480
0.86
0.001344
0.33
0.40
0.13
0.29
0.25
DA -4
18360
0.42
0.000659
0.00
0.38
0.04
0.27
0.11
Total
141800
3.26
0.005086
1.45
1.09
0.71
0.34
1.11
Ward Consulting Engineers, P.C. 1 of 1

Project:
Location:
Existing or Proposed:
Date:
Prepared By:
1 -YEAR
STORM DRAINAGE DESIGN DISCHARGE CALCULATIONS
ROBERTSON MILLPOND PHASE II
WAKE COUNTY, NC
PROPOSED (POST PHASE ll)
4/2/2018
C. Rogers
Rational Equation
Q= CIA
A= Drainage Area (Acres)
C= Composite Rational Runoff Coefficient
Tc= Time of Concentration (Min)
10 -YEAR
Pipe
Time of Concentration (Min)
Design
Design
Incremental
Incremental
Total
Intensity
Intensity
Location
Pipe Area (sf) Length L Design
Pipe Area (sf) Length L
C*A
Discharge
Time Flow Time
C*A
C*A
Design
(in/hr)
(ft)Inlet
Time
Qd cfs
DA -1
(ft)
Inlet Time Flow Time
5 5
Qd (cfs)
4.27
DA -2
0.16
0.16
Time
7.24
1.16
DA -1
0.59
0.59
1 5 5
5 5
4.87
2.87
DA -2
0.16
0.16
7.24
5 5
4.87
0.78
DA -3
0.25
0.25
8.04
5 5
4.87
1.22
DA -4
0.11
0.11
5 5
4.87
0.54
TOTAL
1.11
1.11
5 5
4.87
5.41
10 -YEAR
100 -YEAR
Pipe Time of Concentration (Min)
Design
Incremental
Total
Intensity
Location
Pipe Area (sf) Length L Design
Discharge
C*A
C*A
Time Flow Time
(in/hr)
(ft)Inlet
Time
Qd cfs
DA -1
0.59
0.59
5 5
7.24
4.27
DA -2
0.16
0.16
5 5
7.24
1.16
DA -3
1 0.25 1
0.25
1 5 5
7.24
1 1.81
DA -4
0.11
0.11
5 5
7.24
0.80
TOTAL
1.11
1.11
5 5
7.24
8.04
100 -YEAR
Ward Consulting Engineers, P.C. 1 of 1
Pipe Time of Concentration (Min)
Design
Incremental
Total
Intensity
Location
Pipe Area (sf) Length L Design
Discharge
C*A
C*A
Inlet Time Flow Time
(in/hr)
ft Time
Qd cfs
DA -1
0.59
0.59
5 5
9.3
5.49
DA -2
0.16
0.16
5 5
9.3
1.49
DA -3
0.25
0.25
5 5
9.3
2.33
DA -4
0.11
0.11
5 5
9.3
1.02
TOTAL
1.11
1.11
5 5
9.3
10.32
Ward Consulting Engineers, P.C. 1 of 1

Appendix C
Hydraulic Data
Dry Detention Basin Spillway Calculations
Dry Detention Basin Ks&b Calculations
Dry Detention Basin Chainsaw Routing 1 -yr, 10 -yr, 100 -yr
o Existing
o Expanded
Swale Calculations

(� L,p,�iZ,TSiC�N %N 1 V E. R1l�b
FAA �t - 15 lam,
T.7'l�� !� T �: 7`�'f 1 `W ��u 1 rii - �; iZ V�5 sE3 ►� � f I � W A�
�7 -y Uuv ; O . Q V� (CrzA,54)
Ak C, QNcz SL tzN = o. C3I Fri r- r
�\S
6 0
P( Av,
e
QIP � 5 -3 Q CF s
SI -Q4 L*N Cv',,rh- - 7Z 6�u t-rs FI-Lws, FLPW M'Aar 'Y't�I
1AYiDaia kvkC, XAouS = 0.lso F -T
Q� IF (Fs� �� . r
o C -v I b 1.
anO,PS.
35500

KS&B 11-7-2014.xls
Page 1
Pond Analysis Ks & B relationships
Project:
ROBERTSON MILLPOND
PRESERVE PHASE II
Location:
WAKE COUNTY
Date
3/26/2018
Prepared By:
C. ROGERS
S Z
Z est
Contour
Incremental
Accumulated
Estimated
Contour
Area
Volume
Volume Stage
Stage Based on Z= 2 & 3
[sq ft
[cu ft]
[cu ft] IN
IN
0
1440
0
0
0
0 Calculated Ks=>
0.5
2300
935
935
0.5
0.54
2275
1
3060
1340
2275
1
1.00
1.5
4000
1765
4040
1.5
1.48 Calculated b =>
21
4800
2200
6240
21
2.00 1.46
Page 1

PROJECT:
I ROBERTSON'S POND - EXISTING POST PHASE I
- DRY DETENTION BASIN
Reservoir Routing
- Microsoft Excel
By:
CDR
Date:
3/16/2018
Storm Data
Selected Return Periods Ralei
h/Durham
Description
Item ID
This Run
1
10
100
Return Period
R
1
3
5.13
7.85
24 hr. Precip
P
3
108
196
311
g
108
18
25
35
h
18
Sta e-Dischar a
Item ID
Units
Sta e - Stora a
Riser / Barrel
St /stor parameter
1 Ks
1921
Number
N
n/a
St /stor parameter
b
1.47
Riser Diameter
Dr
inches
Initial stage, ft
Zo
292
Riser weir coeff.
Cwr
n/a
Initial water level, ft
Zn
292
Riser orifice coeff
Cdr
n/a
Riser crest
Zcr
ft.
H dro ra h Data
Barrel Diameter
Db
inches
Time Inc. min
dT
1
Barrel orifice co
Cdb
n/a
Peak Discharge, cfs
Qp
2.39
Barrel invert elev
Binv
ft
Time to Peak, min
Tp
10
Culvert No. 1
Inlet control
Number
N
n/a
Watershed Data
Item ID
Units
Culvert Diameter
D
inches
Discharge coeff.
Cd
n/a
Area
A
Ac
1.09
Pipe Inv. Elev
Inv
ft.
Basin Elev.
H
Ft
2
Culvert No. 2
Fonlet control
H d. Length
L
Ft
340
Number
N
n/a
Rational comp "C"
Cc
n/a
0.45
Culvert Diameter
D
inches
SCS Curve No.
CN
n/a
75
Discharge coeff.
Cd
n/a
Pipe Inv. Elev
Inv
ft.
1000/CN-10
S
n/a
5.31
Weir No. 1
broad crested
P -0.2S ^2/ P+0.8S
Ro, Q*
in.
0.52
Length
L
ft.
50
L^3/H ^.385/128
Tc
min.
5.0
Crest elevation
Zcr
ft.
293.7
/ h+Tc
I
in/hr
4.9
Weir Coeff
Cw
n/a
3
Q =CcIA
Qp
cfs
2.39
Weir No. 2
broad crested
T=Ro*A/1.39 Qp
Tp
min
10.3
Length
L
ft.
Volume
Ro*A
cu ft
2049.8
Crest elevation
Zcr
ft.
Weir Coeff.
Cw
n/a
ROUTING TABLE
Computed Results:
sq. ft
ac.
ft
Normal surface area
0.00
0.00 Peak stage
293.05
H dro ra h Vol.
0.05
Max surface area
2886.33
0.07 Peak outflow
0.00
Time t
Inflow
Storage
Stage
Outflow
Riser Weir
Riser
Barrel
Weir no. 1
Units : Min.
cfs
cf.
Ft.
cfs
cfs
Orfice ,cfs
cfs
cfs
0
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
1
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
2
0 3.31
292.01
0.00
0.00
0.00
0.00
0.00
3
0 16.27
292.04
0.00
0.00
0.001
0.00
0.00
4
1 44.29
292.08
0.00
0.00
0.00
0.00
0.00
5
1 91.41
292.13
0.00
0.00
0.00
0.00
0.00
6
2 159.91
292.18
0.00
0.00
0.00
0.00
0.00
7
2 250.08
292.25
0.00
0.00
0.00
0.00
0.00
8
2 360.21
292.32
0.00
0.00
0.00
0.00
0.00
9
2 486.73
292.39
0.00
0.00
0.00
0.00
0.00
10
2 624.57
292.47
0.00
0.00
0.00
0.00
0.00
11
2 767.62
292.54
0.00
0.00
0.00
0.00
0.00
12
2 909.26
292.60
0.00
0.00
0.00
0.00
0.00
13
2 1043.03
292.66
0.00
0.00
0.00
0.00
0.00
14
2 1163.38
292.71
0.00
0.00
0.00
0.00
0.00
15
2 1269.45
292.75
0.00
0.00
0.00
0.00
0.00
16
1 1362.93
292.79
0.00
0.00
0.00
0.00
0.00
17
1 1445.32
292.82
0.00
0.00
0.00
0.00
0.00
181
11 1517.93
292.851
0.00
0.001
0.001
0.00
0.00
Page 1

PROJECT:
I ROBERTSON'S POND - EXISTING POST PHASE I
- DRY DETENTION BASIN
Reservoir Routing
- Microsoft Excel
By:
CDR
Date:
3/16/2018
Storm Data
Selected Return Periods Ralei
h/Durham
Description
Item ID
This Run
1
10
100
Return Period
R
10
3
5.13
7.85
24 hr. Precip
P
5.13
108
196
311
g
196
18
25
35
h
25
Sta e-Dischar a
Item ID
Units
Sta e - Stora a
Riser / Barrel
St /stor parameter
1 Ks
1921
Number
N
n/a
St /stor parameter
b
1.47
Riser Diameter
Dr
inches
Initial stage, ft
Zo
292
Riser weir coeff.
Cwr
n/a
Initial water level, ft
Zn
292
Riser orifice coeff
Cdr
n/a
Riser crest
Zcr
ft.
H dro ra h Data
Barrel Diameter
Db
inches
Time Inc. min
dT
1
Barrel orifice co
Cdb
n/a
Peak Discharge, cfs
Qp
3.55
Barrel invert elev
Binv
ft
Time to Peak, min
Tp
24
Culvert No. 1
Inlet control
Number
N
n/a
Watershed Data
Item ID
Units
Culvert Diameter
D
inches
Discharge coeff.
Cd
n/a
Area
A
Ac
1.09
Pipe Inv. Elev
Inv
ft.
Basin Elev.
H
Ft
2
Culvert No. 2
Fonlet control
H d. Length
L
Ft
340
Number
N
n/a
Rational comp "C"
Cc
n/a
0.45
Culvert Diameter
D
inches
SCS Curve No.
CN
n/a
75
Discharge coeff.
Cd
n/a
Pipe Inv. Elev
Inv
ft.
1000/CN-10
S
n/a
5.31
Weir No. 1
broad crested
P -0.2S ^2/ P+0.8S
Ro, Q*
in.
1.76
Length
L
ft.
50
L^3/H ^.385/128
Tc
min.
5.0
Crest elevation
Zcr
ft.
293.7
/ h+Tc
I
in/hr
7.2
Weir Coeff
Cw
n/a
3
Q =CcIA
Qp
cfs
3.55
Weir No. 2
broad crested
T=Ro*A/1.39 Qp
Tp
min
23.6
Length
L
ft.
Volume
Ro*A
cu ft
6981.0
Crest elevation
Zcr
ft.
Weir Coeff.
Cw
n/a
ROUTING TABLE
Computed Results:
sq. ft
ac.
ft
Normal surface area
0.00
0.00 Peak stage
293.76
H dro ra h Vol.
0.16
Max surface area
3683.84
0.08 Peak outflow
2.24
Time t
Inflow
Storage
Stage
Outflow
Riser Weir
Riser
Barrel
Weir no. 1
Units : Min.
cfs
cf.
Ft.
cfs
cfs
Orfice ,cfs
cfs
cfs
0
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
1
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
2
0 0.94
292.01
0.00
0.00
0.00
0.00
0.00
3
0 4.71
292.02
0.00
0.00
0.001
0.00
0.00
4
0 13.11
292.03
0.00
0.00
0.00
0.00
0.00
5
0 27.90
292.06
0.00
0.00
0.00
0.00
0.00
6
1 50.69
292.08
0.00
0.00
0.00
0.00
0.00
7
1 82.98
292.12
0.00
0.00
0.00
0.00
0.00
8
1 126.08
292.16
0.00
0.00
0.00
0.00
0.00
9
1 181.12
292.20
0.00
0.00
0.00
0.00
0.00
10
1 249.00
292.25
0.00
0.00
0.00
0.00
0.00
11
2 330.43
292.30
0.00
0.00
0.00
0.00
0.00
12
2 425.83
292.36
0.00
0.00
0.00
0.00
0.00
13
2 535.41
292.42
0.00
0.00
0.00
0.00
0.00
14
2 659.12
292.48
0.00
0.00
0.00
0.00
0.00
15
3 796.65
292.55
0.00
0.00
0.00
0.00
0.00
16
3 947.45
292.62
0.00
0.00
0.00
0.00
0.00
17
3 1110.73
292.69
0.00
0.00
0.00
0.00
0.00
181
31 1285.49
292.761
0.00
0.001
0.001
0.00
0.00
Page 8

PROJECT:
I ROBERTSON'S POND - EXISTING POST PHASE I
- DRY DETENTION BASIN
Reservoir Routing
- Microsoft Excel
By:
CDR
Date:
3/16/2018
Storm Data
Selected Return Periods Ralei
h/Durham
Description
Item ID
This Run
1
10
100
Return Period
R
100
3
5.13
7.85
24 hr. Precip
P
7.85
108
196
311
g
311
18
25
35
h
35
Sta e-Dischar a
Item ID
Units
Sta e - Stora a
Riser / Barrel
St /stor parameter
1 Ks
1921
Number
N
n/a
St /stor parameter
b
1.47
Riser Diameter
Dr
inches
Initial stage, ft
Zo
292
Riser weir coeff.
Cwr
n/a
Initial water level, ft
Zn
292
Riser orifice coeff
Cdr
n/a
Riser crest
Zcr
ft.
H dro ra h Data
Barrel Diameter
Db
inches
Time Inc. min
dT
1
Barrel orifice co
Cdb
n/a
Peak Discharge, cfs
Qp
4.56
Barrel invert elev
Binv
ft
Time to Peak, min
Tp
40
Culvert No. 1
Inlet control
Number
N
n/a
Watershed Data
Item ID
Units
Culvert Diameter
D
inches
Discharge coeff.
Cd
n/a
Area
A
Ac
1.09
Pipe Inv. Elev
Inv
ft.
Basin Elev.
H
Ft
2
Culvert No. 2
Fonlet control
H d. Length
L
Ft
340
Number
N
n/a
Rational comp "C"
Cc
n/a
0.45
Culvert Diameter
D
inches
SCS Curve No.
CN
n/a
75
Discharge coeff.
Cd
n/a
Pipe Inv. Elev
Inv
ft.
1000/CN-10
S
n/a
5.31
Weir No. 1
broad crested
P -0.2S ^2/ P+0.8S
Ro, Q*
in.
3.81
Length
L
ft.
50
L^3/H ^.385/128
Tc
min.
5.0
Crest elevation
Zcr
ft.
293.7
/ h+Tc
I
in/hr
9.3
Weir Coeff
Cw
n/a
3
Q =CcIA
Qp
cfs
4.56
Weir No. 2
broad crested
T=Ro*A/1.39 Qp
Tp
min
39.6
Length
L
ft.
Volume
Ro*A
cu ft
15068.1
Crest elevation
Zcr
ft.
Weir Coeff.
Cw
n/a
ROUTING TABLE
Computed Results:
sq. ft
ac.
ft
Normal surface area
0.00
0.00 Peak stage
293.80
H dro ra h Vol.
0.35
Max surface area
3719.89
0.09 Peak outflow
4.56
Time t
Inflow
Storage
Stage
Outflow
Riser Weir
Riser
Barrel
Weir no. 1
Units : Min.
cfs
cf.
Ft.
cfs
cfs
Orfice ,cfs
cfs
cfs
0
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
1
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
2
0 0.43
292.00
0.00
0.00
0.00
0.00
0.00
3
0 2.15
292.01
0.00
0.00
0.001
0.00
0.00
4
0 6.00
292.02
0.00
0.00
0.00
0.00
0.00
5
0 12.84
292.03
0.00
0.00
0.00
0.00
0.00
6
0 23.46
292.05
0.00
0.00
0.00
0.00
0.00
7
0 38.67
292.07
0.00
0.00
0.00
0.00
0.00
8
0 59.22
292.09
0.00
0.00
0.00
0.00
0.00
9
1 85.86
292.12
0.00
0.00
0.00
0.00
0.00
10
1 119.28
292.15
0.00
0.00
0.00
0.00
0.00
11
1 160.12
292.18
0.00
0.00
0.00
0.00
0.00
12
1 208.99
292.22
0.00
0.00
0.00
0.00
0.00
13
1 266.44
292.26
0.00
0.00
0.00
0.00
0.00
14
1 332.97
292.30
0.00
0.00
0.00
0.00
0.00
15
1 409.02
292.35
0.00
0.00
0.00
0.00
0.00
16
2 494.99
292.40
0.00
0.00
0.00
0.00
0.00
17
2 591.17
292.45
0.00
0.00
0.00
0.00
0.00
181
21 697.84
292.501
0.00
0.001
0.001
0.00
0.00
Page 15

PROJECT:
I ROBERTSON MILLPOND PRESERVE PHASE II - DRY DETENTION BASIN
Reservoir Routing
- Microsoft Excel
By:
CDR
Date:
3/16/2018
Storm Data
Selected Return Periods Ralei
h/Durham
Description
Item ID
This Run
1
10
100
Return Period
R
1
3
5.13
7.85
24 hr. Precip
P
3
108
196
311
g
108
18
25
35
h
18
Sta e-Dischar a
Item ID
Units
Sta e - Stora a
Riser / Barrel
St /stor parameter
1 Ks
2275
Number
N
n/a
St /stor parameter
b
1.46
Riser Diameter
Dr
inches
Initial stage, ft
Zo
292
Riser weir coeff.
Cwr
n/a
Initial water level, ft
Zn
292
Riser orifice coeff
Cdr
n/a
Riser crest
Zcr
ft.
H dro ra h Data
Barrel Diameter
Db
inches
Time Inc. min
dT
1
Barrel orifice co
Cdb
n/a
Peak Discharge, cfs
Qp
F 2.82
Barrel invert elev
Binv
ft
Time to Peak, min
Tp
7
Culvert No. 1
Inlet control
Number
N
n/a
Watershed Data
Item ID
Units
Culvert Diameter
D
inches
Discharge coeff.
Cd
n/a
Area
A
Ac
1.45
Pipe Inv. Elev
Inv
ft.
Basin Elev.
H
Ft
2
Culvert No. 2
Fonlet control
H d. Length
L
Ft
340
Number
N
n/a
Rational comp "C"
Cc
n/a
0.4
Culvert Diameter
D
inches
SCS Curve No.
CN
n/a
71
Discharge coeff.
Cd
n/a
Pipe Inv. Elev
Inv
ft.
1000/CN-10
S
n/a
6.71
Weir No. 1
broad crested
P -0.2S ^2/ P+0.8S
Ro, Q*
in.
0.33
Length
L
ft.
50
L^3/H ^.385/128
Tc
min.
5.0
Crest elevation
Zcr
ft.
293.7
/ h+Tc
I
in/hr
4.9
Weir Coeff
Cw
n/a
3
Q =CcIA
Qp
cfs
2.82
Weir No. 2
broad crested
T=Ro*A/1.39 Qp
Tp
min
7.3
Length
L
ft.
Volume
Ro*A
cu ft
1729.7
Crest elevation
Zcr
ft.
Weir Coeff.
Cw
n/a
ROUTING TABLE
Computed Results:
sq. ft
ac.
ft
Normal surface area
0.00
0.00 Peak stage
292.83
H dro ra h Vol.
0.04
Max surface area
3050.16
0.07 Peak outflow
0.00
Time t
Inflow
Storage
Stage
Outflow
Riser Weir
Riser
Barrel
Weir no. 1
Units : Min.
cfs
cf.
Ft.
cfs
cfs
Orfice ,cfs
cfs
cfs
0
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
1
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
2
0 7.64
292.02
0.00
0.00
0.00
0.00
0.00
3
1 36.82
292.06
0.00
0.00
0.00
0.00
0.00
4
2 97.55
292.12
0.00
0.00
0.00
0.00
0.00
5
2 194.18
292.19
0.00
0.00
0.00
0.00
0.00
6
3 324.54
292.26
0.00
0.00
0.00
0.00
0.00
7
3 480.42
292.34
0.00
0.00
0.00
0.00
0.00
8
3 648.99
292.42
0.00
0.00
0.00
0.00
0.00
9
2 815.13
292.50
0.00
0.00
0.00
0.00
0.00
10
2 964.17
292.56
0.00
0.00
0.00
0.00
0.00
11
2 1089.39
292.60
0.00
0.00
0.00
0.00
0.00
12
1 1194.28
292.64
0.00
0.00
0.00
0.00
0.00
13
1 1282.16
292.68
0.00
0.00
0.00
0.00
0.00
14
1 1355.78
292.70
0.00
0.00
0.00
0.00
0.00
15
1 1417.45
292.72
0.00
0.00
0.00
0.00
0.00
16
1 1469.11
292.74
0.00
0.00
0.00
0.00
0.00
17
1 1512.39
292.76
0.00
0.00
0.00
0.00
0.00
181
11 1548.65
292.771
0.00
0.001
0.001
0.00
0.00
Page 1

PROJECT:
I ROBERTSON MILLPOND PRESERVE PHASE II - DRY DETENTION BASIN
Reservoir Routing
- Microsoft Excel
By:
CDR
Date:
3/16/2018
Storm Data
Selected Return Periods Ralei
h/Durham
Description
Item ID
This Run
1
10
100
Return Period
R
10
3
5.13
7.85
24 hr. Precip
P
5.13
108
196
311
g
196
18
25
35
h
25
Sta e-Dischar a
Item ID
Units
Sta e - Stora a
Riser / Barrel
St /stor parameter
1 Ks
2275
Number
N
n/a
St /stor parameter
b
1.46
Riser Diameter
Dr
inches
Initial stage, ft
Zo
292
Riser weir coeff.
Cwr
n/a
Initial water level, ft
Zn
292
Riser orifice coeff
Cdr
n/a
Riser crest
Zcr
ft.
H dro ra h Data
Barrel Diameter
Db
inches
Time Inc. min
dT
1
Barrel orifice co
Cdb
n/a
Peak Discharge, cfs
Qp
F 4.20
Barrel invert elev
Binv
ft
Time to Peak, min
Tp
21
Culvert No. 1
Inlet control
Number
N
n/a
Watershed Data
Item ID
Units
Culvert Diameter
D
inches
Discharge coeff.
Cd
n/a
Area
A
Ac
1.45
Pipe Inv. Elev
Inv
ft.
Basin Elev.
H
Ft
2
Culvert No. 2
Fonlet control
H d. Length
L
Ft
340
Number
N
n/a
Rational comp "C"
Cc
n/a
0.4
Culvert Diameter
D
inches
SCS Curve No.
CN
n/a
71
Discharge coeff.
Cd
n/a
Pipe Inv. Elev
Inv
ft.
1000/CN-10
S
n/a
6.71
Weir No. 1
broad crested
P -0.2S ^2/ P+0.8S
Ro, Q*
in.
1.37
Length
L
ft.
50
L^3/H ^.385/128
Tc
min.
5.0
Crest elevation
Zcr
ft.
293.7
/ h+Tc
I
in/hr
7.2
Weir Coeff
Cw
n/a
3
Q =CcIA
Qp
cfs
4.20
Weir No. 2
broad crested
T=Ro*A/1.39 Qp
Tp
min
20.5
Length
L
ft.
Volume
Ro*A
cu ft
7195.5
Crest elevation
Zcr
ft.
Weir Coeff.
Cw
n/a
ROUTING TABLE
Computed Results:
sq. ft
ac.
ft
Normal surface area
0.00
0.00 Peak stage
293.76
H dro ra h Vol.
0.17
Max surface area
4302.99
0.10 Peak outflow
1.97
Time t
Inflow
Storage
Stage
Outflow
Riser Weir
Riser
Barrel
Weir no. 1
Units : Min.
cfs
cf.
Ft.
cfs
cfs
Orfice ,cfs
cfs
cfs
0
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
1
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
2
0 1.47
292.01
0.00
0.00
0.00
0.00
0.00
3
0 7.31
292.02
0.00
0.00
0.001
0.00
0.00
4
0 20.34
292.04
0.00
0.00
0.00
0.00
0.00
5
1 43.17
292.07
0.00
0.00
0.00
0.00
0.00
6
1 78.23
292.10
0.00
0.00
0.00
0.00
0.00
7
1 127.63
292.14
0.00
0.00
0.00
0.00
0.00
8
1 193.16
292.18
0.00
0.00
0.00
0.00
0.00
9
2 276.23
292.24
0.00
0.00
0.00
0.00
0.00
10
2 377.84
292.29
0.00
0.00
0.00
0.00
0.00
11
2 498.56
292.35
0.00
0.00
0.00
0.00
0.00
12
3 638.51
292.42
0.00
0.00
0.00
0.00
0.00
13
3 797.36
292.49
0.00
0.00
0.00
0.00
0.00
14
3 974.36
292.56
0.00
0.00
0.00
0.00
0.00
15
3 1168.30
292.63
0.00
0.00
0.00
0.00
0.00
16
4 1377.60
292.71
0.00
0.00
0.00
0.00
0.00
17
4 1600.33
292.79
0.00
0.00
0.00
0.00
0.00
181
41 1834.21
292.861
0.00
0.001
0.001
0.00
0.00
Page 8

PROJECT:
I ROBERTSON MILLPOND PRESERVE PHASE II - DRY DETENTION BASIN
Reservoir Routing
- Microsoft Excel
By:
CDR
Date:
3/16/2018
Storm Data
Selected Return Periods Ralei
h/Durham
Description
Item ID
This Run
1
10
100
Return Period
R
100
3
5.13
7.85
24 hr. Precip
P
7.85
108
196
311
g
311
18
25
35
h
35
Sta e-Dischar a
Item ID
Units
Sta e - Stora a
Riser / Barrel
St /stor parameter
1 Ks
2275
Number
N
n/a
St /stor parameter
b
1.46
Riser Diameter
Dr
inches
Initial stage, ft
Zo
292
Riser weir coeff.
Cwr
n/a
Initial water level, ft
Zn
292
Riser orifice coeff
Cdr
n/a
Riser crest
Zcr
ft.
H dro ra h Data
Barrel Diameter
Db
inches
Time Inc. min
dT
1
Barrel orifice co
Cdb
n/a
Peak Discharge, cfs
Qp
F 5.39
Barrel invert elev
Binv
ft
Time to Peak, min
Tp
37
Culvert No. 1
Inlet control
Number
N
n/a
Watershed Data
Item ID
Units
Culvert Diameter
D
inches
Discharge coeff.
Cd
n/a
Area
A
Ac
1.45
Pipe Inv. Elev
Inv
ft.
Basin Elev.
H
Ft
2
Culvert No. 2
Fonlet control
H d. Length
L
Ft
340
Number
N
n/a
Rational comp "C"
Cc
n/a
0.4
Culvert Diameter
D
inches
SCS Curve No.
CN
n/a
71
Discharge coeff.
Cd
n/a
Pipe Inv. Elev
Inv
ft.
1000/CN-10
S
n/a
6.71
Weir No. 1
broad crested
P -0.2S ^2/ P+0.8S
Ro, Q*
in.
3.20
Length
L
ft.
50
L^3/H ^.385/128
Tc
min.
5.0
Crest elevation
Zcr
ft.
293.7
/ h+Tc
I
in/hr
9.3
Weir Coeff
Cw
n/a
3
Q =CcIA
Qp
cfs
5.39
Weir No. 2
broad crested
T=Ro*A/1.39 Qp
Tp
min
37.5
Length
L
ft.
Volume
Ro*A
cu ft
16867.6
Crest elevation
Zcr
ft.
Weir Coeff.
Cw
n/a
ROUTING TABLE
Computed Results:
sq. ft
ac.
ft
Normal surface area
0.00
0.00 Peak stage
293.81
H dro ra h Vol.
0.39
Max surface area
4362.62
0.10 Peak outflow
5.39
Time t
Inflow
Storage
Stage
Outflow
Riser Weir
Riser
Barrel
Weir no. 1
Units : Min.
cfs
cf.
Ft.
cfs
cfs
Orfice ,cfs
cfs
cfs
0
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
1
0 0.00
292.00
0.00
0.00
0.00
0.00
0.00
2
0 0.57
292.00
0.00
0.00
0.00
0.00
0.00
3
0 2.83
292.01
0.00
0.00
0.001
0.00
0.00
4
0 7.92
292.02
0.00
0.00
0.00
0.00
0.00
5
0 16.92
292.03
0.00
0.00
0.00
0.00
0.00
6
0 30.92
292.05
0.00
0.00
0.00
0.00
0.00
7
0 50.94
292.07
0.00
0.00
0.00
0.00
0.00
8
1 77.98
292.10
0.00
0.00
0.00
0.00
0.00
9
1 112.99
292.13
0.00
0.00
0.00
0.00
0.00
10
1 156.86
292.16
0.00
0.00
0.00
0.00
0.00
11
1 210.41
292.20
0.00
0.00
0.00
0.00
0.00
12
1 274.41
292.23
0.00
0.00
0.00
0.00
0.00
13
1 349.54
292.28
0.00
0.00
0.00
0.00
0.00
14
2 436.41
292.32
0.00
0.00
0.00
0.00
0.00
15
2 535.55
292.37
0.00
0.00
0.00
0.00
0.00
16
2 647.39
292.42
0.00
0.00
0.00
0.00
0.00
17
2 772.28
292.48
0.00
0.00
0.00
0.00
0.00
181
31 910.49
292.531
0.00
0.001
0.001
0.00
0.00
Page 15

SWALE CALCULATIONS
Project: ROBERTSON POND PH II
Location: WAKE COUNTY
Date: 3/16/2018
Prepared By: CDR
RIGHT
DESIGN
LEFT SIDE
HYDRAULIC
SHEAR
SIDE
BOTTOM CHANNEL MANNING'S n
NORMAL VELOCITY
CHANNEL
SWALE DISCHARGE
SLOPE
RADIUS 'Rh'
STRESS 'r'
SLOPE
WIDTH (ft) SLOPE (ft/ft) VALUE
DEPTH (ft) 'V10' (fps)
LINING
'Q10' (cfs)
(ft/ft)
(Ib/SF)
(ft/ft)(ft)
1 4.42
3
3
10 0.027 0.03
0.17 2.43
0.16
0.27 Curlex Matting

LONGITUDINAL ANCHOR TRENCH
J:
U
STAKE AT 3'-5"
INTERVALS
9-
P
� YAYA
TERMINAL SLOPE AND CHANNEL ANCHOR
CHECK SLOT AT 25' INTERVALS
• (MIN)
ISOMETRIC VIEW
WOODEN STAKES
NOTES:
1. CHECK SLOTS TO BE
CONSTRUCTED AT 25' INTERVALS.
2. ALL MATTING TO BE SECURED
WITH WOODEN STAKES ACCORDING
TO THE SPECIFICATIONS AT 5'
P 611 INTERVALS.
3. FABRIC OVERLAP WHEN 2 ROWS
°�°• OF MATERIAL ARE USED SHALL BE
PLACED WITH THE UPPER ROW OF
MATERIAL PLACED OVER THE
LOWER ROW OF MATERIAL.
6„
4. TRENCH MATTING AT TOP AND
INITIAL CHANNEL ANCHOR TRENCH INTERMITTENT CHECK SLOT BOTTOM OF MAT AS SHOWN IN
D ETAI L
5. OVERLAP FABRIC IN DIRECTION OF
FLOW WITH MATTING UPSTREAM
ON TOP OF DOWNSTREAM MAT.
6. MATTING WILL BE INSTALLED
ACCORDING TO THE
SPECIFICATIONS.
1 TYPICAL EROSION CONTROL MATTING INSTALLATION
SCALE: NOT TO SCALE
CONCRETE
FWASHOUT SIGN
BERM
L- BERM
CONCRETE WASHOUT AREA PLAN
12" TYPICAL WIDTH COMPACTED BERM AROUND
4:1 THE PERIMETER .2% SLOPE
UNDISTURBED OR
COMPACTED SOIL QVQ AAIAI
SECTION A
CONCRETE WASHOUT AREA
NOTES:
1. SEE CONSTRUCTION PLANS VIEW FOR CONCRETE WASH OUT AREA (CWA) LOCATION.
2. DO NOT LOCATE AN UNLINED CWA WITHIN 400' OF ANY NATURAL DRAINAGE CONVEYANCE OR WATER BODY. DO NOT LOCATE WITHIN
1000' OF ANY WELLS OR DRINKING WATER SOURCES. IF SITE CONSTRAINTS MAKE THIS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS
EXIST ON SITE, THE CWA MUST BE INSTALLED WITH AN IMPERMEABLE LINER (16 MIL MIN. THICKNESS) OR SURFACE STORAGE
ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A LINE ABOVE GROUND STORAGE SHOULD BE USED.
3. THE CWA SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE.
4. CWA SHALL INCLUDE A FLAT SUBSURFACE PIT THAT IS AT LEAST 8' BY 8'. SLOPES LEADING OUT OF THE SUBSURFACE PIT SHALL
BE 3:1 OR FLATTER. THE PIT SHALL BE AT LEAST 3' DEEP.
5. BERM SURROUNDING SIDES AND BACK OF THE CWA SHALL HAVE MINIMUM HEIGHT OF 1'
6. VEHICLE TRACKING PAD SHALL BE SLOPED 2% TOWARDS THE CWA
7. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE CWA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE
THE LOCATION OF THE CWA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS.
8. USE EXCAVATED MATERIAL FOR PERIMETER BERM CONSTRUCTION.
CWA MAINTENANCE NOTES
1. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGED AS NECESSARY TO MAINTAIN CAPACITY FOR CONCRETE WASTE. CONCRETE
MATERIALS, ACCUMULATED IN PIT, SHALL BE REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2'.
2. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE, AND ALL OTHER DEBRIS IN THE SUBSURFACE PIT SHALL BE
TRANSPORTED FROM THE JOB SITE IN A WATER -TIGHT CONTAINER AND DISPOSED OF PROPERLY.
3. THE CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED.
4. WHEN THE CWA IS REMOVED, COVER THE DISTURBED AREA WITH TOP SOIL, SEED AND MULCH, OR OTHERWISE STABILIZED IN A
MANNER APPROVED BY THE LOCAL JURISDICTION.
2 STANDARD CONCRETE TRUCK CLEAN OUT PIT
SCALE- NOT TO SCALE
•� - " - -_ p at, Spillway Data
--2917A_ . . . . . . .
�'-� �! ♦_♦ ♦ `,.` - -
29
/ - - - - EXISTING RIP- RAP�9� I
-292-- II _ - '
_ '-� ' _ ' QBE' REMOVED " = '
•:�., ------ ----- (S�N©TEr1.-♦
p•' / oo �-- � ---_-- 292 --'-� . , � _
�`'''• ;p d o /e,.ti� _= 293--- �Q�---��� p- -- \ I
raw on rte, OO ����� •��� \ \ o:
/, O ♦�`� ; . ♦� �so�i�� ' °• iT�P OF _29480 _ - - - PIL�wgY_2 J���� \
� � . p. • . - - . ° , 0 EMBANKMENT - 9 � � � - • \: c.9
• 00• s p• , • , r d e ° 0/
9 -
294 d / �\ i A • �, �.
00
19
_\A-
-295
- �9 d / \
- L
EXISTING FRENCH DRAIN
-�
d ° ° d d \ (PROTECT DURING /
CONSTRU&ION) \
DRY DETENTION BASIN \ \ \
d
� \ d ,� v d � � � � � / - � VOLUME 4200 CU.f\f. TO
ELEVATION 293.70 FT. PROVIDE EROSION CONTROL
MATTJNG ON BOTTOM OF DRY
_ �d d \ \ BASIN, ,AFTER CONVERTED FROM \ i 29� - `- \ \ // SKIMMER SEDIMENT BASIN
�Q0do �. !•1 J \
d \ \
N)
d
d Oo \ \ c) I \ \ \
DRY DETENTION BASIN DETAIL
4 SCALE: 1 "=20'
Table 6.10a Temporary Seeding Specifications for Winter and Early
Spring
Seeding mixture Species Rate (Ib/acre)
Rye (grain) 120
Seeding dates
Mountains >2500ft 15 -Feb to 15 -May
<2500 ft 1 -Feb to 1 -May
Piedmont 1 -Jan to 1 -May
Coastal Plain 1 -Dec to 15 -Apr
Soil amendments
Follow recommendations of soil tests or apply 2ton/acre ground
agricultural limestone and 750lb/acrea 10-10-10 fertilizer
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,
netting ora mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and
mulch immediately following erosion or other damage.
Table 6.10b Temporary Seeding Specifications for Summer
Seeding mixture Species Rate (Ib/acre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass
may be substituted at a rate of 501b/acre.
Seeding dates
Mountains 15 -May to 15 -Aug
Piedmont 1 -May to 15 -Aug
Coastal Plain 15 -Apr to 15 -Aug
Soil amendments
Follow recommendations of soil tests or apply 2ton/acre ground
agricultural limestone and 750lb/acrea 10-10-10 fertilizer
Mulch
Apply 4,000 lb/acre straw. Anchorstraw by tacking with asphalt,
netting ora mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and
mulch immediately following erosion or other damage.
Table 6.10cTemporary Seeding Specifications for Fall
Seeding mixture Species Rate (Ib/acre)
Rye (grain) 120
In the Piedmont and Mountains, a small -stemmed Sudangrass
may be substituted at a rate of 50lb/acre.
Seeding dates
Mountains 15 -Aug to 15 -Dec
Coastal Plain and
15 -Aug to 30 -Dec
Piedmont
Soil amendments
Follow recommendations of soil tests orapply 2 ton/acre ground
agricultural limestone and 750lb/acrea 10-10-10 fertilizer
Mulch
Apply 4,000 lb/acre 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
Repair and refertilize damaged areas immediately. Topdress with
50lb/acre of nitrogen in March. If it is necessary to extent
temporary cover beyond June 15, overseed with 50lb/acre Kobe
(Piedmont and Coastal Plain)
late February or early March.
❑ermanent seeding see specifications.
Ilse this table if not otherwise specified.
permanent Seeding Mixture
Seed Mixtures ❑lanting Elates
Blend of ❑❑❑ =31 Call fescue and C❑-
mixture of two or more turf[type tall fescues 2❑❑E2❑❑ Ibs[Acre
❑r
Blend of three or more turf type tall fescues 2❑❑E21111Ibs[acre
Seeding Dates Best ossible
[lug. 211 []Sept. 1 ❑ lug. 2❑ F-I❑ct. 211
Feb 1 []March 31
Che above vegetation are those which do well under local conditions❑Dther seeding rate
combinations are possible. Seeding mix shall be approved by the ❑ngineer before
seeding of the pro ect starts.
3 TEMPORARY SEEDING SPECIFICATIONS
SCALE- NOT TO SCALE
Peak Flow
Velocity
Shear
Storm Event (cfs)
(fps)
Stress
(Ib/sf)
10 -year 1.97
0.71
0.03
100 -year 5.4
1.07
0.06
EXTEND DRY
BAS I N
CONSTRUCTI
1. REMOVE THE EXISTING RIP RAP FROM THE SPILLWAY. FILL TO SPILLWAY ELEVATION, SEED,
STRAW, AND MAT THE SPILLWAY WITH C-700 EROSION CONTROL MATTING.
2. GRADE TO EXTEND THE DRY DETENTION BASIN TO PROVIDE AN ADDITIONAL 600 CU.F.T FOR A
TOTAL OF 4800 CU.FT.
3. PROVIDE EROSION CONTROL MATTING ON GRADED SLOPES. MAT THE BOTTOM OF THE BASIN
AFTER CONVERTING FROM THE SKIMMER SEDIMENT BASIN.
294.80 FT. _ 50' SPI
TOP OF 1
EXISTING 293.70 FT. SPIL \A
WEST BERM --------------
y
EXISTING RIP RAP TO
BE REMOVED
(SEE NOTE 1)
WAY LENGTH _ 296.00 FT.
TOP OF
PROPOSED
BERM EAST
y� y .4 -4-4 i 4 �: W
J
DRY DETENTION BASIN OUTLET DETAIL
DRY DETENTION BASIN MODIFICATION DETAIL (FINAL DESIGN)
SCALE: NOT TO SCALE
Know what's below.
Callbefore you dig.
•
COLLABORATIVE
LANDSCAPE ARCHITECTURE
727 W. Hargett Street, Ste. 101
Raleigh, NC 27603 1919.805.3586
WARD
CONSULTING
C!17�:ENGINEERS, P.C.
>RF= UCEM N0: C-2819
4805 Green Rd, Suite 10
Raleigh, NC 27616
Phone [phone]
Fax [phone]
bward®wce-corp.com
NCBELS Firm No. C-2619
♦,4;oF SA p�fy.9
AL
1334410 -d- 0611
yt� !VGI1\1EE Q♦
� CYNN��,�`�•
REUSE OF DOCUMENT
This document is the property of
Site Collaborative Inc. The ideas
and design incorporated on this
document is an instrument of
professional service and shall not
be used for any other project
without written authorization of
Site Collaborative Inc.
U
N �
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Cf)
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PROJECT NUMBER:
17002
PROJECT PHASE:
PERMIT SET
1. 1:�Igg
SHEET TITLE:
EROSION
CONTROL DETAILS
SHEET NUMBER:
C300

Appendix D
Nutrient Loading Calculations
Wake County Stormwater Hybrid Tool V2.2
Site Data
Drainage Area Data
Site Summary
DA -1 BMP Calculations
BMP Summary

Wake County SW Hyrbid Tool Version 2.2
Wake County Stormwater Hybrid Tool Directions
For additional submittal and design guidance, please see Wake County's SW Manual
The Wake County Stormwater Hybrid Tool is required for all stormwater submittals in Wake County jurisdiction. Engineer will input all data requested that is highlighted in blue.
Engineer may follow provided links to view calculations used in this tool. Calculations for peak flow, runoff, time of concentration, etc. are for individual drainage areas. Engineer
should complete a worksheet for each drainage area within a project area.
TOOL DIRECTIONS Page 1
Complete all inputs on the SITE DATA worksheet. SITE DATA worksheet should be submitted with preliminary plan submittals and modified and submitted for
construction plan submittals.
1
Residential Stormwater Details should be completed for all residential submittal.
Stormwater Narrative should describe the site conditions in pre- and post -development conditions including a description of site improvements and proposed stormwater
BMPs.
Complete DA worksheets. Most of the site data is inputted by the engineer on the DA worksheets. A Links/Comments column provides details regarding individual inputs.
Engineers may also enter comments in this column as needed.
2
DA Worksheets will calculate pre and post runoff, time of concentration, peak flow, and volume of runoff per drainage area. Inputs on these sheets will also be used to
calculate the site composite curve numbers for pre and post development, Target Curve Number (TCN), and nitrogen and phosphorus loading calculations.
Offsite values should be included when there is offsite drainage onto the site to ensure that the peak flow is an accurate value. Otherwise, peak flow represents only the
site peak flow. Offsite drainage is not used in Target Curve Number or nutrient loading calculations.
SITE SUMMARY worksheet summarizes the pre and post runoff, Tc, and peak flow per drainage area based on inputs from DA worksheets. This worksheet denotes the
volume required for management per drainage area based on high density requirements.
TCN and composite curve numbers for pre and post development are also calculated and summarized. If the TCN is exceeded, this worksheet will calculate total volume
to be managed for the entire site based on TCN requirements.
Nitrogen and Phosphorus Loading: Nitrogen and Phosphorus Loading Rates for the site are calculated based on the land use acreages imputed on DA worksheets. This
3
worksheet calculates the total amount of nitrogen and phosphorus for pre and post development. Nitrogen and phosphorus totals will be used on following BMP
worksheets.
Disconnected Impervious - This area will be used to provide an adjusted post development composite curve number (CNadivated) to allow a credit for the use of
disconnected impervious. Site plans should clearly indicate areas of disconnected impervious.
Note: There is only one engineer input on this sheet and all exeedances from DA worksheets will be flagged in red.
DA BMP worksheets require engineer to input proposed BMP information. BMPs are categorized by sub -basins within the drainage area. Engineer should input BMP
device name, type, and volume provided. BMP requirements are automatically imported from previous inputs.
Engineer should input land uses by sub -basin. Off-site drainage to the BMP should be included to ensure that the water quality volume required is calculated correctly.
4
BMPs are required in each DA where post -development peak flow is higher than pre -development peak flow by 10%. Note that there is no 10% for projects within the
Falls and Jordan Lake Watersheds.
DA BMP worksheets will ensure that proposed BMPs meet requirements for peak flow, TCN, and for Nitrogen and Phosphorus.
Engineer must input post -BMP discharge.
BMP SUMMARY worksheet summarizes the pre and post BMP runoff, and peak flow per drainage area based on inputs from DA BMP worksheets.
5
Nitrogen and Phosphorus Loading: calculated based on the inputs on DA BMP worksheets.
Note: There are no engineer inputs on this sheet and all exeedances from DA BMP worksheets will be flagged in red.
TOOL DIRECTIONS Page 1

�eU
7KJ 7F+
Wl
COUNTY
NOUN N ('.AIMI IN,
1�1110=197_rlr_1
Wake County Storm -ter Hybrid Tool Version 2.2
SITE DATA Page 2
Project Information
Project Name:
ROBERTSON MILLPOND PHASE II
Permit No (if known):
Applicant:
WAKE COUNTY DEPARTMENT OF PARKS AND RECREATION
Applicant Contact Name:
ERIC STAEHLE
Applicant Contact Number:
919-856-6369
Contact Email:
ERIC.STAEHLE(a-)WAKEGOV.COM
Last Modified Date:
Site Data:
River Basin:
Neuse
Regulatory Watershed:
N/A
Physiographic/Geologic Region:
Piedmont
Type of Development (Select from Dropdown menu):
Non -Residential
Zoning:
R-40
Total Site Area (Ac):
81.91
Existing Lake/Pond Area (Ac):
65.51
Proposed Disturbed Area (Ac):
Proposed Impervious Surface Area from DA Sheets (acre):
0.71
Percent Built Upon Area (BUA):
1 %
Is the proposed project a site expansion?
Yes
Number of Drainage Areas on Site (Points of Analysis):
Annual Rainfall (in):
45.41
One-year, 24-hour rainfall (in):
3.00
Two-year, 24-hour rainfall (in):
3.60
Proposed Residential Stormwater Details (if applicable):
Site Square Footage:
3,568,000
Total Acreage in Lots:
Lot Square Footage:
Number of Lots:
Average Lot Size (SF):
Proposed Impervious Surface Area from DA sheets (SF):
30,928
Proposed Impervious Surface Area Devoted to Lots (SF):
Total Impervious Surface Area Devoted to Roads (SF):
Other Impervious Surface Area (SF):
SITE DATA Page 2

W akeCou ntyStormwaterDesignTooIV2.2
Project Name: ROBERTSON MILLPOND PHASE II
DRAINAGE AREA 1
WAKE STORMWATER PRE -POST CALCULATIONS
COUNTY
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
0.49
1.45
Site Acreage within Drainage=
0.49
1.45
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
I
I
I
Open/Landscaped
I
I
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
Transportation
Site
Offsite
Site
I Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
I Offsite
Site
Offsite
High Density (interstate, main)
I
I
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
Rural (Grassed Right-of-ways)
I
Sidewalk
I
Misc. Pervious
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Site
j Offsite
Managed pervious (Open Space)
Unmanaged (pasture)
Woods (not on lots)
Residential
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Roadway
I
Grassed Right-of-ways
I
I
Driveway
Parking lot
0.00
0.44
Roof
Sidewalk (Includes Patios)
Lawn
I
Managed pervious (Open Space)
j
0.49
I
0.70
I
Woods (on lots)
0.31
Land Taken up by BMP
JURISDICTIONAL LANDS
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Natural wetland
Riparian buffer (Zone 1 only)
I
Open water
I
Totals (Ac)=
0.00
0.00
0.49
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.45
0.00
0.00
0.00
0.00
0.00
DA1 Page 3

W akeCou ntyStormwaterDesignTooIV2.2
SITE FLOW
PRE -DEVELOPMENT Tc
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
n -value=
T, (hrs)=
0.00
0.00
Shallow Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Channel Flow 1
Length (ft)=
Slope (ft/ft)=
Cross Sectional Flow Area (ftz)=
Wetted Perimeter (ft)=
Channel Lining:
n -value=
Hydraulic Radius (ft)=
0.00
0.00
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Tc (hrs)=
0.08
0.08
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.00
0.44
Lot Impervious Surface Area (Ac) =
0.00
0.00
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft') =
649
5,549
Volume change (ft) =
4,900
Runoff (inches) = Q*=
0.3651
1.0543
Peak Discharge (cfs)= Q=
0.2334
2.4648
Composite Curve Number (DA)=
61
71
Composite Curve Number (Site only)=
61
71
DISCONNECTED IMPERVIOUS - Credit given only to residential development with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CNedi„s,ad=
71
Site Only CN, ius d=
71
Post -development peak flow exceeds pre -development peak flow for this DA!
DA1 Page 4

Wake County SW Hybrid Tool Version 2.2
Project Name: ROBERTSON MILLPOND PHASE II
`�� DRAINAGE AREA 2
WAKE STORMWATER PRE -POST CALCULATIONS
COUNTY
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
1.33
0.52
Site Acreage within Drainage=
1.33
0.52
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Parking lot
I
I
I
Roof
I
Open/Landscaped
Industrial
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
I
I
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
site
fsiteTransportation
Site
j Offsite
Site
j Offsite
High Density (interstate, main)
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)AN
Rural
I
I
I
Rural (Grassed Right-of-ways)
I
I
I
I
Sidewalk
Misc. Pervious
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
Unmanaged (pasture)
Woods (not on lots)
I
I
Residential
Site
I Offsite
Site
I Offsite
Site
Offsite
Site
I Offsite
Site
I Offsite
Site I Offsite
Site
I Offsite
Site
I Offsite
Roadway
Grassed Right-of-ways
Driveway
Parking lot
0.10
Roof
0.02
I
I
I
Sidewalk (Includes Patios)
I
I
I
Lawn
I
I
I
Managed pervious (Open Space)
1.31
0.42
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Natural wetland
I
Riparian buffer (Zone 1 only)
I
Open water
Totals (Ac)=
0.00
0.00
1.33
0.00
0.00
0.00
0.00
0.000.00
0.00
1
0.52 0.00
0.00
0.00J
0.00
0.00 j
DA2 Page 5

Wake County SW Hybrid Tool version 2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
n -value=
T, (hrs)=
0.00
0.00
Shallow Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Channel Flow 1
Length (ft)=
Slope (ft/ft)=
Cross Sectional Flow Area (ft)=
Wetted Perimeter (ft)=
Channel Lining:
n -value=
Hydraulic Radius (ft)=
0.00
0.00
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Tc (hrs)=
0.08
0.08
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.02
0.10
Lot Impervious Surface Area (Ac) =
0.02
0.00
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft) =
1,937
1,562
Volume change (ft) _
-376
Runoff (inches) = Q*=
0.4013
0.8273
Peak Discharge (cfs)= Q=
0.7484
0.6846
Composite Curve Number (DA)=
62
68
Composite Curve Number (Site only)=
62
68
DISCONNECTED IMPERVIOUS - Credit given only to residential development with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CNadiue,ed=
68
Site Only CN,dluered=
68
DA2 Page 6

Project Name:
WAKE
COUNTY
ROBERTSON MILLPOND PHASE II
DRAINAGE AREA 3
STORMWATER PRE -POST CALCULATIONS
W akeCountyStormwaterDesignTooIV2.2.xlsz
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
0.45
0.86
Site Acreage within Drainage=
0.45
0.86
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site Offsite
Site I Offsite
Site I Offsite
Site I Offsite
Site I Offsite
Site I Offsite
Site I Offsite
Site I Offsite
Parking lot
I
Roof
Open/Landscaped
Industrial
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Parking lot
Roof
I
Open/Landscaped
I
Transportation
Site j Offsite
Site j Offsite
Site j Offsite
Site j Offsite
Site j Offsite
Site j Offsite
Site Offsite
Site j Offsite
High Density (interstate, main)
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
I
Rural (Grassed Right-of-ways)
I
Sidewalk
Misc. Pervious
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Managed peMous (Open Space)
Unmanaged (pasture)
Woods (not on lots)
I
Residential
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Roadway
I
I
I
I
I
I
I
I
Grassed Right-of-ways
Driveway
Parking lot
0.13
Roof
Sidewalk (Includes Patios)
0.01
Lawn
I
I
I
I
Managed pervious (Open Space)
j
0.44
0.33
Woods (on lots)
0.40
Land Taken up by BMP
JURISDICTIONAL LANDS
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Site Offsite
Natural wetland
Riparian buffer (Zone 1 only)
I
Open water
I
Totals (Ac)=i
0.00 1 0.00 1
0.45 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.86 0.00
0.00 0.00
0.00 0.00 I
DA3 Page 7

W akeCountyStormwaterDesignTooIV2.2.xlsz
SITE FLOW
PRE -DEVELOPMENT T,
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
n -value=
T, (hrs)=
0.00
0.00
Shallow Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Channel Flow 1
Length (ft)=
Slope (tuft)=
Cross Sectional Flow Area (ft)=
Wetted Perimeter (ft)=
Channel Lining:
n -value=
Hydraulic Radius (ft)=
0.00
0.00
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
To (hm)=
RESULTS myPRE-DEVELOPMENT
0.00
0.08
0.00
0.08
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.01
0.13
Lot Impervious Surface Area (Ac) =
0.01
0.00
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft) =
684
2,010
Volume change (ft) =
1,327
Runoff (inches) = Q'=
0.4185
0.6440
Peak Discharge (cfs)= Q=
0.2641
0.8090
Composite Curve Number (DA)=
62
64
Composite Curve Number (Site only)=
62
64
DISCONNECTED IMPERVIOUS - Credit given only to residential development
with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area C1,110 -
64
Site Only CN,dj � =
64
Post -development peak flow exceeds pre -development peak flow for this DA!
DA3 Page 8

WAKE
COUNTY
Project Name: I ROBERTSON MILLPOND PHASE II
DRAINAGE AREA 4
STORMWATER PRE -POST CALCULATIONS
W akeCountyStormwaterDesignTooIV2.2.)dsx
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
0.99
0.42
Site Acreage within Drainage=
0.99
0.42
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Parking lot
I
I
I
Roof
I
Open/Landscaped
Industrial
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
I
I
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
site
fsiteTransportation
Site
j Offsite
Site
j Offsite
High Density (interstate, main)
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)AN
Rural
I
I
I
Rural (Grassed Right-of-ways)
I
I
I
I
Sidewalk
Misc. Pervious
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
Unmanaged (pasture)
Woods (not on lots)
I
I
Residential
Site
I Offsite
Site I Offsite
Site
Offsite
Site
I Offsite
Site
I Offsite
Site I Offsite
Site
I Offsite
Site
I Offsite
Roadway
Grassed Right-of-ways
Driveway
Parking lot
0.04
Roof
I
I
I
Sidewalk (Includes Patios)
I
I
I
Lawn
I
I
I
Managed pervious (Open Space)
0.49
Woods (on lots)
0.50
0.38
Land Taken up by BMP
JURISDICTIONAL LANDS
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Natural wetland
I
Riparian buffer (Zone 1 only)
I
Open water
Totals (Ac)=
0.00
0.00
0.99 0.00
0.00
0.00
0.00
0.000.00
0.00
1
0.42 0.00
0.00
0.00J
0.00
0.00 j
DA4 Page 9

W akeCountyStormwaterDesignTooIV2.2.)dsx
SITE FLOW
PRE -DEVELOPMENT Tc
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
n -value=
T, (hrs)=
0.00
0.00
Shallow Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Channel Flow 1
Length (ft)=
Slope (ft/ft)=
Cross Sectional Flow Area (ft)=
Wetted Perimeter (ft)=
Channel Lining:
n -value=
Hydraulic Radius (ft)=
0.00
0.00
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Tc (hrs)=
0.08
0.08
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.00
0.04
Lot Impervious Surface Area (Ac) =
0.00
0.00
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft') =
981
671
Volume change (ft) =
-310
Runoff (inches) = Q*=
0.2730
0.4399
Peak Discharge (cfs)= Q=
0.2802
0.2242
Composite Curve Number (DA)=
58
59
Composite Curve Number (Site only)=
58
59
DISCONNECTED IMPERVIOUS - Credit given only to residential development with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CNedi„g,ad=
59
Site Only CN, ius d=
59
DA4 Page 10

WAKE
COUNTY
Project Name: I ROBERTSON MILLPOND PHASE II
DRAINAGE AREA 5
STORMWATER PRE -POST CALCULATIONS
Wake County SW Hybrid Tool Version 2.2
LAND USE & SITE DATA
PRE -DEVELOPMENT
POST -DEVELOPMENT
Drainage Area (Acres)=
78.66
78.66
Site Acreage within Drainage=
78.66
78.66
One-year, 24-hour rainfall (in)=
3.00
Land Use (acres) by Soil Group:
A Soils
B Soils
C Soils
D Soils
A Soils
B Soils
C Soils
D Soils
Commercial
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Parking lot
I
I
I
Roof
I
Open/Landscaped
Industrial
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Parking lot
Roof
Open/Landscaped
I
I
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
site
fsiteTransportation
Site
j Offsite
Site
j Offsite
High Density (interstate, main)
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
I
I
I
Rural (Grassed Right-of-ways)
I
I
I
I
Sidewalk
Misc. Pervious
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Managed pervious (Open Space)
Unmanaged (pasture)
1.00
2.00
1.00
2.00
Woods (not on lots)
3.00
1.20
I
1.68
2.90
I
3.00
1.20
1.68
I
2.90
Residential
Site I Offsite
Site
I Offsite
Site
Offsite
Site
I Offsite
Site
I Offsite
Site I Offsite
Site
I Offsite
Site
I Offsite
Roadway
Grassed Right-of-ways
Driveway
Parking lot
Roof
I
I
I
Sidewalk (Includes Patios)
I
I
I
Lawn
I
I
I
Managed pervious (Open Space)
Woods (on lots)
Land Taken up by BMP
JURISDICTIONAL LANDS
Site Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site
Offsite
Site Offsite
Site
Offsite
Site
Offsite
Natural wetland
I
Riparian buffer (Zone 1 only)
I
Open water
66.88
66.88
Totals (Ac)=
70.88 0.00
3.20
0.00
1.68
0.00
2.90
0.00
70.88
0.00
3.20 0.00
1.68
0.00
2.90
0.00 j
DA5 Page11

Wake County SW Hybrid Tool version 2.2
SITE FLOW
PRE -DEVELOPMENT T.
POST -DEVELOPMENT Tc
Sheet Flow
Length (ft)=
16
Slope (ft/ft)=
Surface Cover:
n -value=
T, (hrs)=
0.00
0.00
Shallow Flow
Length (ft)=
Slope (ft/ft)=
Surface Cover:
Average Velocity (ft/sec)=
0.00
0.00
T, (hrs)=
0.00
0.00
Channel Flow 1
Length (ft)=
3700.00
3700.00
Slope (ft/ft)=
0.00
0.00
Cross Sectional Flow Area (ft)=
3900.00
3900.00
Wetted Perimeter (ft)=
662.00
662.00
Channel Lining:
Weeds
Weeds
n -value=
0.04
0.040
Hydraulic Radius (ft)=
5.89
5.89
Average Velocity (ft/sec)=
7.68
7.68
T, (hrs)=
0.13
0.13
Tc (hrs)=
0.13
0.13
RESULTS
PRE -DEVELOPMENT
POST -DEVELOPMENT
Site Impervious Surface Area (Ac) =
0.00
0.00
Lot Impervious Surface Area (Ac) =
0.00
0.00
1 -year, 24-hour storm (Peak Flow)
Volume of runoff (ft') =
1,126,651
1,126,651
Volume change (ft) =
0
Runoff (inches) = Q*=
3.9457
3.9457
Peak Discharge (cfs)= Q=
185.8941
185.8941
Composite Curve Number (DA)=
8
8
Composite Curve Number (Site only)=
8
8
DISCONNECTED IMPERVIOUS - Credit given only to residential development with drainage area with less than 30% impervious
Percent Disconnected Impervious Credit (Residential Only) _
Disconnected impervious area (Ac) =
0.00
Drainage Area CNadiug,ad=
8
Site Only CNadius,ad=
8
DA5 Page 12

WAKE
COUNTY
NORTH CAROLINA
DA SITE SUMMARY
STORMWATER PRE -POST CALCULATIONS
Wake County SW Hybrid Tool Version 2.2
Project Name: IBERTSON MILLPOND PHA
SITE SUMMARY
DRAINAGE AREA SUMMARIES
DRAINAGE AREA:
DA1
DA2
DA3
DA4
DA5
DA6
Pre -Development (1 -year, 24-hour storm)
Runoff (in)=Q* =
0.365
0.401
0.419
0.273
3.946
Peak Flow (cfs)=QPost =
0.233
0.748
0.264
0.280
185.894
Post -Development (1 -year, 24-hour storm)
Proposed Impervious Surface (acre) =
0.44
0.10
0.13
0.04
Runoff (in)=Q* =
1.054
0.827
0.644
0.440
3.946
Peak Flow (cfs)=Qpost =
2.465
0.685
0.809
0.224
185.894
TARGET CURVE NUMBER (TCN) - Residential Only
SITE \SOIL COMPOSITION
HYDROLOGIC SOIL GROUP
Site Area
%
Target CN
A
70.88
87%
N/A
B
6.45
8%
N/A
C
1.68
2%
N/A
D
2.90
4%
N/A
Total Site Area (acres) =
81.91
Zoning =
R-40
Target Curve Number (TCN) =
N/A
% Impervious =
1%
Post Development CNadjusted =
11
Required Volume to be Managed (TCN)= ft =
N/A
SITE NITROGEN AND PHOSPHORUS LOADING
Nitrogen and Phosphorus Targets (Based on Regulatory Watershed)
Target Nitrogen Load (Ib/ac/yr)=
3.6
Target Phosphorus Load (Falls and Jordan Lakes Only) (Ib/ac/yr)=
N/A
• N Loading Reduction Option for Expansions (Falls and Jordan Lakes Only) =
N/A
• Loading Reduction Nitrogen Target (Falls and Jordan Lakes Onlv) (Ib/ac/yr)=
• P Loading Reduction Option for Expansions (Falls and Jordan Lakes Only) =
N/A
% Loading Reduction Phosphorus Target (Falls and Jordan Lakes Only) (Ib/ac/yr)=
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
1.15
Total Phosphorus (Ib/ac/yr)=
N/A
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
1.68
Total Phosphorus (Ib/ac/yr)=
N/A
SITE SUMMARY Page 13

WAKE
COUNTY
Project Name: I ROBERTSON MILLPOND PHASE II
DRAINAGE AREA 1
BMP CALCULATIONS
Wake County SW Hybrid Tool Version 2.2
DRAINAGE AREA 1 - BMP DEVICES AND ADJUSTMENTS
DA1 Site Acreage=
1.45
DA1 Off -Site Acreage=
0.00
Total Required Storage Volume for Site
TCN Requirement (ft)=
Will site use underground water harvesting?
Enter % volume reduction in
decimal form=
Note: Supporting information/details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
Land Use (acres)
Sub-DA1(a)
(Ac)
Sub-DAII(b)
(Ac)
Sub-DA1(c)
(Ac)
Sub-DA1(d)
(Ac)
Sub-DA1(e)
(Ac)
Commercial
Site I Off-site
Site
I Off-site
Site
I Off-site
Site I Off-site
Site Off-site
Parking lot
I
I
I
I
Roof
Open/Landscaped
Industrial
Site Off-site
Site
Off-site
Site
Off-site
Site Off-site
Site Off-site
Parking lot
Roof
Open/Landscaped
I
I
I
I
Transportation
Site Off-site
Site
Off-site
Site
Off-site
Site Off-site
Site j Off-site
High Density (interstate, main)
I
I
I
I
High Density (Grassed Right-of-ways)
Low Density (secondary, feeder)
Low Density (Grassed Right-of-ways)
Rural
I
I
I
I
Rural (Grassed Right-of-ways)
I
I
I
I
Sidewalk
Misc. Pervious
Site Off-site
Site
Off-site
Site
Off-site
Site Off-site
Site Off-site
Managed pervious
Unmanaged (pasture)
Woods (not on lots)
Residential
Site Off-site
Site
Off-site
Site
j Off-site
Site j Off-site
Site j Off-site
Roadway
I
I
I
I
Grassed Right-of-ways
I
I
I
Driveway
Parking lot
0.44
Roof
Sidewalk
I
I
I
I
Lawn
I
I
I
I
Managed pervious
0.70 '
Woods (on lots)
0.31
Land Taken up by BMP
JURISDICTIONAL LANDS
Site Off-site
Site
Offsite
Site
Offsite
Site Offsite
Site Offsite
Natural wetland
I
I
I
I
Riparian buffer (Zone 1 only)
Totals (Ac)=
1.45 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00 0.00
Sub-DAII(a) BMP(s)
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Dry Detention Basin
Dry Detention Pond
1,701
1.56
5.19
0.40
1.33
1.24
4.10
0.22
0.73
4,200
Outflow Total Nitrogen (Ib/ac/yr)=
4.10
Outflow Total Phosphorus (lb/ac/yr)-
0.73
DA1_BMPs Page 14

Wake County SW Hybrid Tool Version 2.2
Sub-DA1(b) BMP(s)
If Sub-DA1(b) is connected to upstream sub-basin(s), select all contributing sub-basin(s from
dro down menus):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA1 (c) BMP(s)
If Sub-DA1(c) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
c.f.
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(Ib/ac/yr)
Provided
Volume
Managed
c.f.
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Sub-DA1 (d) BMP(s)
If Sub-DA1(d) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
c.f.IblaG
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(Ib/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
(lb/ac/yr) N
Outflow
P EMC
(mg/L)
Total
Outflow
( P y)
r
Provided
Volume
Managed
c.f.
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
Si (e) BMP(s)
If Sub-DA1(e) is connected to upstream sub-basin(s), select all contributing sub-basin(s):
Device Name (As Shown on Plan)
Device Type
Water
Quality
Volume
(c.f.)
Inflow N
EMC
(mg/L)
Total
Inflow N
(Ib/ac/yr)
Inflow P
EMC
(mg/L)
Total
Inflow P
(lb/ac/yr)
Outflow
N EMC
(mg/L)
Total
Outflow
N
(Ib/ac/yr)
Outflow
P EMC
(mg/L)
Total
Outflow
P
(lb/ac/yr)
Provided
Volume
Managed
(c.f.)
Outflow Total Nitrogen (Ib/ac/yr)=
Outflow Total Phosphorus (Ib/ac/yr)=
DA1 BMP SUMMARY
Total Volume Treated (c.f.)=
4200
DA1 Outflow Total Nitrogen (Ib/aGyr)=
4.10
DA1 Outflow Total Phosphorus (Ib/ac/yr)=
0.73
1 -year, 24-hour storm
Pre Development Peak Discharge (cfs)= Ql_yea
0.23
Post BMP Peak Discharge (CfS)= Ql_yea
0.00
DA1_BMPs Page 15

Wake County SW Hybrid Tool Version 2.2
Project Name: PBERTSON MILLPOND PHAS
WAKE DA SITE SUMMARY
COUNTY BMP CALCULATIONS
NORTH CAROLINA
BMP SUMMARY
DRAINAGE AREA SUMMARIES
DRAINAGE AREA:
DA1
I DA2
I DA3
DA4
DA5
DA6
Post -Development (1 -year, 24-hour storm)
Peak Flow (Cfs)=Q1_year=
2.47
1 0.69
1 0.81
0.22
185.89
Post -Development with BMPs (1 -year, 24-hour storm)
% Impervious=
1%
Volume Managed (CF)=
4,200
Post BMP Peak Discharge (Cfs)= Qt -year=
0.75
1 0.26
1 0.28
185.89
Have Target Curve Number Requirements been met?
N/A
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
1.15
Total Phosphorus (Ib/ac/yr)=
N/A
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (Ib/ac/yr)=
1.68
Total Phosphorus (Ib/ac/yr)=
N/A
Post -BMP Nitrogen Loading
Outflow Total Nitrogen (Ib/ac/yr)=
1.58
Outflow Total Phosphorus (Ib/ac/yr)=
0.40
Has site met the Target?
YES
Has site met requirements for offsetting?
YES
BMP SUMMARY Page 16

Appendix E
Soils Report
USAGE No Authorization Required Letter

May 30, 2014
Wake County Facilities Design and Construction
P.O. Box 550
Raleigh, North Carolina 27602
Attn: Mr. Eric O. Staehle, RLA
Email: [e-mail]
Re: Report of Geotechnical Services
New Parking Lot and Access Drives
Robertson's Mill Pond Park
Robertson Pond Road
Wendell, Wake County, North Carolina
Terracon Project No. 70145073
Dear Mr. Staehle:
Irerracon
Terracon Consultants, Inc. (Terracon) has completed the report of geotechnical services for the
above referenced project. The purpose of this study was to evaluate the existing subgrade
conditions and provide geotechnical engineering recommendations for earthwork and thickness
design of the gravel surfaced parking lot and access drives. Additionally, a Seasonal High Water
Table (SHWT) determination was performed by a licensed soil scientist to assist with
stormwater design. These services were performed in accordance with our Proposal No.
P70130547 -R dated May 14, 2014.
1.0 PROJECT INFORMATION
Our understanding of the project is based on correspondence with you and the provided site
plan.
ITEM
DESCRIPTION
The planned improvements include constructing stone base course
Project Components
drive lanes and 21 associated parking spaces, a stormwater
management feature, and additional landscaping.
Up to four feet of cut are planned for the northeast portion of the
Grading
proposed parking area. We expect balanced earthwork quantities
for the project.
Traffic loads will primarily consist of passenger vehicles. Some
Traffic loading
maintenance vehicles and grading equipment will use the new
road.
Terracon Consultants, Inc. 2401 Brentwood Road, Ste 107 Raleigh, North Carolina 27604

Report of Geotechnical Services Irerracon
Proposed Robertson's Mill Pond Park Wake County, North Carolina
May 14, 2014 Terracon Project No. P70145073
Should any of the above information or assumptions be inconsistent with the planned
construction, we request the opportunity to revise our report. The following table outlines the
existing conditions and is based on our site visit and our discussions with project designers.
ITEM
DESCRIPTION
The new park is planned for an existing open area located near the
intersection of Robertson Pond Road and Old Mill Farm Drive near
Location
Wendell, North Carolina. For further details regarding project
location, refer to the attached Site Location Plan.
The site is adjacent to the Robertson's pond dam and the
remaining portion of the historic former mill. The site is gated and
Existing improvements
contains an existing shelter and an overhead light. There is also a
single -story residence and a water supply well.
The majority of groundcover within construction areas is grassed.
Current groundcover
Two rock outcrops exist at the surface near the entrance.
The site slopes down gently to the south and west towards the
Existing topography.
Robertson Pond Road and the existing pond.
2.0 FIELD EXPLORATION
Soil samples were obtained through depths of up to 10 feet below the existing surface at the six
requested locations. The exploration locations were established in the field by measuring from
existing site features and estimating right angles. Hand-held GPS technology was used record
geographic coordinates of the boring locations. Ground surface elevations were estimated using
the obtained geographic coordinates, mapping software, and topographic contours from available
Wake County GIS data.
A Geoprobe Model 6620DT was used to obtain soil samples from the subsurface profile. Soil
samples were obtained by alternating between advancing a split -barrel sampler and a direct push
sampler.
In the split -barrel sampling procedure, the number of blows required to advance a standard 2 -inch
O.D. split -barrel sampler the last 12 inches of the typical total 18 -inch penetration by means of a
140 -pound safety hammer with a free fall of 30 inches, is the standard penetration resistance
value (SPT -N). This value is used to estimate the in-situ relative density of cohesionless soils and
consistency of cohesive soils. Soil samples were taken at approximately 2.5 -foot intervals.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
Responsive ■ Resourceful ■ Reliable 2

Report of Geotechnical Services Irerracon
Proposed Robertson's Mill Pond Park Wake County, North Carolina
May 14, 2014 Terracon Project No. P70145073
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would be
obtained using the cathead and rope method. The effect of the automatic hammer's efficiency
has been considered in the interpretation and analysis of the subsurface information within this
report.
The samples collected in the field were tagged for identification, sealed to reduce moisture loss,
and taken to our laboratory for further examination, testing, and classification. A field log of each
boring was prepared by the drill crew. These logs included visual classifications of the materials
encountered during drilling as well as the driller's interpretation of the subsurface conditions
between samples. Final boring logs included with this report represent the engineer's interpretation
of the field logs and include modifications based on laboratory observation of the samples.
Information provided on the final boring logs attached to this report includes soil descriptions,
consistency evaluations, boring depths, sampling intervals, and groundwater conditions in
accordance with the enclosed General Notes. Also shown are estimated Unified Soil
Classification System (USCS) symbols. A brief description of the USCS is attached to this
report. All classification was performed using visual manual procedures.
Additionally, we retained licensed soil scientist Fred Smith to perform a seasonal high water
table (SHWT) evaluation for the purpose of assisting with design of the stormwater BMP at the
site. Mr. Smith performed two hand auger borings at the requested locations. The hand auger is
an open cylinder with curved cutting blades. As the auger is twisted, soil cuttings from the
blades are collected within the cylinder where they can be retrieved for visual examination when
the auger is pulled from the ground. The cuttings from the hand auger borings were observed
for characteristics including soil type, texture, structure and color to determine the presence and
depth to a seasonal high water table. Soil descriptions in Mr. Smith's report are in accordance
with the United States Department of Agriculture (USDA) classification system.
3.0 RESULTS
Geologically, the project site is located in the Piedmont Physiographic Province, an area underlain
by ancient igneous and metamorphic rocks. The residual soils in this area are the product of in-
place chemical weathering of rock. The typical residual soil profile consists of clayey soils near the
surface where soil weathering is more advanced, underlain by sandy silts / silty sands that
generally become harder / denser with depth to the top of parent bedrock. In residual materials the
transition from soil to rock occurs gradually over a vertical distance ranging from a few feet to
tens of feet. This transitional zone is termed "partially weathered rock" which is defined for
engineering purposes as residual material that can be drilled with soil drilling methods and
exhibits standard penetration test values in excess of 100 blows per foot. Standard penetration
test N -values of 50 or more blows with no penetration are indicative of crystalline bedrock.
Responsive ■ Resourceful ■ Reliable 3

Report of Geotechnical Services Irerracon
Proposed Robertson's Mill Pond Park Wake County, North Carolina
May 14, 2014 Terracon Project No. P70145073
According to the 1985 Geologic Map of North Carolina, the bedrock under the site is foliated to
massive granitic rock of the Permian period. The bedrock outcrop observed near the site entrance
consisted of light red and gray granitic rock.
At the subsurface sampling locations, two to five inches of grass and topsoil were encountered.
The subsurface materials generally consisted of slightly clayey, low to moderately plastic, residual
silty sand. These materials were generally loose to medium dense. Partially weathered rock and
apparent bedrock were encountered at depths of approximately 3 feet below the surface in Boring
Nos. B-1 and B-4, respectively. These locations are on the west and southwest portion of the site
near the pond and the depth to the top of rock corresponds to an approximate elevation of 289
feet. As previously noted, rock outcrops were also encountered at the surface in the vicinity of
Boring No. B-4.
The open boreholes were observed for the presence and level of groundwater following the
completion of sampling. Groundwater was encountered at a depth of 4 feet below the surface in
Boring No. B-1 which was performed near to the existing pond. The water encountered at this
location is likely perched or trapped over the underlying rock. Groundwater was not encountered
in the other borings performed at the site. Licensed soil scientist Fred Smith did not find evidence
of a seasonal high water table (SHWT) through maximum exploration hand auger exploration
depths of 72 inches in the proposed BMP area. Mr. Smith's complete findings are detailed in the
attached report.
4.0 GEOTECHNICAL RECOMMENDATIONS
The near surface soils are moisture sensitive and subject to degradation when exposed to
moisture. To the extent practical, construction should be performed during periods of dry weather
to avoid degrading and otherwise acceptable subgrade. Some remedial measures for the
subgrade may become necessary if earthwork is performed during periods of wet weather.
4.1 Earthwork
Earthwork should begin by stripping the existing topsoil and rootmat. We expect stripping depths
of 2 to 5 inches, however, actual stripping depth may vary and should be evaluated at the time of
construction.
Prior to placing fill or upon reaching the subgrade elevation in cut areas, a representative of the
geotechnical engineer should evaluate the subgrade and observe proofrolling operations.
Proofrolling should be performed with a moderately loaded, tandem -axle dump truck or similar
rubber -tired construction equipment. The proofrolling operations should be performed after a
suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. Areas
exhibiting excessive deflection or rutting, or areas where otherwise unsuitable material is
encountered should be remediated as directed by the geotechnical engineer. We do not expect
Responsive ■ Resourceful ■ Reliable 4

Report of Geotechnical Services Irerracon
Proposed Robertson's Mill Pond Park Wake County, North Carolina
May 14, 2014 Terracon Project No. P70145073
significant remediation for unsuitable areas if earthwork is performed during periods of favorable
weather.
Engineered fill should meet the following material property requirements:
Fill Type' USCS Classification
Acceptable Location for Placement
Imported Low- to
9 -inches or less in loose thickness (4" to 6" lifts when hand -
Moderate-Plasticity2
2
CL, ML, SC or SM
All locations and elevations
Soil with at least 20%
dry density (ASTM D698)
fines
Moisture Content
as determined by the standard Proctor test at the time of
Sand / Gravel with
placement and compaction
less than 20% fines 2
GW/GP, SW/SP 2
NCDOT CABC within gravel -surfaced drive lanes
and parking sections
(silt and clay)
On-site Soil
SM
All locations and elevations
1. Controlled, compacted fill should consist of approved materials that are free of organic matter and
debris. A sample of each material type should be submitted to the geotechnical engineer for
evaluation.
2. Soil with less than 20% fines (silt and clay) should not be used as general fill to raise site grades to
prevent perched water conditions where water infiltrating the surface zone becomes trapped over
the underlying less -permeable soil zone.
Compaction Requirements
Item
Description
Fill Lift Thickness
9 -inches or less in loose thickness (4" to 6" lifts when hand -
operated equipment is used)
Compaction Requirements
Minimum of 95% of the materials standard Proctor maximum
dry density (ASTM D698)
Within the range of -3% to +3% of optimum moisture content
Moisture Content
as determined by the standard Proctor test at the time of
placement and compaction
1. Engineered fill should be tested for moisture content and compaction during placement. If in-place
density tests indicate the specified moisture or compaction limits have not been met, the area
represented by the tests should be reworked and retested as required until the specified moisture
and compaction requirements are achieved.
Responsive ■ Resourceful ■ Reliable 5

Report of Geotechnical Services Irerracon
Proposed Robertson's Mill Pond Park Wake County, North Carolina
May 14, 2014 Terracon Project No. P70145073
Excavations
Near surface partially weathered rock (PWR) and rock outcrops were encountered near the
western and southwestern portions of the site. We understand that the grading plan will be
developed to avoid cuts in these areas. Therefore, we do not expect difficult excavation
conditions to be encountered. If requiring removal, rock or PWR will likely require the use of
pneumatic hammering or other means to excavate.
Vehicle Surfaces
An approved subgrade is expected to be suitable for support of the proposed crushed stone base
surfacing. Stone base course thickness design for vehicle traffic is dependent upon:
■ the anticipated traffic conditions;
■ subgrade and material characteristics;
■ climatic conditions of the region.
We anticipate relatively light traffic loading (less than 30,000 18 -kip ESALs) for the new drive
lanes and parking spaces. We recommend that the surface consist of layer of compacted crushed
aggregate base course (NCDOT CABC) at least 5 inches thick. Base course materials should
conform to the North Carolina Department of Transportation (NCDOT) "Standard Specifications for
Roads and Structures."
The performance of all pavements and unpaved roads can be enhanced by minimizing excess
moisture which can reach the subgrade soils. We recommend constructing the base course
surface with a minimum 1/4 inch per foot (2%) slope to promote proper surface drainage and
site grading at a minimum 2 percent grade away from the pavements. Maintaining the proper
slope over the life of the drive lanes with motor grades or by other means will ensure the best
long term performance.
Responsive ■ Resourceful ■ Reliable 6

Report of Geotechnical Services Irerracon
Proposed Robertson's Mill Pond Park ) Wake County, North Carolina
May 14, 2014 i Terracon Project No. P70145073
CLOSURE
We trust that the information in this letter and attachments is sufficient for your present
purposes. We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report, or if we may be of further service, please feel free +001 tt Q us.
ELS�Sff►p�YO��tiq
Sincerely,
Terracon Consultants Inc = SEAL
03+4749 :...:
Thomas R. Bartlett, EI R. L. "Levi" Denton, II, f9F/VptNFr�s••;�0�.�
Staff Geotechnical Engineer Principal 1 Geotechnical �Nfa •• et- DV��`��
Registered, NC 034749 1111111
Attachments:
Site Location Plan
Boring Location Plan
Boring Logs (B-1 through B-6)
General Notes
Unified Soil Classification System (USCS)
Report of a Soil Evaluation for Stormwater Treatment (Fred D. Smith Soil Consulting)
Responsive Resourceful j Reliable 7

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Project Mngr. project No. BORING LOCATION PLAN EXHIBIT
TRB 70145002 irerracon
Drawn By: Approx.GEOTECHNICAL ENGINEERING REPORT
AsS
TRB As shown PROPOSED NEW PARKING LOT & ACCESS DRIVES
Checked By: File Name: Consulting Engineers &Scientists
TRB 70145002.A-2 ROBERTSON'S MILL POND PARK
Approved By: Date: 2401BmnMwdRoad, Suite 107 Raleigh, NoOhCarolina27604 VVENDELL, NORTH CAROLINA A-2
RLD MAY 2014 PH. (919) 8732211 FAX. [phone]

a
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v
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M
w
0
a
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J
a
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W
BORING LOG NO. B-1
Page 1 of 1
PROJECT: Robertson's Mill Park
CLIENT: Wake County Facilities Design & Construction
Raleigh, North Carolina
SITE: Robertson's Pond Road
Wendell, North Carolina
Q
O
LOCATIONz
w
V
WO
¢
}
wJ
-
a
_
a
Wit
WF
d
>
o Lu
0
Approximate Surface Elev: 292 (Ft.) +/-
o
m
¢
w
Lu
W
O
DEPTH ELEVATION Ft.
TOPSOIL +
SILTY SAND (SM), fine to medium grained, brown, loose, trace roots
5-4-3
N=7
3.0 289+/-
PARTIALLY WEATHERED ROCK (MR), brown, granite
50/5"
5 -
5.5 286.5+/-
Direct Push Refusal at 5.5 Feet
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Advanced direct push probe.
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Backfilled upon completion
abbreviations.
Elevation estimated from Wake Co. GIS
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 5/27/2014
Boring Completed: 5/27/2014
�,Z_ Free water encountered @ 4 feet after sampling
Drill Rig: GEOPROBE 6620DT
Driller: WTD
2401 Brentwood Road, Suite 107
Raleigh, North Carolina
Project No.: 70145073

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w
0
w
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BORING LOG NO. B-2
Page 1 of 1
PROJECT: Robertson's Mill Park
CLIENT: Wake County Facilities Design & Construction
Raleigh, North Carolina
SITE: Robertson's Pond Road
Wendell, North Carolina
c9
O
LOCATIONz
w
V
WO
Q
}
wJ
-
a
=
a
Wit
WF
d
>
o Lu
0
Approximate Surface Elev: 297 (Ft.) +/-
o
m
¢
w
Lu
w
O
DEPTH ELEVATION Ft.
TOPSOI L +
SILTY SAND (SM), fine to medium grained, tan, loose to medium dense, micaceous
3-3-3
N=6
3-3-4
N=7
5
3-4-5
N=9
9-10-11
10.0
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Advanced direct push probe.
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Backfilled upon completion
abbreviations.
Elevation estimated from Wake Co. GIS
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 5/27/2014
Boring Completed: 5/27/2014
No free water observed
Drill Rig: GEOPROBE 6620DT
Driller: WTD
2401 Brentwood Road, Suite 107
Raleigh, North Carolina
Project No.: 70145073

BORING LOG NO. B-3
Page 1 of 1
PROJECT: Robertson's Mill Park
CLIENT: Wake County Facilities Design & Construction
Raleigh, North Carolina
SITE: Robertson's Pond Road
Wendell, North Carolina
c9
O
LOCATIONz
w
V
WO
Q
}
wJ
-
a
=
as
o in
w it d
WF
>
0
Approximate Surface Elev: 299 (Ft.) +/-
o
m
¢
w
Lu
w
O
DEPTH ELEVATION Ft.
TOPSOIL +
SILTY SAND (SM), fine to medium grained, brown to tan, loose to medium dense,
2-2-2
micaceous
N=4
3-4-6
N=10
5
4-3-3
N=6
4-3-6
1
110.0
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Advanced direct push probe.
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Backfilled upon completion
abbreviations.
Elevation estimated from Wake Co. GIS
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 5/27/2014
Boring Completed: 5/27/2014
No free water observed
Drill Rig: GEOPROBE 6620DT
Driller: WTD
2401 Brentwood Road, Suite 107
Raleigh, North Carolina
Project No.: 70145073

a
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M
M
w
0
a
W
J
a
W
W
BORING LOG NO. B-4
Page 1 of 1
PROJECT: Robertson's Mill Park
CLIENT: Wake County Facilities Design & Construction
Raleigh, North Carolina
SITE: Robertson's Pond Road
Wendell, North Carolina
Q
O
LOCATIONz
w
WO
}
wJ
-
a
1:¢
a
Wit
WF
d
>
o Lu
0
Approximate Surface Elev: 292 (Ft.) +/-
o
m
¢
w
Lu
W
O
DEPTH ELEVATION Ft.
TOPSOIL +
SILTY SAND (SM), fine to medium grained, tan, loose, micaceous
3-3-2
N=5
3.2 289+/ -
SPT Refusal on Apparent Bedrock at 3.2 Feet
50/0"
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Advanced direct push probe.
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Backfilled upon completion
abbreviations.
Elevation estimated from Wake Co. GIS
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 5/27/2014
Boring Completed: 5/27/2014
No free water observed
Drill Rig: GEOPROBE 6620DT
Driller: WTD
2401 Brentwood Road, Suite 107
Raleigh, North Carolina
Project No.: 70145073

a
O
v
M
M
a
0
W
Q
J
a
W
W
BORING LOG NO. B-5
Page 1 of 1
PROJECT: Robertson's Mill Park
CLIENT: Wake County Facilities Design & Construction
Raleigh, North Carolina
SITE: Robertson's Pond Road
Wendell, North Carolina
Q
O
LOCATIONz
w
V
WO
Q
}
wJ
-
a
=
a
Wit
WF
d
>
o Lu
0
Approximate Surface Elev: 301 (Ft.) +/-
o
m
¢
w
Lu
W
O
DEPTH ELEVATION Ft.
TOPSOIL +
SILTY SAND (SM), fine to medium grained, tan, very loose to medium dense, micaceous
3-3-3
N=6
X2-3-4
N=7
5—
2-3-7
N=10
2-1-2
X
N=3
10.0
__
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Advanced direct push probe.
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Backfilled upon completion
abbreviations.
Elevation estimated from Wake Co. GIS
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 5/27/2014
Boring Completed: 5/27/2014
No free water observed
Drill Rig: GEOPROBE 6620DT
Driller: WTD
2401 Brentwood Road, Suite 107
Raleigh, North Carolina
Project No.: 70145073

a
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M
M
a
0
W
Q
J
a
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W
BORING LOG NO. B-6
Page 1 of 1
PROJECT: Robertson's Mill Park
CLIENT: Wake County Facilities Design & Construction
Raleigh, North Carolina
SITE: Robertson's Pond Road
Wendell, North Carolina
Q
O
LOCATIONz
w
V
WO
Q
}
wJ
-
a
=
a
Wit
WF
d
>
o Lu
0
Approximate Surface Elev: 301 (Ft.) +/-
o
m
¢
w
Lu
W
O
DEPTH ELEVATION Ft.
TOPSOIL +
SILTY SAND (SM), fine to medium grained, brown to tan, loose, micaceous
4-3-2
N=5
X2-4-5
N=9
5—
2-3-4
N=7
2-3-3
X
N=6
10.0
__
10
Boring Terminated at 10 Feet
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field
Notes:
Advanced direct push probe.
procedures.
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Backfilled upon completion
abbreviations.
Elevation estimated from Wake Co. GIS
WATER LEVEL OBSERVATIONS
Irerracon
Boring Started: 5/27/2014
Boring Completed: 5/27/2014
No free water observed
Drill Rig: GEOPROBE 6620DT
Driller: WTD
2401 Brentwood Road, Suite 107
Raleigh, North Carolina
Project No.: 70145073

GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONSH P
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(sl Percent of Major Component Particle Size
of other constituents Dry Weight of Sample
Trace < 15 Boulders Over 12 in. (300 mm)
With 15-29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm
Silt or Clay Passing #200 sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) Percent of Term Plasticity Index
of other constituents Dry Weight Non -plastic 0
Trace < 5 Low 1 -10
With 5-12 Medium 11 -30
Modifier > 12 High > 30
Irerracon Exhibit B-1
Water Initially (HP) Hand Penetrometer
Encountered
Water Level After a
Auger Split Spoon � Specified Period of Time (T) Torvane
' � J � Water Level After
W a Specified Period of Time i— (b/f) Standard Penetration
N
Ue
Z U) Test (blows per foot)
Shelby Tube Macro Core W W
—i Water levels indicated on the soil boring J (PID) Photo -Ionization Detector
a � logs are the levels measured in the �
W borehole at the times indicated.
U) Q Groundwater level variations will occur � (OVA) Organic Vapor Analyzer
Ring Sampler Rock Core � over time. In low permeability soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
e �
Grab Sample No Recovery
RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.) (50% or more passing the No. 200 sieve.)
Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts. visual -manual procedures or standard penetration resistance
� Descriptive Term Standard Penetration or Ring Sampler Descriptive Term Unconfined Compressive Standard Penetration or Ring Sampler
� (Density) N -Value Blows/Ft. (Consistency) Strength, Qu, psf N -Value Blows/Ft.
� Blows/Ft. Blows/Ft.
W
H Very Loose 0-3 0 - 6 Very Soft less than 500 0-1 < 3
2
L7F_Loose 4-9 7 - 18 Soft 500 to 1,000 2-4 3 - 4
Z
W Medium Dense 10-29 19-58 Medium -Stiff 1,000 to 2,000 4-8 5 - 9
wH
Dense 30-50 59-98 Stiff 2,000 to 4,000 8-15 10 - 18
N
Very Dense > 50 > 99 Very Stiff 4,000 to 8,000 15-30 19-42
Hard
> 8,000
> 30
> 42

UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Nameg
Symbol
Coarse Grained Soils:
More than 50%
Gravels:
More than 50% of
coarse fraction retained
on No. 4 sieve
Clean Gravels:
Less than 5% fines °
Cu >_ 4 and 1 < Cc < 3-
VW
Well -graded gravel'
Cu < 4 and/or 1 > Cc > 3 E GP
Poorly graded gravel F
Gravels with Fines:
More than 12% fines °
Fines classify as ML or MH GM
Silty gravel F,G,H
Fines classify as CL or CH GC
Clayey gravel F,G,H
retained
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes No. 4
sieve
Clean Sands:
Less than 5% fines °
Cu >_ 6 and 1 < Cc < 3 E
SW
Well -graded sand'
Cu < 6 and/or 1 > Cc > 3 E SP
Poorly graded sand'
Sands with Fines:
More than 12% fines °
Fines classify as ML or MH SM
Silty sand cA'
Fines classify as CL or CH SC
Clayey sand c•H•'
Fine -Grained Soils:
50% or more passes theInorganic:
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI > 7 and plots on or above "A" line J
CL
Lean clay K,L,M
PI < 4 or plots below "A" line J ML
Silt K,L,M
Organic:
Liquid limit ov"dried
< 0.75 OL
Organic clayK,L,M,"
K,L,M,O
Organic silt
Liquid limit -no
G
PI plots on or above "A" line CH
K,L,M
Fat clay
PI plots below "A" line MH
Elastic Silt K,L,M
Organic:
Liquid limit - oven dried
< 0.75 OH
Organic clay K,L,M,P
Organic silt K,L,M,Q
Liquid limit - not dried
Highly organic soils:
IPrimarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material passing the 3 -inch (75 -mm) sieve
B If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
° Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded
gravel with silt, GW -GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
° Sands with 5 to 12% fines require dual symbols: SW -SM well -graded
sand with silt, SW -SC well -graded sand with clay, SP -SM poorly graded
sand with silt, SP -SC poorly graded sand with clay
E Cu = D6o/D10 Cc= (D30) 2
0)2
D10 x D 6
F If soil contains >_ 15% sand, add "with sand" to group name.
G If fines classify as CL -ML, use dual symbol GC -GM, or SC -SM.
60
50
CL
W 40
a
Z
1 30
U
Q 20
J
0-
10
7
4
H If fines are organic, add "with organic fines" to group name.
' If soil contains >_ 15% gravel, add "with gravel" to group name.
If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel,"
whichever is predominant.
L If soil contains >_ 30% plus No. 200 predominantly sand, add "sandy" to
group name.
M If soil contains >_ 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
" PI >_ 4 and plots on or above "A" line.
° PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
° PI plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
of coarse-grained soils
Equation of'W' - line
Horizontal at P1=4 to LL=25.5.
— then P1=0.73 (LL -20)
iOX\
Equation of "U" - line
Vertical at LL= 16 to PI=7,
G
then P1=0.9 (LL -8) '
, O
G
MH or
OH
CL - ML
IML or OL
0
0 10 16 20 30 40 50 60 70 so
LIQUID LIMIT (LL)
Irerracon
90 100 110
Exhibit -2

FRED D. SMITH SOIL CONSULTING.
May 2$, 2014
Mr. Thomas Bartlett
Terracon Engineering
2401 Brentwood Rd Suite 107
Raleigh, NC 27604
Subject: Report of a Soil Evaluation for Stormwater Treatment
Robertson's Mill Park
Wendell, NC
Dear Mr. Bartlett,
This letter concerns the soil evaluation I performed at the above mentioned proposed sites chosen for
stormwater BMP's. You authorized me to perform a soil evaluation to determine the depth to the
`seasonal high water table' (SHWT) at two locations. You provided me with site drawings that show the
location of the two hand auger locations and other deep borings. The soils were classified into the USDA
Classification system and are presented in Table 1. I also reviewed the deep boring logs that correspond
to my stormwater evaluation.
Seasonal High Water Table (SHWT)
The SHWT has become more frequently used as an indicator of the highest level of water table
fluctuations due to agricultural considerations, regulations for septic system designs and, more recently,
stormwater design. The SHWT is routinely estimated by Soil Scientists from soil morphology (soil
forming factors) and landscape position. Soil colors are evaluated because gray colors are associated with
saturated and chemically reducing soil environments- the presence or absence of iron. Red, reddish
yellow, brown, and brownish yellow colors are associated with aerobic and chemically oxidizing
conditions.
During weathering of soil minerals, over a period of time, soluble constituents are removed from the soil
profile and more stable compounds will precipitate. Iron is released from minerals and coats soil particles
with thin oxide coatings that give soils their red to yellow colors. The natural color of soil particles is
gray until they are coated with iron.
Soils also contain microorganisms that generate energy from the oxidation of soil organic matter. When
the soil becomes saturated from flooding or slowly percolating water, oxygen is removed from the soil
layer and anaerobic conditions prevail. Under anaerobic conditions, other types of soil microbes can
derive energy the chemical reduction of oxidized iron and change its state from ferric to ferrous iron (loss
of an electron). The requirements for this chemical -microbiological process are the absence of oxygen
for several weeks, a temperature of at least 41 degrees (F), and the presence of organic matter (roots, etc).
During periods of alternative wetting and drying cycles, or SHWT cycles, ferrous iron may move short
distances and precipitate during the drying (reoxidation) process. These mottling patterns are called
redoximorphic colors.
Soil Scientists use the Munsell Color System to evaluate the degree of color changes visible in the soil.
Low chroma colors are considered to be gray or black in the Munsell System (chroma less than 2). We
normally consider that once a soil layer has about 5% gray colors and redoximorphic patterns (red -
yellow colored mottles), then that soil is saturated at least 21 days and qualifies as a SHWT.
Offfce/Mobile [phone]
Post Office Box If 75 - Nashville, North Carolina 27856

Some SHWT's are actually `perched'. A perched water table forms above an impermeable layer of soil
or rock or saprolite that separates it from the actual groundwater table below. This happens in some
piedmont soils and some upper coastal plain soils in NC. Perched water tables are identified by a layer of
soil that does not contain redoximorphic conditions between the main water table and the layer in
question.
Soils
The site is a grassed field beside the mill pond. Rock outcrops are present inside the gate and near the
pond.
The soils are formed from granite, gneiss and schist. Slope at the site is about 3 to 4 percent. The
landscape position at the designated location of the stormwater borings is ridge or shoulder.
The soils consist of sandy loam topsoils underlain by clayey `B' horizons to about 30 inches below the
surface. Below 30 inches in deptfi is a transition horizon of sandy clay loam that grades into the sandy
loam saprolite. Saprolite was present to at least 72 inches beneath the surface.
Colors of the soil profile at S -I did not show redoximorphic properties. However, gray colors were
present at S-2 throughout the profile below the topsoil.
No groundwater was found in any of the hand auger borings or deep borings except B-1 which is beside
the pond.
Conclusions
Boring B -5/S-1 did not show any evidence of seasonal or perched groundwater conditions.
B -6/S-2 is only about 30 feet away from B-5. This boring had gray colored mottling in the clayey `B'
horizon and `C' saprolite horizon. This coloring pattern is from relic colors of the parent rock at the site
and is not from perched or seasonal water tables. Some saprolite material is mixed into the `B' horizon.
I appreciate the opportunity to work with you on this project. Please contact me if you have questions or
need additional information.
Sincerely, I
red D. Smith
NC Licensed Soil Scientist
Office/Mobile [phone]
Post Office Box 1175 — Nashville, North Carolina 27856

Table 1
Boring Descriptions in USDA Classification
Robertson's Mill Park
Wendell, NC
S-1 and B-5
Landscape position — ridge, shoulder
Slope — 3%
Horizon/ Depth
(inches)
Texture
Color and description
A/ 0-8
Sand loam
Dark brown 0 OYR 4/4)
Bt/ 8-28
Clay
Strong brown (7.5YR 516); firm to very firm, sticky, plastic;
moderate, medium suban lar blocky structure.
B -C/ 28-48
Sandy clay
loam
Strong brown (7.5YR 516); very firm, sticky, very plastic; coarse
blocky to massive.
C/ 48-72+
Sand loam
Brownish yellow 10YR 616); firm; massive
S-2 and B-6
Landscape position — Ridge/shoulder
Slope — 3 to 4%
Horizon/ Depth
Texture
Color and description
(inches)
A/ 0-6
sandy
Dark brown (1 OYR 414)
loam
B2t/ 6-32
Clay
Strong brown (7.5YR 516) with gray (7.5YR 6/2) mottles; very £irm;
mottles appear to be relic from the grainy parent rocks. Massive,
possiblycompacted.
C/ 32-72+
Sandy clay
Brownish yellow (I OYR 616) and gray (I OYR 612); massive; rock -like.
loam
Offl-Ce/Mo6ffe (252) 90&4369
Post Office Box If 75 — Nashville, North Carolina 27856

SAW -2014-02316
U.S. ARMY CORPS OF ENGINEERS COPY
WILMINGTON DISTRICT
Action ID. SAW -2014-02316
County: Wake
NO DEPARTMENT OF THE ARMY AUTHORIZATION REQUIRED
Property Owner: Mark Forestieri
Wake County Facilities Design & Construction
Address: Wake CoynL Office Building
336 Fayetteville Street
RaleiLyh, North Carolina 27601
Telephone Number: 919-856-6356
Size and Location of Property waterbod road name/number, town etc.: The project area is located
on the northeast corner of the intersection of Buffalo Creek and Robertson Pond Road in Wendell,
Wake County, North Carolina.
Description of Activity: The placement of Pilinas in 'urisdictional wetlands to facilitate the
construction of a raised boardwalk which would be used to access a dock.
Your work as proposed does not require Department of the Army authorization for the following
reason(s):
- There are no jurisdictional waters or wetlands within the boundaries of the property.
_ The proposed project does not impact jurisdictional waters or wetlands.
X The proposed project does not require a permit by Department of the Army regulation.
Specify: Placement of pilings in waters of the United States that does not have or would not
have the effect of a discharge of fill material shall not require a section 404 permit. Placement of
ilin s for linear ro'ects such as bridges, elevated walkways, and powerline structuresgenerally
does not have the effect of a discharge of fill material. 323.3(c).
This Department of the Army determination does not relieve the permittee of the responsibility to obtain
any other required Federal, State, or local approvals/permits. The permittee may need to contact
appropriate State and local agencies before beginning work.
For any activity within the twenty coastal counties, before beginning work, you must contact the N.C.
Division of Coastal Management in Washington, North Carolina, at [phone] to discuss any
required State authorization.
Any changes in the above described work must be coordinated with the Corps of Engineers prior to
commencement. If you have any questions regarding the Corps of Engineers regulatory program, please
contact David Shaeffer at telephone number 919-554-4884 X31 or [e-mail].
Regulatory Project Manager Signature
—L�—"
Date: 5/5/2015

SAW -201.4-02316
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
http://reizulatoa.usacesurvey.com/
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE
ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished:
BeEky Ward
Ward ConsulfinLy Engineers, P.C.
4805 Green Rd.
Ralei h NC 27616

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2014-02316 County: Wake U.S.G.S. Quad: NC-KNIGHTDALE
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Wake County Facilities Design & Construction
Mark Forestieri
Address: Wake County Office Building
336 Fayetteville Street
Raleigh, North, 27601
Telephone Number: 919-856-6356
Size (acres) Unknown
Nearest Waterway Buffalo Creek
USGS HUC 03020201
Nearest Town Wendell
River Basin Neuse
Coordinates Latitude: 35.8174
Longitude: -78.4118
Location description: The project area is located on the northeast corner of the intersection of Buffalo Creek and
Robertson Pond Road in Wendell Wake County, North Carolina.
Indicate Which of the Following Apply.-
A.
pply:A. Preliminary Determination
X Based on preliminary information, there may be waters of the U.S. including wetlands on the above described project area
. We strongly suggest you have this property inspected to determine the extent of Department of the Army (DA)
jurisdiction. To be considered final, a jurisdictional determination must be verified by the Corps. This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33
CFR Part 331). If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district
for further instruction. Also, you may provide new information for further consideration by the Corps to reevaluate the
JD.
B. Approved Determination
_ There are Navigable Waters of the United States within the above described project area subject to the permit requirements
of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of
this notification.
There are waters of the U.S. including wetlands on the above described project area subject to the permit requirements of
Section 404 of the Clean Water Act (C WA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the waters of the U.S. including wetlands on your project area delineated. Due to the
size of your property and/or our present workload, the Corps may not be able to accomplish this wetland delineation in a
timely manner. For a more timely delineation, you may wish to obtain a consultant. To be considered final, any
delineation must be verified by the Corps.
_ The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on . Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
Page 1 of 2

There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311), if you have any questions regarding this
determination and/or the Corps regulatory program, please contact David Shaeffer at 919-554-4884 X31 or
David.L.Shaeffer(&usace.army.mil.
C. Basis For Determination: Based on the delineation report submitted by the applicant, the site exhibits criteria
for waters of the U.S. as defined in 33 CFR 328.3 the 1987 Wetland Delineation Manual and the Regional
Supplement to the 1987 Manual: Eastern Mountains and Piedmont v2.0.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by not applicable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date: 5/5/2015
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
htt ://re ulato ,usacesurve .coin/.

- - - - - - - - - - - - - - - - - ..... .......... ........ .....
Applicant: Mark Forestieri File Number: SAW-2014-02316 Date: 5/5/2015
Wake County Facilities Design &
Construction
Attached is: See Section below
❑ INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission) A
❑ PROFFERED PERMIT (Standard Permit or Letter ofpermission) B
❑ PERMIT DENIAL C
❑ APPROVED JURISDICTIONAL DETERMINATION D
® PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I -The following identifies your rights and options regarding an admin
'trative appeal of the above decision.
Additional information may found at http://www.usace.army.inil/Missions/Civi
Works/Re ulator Pro amandPermits:as x or
Co s re ulations at 33,CFR Part331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section I1 of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION I1- REQUEST FOR APPEAL; or OBJECTIONS TO AN INI�IAL PR
.FFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR UESTIONS OR INFORMATION: j
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division, Attn:
Mr. Jason Steele, Administrative Appeal Review Officer
David Shaeffer, 3331 Heritage Trade Drive, Suite 105,
CESAD-PDO
Wake Forest, North Carolina 27587
U.S. Army Corps of Engineers, South Atlantic Division
60 Forsyth Street, Room lOMIS
Atlanta, Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, David Shaeffer,
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

ATTACHMENT
PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL
DETERMINATION (JD): 5/5/2015
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Wake County Facilities Design & Construction, Mark Forestieri
Address: Wake County Office Building
336 Fayetteville Street
Raleigh, North, 27601
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: SAW -2014-02316
(Wake County Facilities Design and Construction, Robertson Mill Pond,
PIN#1775345450
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
Robertson's Millpond Preserve, Robertson Pond Road (SR 2324), Wake County,
NC. The land area included in this determination is shown in red on Figure 2
dated September 2014 titled Jurisdictional areas included in the administrative
record.
State: North Carolina County/parish/borough: Rowan County
Center coordinates of site (latllong in degree decimal format):
Lat. 35.8174260, Long. -78.411867°.
Name of nearest waterbody: Buffalo Creek, Robertsons Pond
Identify (estimate) amount of waters in the review area:
Nan -wetland waters: 0 linear feet: --width (ft)
Cowardin Class: --
Stream Flow: --
Wetlands: 0.24 acre.
Cowardin Class: PSS1A, PSS1A
Name of any water bodies on the site that have been identified as Section 10
waters:
Tidal: 0
Non -Tidal: 0
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT
APPLY):
® Office (Desk) Determination. Date: 5/5/2015

❑ Field Determination. Date(s):
1. The Corps of Engineers believes that there may be jurisdictional waters of the
United States on the subject site, and the permit applicant or other affected party
who requested this preliminary JD is hereby advised of his or her option to
request and obtain an approved jurisdictional determination (JD) for that site.
Nevertheless, the permit applicant or other person who requested this
preliminary JD has declined to exercise the option to obtain an approved JD in
this instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or
a Nationwide General Permit (NWP) or other general permit verification requiring
"pre -construction notification" (PCN), or requests verification for a non -reporting
NWP or other general permit, and the permit applicant has not requested an
approved JD for the activity, the permit applicant is hereby made aware of the
following: (1) the permit applicant has elected to seek a permit authorization
based on a preliminary JD, which does not make an official determination of
jurisdictional waters; (2) that the applicant has the option to request an approved
JD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an approved JD could possibly result in less
compensatory mitigation being required or different special conditions; (3) that
the applicant has the right to request an individual permit rather than accepting
the terms and conditions of the NWP or other general permit authorization; (4)
that the applicant can accept a permit authorization and thereby agree to comply
with all the terms and conditions of that permit, including whatever mitigation
requirements the Corps has determined to be necessary; (5) that undertaking
any activity in reliance upon the subject permit authorization without requesting
an approved JD constitutes the applicant's acceptance of the use of the
preliminary JD, but that either form of JD will be processed as soon as is
practicable; (6) accepting a permit authorization (e.g., signing a proffered
individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a preliminary JD constitutes agreement that all
wetlands and other water bodies on the site affected in any way by that activity
are jurisdictional waters of the United States, and precludes any challenge to
such jurisdiction in any administrative or judicial compliance or enforcement
action, or in any administrative appeal or in any Federal court; and (7) whether
the applicant elects to use either an approved JD or a preliminary JD, that JD
will be processed as soon as is practicable. Further, an approved JD, a proffered
individual permit (and all terms and conditions contained therein), or individual
permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331,
and that in any administrative appeal, jurisdictional issues can be raised (see 33
C.F.R. 331.5(a)(2)). If, during that administrative appeal, it becomes necessary
to make an official determination whether CWA jurisdiction exists over a site, or
to provide an official delineation of jurisdictional waters on the site, the Corps will
provide an approved JD to accomplish that result, as soon as is practicable.
2

Estimated
Site
Cowardin
amount of
Class of
number
Latitude
Longitude
Class
aquatic resource
aquatic
resource
in review area
1. Wetland
non -Section 10
WA
35.817765
-78.412033
PFO1A
0.21 acre
wetland
2. Wetland
35.817005
-78.412717
PFO1A
0.03 acre
non -section 10
WB
wetland