20201874 Ver 1_FAY1012-CHURCH-20210514 COMBINED SET-REV_20210520

INDEX OF SHEETS
SHEET NO.
DESCRIPTION
G-01
COVER SHEET
G-02
GENERAL NOTES
REV. 5/14/21
G-03
SITE ACCESS
REV.5/14/21
VX-01
EXISTING CONDITIONS
VX-02
EXISTING SITE PLAN
CSG-01
SITE & GRADING PLAN
CSW-01
PROPOSED SITE PLAN
CSW-02
PROPOSED WALL ELEVATION
CSW-03
WALL SECTION A
CSW-04
WALL SECTION B
CSW-05
DETAILS
CSW-06
DETAILS
CSW-07
DETAILS
CSW-08
DETAILS
DT-01
DETAILS
REV. 5/14/21
CITY OF FAYETTEVILLE
0 C —
ST. JOHNS CHURCH
DSR NO. 37-08-18-5038-501
STREAM BANK STABILIZATION/ WALL DESIGN DRAWINGS
FAYETTEVILLE, NORTH CAROLINA
PROJECT LOCATION
REVISIONS:
VICINTY MAP
SCALE:
0 1000 2000
SCALE IN FEET
W
0
U
SHEET
G-01

z C3
Z:IPROJECTSIFAY110121DESIGNIDRAWINGSIProject\BEAVER LAW Et ST. JOHNIb-Sheets\FA Y1012-CHURCH-G02.dgn
PROJECT DESCRIPTION
THIS PROJECT IS LOCATED AT 230 GREEN STREET IN FAYETTEVILLE, NC. THE PROJECT INVOVLES THE INSTALLATION OF STREAM BANK
STABILIZATION STRUCTURES AND PARTIAL RECONSTRUCTION OF THE EXISTING BEAVER LAW PARKING LOT.
APPROXIMATELY X.X ACRES OF LAND WILL BE DISTURBED FOR THE CONSTRUCTION OF THE STREAM BANK STABILIZATION AND PARKING LOT
RECONSTRUCTION WITHIN THE LIMITS OF CONSTRUCTION SHOWN ON THE PLANS. ALL DISTURBED AREAS WILL BE SODDED OR OTHERWISE
STABILIZED AS INDICATED ON THE DRAWINGS.
EROSION CONTROL MEASURES WILL BE PLACED WITHIN THE LIMITS OF CONSTRUCTION AT STRATEGIC LOCATIONS TO INHIBIT THE FLOW OF
STORMWATER RUNOFF ONTO SITE AND PROHIBIT THE FLOW OF SEDIMENT OFF SITE.
EXISTING CONDITIONS SURVEY
SITE COORDINATE CONTROL AND EXISTING CONDITIONS SHOWN FROM A TOPOGRAPHIC SURVEY OF THE PROPERTY PERFORMED BY
JOYNER KEENY, INC. IN SEPTEMBER AND DECEMBER 2020.
SOILS
GEOTECHNOLOGIES, INC. COMPLETED A SUBSURFACE INVESTIGATION OF THE SITE IN DECEMBER 2009.
THE FOLLOWING IS AN ABBREVIATED SUMMARY OF THE SUBSURFACE CONDTIONS:
SOILS ON THE SITE WERE CHARACTERIZED BY THE PRESENCE OF CLEAN FILL MATERIAL TO SILTY AND CLAYEY SANDS
EXTENDING TO DEPTHS OF ABOUT 6 FEET BELOW EXISTING GRADE. UNDERLYING THE FILL MATERIALS, SOILS CONSIST OF
SILTY AND CLAYEY SANDS TO DEPTHS OF APPROXIMATELY 9.5 TO 12 FEET BELOW GRADE. UNDERLYING THE SANDS, LOW
TO MODERATELY PLASTIC CLAYS WHICH EXTENDED TO DEPTHS RANGING FROM ABOUT 24 TO 28 FEET BELOW EXISTING
GROUND SURFACE WERE ENCOUNTERED. UNDERLYING THE CLAYS, DENSE CLAYEY SANDS TRANSITIONING INTO HARD TO
VERY HARD SILTS AT 28 TO 29 FEET. ONE BORING DID NOT ENCOUNTER THE SANDS AND INSTEAD THE CLAYS
TRANSITIONED INTO VERY HARD SILTS AT 28 FEET. ALL BORINGS WERE TERMINATED AT APPROXIMATELY 30 FEET IN HARD
TO VERY HARD SILTS.
PLANNED SEDIMENTATION AND EROSION CONTROL PRACTICES
1. SEDIMENT FENCE : DESCRIPTION, CONSTRUCTION SPECIFICATIONS, AND MAINTENANCE AS PER DETAIL(S).
2. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE : DESCRIPTION, CONSTRUCTION SPECIFICATIONS, AND MAINTENANCE AS PER
DETAIL(S).
3. CONCRETE BLOCK WALL Et RIPRAP EMBANKMENT STABILIZATION: DESCRIPTION, CONSTRUCTION SPECIFICATIONS, AND
MAINTENANCE AS PER DETAIL(S).
4. FERTILIZING, SEEDING AND MULCHING : TO BE INSTALLED AS PER TEMPORARY AND PERMANENT SEEDING SPECIFICATIONS. SEE
SEEDING SPECIFICATIONS ON THE CONTRACT DOCUMENTS. REFER ALSO TO SECTIONS 6.10 AND 6.11 OF THE NCDENR EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
MAINTENANCE : RESEED AND MULCH AREAS WHERE SEEDING EMERGENCE IS POOR, OR WHERE EROSION OCCURS, AS SOON AS
POSSIBLE. DO NOT MOW. PROTECT FROM TRAFFIC AS MUCH AS POSSIBLE.
MAINTENANCE PLAN
1. ALL EROSION CONTROL PRACTICES WILL BE CHECKED DAILY FOR STABILITY AND OPERATION AND FOLLOWING EVERY
RUNOFF -PRODUCING RAINFALL. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. SEDIMENT WILL BE REMOVED FROM SEDIMENT CAPTURING MEASURES WHEN IT BECOMES ABOUT 0.5 FT DEEP. SEDIMENT
CAPTURING MEASURES WILL BE REPAIRED AS NECESSARY TO MAINTAIN ADEQUATE BARRIERS AND SEDIMENT STORAGE.
3. ALL UTILITY TRENCHES ARE TO BE PROTECTED FROM WATER INFILTRATION.
4. SPOIL PILES ARE TO BE CONTAINED AT ALL TIMES.
5. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING TO THE SPECIFICATIONS TO
MAINTAIN A VIGOROUS, DENSE VEGETATION COVER. IF SEEDING FAILURE OCCURS, THOSE AREAS SHALL BE RESEEDED WITH
ANNUAL VEGETATION, SUITABLE FOR THE TIME OF YEAR FOR TEMPORARY STABILIZATION AND PREPARED FOR PERMANENT
SEEDING. SEEDING AND MULCHING WILL BE IN ACCORDANCE WITH THE ATTACHED SPECIFICATION.
EROSION CONTROL REGULATION
1. EROSION AND SEDIMENTATION CONTROL MEASURES SHALL CONFORM TO THE REQUIREMENTS OF THE NORTH CAROLINA ACT OF 1973 AND LOCAL EROSION
AND SEDIMENT CONTROL REQUIREMENTS.
2. TEMPORARY AND PERMANENT EROSION CONTROL MEASURES SHALL BE PROVIDED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.
TEMPORARY SEDIMENT CONTROL DEVICES MUST BE INSTALLED TO THE EXTENT POSSIBLE PRIOR TO INITIATION OF GRADING AND EXCAVATION. THE
DEVICES MUST BE MAINTAINED AT A MINIMUM OF 50% OF THE ORIGINAL SEDIMENT STORAGE CAPACITY AND MAY NOT BE REMOVED UNTIL THE AREAS THEY
SERVE HAVE BEEN STABILIZED.
3. PURSUANT TO G.S. 113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER THAN THE ANGLE THAT CAN BE RETAINED BY
VEGETATIVE COVER OR OTHER ADEQUATE EROSION DEVICES OR STRUCTURES. IN ANY EVENT, SLOPES LEFT EXPOSED WILL, WITHIN 21 CALENDAR DAYS OF
COMPLETION OF ANY PHASE OF GRADING, BE PLANTED OR OTHERWISE PROVIDED WITH TEMPORARY OR PERMANENT GROUND COVER, DEVICES, OR
STRUCTURES SUFFICIENT TO RESTRAIN EROSION.
4. PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION MUST BE ACCOMPLISHED FOR ALL
DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
5. ALTHOUGH THE GENERAL STATUTES DESCRIBED IN NOTES 3. AND 4. STILL APPLY, EFFECTIVE AUGUST 3, 2011, THE NC DIVISION OF WATER QUALITY
NPDES GENERAL PERMIT FOR CONSTRUCTION ACTIVITIES (NGC010000) REQUIRES THAT GROUND STABILIZATION OF DITCHES, PERIMETER AREAS, AND
SLOPES 3H:1V OR STEEPER SHALL BE ACHIEVED WITHIN 7 DAYS OF TEMPORARY OR PERMANENT CESSATION OF LAND DISTURBING ACTIVITIES. GROUND
STABILIZATION OF ALL OTHER AREAS SHALL BE ACHIEVED WITHIN 14 DAYS OF TEMPORARY OR PERMANENT CESSATION OF LAND DISTURBING ACTIVITIES.
CONSTRUCTION SEQUENCE
1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER SEVEN (7) DAYS BEFORE COMMENCING ANY LAND DISTURBING ACTIVITY. INSTALL APPLICABLE
EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO THE ONSET OF ANY LAND DISTURBING ACTIVITY.
2. VERIFY ALL APPLICABLE PERMITS AND APPROVED PLANS ARE POSTED ON SITE.
3. PERFORM A WALK THROUGH TO VERIFY THAT ALL EROSION CONTROL DEVICES (ECD'S) AND BEST MANAGEMENT PRACTICES (BMP'S) ARE INSTALLED AS
DESIGNED AND ARE FUNCTIONAL.
4. MOBILIZE EQUIPMENT TO WORK ZONE AND UTILIZE CONSTRUCTION ACCESS AREA TO ACCESS PROPOSED WALL LOCATION AND BRING IN MATERIALS TO
BUILD WALL.
5. ONCE ON SITE, PERFORM A TOOLBOX SAFETY MEETING WITH ALL ON -SITE PERSONNEL IN ACCORDANCE WITH A SITE SPECIFIC JOB SAFETY ANALYSIS
(JSA)
6. BEGIN CLEARING, GRUBBING, AND EARTHWORK AS REQUIRED FOR PIPE CONSTRUCTION.
7. REMOVE RUBBLE AND TREES AS REQUIRED FOR CONSTRUCTION. DISPOSE OFF SITE.
8. AFTER ALL WORK ACTIVITIES ARE CLARIFIED AND UNDERSTOOD, THE FOLLOWING STEPS SHALL BE IMPLEMENTED TO COMPLETE THE WALL
CONSTRUCTION PER THE EXECUTION SECTION (PART 3) OF THE PROJECT SPECIFICATIONS.
A. INSTALL TEMPORARY WATER DIVERSION STRUCTURE AND PREPARE WORK AREA AT BASE OF SLOPE ONCE THE WORK ZONE IS FREE OF STANDING
WATER.
B. IDENTIFY BLOCKS NEEDING NOTCHES FOR 4" DRAINPIPES. CORE NOTCHES IN BLOCKS AND SET ASIDE PRIOR PLACING ON WALL. PREPARE PRIOR
TO EXCAVATING SLOPE TO MINIMIZE AMOUNT OF TIME EXCAVATED SLOPE IS EXPOSED.
C. EXCAVATE TEMPORARY SLOPE TO FACILITATE WALL CONSTRUCTION AS SHOWN IN THE PLANS WITHIN GRADING LIMITS OF THE PROJECT.
D. EXCAVATE WALL FOUNDATION SUBGRADE AND RIP RAP KEY IN FRONT OF WALL AND ALLOW OWNERS ENGINEER'S REPRESENTATIVE TO OBSERVE
FOUNDATION SUBGRADE CONDITIONS ARE PREPARED IN ACCORDANCE WITH SPECIFICATIONS AND AS ANTICIPATED BY THE DESIGN ENGINEER.
E. PLACE NON -WOVEN GEOTEXTILE ON WALL FOUNDATION SUBGRADE AND ON TEMPORARY EXCAVATION SURFACE, SECURING TO THE SLOPE AS
NEEDED.
F. CONSTRUCT LEVELING PAD. CONTRACTOR TO CONFIRM ALIGNMENT AND GRADE BY MEANS OF SURVEY PRIOR TO LAYOUT OF BOTTOM ROW OF
BLOCKS.
G. PLACE PRECAST MODULAR BLOCKS AND WALL INFILL PLACEMENT FOLLOWING STEPS IN SECTION 3.04 AND 3.05 OF THE PROJECT
SPECIFICATIONS.
H. PLACE RIP RAP IN FRONT OF WALL BOCKS AFTER BOTTOM BLOCKS ARE IN PLACE.
I. INSTALL NEW 15" CPP PIPE AND AFTER CONSTRUCTION OF THE 3RD ROW OF BLOCKS FORM AND CAST CONCRETE COLLAR AROUND PIPE.
J. AFTER WALL IS CONSTRUCTED, INSTALL PERMANENT EROSION CONTROL MEASURES INCLUDING RIP RAP ABOVE TOP OF WALL AS SHOWN ON
PLANS.
9. MAINTAIN ALL EROSION CONTROL MEASURES AS NEEDED.
10. CONTRACTOR SHALL INSPECT ALL DEVICES DAILY AND AFTER EVERY RAIN AND SHALL MAINTAIN THE DEVICES ACCORDING TO THE NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
11. AFTER DISTURBED AREAS ARE STABILIZED THE CONTRACTOR SHALL REMOVE THE TEMPORARY DEVICES AND PROPERLY DISPOSE OF THE TRAPPED
SEDIMENT. CONTRACTOR SHALL INSTALL FINAL DIVERSIONS WITH APPROPRIATE LININGS AS SPECIFIED ON PLANS. CONTRACTOR SHALL STABILIZE THE
AREAS DISTURBED DURING THE REMOVAL OPERATION BY PLACING PERMANENT VEGETATION AND/OR RECP OR RIPRAP LININGS IN ALL DISTURBED
AREAS TO ESTABLISH FINAL (POST -CONSTRUCTION) STABILIZATION.
12. CONTRACTOR SHALL INSPECT ALL DEVICES DAILY AND AFTER EVERY RAIN AND SHALL MAINTAIN THE DEVICES ACCORDING TO THE NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. THE FINANCIALLY RESPONSIBLE PARTY OF THE ISSUED EROSION CONTROL PERMIT
SHALL PERFORM OR DELEGATE AN AGENT TO PERFORM AN INSPECTION OF THE AREA COVERED BY THE PLAN AFTER EACH PHASE OF THE PLAN HAS
BEEN COMPLETED AND AFTER ESTABLISHMENT OF TEMPORARY GROUND COVER IN ACCORDANCE WITH G.S. 113A-57(2). THE PERSON WHO PERFORMS
THE INSPECTION SHALL MAINTAIN AND MAKE AVAILABLE A RECORD OF THE INSPECTION AT THE SITE OF THE LAND -DISTURBING ACTIVITY. THE RECORD
SHALL SET OUT ANY SIGNIFICANT DEVIATION FROM THE APPROVED EROSION CONTROL PLAN, IDENTIFY ANY MEASURES THAT MAY BE REQUIRED TO
CORRECT THE DEVIATION, AND DOCUMENT THE COMPLETION OF THOSE MEASURES. THE RECORD SHALL BE MAINTAINED UNTIL PERMANENT GROUND
COVER HAS BEEN ESTABLISHED AS REQUIRED BY THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN. THE INSPECTIONS REQUIRED BY THIS
SUBSECTION SHALL BE IN ADDITION TO INSPECTIONS REQUIRED BY G.S. 113A-61.1.
EXISTING
SITE LEGEND
PROPOSED
EXISTING
UTILITIES LEGEND
PROPOSED
TEMPORARY
EROSION CONTROL LEGEND
CURB Et GUTTER
COMMUNICATIONS
LIMITS OF CONSTRUCTION
PERMANENT
SS
LOC
FENCE
OVERHEAD CABLE LINE
UNDERGROUND CABLE LINE
TELEPHONE LINE
FIBER OPTIC/TELEPHONE LINE
NATURAL GAS
SEDIMENT
CURB Et GUTTER
CATCHING CURB (Et GUTTER)
PAVEMENTS
OHC
SF
TU[-� DIVERSION
UGC
DITCH/SWALE
TEMPORARY CONSTRUCTION
ENTRANCE
INLET PROTECTION
_ .. _ .. _ .. _ .
T
F0
; :,NI
1 ' %••. :V '
. • �. •- '
G
PAVEMENT SAWCUT LINE
ASPHALT PAVEMENT
NEW CONCRETE PAVEMENT
SITE IMPROVEMENTS
NATURAL GAS MAIN
NATURAL GAS METER
POWER/ELECTRIC
:169-2
©
APPX.
BLDG.
CB
CEtG
CONC
DB
DIP
E
EA.
EL., ELEV.
ELEC.
EX., EXIST.
FES
FF
FT.
HC
HYD.
INV.
L.F., LF
MAX.
MH
MIN.
MISC.
N
N/A
NO.
APPROXIMATELY
BUILDING
CATCH
CURB
CONCRETE
DEED
DUCTILE
EAST,
EACH
ELEVATION
ELECTRIC
EXISTING
FLARED
FINISHED
FOOT,
HANDICAP
HYDRANT
INVERT
LINEAR
MAXIMUM
MANHOLE
MINIMUM
MISCELLANEOUS
NORTH,
NOT
NUMBER
TABLE OF STANDARD ABBREVIATIONS
=
BASIN
Et GUTTER
BOOK
IRON PIPE
EASTING
END SECTION
FLOOR ELEVATION
FEET
FEET
NORTHING
APPLICABLE
P.G. PAGE
P.P POWER POLE
R, RAD. RADIUS
RCP REINFORCED CONCRETE PIPE
REQ'D. REQUIRED
R/W RIGHT-OF-WAY
SD STORM DRAIN
SF SILT FENCE
SQ. FT., SF SQUARE FEET
SS SANITARY SEWER
STA. STATION
STD. STANDARD
SW SIDEWALK
TBC TOP BACK OF CURB
TEL. TELEPHONE
TRANS. TRANSITION
TYP. TYPICAL
W/ WITH
WV WATER VALVE
OVERHEAD ELECTRIC LINE
UNDERGROUND ELECTRIC LINE
UNKNOWN ELECTIC LINE
POWER POLE
AREA LIGHT/LUMINAIRE
SANITARY SEWER
r " : s . v " : s . v " : s
- v -
OHE
UGE
UNKE
PP
a
PIPE
MANHOLE
CLEANOUT
STORM DRAINAGE
BUILDING/STRUCTURE
SIGNS
TOPOGRAPHY/GRADING
SS
COo
O
CO0
-
F
291
STORM PIPE
CATCH BASIN, DROP INLET,
OPEN -THROAT INLET
STORM MANHOLE
STORM OUTLET/ENDWALL
WATER
II 0
-291
SD
0
©
SD
©
GROUND/GRADE CONTOUR (MINOR)
GROUND/GRADE CONTOUR (MAJOR)
SPOT ELEVATION
VEGETATION
CB
®
®
ni
-
'0
�300.55'
291
296.9
�\
8-
WATER MAIN
FIRE HYDRANT ASSM.
VALVE
WATER MANHOLE
WATER METER
w
-(>01-
O
0
7.;C
o
W
til
O
TREELINE/WOODSLINE
STAND ALONE TREE OR BUSH
SOD at SEEDING SCHEDULE:
REVEGETATION OF DISTURBED AREAS WILL BE CENTIPEDE SOD, AND AFTER ESTABLISHMENT OF SOD, TROUBLE AREAS REQUIRING REPAIR SHALL BE
REPAIRED WITH NEW SOD AS REQUIRED, AND COMPLEMENTED BY OVERSEEDING IN ACCORDANCE WITH SEEDING SPECIFICATIONS BY CITY OF
FAYETTEVILLE. TEMPORARY SEEDING, AS REQUIRED, SHALL BE IN ACCORDANCE WITH CITY OF FAYETTEVILLE DETAIL EC-8; SEE DETAIL SHEET DT-01.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPER PHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW*).
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. THE LIME AND FERTILIZER WILL BE WORKED INTO THE TOP 2 TO 4 INCHES OF SOIL PRIOR TO SEEDING.
7. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
8. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
9. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER
60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
10. CONSULT STATE INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
*APPLY: AGRICULTURAL LIMESTONE - 70 Pounds/1000 Square Feet or 1.5 Tons/ACRE
FERTILIZER - 850 lbs/ACRE or 20 lbs/1000 Square Feet-10-20-20
SUPER PHOSPHATE - 500 lbs/ACRE - 20% ANALYSIS
MULCH - 4000 lbs/ACRE - SMALL GRAIN STRAW
ANCHOR - ASPHALT EMULSION AS REQUIRED.
GENERAL NOTES
1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF FAYETTEVILLE, NC AND THE NORTH
CAROLINA DEPARTMENT OF TRANSPORATION UNLESS OTHERWISE NOTED.
2. UNSUITABLE MATERIALS SHALL NOT BE USED AS FILL AND SHALL BE DISPOSED OF OUTSIDE THE PROJECT LIMITS AT THE CONTRACTOR'S EXPENSE. THE
CONTRACTOR IS RESPONSIBLE FOR PERMITTING AND FEES FOR DISPOSAL.
DRAINAGE
DEWATERING: THE CONTRACTOR SHALL AT ALL TIMES PROVIDE AND MAINTAIN AMPLE MEANS AND EQUIPMENT WITH WHICH TO REMOVE AND PROPERLY
DISPOSE OF ANY AND ALL WATER ENTERING THE EXCAVATION OR OTHER PARTS OF THE WORK AND KEEP ALL EXCAVATIONS DRY UNTIL SUCH TIME AS
PIPE LAYING AND GRADING IS COMPLETED. NO WATER SHALL BE ALLOWED TO RISE AROUND THE PIPE IN UNBACKFILLED TRENCHES NOR SHALL IT BE
ALLOWED TO RISE OVER MASONRY UNTIL THE CONCRETE OR MORTAR HAS SET (MINIMUM 24 HOURS). ALL WATER PUMPED OR DRAINED FROM THE WORK
SHALL BE DISPOSED OF IN SUCH A MANNER AS TO PREVENT SILTATION AND EROSION TO ADJACENT PROPERTY OR OTHER CONSTRUCTION.
UTILITIES
1. ALL PIPE BEDDING SHALL BE CLASS "C" UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
2. ALL STORM DRAINAGE PIPES SHALL BE RCP CLASS III UNLESS OTHERWISE NOTED ON THE PLANS.
3. THE ENGINEER AND THE CONTRACTOR SHALL INSPECT ALL EXISTING PIPES USED IN THE FINAL DRAINAGE SYSTEM AND AGREE ON THE CONDITION OF
THE PIPES PRIOR TO CONSTRUCTION. IF DAMAGE OCCURS TO THESE PIPES DURING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR
THE REPAIR OR REPLACEMENT OF THE PIPE(S).
4. THE CONTRACTOR SHALL CONTACT THE LOCATOR AT 811 OR 1-800-632-4949 BEFORE COMMENCING ANY WORK. THE CONTRACTOR SHALL VERIFY
THE LOCATION OF ALL UNDERGROUND UTILITIES WHETHER INDICATED ON THE DRAWINGS OR NOT. THE CONTRACTOR WILL ASSURE THE PRESENCE
ONSITE OF A REPRESENTATIVE OF THE GAS COMPANY WHEN WORKING IN THE VICINITY OF ANY GAS MAINS.
w
CPI
1-
w
w
0
(.11 Li z
Z Z w
o
in J o V
a>a.=
Zw
oIw�
w u-
<
0
Nr L)
w a Z
REVISIONS:
x
N
z
N
�L W
O14_z
ST. JOHN'S EPISCOPAL CHURCH
GENERAL NOTES Et LEGEND
G-02

r
Z:\PROJECTSIFAY110121DESIGNIDRAWINGSIProject\BEAVER LAW & ST. JOHN1b-Sheets\FA Y1012-LAW-G03.dgn
NOTES:
1. ACCESS TO SITE; REPAIR DAMAGE TO ASPHALT UPON COMPLETION OF CONSTRUCTION.
2. EXISTING DROP INLET AND PIPE TO CREEK. SEE DRAWINGS FOR INSTALLATION OF CURB INLET ALONG NEW CURB AND NEW PIPE TO CREEK.
3. ACCESS FOR RAMP DOWN TO CREEK.
4. ACCESS AREA FOR CRANE AND STORAGE OF REDI-ROCK.
5. EXISTING ELECTRIC BOX AND UNDERGROUND ELECTRIC LINE TO LIGHT POLE. AVOID DAMAGE TO THESE FACILITIES DURING CONSTRUCTION
OR REMOVE AND REPLACE UPON COMPLETION.
6. TEMPORARY CREEK DIVERSION.
7. INSTALL FENCING OR TEMPORARILY RELOCATE JERSEY BARRIERS TO LIMIT ACCESS TO CONSTRUCTION SITE.
8. TEMPORARY CONSTRUCTION ENTRANCE AT TOP OF RAMP.
9. SEDIMENT FENCE, AS REQUIRED. DO NOT PLACE IN STREAM.
20
GRAPHIC SCALE
0 10 20
40
AS SHOWN ( IN FEET )
011d
REVISIONS:
1-
c M
N X
O N
N N
Co in
-<�a
0
zw
NI
V cn
w 1-
wow
af=
oav)
F►
ST. JOHN'S EPISCOPAL CHURCH
SITE ACCESS AND CONSTRUCTION NOTES
G-03

Z:\PROJECTSIFAY110121DESIGNIDRAWINGSIProject\BEAVER LAW & ST. JOHN1b-Sheets\FA Y1012-CHURCH-VX01.dgn
0
1:co
ASPHALT
PARKING
�a-
H&V ONTR
JK
N: 47
Ej 2, 03
ELEVANTI
/ z/
//
// z
/
—�=
-9636, F-I.js/
T
Oo
o \�
0
oc)s
4c,L
i
r
0
H&V
JK AG
N: 474,930
E: 2, 037, 0.1.9
ELEVATION: 81.97
oco
co 0
cJ
co
ract
_ (09
cps
00
ti
TE:
77.90'
77.84'
co
\ � co
rk
Z9 OD
EDGE OF "Z
1NATER ti
0t.coc'' o\ o
w
w 23'
co
cc
cG' �/ ,W;71.
777/
/7.
77
Cb
Cv�
ASPHALT \
PARKING
44:
)417"
00
_ck
NNNN
NNN
H&V CONT
JK MAG NAIL #
N:475,023.60\
E:2,036, 91.28\
ELEVATION:
co
c7
co 0
0
c
gfie
w(o)
z\,\ \As
(m(cs\
<0))))))34/
7/0i66)1
(°\/\%
�N� \\\\\
N
t/ , N
1:11
\t \3\ i ti W
c'f
NOTE:
EXISTING CONDITIONS COMPILED FROM A COMBINATION OF
GIS AND AERIAL PHOTOGRAPHY, AND PREVIOUS
TOPOGRAPHIC SURVEYS BY OTHERS IN ADDITION TO A
LIMITED TOPOGRAPHIC SURVEY PERFORMED BY JOYNER
KEENY, PLLC IN SEPTEMBER 2020.
\\N"////_/:)(147/(11111/11/1111/11/11/1-/N/1014/1/1// 4///
T.2) ,\ Nc4\\
\\\\\\\\\jn
g-p„,h \\\10\in
/W\\0\\\I\
10
GRAPHIC SCALE
0 5 10
20
Liu
cc
ceJ
>-
cr
u_
sct
LI
0
rn
oo
tN
LJ-
Lel
ST. JOHN'S EPISCOPAL CHURCH
EXISTING CONDITIONS

:FAYETTEVILLE
STORMWATER
N11111111rAllpir
0
1
ss
I g �_ .: of W
/
gN FLOW OF C• tb•LYN:»: et r
i
i
i E,
r
GeoEngineers 4:1
127 WEST CHATHAM STREET
CARY, NC 27511
PHONE: [phone]
r
°
G may!c !FW
'
GRAVEL /
© / %
/ i`O
c.) r
/
to 0 tO
.: , /.
..f\---/
1
Ir •
y ■
B-3
8.4
C....)
� D
��
W
K
I I I I I
I I I I I
NOT FOR
CONSTRUCTION
o
,y
Jy
4
83 `\triti
RATE:8.5 `
N:77.90
OUT:77.:
o
\
V: 0
EDGE OF
\ WATER
O
•
a
.o
`
l�
DATE: 04/21/2021
PROJECT NO.: FAY1006
SHEET SIZE: ANSI D - 22x34
STATUS:
PRELIMINARY DESIGN
NOT RELEASED FOR
CONSTRUCTION
CITY OF FAYETTEVILLE
ST JOHN CHURCH DSR
NO. 37-08-18-5038-501
STREAM BANK STABILIZATION/
WALL DESIGN DRAWINGS
EXISTING SITE PLAN
Fi
B-2
•
► ASPHALT /' SAl
PARKING FOA '♦ �
•
JERSEY B-2
BARRIER
GEND
rr
WALL
B-2 BLANgLEocaion from
I co -
,
GeoTechnologies, Inc., 2017
B-1 4- Boring Location from o
SHEET
VX-02
S&ME Inc., 2000
GRAPHIC SCALE IN FEET

Z:\PROJECTSIFAY110121DESIGNIDRAWINGSIProject\BEAVER LAW & ST. JOHN1b-Sheets\FA Y1012-CHURCH-CSG-01.dgn
ASPHALT
PARKING
�a-
H&V 0
JK
N: 47
Ej 2, 03
ELEV'AI
_:-_,
_ -�=
_____�
78.6±FG
79.02TC
79.03±FG
NTR
N: 79.00'
V
79.59FG
80.01 TC
78.35±FG
oc)s
4c,L
H&V •NTRO
JK AG ' I #12
N: 474,930.•.3
E: 2, 037, 0.1.9
ELEVATI P : 81.97''
SAWCUT EXIST.
PAVEMEN
80.39FG
80.81 TC�
ii 777
79
81.9±FG
81.58FG
.
82.00TC
79.83±FG
ADJUST GRATE
82.8±FG
---6)
co 0 ✓ cb
�Z EDGE OF "Z
c WATER ti ��
� ti
-(0 \
-� 0•
cv
cL
v c
ov
co
\ 69
f\>f% \ \ \
u)/ ./\/
w
co
CH BASIN
TL DR-3
COF S
GRATE=8
HOOD=82.82
TI TO EXIST.
15" ST,QRM PIPE
83.7±FG
84.44FG
\—/—c)
CO
A
ASPHALT \
PARKING
qsp: s�
:„4I",
SAWCUT EXIST. H&V CON T
PAVEMENT JK MAG NAIL\ #
N:475,023.60\
E: 2,036 91.28\
ELEVATION:
85.1±FG
..85.28TC
.20FG , .
85.5±FG
20FG cp
:.
\\\
`c)\ " woinfm-/--
\b7i ,\
jp,64(;) \
F\\\\,„,\ \AI
\\ • \
\\6,\ \\Op\\\\\1\\ \\
.0/14»84/
REMOVE AND
REPLACE EXISTING
ASPHALT PAVEMENT
APPROXIMATE LIMIT
OF TEMPORARY
EXCAVATION
APPROXIMATE LIMIT
OF TOP OF RIPRAP
10
GRAPHIC SCALE
0 5 10
20
AS SHOWN ( IN FEET )
z
w
Q
[7
z
1-
z
z
11.
w
0
J
LiJ
Lin
w0_
W
0
,b L z
zz
N Z
O
Q_ _
> rn J
zw
oIw�
0
NLi_ dZ
ST. JOHN'S EPISCOPAL CHURCH
SITE AND GRADING PLAN
CSG-01

X
7
A
B-1
PLAN LEGEND
B-2 -- Boring Location from
GeoTechnologies, Inc
B-1 4- Boring Location from
S&ME Inc., 2000
2017
PLACE CLASS 2 RIPRAP
ON BACKSLOPE (TBD)
END OF WALL
_ PLACE CLASS 2 RIPRAP
AT 1.5H:1V IN FILL AREA
7
15-IN CPP
JERSEY BARRIER WALL
B-3
ASSUMED CURB LOCATION
B-2
CSW-03
PAVEMENT TO BE REPAIRED
TO MATCH EXISTING
8z
EDGE OF FILL
19' MIN. DISTANCE
FROM TOP OF 2:1
SLOPE TO CURB
0L�—
0+6
R 69'-10"
EDGE OF WATER
09 �(AT TIME OFSURVEY)
SITE PLAN - PROPOSED CONDITIONS
0 i0 20
GRAPHIC SCALE IN FEET
APPROX. LIMIT OF
TEMPORARY EXCAVATION
W_ A
EDGE OF PAVEMENT
-17
B-4
BACK EXTENT OF WALL
END OF WALL
PROPOSED ALIGNMENT
AND BOTTOM FRONT
FACE OF WALL
STONE ALTER
REVISIONS:
z
0
0 U
H
O ~
Z z
Z
0
U
PROPOSED SITE PLAN
SHEET
CSW-01
J

85
80
75
w 70
O
w 65
w
60
55
50
_ CSWW--03
CSW---04
90° CORNER CSWW--07
_ P11
P
2 P13
— I R-41T I R-41T I R-41T R-I1T I R-41T I R-41T I16-4IHF
R-41T
R-00rl R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T I R-41T
R-41T I R-41T I R-41T I R-41T F-CT
= I R-41T I R-41M I R-41M 1B-41M I 1B-41M I R-41M I R-41M I R-41M
H-41M
R-41M R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I 1B-4M R-41M R-41M R-41M R-41M R-41M I R- 1M I R-41M I R-41M I R-41M I R-41 F-CM
— I R-41T R-41M R-41M R-41M R-41M R-41M 1B-41M I 1B-41M I 1B-41M Iz-4i Hm
R-41M
R0HMI R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R41M R41M I R41M I R41M I R41M F-CM
— I R-41T I R-41M I R-41M I R-41M I R-41M I R-41M R-41M I R-41M I R-41M I R-41M I R-41M
R-41M
R-41M R-41M R-41M R-41M R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M R-41M R-41M R- 1M R-41M R-41M R-41M I R-4116111F-C"
— R-41T R41M I R-4 M R-4 M R-4 M R-4 M R-41M R-41M R-41M 1B-0M I 1B-0M I R-41M R-4i Hm
R41M
R-4lHm R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M R-41M I R-41M I R-41M I R-41M I F-CM
H-411 R-41M R-41M R-41M I R-41M I R-41M I R-41M I R-41M I R-41M R-41M I R-41M I R-41M I R-41M I R-41M
R-41M
R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41.F-CM
IR-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I 1B-1M I R-41M I R-41M I R-41M L R-41M b-41u"
16-4T10
H4lHrv� R41M I R1"M I R41M I R41M I R-41M I R-41M I R-4161 I R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41M F-CM
' F-CM R-41M I R-41M I R41M I ^,_41M I,
R-0^,".1 I R-41MI 41N'i I H-B1M I R41M I R41M R41M I R41M I R41M I R-41M I R-41M
•I
•
R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41M R-41 F-CM
. F-CM R- 1M I R-41M R-41M R-41M R-44
R-41M R-41M R-41M R-41M I R-41M I R-41M I R-41M R-41M I R-41M I R-41M IR-4,Hm
R4lHMI R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M I R-41M R-41M I R-41M I R-F-C!
' F-CM
R 1M I R-60M I R-60M I R-60M I
R-60M I R-60M I R-60M I P I R-60M I R-60M
R-60M I R-60M I R-60M I R-60M I R-60M
R-.I
R-60M I R-60M R R-60M I R-� M I R-� M I R-i M I R-i M I R-i M I R-� M I R-� M 16- M 1 R-� M
R-60M H-60M I R-60M R-60M H41 F-CM
. F-CM R-M
I - - - -
R60M R60M R60M R60
-
A R-60M R-60M R-60M R-60M R60M
R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-60M R-
OM R-60M I R-60M R-60M R-60M I F-CM
' F-CB
R-60B R-60B I R-60B I R-60B1
P I R-60B I R-60B R-60B R-60B R-60B
R-60B R-60B R-60B I R-60B I R-60B R-68: R-60B R-60B R-60B R-60B R-60B R-60B R-60B I R-60B I R-60B I R-60B I R-60B I R-60B R-60B R-60B
R-60B R-60B R-60B R-60B I H-41B F-CB
6
—
4
4
15 INCH BLOCK WITH 4
4
4" DRAIN —EXISTING SURFACE 4" DRAIN
— Csw-06 CSW-06
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
4" DRAIN
CSW-08 CAST -IN -PLACE COLLAR. Csw-06
4" DRAIN
CSW-06
0+00
0+05
PROFILE LEGEND:
BLOCK SERIES (RETAINING,
FREESTANDING, ACCESSORY)
BLOCK SIZE (28,41, & 60)
R-41 M
0+10
BLOCK TYPE
(BOTTOM, MIDDLE, TOP)
0+15
0+20
0+25
0+30
0+35
ELEVATION (FEET)
0+40
90
85
80
75
70
65
60
55
0+45
0+50
0+55
0+60
0+65 0+70 0+75
STATIONING (FEET)
0+80
PROPOSED WALL- ELEVATION
0 6 12
GRAPHIC SCALE IN FEET
0+85
0+90
0+95
SIDE WALL WITH
ZERO SETBACK
EXISTING SURFACE
/
/
I1v
2H
F-CM
F-C
R-41M
F-CM
F-CM
R-41M
F-CM
F-CM
R-41M
F-CM
FF R-41M
F-CM
F-CMI R-41M
F-CB
R-41HM (TYP.) —
.81
R 41HB
PROPOSED SIDE WALL -STATION 1+46
0 4 8
1+00
90
85
80
75
70
65
60
55
ELEVATION (FEET)
1+05
1+10
1+15
1+20
1+25
1+30
1+35
85
80
75
70
65
60
55
50
11-441
ELEVATION (FEET)
REVISIONS:
ti
PROPOSED WALL ELEVATION
GRAPHIC SCALE IN FEET
SHEET
CSW-02

•
90 -
85-
r EXISTING CURB
- -1-1 I`TIl-I Ii-1 17—i i r-r�
80-
75-
65-
60-
55-
50
EXISTING JERSEY WALL
I —
EXISTING 15" CPP %ATI7L:$::::
WO111 :gill
l 2H
84 FIELD CUT • !.�'i � •� ::::Lo_iEXISTING CPP�a���
>�.�_/.`,��`,�/ems/�9
PROPOSED 15" CPP *.�;46)
.�%�%�r ��'mm'
ter
TEMPORARY EXCAVATIONIre. �
SLOPE TO BE DETERMINED BY A�4 •��' •��' CAST IN PLACE
AT4�e 0��00��o PIPE COLLAR
CONTRACTOR. (MAX 1H:1V)^�'�,'f�/'�.,"�� i� it�,49449 "..4" PERFORATED DRAIN�-�r�-���
I•i—�`� r ��� �-.
01
tom, ti ��7� '��'A.411 is
PLACE CLASS 2 RIPRAP
ON BACKSLOPE
DRAINAGE AGGREGATE
CSW-06
NON -WOVEN
GEOTEXTILE FABRIC
CRUSHED STONE
LEVELING PAD
CSW-06
EXISTING GRADE
CSW-08
CSW-05
SETBACK = 9 %
1
SETBACK = 15/"
N.
CLASS 2 RIPRAP
EMBEDMENT
SECTION A
SCALE: 0
3
6 CSW-02
SCALE IN FEET
90
85
80
75
70
65
60
55
50
ELEVATION (FEET)
REVISIONS:
z
0
0
0D
o�
z
Z
0
0
WALL SECTION A
SHEET
CSW-03

•
ELEVATION (FEET)
90-
85-
80-
75-
70-
65-
60-
55-
50—
DRAINAGE AGGREGATE
TEMPORARY EXCAVATION
SLOPE TO BE DETERMINED BY
CONTRACTOR. (MAX 1H:1V)
2H
�1V
4" PERFORATED DRAIN
CSW-06
NON -WOVEN
GEOTEXTILE FABRIC
CRUSHED STONE
LEVELING PAD
CSW-06
3'-0" PLACE CLASS 2 RIPRAP
ON BACKSLOPE
CSW-05
SETBACK = 9 %$"
EXISTING GRADE
CSW-05
SETBACK = 15/"
CLASS 2 RIPRAP
3' MIN. -R1=TAT=fTf=lff�lll 111=-
I —III —I I —I I-1-11
1 EMBEDMENT III-III-III=IIIIII=
SECTION B
SCALE: 0
3
6 CSW-02
SCALE IN FEET
— 90
—85
—80
—75
—70
—65
60
—55
50
ELEVATION (FEET)
loan
�=
�'.nfinn W
IR—
�I Q
12
O
i�nnnn
�1 11116
REVISIONS:
z
0
0o
U
u
o'
0 ~
z c
z
0
U
X-
0
W N C�
_on
m3
QCC
=�zz
ulliobcavi
02•
QMWJ
�Q
WALL SECTION B
SHEET
CSW-04

FIVE DEGREE (5°) SETBACK
(STANDARD)
15" (381 MM)
10" (254 MM)
DIAMETER KNOB
13 3/" (340 MM)
AVAILABLE WITH:
• 28" (710 MM) BLOCKS, 41" (1030 MM) BLOCKS, AND
60" (1520 MM) BLOCKS
• 28" (710 MM) PC BLOCKS (SHOWN HERE) AND 41"
(1030 MM) PC BLOCKS
ZERO (0°) SETBACK
(SPECIALTY)
133/"(340MM)
SETBACK = 1 5/" (41 MM)
(5° BATTER ANGLE ON WALL)
SETBACK = 0" (0 MM)
(0 ° BATTER ANGLE ON WALL)
63/"(171MM)
2" (51 MM) DIAMETER KNOB
41A" (114 MM)
AVAILABLE WITH: 133/" (340 MM)
• 28" (710 MM) BLOCKS, 41" (1030 MM) BLOCKS, AND
60" (1520 MM) BLOCKS
• 28" (710 MM) PC BLOCKS (SHOWN HERE) AND 41"
(1030 MM) PC BLOCKS
9" (230 MM) SETBACK BLOCKS
4"(102MM)
0
w
ct w
U
XH Q
W �
4X"(114MM)
22%"(578MM)
13 3/" (340 MM)
SETBACK = 9 %" (238 MM)
(27.5° BATTER ANGLE ON WALL)
10" (254 MM)
DIAMETER KNOB
AVAILABLE WITH:
• 41" (1030 MM) BLOCKS (SHOWN HERE)
AND 60" (1520 MM) BLOCKS
BLOCK -TO -BLOCK SETBACK OPTIONS
SCALE: NOT TO SCALE CSW-05
MOVE BLOCKS
FORWARD DURING
INSTALLATION TO
ENGAGE SHEAR
KNOBS (TYPICAL)
MOVE BLOCKS FORWARD
DURING INSTALLTION TO
ENGAGE SHEAR KNOBS
(TYPICAL)
MOVE BLOCKS FORWARD
DURING INSTALLATION
TO ENGAGE SHEAR
KNOBS (TYPICAL)
REVISIONS:
0
N C�
j m 3
Q Q
Ln
oZrN
or W J
ULnZvls
SHEET
CSW-05

Owl*
••X.lj'1,�'Z•,a*1•c%j'1...: o o .. •o o ••;#'1, •�a•1••%#'7, ••a+l,�:t�;#'7, ••a+l,•Xa
• ;,;.++.Z..�+,x.• ;. ,,��+,x.•�FOOTINe DEPTH, D rys .. ..........`'r•,.y.
'T%•T•3•T•3•T•Y`�?%•T•3-•T•r:a`�?%•T•%•T•rya`�2,3-•T•zr,a`�?%•T•%•T•r�a`�?%•T•%•T•r�Y`t tS
E111���111���111���111���111���111���111���11 ���111���111���111���111���111���111���111���111���1111II
11i11111i11111i11111i11111i11111i11111i11111 11111111111111111111111111111111111111111111111111111i1111 ,111
NOTE:
1. PERFORATED WALL DRAIN SHALL
EXTEND THE LENGTH OF THE WALL AND
BE CAPPED WITH A 4-INCH DIAMETER
SOLID END CAP AT EACH TERMINUS.
D/2 OR 6" (MINIMUM)
STEP FOOTING DETAIL
SCALE: NOT TO SCALE
PLACE SOLID 4" DRAIN PIPE
THROUGH NOTCHED HOLE AND
GROUT PIPE IN PLACE
CSW-06
j v
=1 11=1 1 11—i 11=1 I I=1
III III=IIIIIIIII=III=
II-111 111=111=111=111=�
CRUSHED STONE FOOTING
1 ON 1 OR FLATTER
BOTTOM HALF BLOCK
12" MIN.Fpw
EllEMEWEMEMEME
-11111
12" MIN.
IN FRONT OF BLOCK
CONNECT TO PERFORATED WALL DRAIN
FIELD INSTALLED WEEP HOLE
SCALE NOT TO SCALE CSW-06
111=111=111=11'
4" PERFORATED DRAIN GRAVITY
FLOW TO OUTLET AS SHOWN ON PLAN
- CONVERT TO SOLID PIPE BEFORE
OUTLETING UNDER WALL
12" MIN.
IN BACK OF BLOCK
ASTM NO. 57 CRUSHED STONE
LEVELING PAD
ASTM NO. 57 STONE TO EXTEND AT
LEAST 12" BEHIND WALL
MIRAFI 180N NON -WOVEN GEOTEXTILE
FABRIC (OR APPROVED EQUIVALENT)
OPEN -GRADED CRUSHED STONE LEVELING PAD r -3
SCALE: NOT TO SCALE CSW-06
NOTCH ±2.5"X5"(64 MM X 127 MM)
HOLE IN SIDE OF A REDI-ROCK BLOCK
(FIELD CUT)
a) w
Nano
W LtA
0 ?sa
REVISIONS:
SHEET
CSW-06

RECESS POCKET AND LIFTING INSERT MAY BE VISIBLE
OPTIONS: FILL WITH TINTED MORTAR OR USE CUSTOM
BLOCKS WITHOUT TOP LIFTER IF DESIRED (TYPICAL)
SIDE WALL WITH ZERO SETBACK
SIDE WALL WITH
VERTICAL FACE
FREESTANDING CORNER
TOP BLOCK (TYPICAL)
0
FREESTANDING CORNER
TOP BLOCK (TYPICAL)
MULTIPLE ROW INSTALLATION
10" (254 MM) KNOB FULLY ENGAGED WITH
THE GROOVE ON THE BLOCK ABOVE (TYPICAL)
SPECIAL 9" (230 MM) SETBACK BLOCK
WITH 7 1/" (190 MM) KNOBS (TYPICAL)
� i10 IIUIIC� I
TOP VIEW OF BOTTOM TWO ROWS
90° OUTSIDE CORNER / T
SCALE: NOT TO SCALE CSW-07
FRONT FACE OF WALL WITH 9" SETBACK
SPECIAL 9" (230 MM) SETBACK BLOCK WITH
7 /" (190 MM) DIAMETER KNOBS (TYPICAL)
FRONT FACE OF WALL
WITH 9" SETBACK
a —
CD w
CD
WO
W 3�0
0 Asa
CD
C'3
REVISIONS:
Q Lu
QZ
"O
WU
Z J=
Ln
W �- 2
CY a Z 0U
O
W N' D
jQ�mWobz
QQ
Li- co co
SHEET
CSW-07

REMOVE ONLYTHE MINIMUM
NUMBER OF BLOCKS REQUIRED
TO FIT PIPE THROUGH WALL
R-60M
MEIN am.
PIPE PROTRUDING THROUGH WALL
(15" DIAMETER PIPE SHOWN)
CONCRETE COLLAR
(CAST -IN -PLACE AROUND PIPE)
PIPE PROTRUDING THROUGH WALL
(15" DIAMETER PIPE SHOWN)
R-60M
PLAN VIEW
CONTROL JOINT
CONCRETE COLLAR
(CAST -IN -PLACE AROUND PIPE)
36"
R-60M
NON -WOVEN GEOTEXTILE FABRIC
(AASHTO M288 SURVIVABILITY CLASS 1)
360° AROUND PIPE AND BEHIND COLLAR
SECTION VIEW
CONCRETE COLLAR FOR 15" PIPE DETAIL
SCALE: NOT TO SCALE CSW-08
REVISIONS:
SHEET
CSW-08

z �
Z:IPROJECTSIFAY110121DESIGNIDRAWINGSIProject\BEAVER LAW Et ST. JOHNIb-Sheets\FA Y1012-LAW-DT01.dgn
91
,P I I
9 6" 18"
I I
8 3/8„
N
,o
,S P
• S
PITCH 1 PER FT.
M
0,N
PITCH 5%8" PER FT.
24"
24"
v 24"
TYPICAL 24" ROLL -BACK CURB TYPICAL 24" VERTICAL CURB TYPICAL 24" SPILL -OFF CURB
4 1/4" 3" 9 1/4' 13 1/2 '?• d•
,P
P 6" 24"
q 6" 24"
" _
%
N
e-
PITCH 1/8" PER FT.
N
0
0
1'
„.
PITCH 5/8" PER
FT.
30"
30"
30"
TYPICAL 30" ROLL CURB TYPICAL 30" VERTICAL CURB TYPICAL 30" SPILL -OFF CURB
• ENGINEERING DIVISION
�1 /' I I 433 HAY ST. 28301
[phone]
NOTES
1. ALL CURBS CONSTRUCTED OF 3000 PSI CONCRETE.
I' http://www.fayettevillenc.gov
2. CONTRACTION JOINTS EVERY 10'; EXPANSION JOINTS EVERY 30'.
3. CURB SHALL BE DEPRESSED AT INTERSECTIONS TO PROVIDE
FOR FUTURE ACCESSIBLE RAMPS.
4. TOP 6" OF SUBGRADE BENEATH THE CURB AND GUTTER SHALL
24" AND 30"
CURB DETAILS
BE COMPACTED TO 100% STANDARD PROCTOR DENSITY.
Rev. Date: 16JAN18
Not to Scale
Review Date: 01JAN19
S D -1
STD.
STEP # 840.66
BACK OF CURB
s 0
-
N1
�'
�-
X io
i
�
=
Sn
8n
1 r
���
STD. STEP 2
Y
=
A
Y
,.�
`�
Wir
i, # 840.66 •
- E•
8"
" '
•
-
■
D
-
tN tea':..-
-
1 i
■
■ i�
M
X
END
ELEVATION
PLAN SECTION
J-J
WHERE 30"
TO 36" PIPE IS USED
END ELEVATION
SECTION Y-Y
E WHERE 42" TO 54" PIPE IS USED
- -8"
INNEFAIMENIII1
iMi
..---
R
A
ii
III
I
II
M
IMMUNE
M
SECTION Y-Y
`
j1;
PLAN P.
GENERAL NOTES: PLAN
1. MORTAR JOINTS 1/2" 1/8" THICK. FRAME, GRATE, & HOOD
2. 3000 P.S.I. CONCRETE TO BE USED. STD. # 840.038
3. THE POURING OF SLAB TO BE BY FORMING.
FLOOR ACCOMPLISHED
4. ALL CATCH BASINS OVER 3'-6" IN DEPTH SHALL BE PROVIDED i
ENGINEERING DIVISION
WITH STEPS 1' -2" ON CENTERS.
5
433 HAY ST. 28301
5. USE TYPE "E", "F", & "G" GRATE UNLESS OTHERWISE INDICATED.
B
=
[phone]
http://www.fayettevillenc.gov
6. JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR 4" SOLID
8"
=
8-
CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICKS. s
7. FOR 8' -0" IN HEIGHT OR LESS USE 8" WALL OVER 8' -0" IN
1
=
=
STANDARD BRICK CATCH BASIN
HEIGHT USE 12" WALL TO 6' -0" FROM TOP OF WALL, 8" WALL
FOR THE UPPER 6' -0".
''3-
0.5' THRU 54" PIPE)
ADOPTED FROM NCDOT STANDARD NO. 840.01
8. INVERTS SHALL BE SHAPED TO FORM A SMOOTH, REGULAR SURFACE,
. ..
PAGE 1 OF 2
SLOPED TO PREVENT SEDIMENTATION.
9. FOR VARIABLE DIMENSIONS, SEE STANDARD DETAIL DR-3.1.
._, _
SECTION X-X
Rev. Date: 16JAN18
Not to Scale
D IR e 3
Review Date: 01AN19
ELEVATION (FEET)
85
80
75
70
65
60
1f t1f fir1fif l t-,
ti • ,! ��1" 1 1 ��t- s-/
0006666664,..s
I.LLI.L1.1.1.1.10I'
irei,'i, i'i,'i, i'i,�'i i 1
�at�s.s•at s s a t 1f.�►
IIII 0 .1.1.1AA 1A
1-stt t-- t t-L=L L-L L
,.I.I.I.I.1..1.1.1.......
1.1 1.1.1.l.1.1.1.1.1� P
4'I.1.1.1.1.1.I.1.1.I.. •.
LIMITS OF
EXCAVATION
Y1
•
•
PROPOSED BANK
STABILIZATION STRUCTURE.
•
♦
•
•
EXISTING
GROUND
�•1•!�-•-4p-.-•-•.v.w4pYr•.v.,4,,•.
/ - s /../. * r. ►.•/.v.-►. 4..1.4►c
EXISTING
STREAM BANK
- TEMPORARY STONE FILL TO PROVIDE
EQUIPMENT BASE FOR EXCAVATION.
ALL MATERIAL TO BE REMOVED POST
CONSTRUCTION.
GEOTEXTILE
FABRIC
/
/
/
/ DIVERTED STREAM FLOW
TEMPORARY STREAM DIVERSION
(SHEET PILE, SAND BAGS, ETC.
AT CONTRACTOR'S OPTION).
TEMPORARY STREAM DIVERSION DETAIL
NOT TO SCALE
l
NOTES:
1. SUBGRADE AND BASE TO BE COMPACTED TO
REQUIREMENTS OF NCDOT ROADWAY DESIGN
MANUAL -LATEST EDITION.
2. BITUMINOUS MATERIAL SHALL CONFORM TO
THE LATEST LOCAL D.O.T. SPECIFICATIONS.
3. ALL WORKMANSHIP SHALL CONFORM TO THE
LATEST LOCAL D.O.T. STANDARDS AND
PERFORMANCE SPECIFICATIONS.
ASPHALT PAVEMENT SECTION
NOT TO SCALE
RXXXXXAAAA CXXXXXXXXXXX/
2.0" SF-9.5A
2-c C Cc C J} 1C`C� n C�J� CCI` 6
COMPACTED
SUBGRADE
6" AGGREGATE
BASE COURSE
SEDIMENT FENCE USE:
WILL RETAIN SEDIMENT FROM SMALL DISTURBED AREAS.
SEDIMENT FENCE WILL BE PLACED ALONG SLOPES AS SHOWN
ON CONSTRUCTION DETAILS. REFER TO SECTION 6.62 OF THE
NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL.
SEDIMENT FENCE MAINTENANCE:
INSPECT SEDIMENT FENCES DAILY AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY. SHOULD THE
FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE
OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE
SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING
THE FENCE DURING CLEANOUT. REMOVE ALL FENCING
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE
AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
NOTES:
1. USE SEDIMENT FENCE ONLY WHEN DRAINAGE AREA DOES
NOT EXCEED 1 /4-ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW.
2. END OF SEDIMENT FENCE NEEDS TO BE TURNED UPHILL.
3. REMOVE SEDIMENT DEEPER THAN 12" AND REPAIR ANY
UNDERMINING IMMEDIATELY.
4. PLACE WIRE FENCE 6" BELOW GRADE AND SEDIMENT FABRIC
8" DOWN AND 4" FORWARD ALONG TRENCH BOTOM.
BACKFILL AND THOROUGHLY COMPACT TRENCH WITH
NCDOT #57 STONE. FOR REPAIRS, REPLACE STONE TO
GRADE AND COMPACT AS NEEDED.
5. CONTRACTOR SHALL BE RESPONSIBILE FOR PLACEMENT AND
REMOVAL OF FENCE.
6. CONTRACTOR SHALL BE RESPONSIBLE FOR RESTORING
DISTURBED AREAS TO PRE -CONSTRUCTION CONDITION.
SEDIMENT FENCE
NOT TO SCALE
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
6' MAX. EXTRA STRENGTH FABRIC WITHOUT WIRE FENCE
I I I
SEDIMENT
FENCE FABRIC
INSTALLED TO
SECOND WIRE
FROM TOP
FRONT VIEW
STEEL POST
WIRE FENCE
SEDIMENT FENCE FABRIC
8" DEPTH x 4" WIDTH BACKFILLED TRENCH
EXTEND WIRE FENCE 6" BELOW GRADE
MINIMUM 10 GAUGE
LINE WIRES (TOP Et
BOTTOM)
MINIMUM 12-1/2 GAUGE
INTERMEDIATE WIRES
GRADE
GRADE
ANCHOR MATERIALS AS DIRECTED BY ENGINEER
(NOTE 4)
EXTEND FABRIC 8" DOWN AND 4" FORWARD
ALONG TRENCH
SIDE VIEW
TEMPORARY CONSTRUCTION ENTRANCE USE:
WILL PROVIDE A BARRIER AREA WHERE VEHICLES CAN DROP THEIR MUD AND
SEDIMENT AS WELL AS HELP CONTROL EROSION FROM SURFACE RUNOFF. TO
BE LOCATED AS PER THE PLANS AND CONSTRUCTED AS PER DETAIL. REFER TO
SECTION 6.06 OF THE NCDENR EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL.
TEMPORARY CONSTRUCTION ENTRANCE MAINTENANCE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING WITH 2 - 3 INCH STONE. INSPECT DAILY, AND AFTER
EACH RAINFALL, ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT
OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS
SPILLED, WASHED OR TRACKED ONTO PUBLIC ROADWAYS.
DESIGN CRITERIA
AGGREGATE SIZE = USE 2-3 INCH WASHED STONE DIMENSION OF GRAVEL PAD
THICKNESS = 6 INCHES MINIMUM WIDTH = 25 FT. MINIMUM OR FULL WIDTH
AT ACCESS POINTS OF VEHICULAR ENTRANCE AND EXIT AREA, LENGTH = 50
FT. MINIMUM. LOCATION = LOCATE CONSTRUCTION ENTRANCES AND EXITS
TO LIMIT SEDIMENT FROM LEAVING THE SITE AND TO PROVIDE FOR
MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES. AVOID STEEP GRADES
AND ENTRANCES AT CURVES IN PUBLIC ROADS. CONTRACTOR SHALL INSTALL
ADDITIONAL GRAVEL CONSTRUCTION ENTRANCES NOT INDICATED ON THE
PLANS REQUIRED FOR STAGING AND/OR BORROW AREAS AND MAINTAIN AT
NO ADDITIONAL EXPENSE TO THE OWNER. CONTRACTOR SHALL SUPPLEMENT
AND MAINTAIN GRAVEL CONSTRUCTION ENTRANCES AT HIS EXPENSE UNTIL
FINAL ACCEPTANCE.
TEMPORARY CONSTRUCTION ENTRANCE
NOT TO SCALE
GRAVEL ENTRANCE SHALL BE 50 FEET IN LENGTH AND 25 FEET
IN WIDTH WITH 20 FOOT RADIUS AT EXISTING ROADWAY
FILTER FABRIC
36' MIN
4'
10'
2-3" WASHED STONE
GRAVEL CONSTRUCTION ENTRANCE
6" MIN. THICKNESS
1
6" MIN. THICKNESS �\Q'��<1\P
o0 •\a
2-3" COURSE , , �F�'
AGGREGATE c-,�
LUl
011d
w
1-
co
▪ co
w O_
w
rn O
• Li
z 7 w
CD N
un Lu
c J O V
a>a.=
Zw
CD LIJ
• Luz
CDoa=V
N LI_CL Z
REVISIONS:
X
N
4.7
z
ST. JOHN'S EPISCOPAL CHURCH
DT-01
•