NCS000408_35_3-3-21 Cherry Creek Subdivision MCB-JSJ Review - Submittal 1_20211011

LOCATION- CHERRY LANE,
GRAHAM
ALAMANCE COUNTY, NC
PROPOSED LOT COUNT: 185 SINGLE FAMILY LOTS
COUNTY-
ALAMANCE COUNTY
PIN:
8893682433
DB/PG
2811 / 0762
ZONING:
CITY OF GRAHAM
CONDITIONAL RESIDENTIAL
TOTAL ACREAGE:
69.68 AC.
DISTURBED AREA:
45.74 AC.
TOTAL OPEN SPACE:
34.52 AC.
PROPOSED USE:
SETBACKS:
SINGLE FAMILY 40' WIDE
FRONT YARD 20'
SIDE YARD 5'
CORNER SIDE YARD 10'
REAR YARD 20'
MAX BUILDING HEIGHT:-35'
GOVERNING AGENCIES -
CITY OF GRAHAM
201 SOUTH MAIN STREET
GRAHAM, NC 27253
CONTACT MR. NATHAN PAGE
CITY PLANNER
[phone]
PUBLIC WORKS
[phone]
WATER AND SEWER DISTRIBUTION
CONTACT- MR. LADD NALL
SUPERINTENDENT
[phone]
RESIDENTIAL
SINGLE FAMILY 50' WIDE
FRONT YARD 20'
SIDE YARD 5'
CORNER SIDE YARD 10'
REAR YARD 20'
MAX BUILDING HEIGHT: -35'
EROSION CONTROL:
W/NSTON-SALEM REGIONAL OFFICE
450 WEST HANES MILL ROAD
SUI TE 300
WINSTON SALEM, NC 27105
CONTACT SUE HOMEWOOD
[e-mail]
[phone]
Owner/De ve%per
MERITAGE HOMES
13925 Ballantyne Corporate
Pl Ste 300,
Charlotte, NC 28277
Contact-- GRAY METHVEN
cel% 919.398.3371
fax-- 919.573.0751
gra y me th ven Arneritagehornes. corn
Civil Engineering:
Stocks Engineering, P.A.
801 East Washington Street
P.O. Box 1108
Nashville, NC 27856
252.459.8196 (v)
Contact: Mike Stocks, PE
mstocksestocksengineering.com
Surveying:
Bateman Civil Survey
2524 Reliance Avenue
Apex, North Carolina 27539
919.577.1080
Contact-- Josh Davidson
joshoba temancivilsurvey, corn
CHERRY CREEK SUBDIVISION
GRAHAM, NORTH CAROLINA
FA1Tc\7490k1kr4
COVER
COVER SHEET
CE-01
EXISTING SITE SURVEY
CE-02
DEMOLITION PLAN
CE-03
OVERALL SITE PLAN
CE-04
SITE PLAN AREA 1
CE-05
SITE PLAN AREA 2
CE-06
SITE PLAN AREA 3
CE-07
UTILITY PLAN AREA 1
CE-08
UTILITY PLAN AREA 2
CE-09
UTILITY PLAN AREA 3
CE-10
OFFSITE UTILITY PROFILE (WATER)
CE-11
OFFSITE UTILITY PROFILE (WATER)
CE-12
SEWER OUTFALL PROFILES
CE-13
DRAINAGE PLAN AREA 1
CE-14
DRAINAGE PLAN AREA 2
CE-15
DRAINAGE PLAN AREA 3
CE-16
STREET A PLAN and PROFILE
CE-17
STREET B and C PLAN and PROFILE
CE-18
STREET D and F PLAN and PROFILE
CE-19
STREET E PLAN and PROFILE
CE-20
STREET E PLAN and PROFILE
CE-21
STREET E, G, and LOOP ROAD PLAN and PROFILE
CE-22
LANDSCAPE PLAN
CE-3
CE-24
MASTER GRADING PLAN
CE-25
GRADING PLAN AREA 1
CE-26
GRADING PLAN AREA 2
CE-27
GRADING PLAN AREA 3
C
CE-29
INITIAL EROSION CONTROL AREA 1
CE-30
INITIAL EROSION CONTROL AREA 2
CE-31
INITIAL EROSION CONTROL AREA 3
CE-32
INTERMEDIATE EROSION CONTROL AREA 1
CE-33
INTERMEDIATE EROSION CONTROL AREA 2
CE-34
INTERMEDIATE EROSION CONTROL AREA 3
CE-35
FINAL EROSION CONTROL OVERALL
CE-36
OFFSITE WATERLINE EROSION CONTROL
D-01
NPDES EROSION CONTROL SHEET
D-02
NPDES EROSION CONTROL SHEET
D-03
EROSION CONTROL NOTES and DETAILS
D-04
EROSION CONTROL NOTES and DETAILS
D-05
CITY OF GRAHAM WATER DETAILS
D-06
CITY OF GRAHAM WATER and SEWER DETAILS
D-07
CITY OF GRAHAM SEWER DETAILS
D-08
CITY OF GRAHAM STREET and STORM DETAILS
D-09
CITY OF GRAHAM STORM DETAILS and NOTES
D-10
SCM #1 POND DETAILS
D-11
SCM #2 POND DETAILS
D-12
SCM #3 POND DETAILS
D-13
SCM #4 POND DETAILS
10' UTILITY
EASEMENT
3:1 MAX.
2.5' 5' 1 4' MIN.
S/W TURF
(5" THICK)
50' RIGHT OF WAY
SHARED VEHICLE AND PARKING ZONE
-3.0%
27' BB
33.0%-
30" ROLL CURB 10" CABC STONE 1.25" S9.56 (TOP COURSE)
PER. STD. DETAILS 2.0" S9.5C (BINDER COURSE)
27' BACK TO BACK STREET SECTION
NOT TO SCALE
2019-100
GRAHAM REVIEW SET MARCH 3, 2021
General Notes:
TOPOGRAPHICAL DATA PERFORMED BY Bateman Civil Survey, Apex, NC.
1. THE CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OF FIRMS HAVING FACILITIES ON OR ADJACENT TO THE
SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING OR CONNECTING TO SAID FACILITIES. THE OWNER SHALL PAY
ALL COSTS IN CONNECTION WITH ALTERATION OF OR RELOCATION OF ANY EXISTING FACILITIES.
2. ALL EXCAVATION IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED.
3. ALL STRUCTURAL FILL MATERIAL SHALL BE FREE OF ALL STICKS, ROCKS, AND CLUMPS OF MUD.
4. UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE DISPOSED OF OFF -SITE BY
THE CONTRACTOR IN AN APPROVED SOLID WASTE LANDFILL.
5. LOCATION OF UNDERGROUND UTILITIES ARE APPROXIMATE AND MUST BE FIELD VERIFIED. CONTACT THE NC ONE CALL CENTER AT LEAST
72 HOURS PRIOR TO DIGGING ® 811. THE SURVEYOR HAS ONLY LOCATED THE UTILITIES THAT ARE ABOVE GROUND AT THE TIME OF
FIELD SURVEY. UNDERGROUND LINES SHOWN HEREON ARE APPROXIMATE OR AS REPORTED BY VARIOUS RESPONSIBLE PARTIES. THE
SURVEYOR DOES NOT GUARANTEE THAT ANY UNDERGROUND STRUCTURES SUCH AS UTILITIES, TANKS AND PIPES ARE LOCATED HEREON.
6. ALL PIPE LENGTHS ARE HORIZONTAL DISTANCES AND ARE APPROXIMATE.
7. ALL WORK SHALL COMPLY WITH ALL APPLICABLE CODES, REGULATIONS, AND/OR LOCAL STANDARDS IMPOSED BY LOCAL UTILITY,
NCDOT, LOCAL MUNICIPALITIES.
8. ALL CONSTRUCTION AND MATERIALS SHALL MEET ALAMANCE COUNTY, CITY OF GRAHAM, AND NCDOT SPECIFICATIONS AND STANDARDS,
LATEST EDITION. ALL WORK WITHIN NCDOT RIGHT-OF-WAY SHALL MEET THE SPECIFICATIONS AND STANDARDS OF NCDOT.
9. ALL CONCRETE PIPE IS TO BE ASTM C-76, CLASS III WITH RAM-NEK, UNLESS OTHERWISE NOTED.
10. PORTIONS OF THIS PROPERTY is LOCATED IN A FLOOD HAZARD ZONE PER FEMA MAP REFERENCE NO (3710889300K) DATED
11/17/2017.
11. ALL LOT DIMENSIONS SHOWN ARE APPROXIMATE. CONSULT THE BOUNDARY SURVEY FOR ACTUAL SITE BOUNDARY INFORMATION.
12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR ADJACENT TO NCDOT RIGHT-OF-WAY. ALL
SIGNS, PAVEMENT MARKINGS AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES (MUTCD), LATEST EDITION.
13. PRIOR TO PLACING CABC STONE BASE, THE CONTRACTOR SHOULD NOTIFY THE PROJECT ENGINEER TO INSPECT AND PROOF ROLL THE
SUBGRADE. ANY STONE PLACED WITHOUT PRIOR APPROVAL WILL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
14. DESIGN/FIELD CONDITIONS QUITE EASILY MAY VARY FROM THAT REPRESENTED IN THE INITIAL SOILS REPORT AND/OR TOPOGRAPHICAL
REPORT. ISOLATED AREAS MAY SHOW UP WEAK AND ADVERSE SOILS OR GROUNDWATER CONDITIONS MAY BE DISCOVERED THAT WERE
NOT REVEALED DURING THE INITIAL SOILS INVESTIGATION. THEREFORE, THE OWNER/CLIENT IS TO BE AWARE THAT STOCKS ENGINEERING
WILL NOT AND CANNOT BE HELD RESPONSIBLE FOR ANY FAILURES TO EITHER A STREET OR PARKING LOT PAVEMENT DESIGN UNLESS
WE CAN BE FULLY AND TOTALLY INVOLVED IN THE CONSTRUCTION PROCESS WHICH MAY INCLUDE, BUT MAY NOT NECESSARILY BE
LIMITED TO, TESTING SUBGRADE AND BASE DENSITY, ENGAGING THE DESIGN ENGINEER FOR THE EVALUATION OF THE SUBGRADE AND
FOR THE OBSERVATION OF PROOF ROLLING SUBGRADE AND BASE AT VARIOUS STEPS OF CONSTRUCTION, OPPORTUNITY FOR THE
DESIGN ENGINEER TO CALL IN A SOILS ENGINEER FOR CONSULTATION AND ADVICE, ETC. - STEPS WHICH TAKEN ALTOGETHER WITH
THE INITIAL DESIGN SHOWN ON THE PLANS, CONSTITUTE THE COMPLETE DESIGN OF THE ROAD, STREET OF PARKING AREA (PRIVATE OR
PUBLIC). THE DESIGN ENGINEER MUST BE GIVEN THE FULL LATITUDE AND OPPORTUNITY TO COMPLETE THE DESIGN BY FULLY
PARTICIPATING IN THE CONSTRUCTION PROCESS. PLAN DESIGN IS A SMALL PORTION OF THE DESIGN AND CANNOT BE SEPARATED FROM
THE CONSTRUCTION PROCESS IF THE OWNER'S/CLIENT'S DESIRE IS TO HAVE THE DESIGN ENGINEER STAND BEHIND THE COMPLETED
DESIGNED PROJECT.
15. ALL UTILITY SERVICES, (POWER, TELEPHONE, CABLE, ETC.) ARE PROPOSED TO BE UNDERGROUND. DO NOT SOD, SEED OR MULCH
DISTURBED AREAS UNTIL ALL UNDERGROUND UTILITIES HAVE BEEN INSTALLED.
16. PROPERTY IS TO BE SERVED BY CITY OF GRAHAM PUBLIC SEWER AND WATER.
17. NO TAPS SHALL BE MADE INTO THE EXISTING WATER SYSTEM WITHOUT PRIOR 48 HOURS TO THE SYSTEMS OWNER. AN INSPECTOR
FROM THE GOVERNING AUTHORITY MUST BE PRESENT AT THE TIME OF THE TAP.
18. REGULATORY SIGNS, STOPS SIGNS AND ADA SIGNS SHALL BE MANUFACTURED FROM HIGH INTENSITY REFLECTIVE MATERIALS.
19. ALL EXCESS TOPSOIL AND UNCLASSIFIED EXCAVATION IS TO BE HAULED OFF -SITE, UNLESS OTHERWISE DIRECTED BY THE OWNER.
20. ALL SITE CONSTRUCTION MUST BE INSPECTED BY THE PROJECT ENGINEER AT THE FOLLOWING STAGES:
A. COMPLETION OF GRADING SUBGRADE PRIOR TO PLACING STONE BASE.
B. COMPLETION OF STONE PLACEMENT PRIOR TO PAVING.
C. FINAL INSPECTION WHEN ALL WORK IS COMPLETE.
21. THE SURVEYOR DID NOT VISIBLY SEE ANY CEMETERIES IN ANY OPEN AREAS UNLESS OTHERWISE NOTED.
22. THIS PROPERTY DOES NOT DEPICT ENCUMBRANCES THAT ARE FOUND DURING A THOROUGH TITLE SEARCH.
23. CONCRETE SUB SHALL BE RESPONSIBLE FOR ALL SCORE JOINTS AND EXPANSION JOINTS.
24. ALL CURB AND GUTTER TO BE 30" VALLEY CURB AND GUTTER. ALL CURB AND GUTTER WITHIN NCDOT R/W SHALL BE 30" STANDARD
CURB AND GUTTER.
25. ALL CURB AND GUTTER AND SIDEWALK CONCRETE IS TO BE MINIMUM 3,000 PSI AT 28 DAYS, AIR ENTRAINED.
26. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS INDICATED OTHERWISE.
27. CONTRACTOR TO FURNISH ALL PAINT STRIPING AND THERMOPLASTIC (AS REQUIRED BY NCDOT) AS SHOWN.
28. CONTRACTOR SHALL NOT POUR ANY CONCRETE BEFORE FORMS ARE INSPECTED BY THE PROJECT ENGINEER AND/OR OWNER. ANY
CONCRETE THAT HAS NOT BEEN APPROVED BY THE ENGINEER AND/OR OWNER WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
29. CONTRACTOR SHALL SAW -CUT TO PROVIDE SMOOTH TRANSITIONS WHERE EXISTING ASPHALT AND/OR CURB AND GUTTER IS TO BE
REMOVED.
30. THE CONTRACTOR SHALL PROVIDE ALL THE MATERIAL AND APPURTENANCES NECESSARY FOR THE COMPLETE INSTALLATION OF THE
UTILITIES. ALL PIPE AND FITTINGS SHALL BE INSPECTED PRIOR TO BEING COVERED. A MINIMUM OF 24 HOURS NOTICE SHALL BE GIVEN
TO THE INSPECTOR PRIOR TO COVERING PIPE OR BLOCKINGS.
31. INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECORDS AND FIELD CONDITIONS WHEN POSSIBLE,
BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY DIGGING TEST PITS BY
HAND AT ALL UTILITY CROSSINGS WELL IN ADVANCE OF TRENCHING. IF THE CLEARANCES ARE LESS THAN SPECIFIED ON THE PLANS
OR 12 INCHES, WHICH EVER IS LESS, CONTACT THE PROJECT ENGINEER PRIOR TO PROCEEDING WITH CONSTRUCTION.
10' UTILITY
EASEMENT
11.5'
SHOULDER
1/2"PER FT. 3:1 MAX.
PROPERTY LINE
PROPERTY LINE
20' MIN REAR SETBACK 20' MIN REAR SETBACK
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32. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL REQUIRED/NECESSARY SHEETING, SHORING, AND
SPECIAL EXCAVATION MEASURES REQUIRED ON THE PROJECT TO MEET OSHA, FEDERAL, STATE AND LOCAL REGULATIONS PURSUANT TO
THE INSTALLATION OF THE WORK INDICATED ON THE DRAWINGS. THE GOVERNING AUTHORITY, THE OWNER & STOCKS ENGINEERING
ACCEPT NO RESPONSIBILITY FOR THE DESIGN TO INSTALL SAID ITEMS.
33. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE DAILY RECORD KEEPING OF THE AS -BUILT CONDITION OF ALL OF THE
UNDERGROUND UTILITIES, CONSTRUCTION STAKEOUT ASSOCIATED WITHE THE PROJECT. PREPARATION OF THE NECESSARY/REQUIRED
AS -BUILT PLANS TO BE SUBMITTED TO THE GOVERNING AUTHORITY AND ALL OTHER INFORMATION REQUIRED IN CONNECTION WITH
RELEASE OF BONDS.
34. ALL WATER LINE AND SEWER LINE INSTALLATION SHALL CONFORM TO THE STANDARDS AND DETAILS OF THE LOCAL GOVERNING
AUTHORITY AND THE STATE OF NORTH CAROLINA DEPARTMENT OF HEALTH CONSTRUCTION PERMIT.
35. THE LAND DISTURBANCE PERMIT MUST BE KEPT ON THE WORK SITE AND SHOWN UPON REQUEST.
36. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ALL MATERIAL AND LABOR ASSOCIATED WITH THE TESTING OF THE WATER
AND SEWER LINES REQUIRED BY THE GOVERNING AUTHORITY.
37. THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ANY DE -WATERING NECESSARY TO CONSTRUCT THE PROJECT AS SHOWN ON
THE PLANS.
38. THE CONTRACTOR SHALL INCLUDE IN HIS CONTRACT PRICE AND ALL COST ASSOCIATED WITH PROVIDING A PROFESSIONAL ENGINEER ON
SITE IF REQUIRED, DURING THE CONSTRUCTION OF THE STORMWATER MANAGEMENT FACILITIES, UNDERGROUND UTILITIES, ETC. AS
REQUIRED, FOR AS -BUILT CERTIFICATION.
39. ALL GRASS, TOPSOIL AND 'BUILDING DEBRIS MATERIAL' DUMPED ONSITE SHALL BE REMOVED IN THE BASE BID PRIOR TO PLACEMENT
OF STRUCTURAL FILL MATERIAL.
40. ALL GENERATED WASTE SHALL BE DISPOSED OF OFF -SITE IN AN APPROVED LANDFILL LOCATION.
Additional Notes:
1. ANY DISCREPANCIES IN LAYOUT SHOULD BE BROUGHT TO THE ENGINEER'S ATTENTION PRIOR TO CONSTRUCTION.
2. WRITTEN DIMENSIONS SUPERCEDE SCALED DIMENSIONS. ALL DIMENSIONS ARE BACK OF CURB UNLESS NOTED OTHERWISE. IF
DIMENSIONS NOT SHOWN, CONTRACTOR SHALL SUBMIT RFI AND NOT ATTEMPT TO SCALE DIMENSIONS FROM DRAWINGS.
3. ALL MATERIALS, INSTALLATION, TESTING AND INSPECTION OF WATER AND SEWER UTILITIES TO MEET CURRENT STANDARDS.
4. ALL PROPOSED STREETS SHALL BE PUBLIC AND CONSTRUCTED TO THE CITY OF GRAHAM STANDARDS.
5. ALL LOTS TO BE SERVED BY PUBLIC WATER AND PUBLIC SEWER.
6. A 10' UTILITY, DRAINAGE AND ROAD MAINTENANCE EASEMENT IS RESERVED ALONG AND ADJACENT TO ALL STREET RIGHT OF WAYS.
7. FLARED END SECTIONS ARE TO BE USED ON BOTH INLET AND/OR OUTLET ENDS OF STORM SEWER UNLESS OTHERWISE NOTED.
8. FIRE HYDRANTS ARE TO BE INSTALLED AS SHOWN ON PLANS AND SHALL BE PLACED ON THE ROW LINE.
9. MAINTAIN MINIMUM 3' COVER FOR ALL WATER PIPE.
10. WATERLINE PIPE SHALL BE CLASS 50 DIP UNLESS OTHERWISE NOTED.
11. CORPORATION STOPS SHALL BE RATED A MINIMUM OF 300 PSI.
12. WHERE WATERLINE CROSSES:
12.1. SANITARY SEWER: WATERLINE SHALL CROSS ABOUT AND MAINTAIN 2' VERTICAL SEPARATION OR 10' OF HORIZONTAL SEPARATION. IF
THIS SEPARATION CANNOT BE MAINTAINED OR IF WATERLINE PASSED BELOW THEN BOTH WATERLINE AND SEER LINE SHALL BE
CLASS 50 DUCTILE IRON PIPE FOR A MINIMUM OF 10' EACH SIDE OF CROSSING.
12.2. STORM SEWER: WHERE WATERLINE CROSSES ABOVE MAINTAIN 1' VERTICAL SEPARATION. IF THIS SEPARATION CANNOT BE
MAINTAINED OF WHERE WATERLINE AND/OR SANITARY SEWER SHALL BE CLASS 50 DUCTILE IRON PIPE FOR MINIMUM OF 10' EACH
SIDE OF CROSSING.
13. ALL GRAVITY SEWER LINE IS SDR 35 PVC EXCEPT AS FOLLOWS: ALL SEWER LINE LESS THAN 3' DEEP OR GREATER THAN 14' DEEP
SHALL BE MINIMUM CLASS 50 DUCTILE IRON.
14. EACH PRIME CONTRACTOR PERFORMING EXCAVATIONS OR UNDERGROUND WORK SHALL BE RESPONSIBLE FOR THE LOCATION OF ANY
EXISTING UTILITIES IN THE AREA OF THEIR WORK. NOTIFY THE UTILITY LOCATOR SERVICE (1-800-632-4949) AT LEAST 48 HOURS
PRIOR TO COMMENCING CONSTRUCTION IN ORDER THAT EXISTING UTILITIES IN THE AREA MAY BE FLAGGED AND STAKED. CONTRACTOR
SHALL USE ALL CARE NECESSARY WHEN WORKING IN AREAS KNOWN OF SUSPECTED TO CONTAIN UNDERGROUND UTILITIES, INCLUDING
HAND DIGGING.
15. THE CONTRACTOR IS RESPONSIBLE FOR RELOCATION AND EXISTING UTILITIES THAT CONFLICT WITH THE PROPOSED CONSTRUCTION. IN
ADDITION, THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND REPLACEMENT OF ANY UTILITIES, CURB AND GUTTER, PAVEMENT, ETC.
THAT MAY BE DAMAGED DURING CONSTRUCTION. DAMAGED ITEMS SHALL BE REPAIRED TO AT LEAST THE QUALITY OF THE ORIGINAL
WORKMANSHIP. THE CONTRACTOR SHALL FIELD VERIFY DEPTH OF THE EXISTING UTILITIES AND RELOCATE IF PROPOSED GRADING
CAUSES UTILITY COVER TO BE LESS THAN MINIMUM REQUIRED.
16. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE INSPECTED AFTER EACH RAIN EVEN AND NECESSARY REPAIRS SHALL BE DONE
AS REQUIRED.
17. ADJOINING PROPERTY BOUNDARY INFORMATION WAS TAKEN FROM ALAMANCE COUNTY GIS.
18. STREET ADDRESSES SHALL BE ASSIGNED PRIOR TO LOT RECORDATION AND STREET NAMES SHALL BE APPROVED PRIOR TO PLAT
RECORDATION.
19. SIGN PERMITS SHALL BE REQUIRED FOR ANY ENTRANCE SIGNAGE. PERMITS WILL BE REQUIRED PRIOR TO FABRICATION OR INSTALLATION
OF SIGNS. SIGNAGE WILL BE RESTRICTED TO AN ON -SITE LOCATION.
20. THE DEVELOPER IS RESPONSIBLE FOR COORDINATION AND INSTALLATION OF ALL UTILITIES, INCLUDING STREET LIGHTING.
21. NO REVISIONS MAY BE MADE WITHOUT PERMISSION FROM THE PERMIT ISSUING AUTHORITY.
22. WETLAND AND JORDAN RIPARIAN BUFFERS HAVE BEEN DELINEATED BY ENVIRONMENTAL SERVICES, INC.
23. RESTRICTIVE COVENANTS SHALL BE APPROVED AND RECORDED PRIOR TO RECORDING OF FINAL PLAT.
24. A HOME OWNER'S ASSOCIATION FOR OWNERSHIP AND MANAGEMENT OF OF OPEN SPACE, BUFFERS AND RESTRICTIVE COVENANTS MUST
BE SUBMITTED FOR REVIEW WITH THE FIRST FINAL PLAT.
25. STORM WATER MANAGEMENT SHALL BE CONTAINED IN AND ACCESSED VIA OPEN SPACE MAINTAINED AND OWNED BY THE HOME
OWNER'S ASSOCIATION. A MAINTENANCE PLAN MUST BE DEVELOPED TO ADDRESS THE STORM WATER PONDS. ALL SHALL BE DESIGNED
IN CONFORMANCE WITH CITY OF GRAHAM STORM WATER MANAGEMENT AND STATE REQUIREMENTS. THE SITE SHALL COMPLY WITH CITY
OF GRAHAM JORDAN LAKE RIPARIAN BUFFER REQUIREMENTS.
26. ALL OPEN SPACE SHALL BE PRIVATE COMMON OPEN SPACE CONTROLLED BY THE HOMEOWNER'S ASSOCIATION (HOA).
27. THE POSTED SPEED LIMIT SHALL BE 20 MPH UNLESS REQUESTED AND APPROVED AS OTHERWISE BY THE CITY OF GRAHAM.
28. INITIAL CONDITION FOR ALL INTERSECTIONS SHALL BE ALL -WAY STOP. TO BE EVALUATED BY THE CITY OF GRAHAM AND REVISED AS
DEEMED NECESSARY.
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3-3-2021
COVER SHEET
REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1"=30'
VERT. SCALE: NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
COVER

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NOTES
1. THE PROPERTY LIES IN ZONES "FLOODWAY" AND "AE" PER NATIONAL
FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP
COMMUNITY NUMBER 3710889300K, DATED 11/17/17.
2. ALL DISTANCES ARE HORIZON _tOUND Via i HNCES AND ALL
BEARINGS ARE BASED ON GPS OBSERVATIONS, NAD 83 / NSRS 2011 /
SPC, UNLESS OTHERWISE SHOWN.
3. NO ZONING REPORT PROVIDED TO BATEMAN CIVIL SURVEY COMPANY.
4. AREAS COMPUTED BY COORDINATE METHOD.
5. THIS SURVEY WAS PREPARED BY BATEMAN CIVIL SURVEY COMPANY,
UNDER THE SUPERVISION OF STEVEN P. CARSON, PLS.
6. EXISTING STRUCTURES ARE AS SHOWN ON THE SURVEY.
7. THIS MAP HAS NOT BEEN REVIEWED BY A LOCAL G VERNMENT
AGENCY FOR COMPLIANCE WITH ANY APPLICABLE LAND
DEVELOPMENT REGULATIONS.
8. NO CEMETERIES WERE OBSERVED AS A RESULT OF THIS SURVEY.
9. TEMPORARY EASEMENTS FOR CONSTRUCTION PURPOSESARE VALID
UNTIL APRIL 30, 2015 OR 6 MONTHS AFTER COMPLETION OF THE
PROJECT, WHICHEVER IS LATER.
10. TEMPORARY EASEMENTS FOR CONSTRUCTION PURPOSES ARE VALID
UNTIL JUNE 30, 2008
LEGEND
O EXISTING BOUNDARY CORNER FOUND
• BOUNDARY CORNER SET (3/4" IPS UNLESS OTHERWISE NOTED)
® COMPUTED POINT
® CONCRETE MONUMENT FOUND
LIGHT POLE
c0_3 UTILITY POLE
❑T TELEPHONE PEDESTAL
® SEWER MANHOLE
< GUY WIRE
❑EB ELECTRIC BOX
O WATER METER
H UTILITY VALVE
UNDERGROUND UTILITY MARKER
FIRE HYDRANT
© CABLE PEDESTAL
Qo END OF PIPE
© TRANSFORMER
HH UTILITY HAND HOLE
STORM DRAIN
OVERHEAD UTILITY
SANITARY SEWER LINE
RIGHT OF WAY
LINE NOT SURVEYED
SURVEYED LINE
APPROXIMATE CREEK CENTERLINE
------- EASEMENT
TICE
FENCE
............ GRAHAM CORPORATE LIMITS
TREELINE
UNDERGROUND WATERLINE
UNDERGROUND CABLE LINE
UNDERGROUND -GAS LINE
EIP EXISTING IRON PIPE
PTEIP PINCHED TOP EXISTING IRON PIPE
BEIP BENT EXISTING IRON PIPE
EIR EXISTING IRON REBAR
IPS IRON PIPE SET
PKS PK NAIL SET
CP CALCULATED POINT
NS NAIL SET
PSSE PERMANENT SANITARY SEWER EASEMENT
TICE TEMPORARY CONSTRUCTION EASEMENT
_GR -GUARD RAIL
CMP CORRUGATED METEAL PIPE
RCP REINFORCED CONCRETE PIPE
LP LIGHT POLE
BWF BARBED WIRE FENCE
CLF CHAIN LINK FENCE
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EXISTING,
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VERT. SCALE: N/A
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MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
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D.B. 2610, PG. 280
PIN 8893-47-6216
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\\ / A26 83/SF \ / 1 \\ \\ \ P.B. 67, PG. 249 100 YEAR
y'i PIN8893-46-5862 F ONEAEE &9�ERT t1 V,S f ULLErI �h Q r \ 1 �\ (SEE NOTE 1)
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PIN 8893-46-6069 PIN 8893-46-5385./ / I = c z 1 /- \ m \
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C`USyE OF R/W)/ j Irrr
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m At�H
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WI / PROPEF�jjTY LINE LL
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\ \` r hh % `� D.B. 2932, PUi732
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-----' / `� (SEE NOTE 1) SUSAN RAE SCOTT SUTTON
DAVID D. MINTER
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D.B. 1048, PG. 725 ROBERTANDREW CAGLE \ \ \ \----'----------------- / \ PIN 8893-47-8838 LOT 10
CALEB D. FOUST, et al P.B. 23, PJi96
D.B. 3467, PG. 134 D.B. 3076, PG. 389
--- �\
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PART OFLOTI / /
AND A PORTION OF
P.B. 41, PJi109
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PROPERTY
PIN 8893-58-7021 IS CENTERLINEOF BACK CREEK
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H.BARNEY JORDAN,JR. 941,739S.F.
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PIN 88935 0321 (SEE NOTE 1) FLOODWAY
(SEE NOTE 1)
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♦JD.B. 1791, P�749
JEFFREY N. WILLIS 25' DRIVEWAY LOT 2
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CREEK PER m �` \ \ \ O \ \ \\ \ \ \ \ \ \ \ ♦ \ \ \ \ \ I I \ \ \ \ \ \ \ \ / / \ \ \ I
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FLOODPLAIN LINE i\ `\ \ 1 1 I I I \ ` 0 G \I �\
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/ \ \ \ \ 60s `� PART OF TRACT 1 \\
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STEPHEN SORRELL -GRAHAM CORPORATE O'OL1 1 bg\�, \ `� ` P.B. 73, PG. 135 \\t\ \\ \
`� D.B. 3285, PJi982 LIMITS /I i / \\ \ 1` ` \ P.B. 72, PG. 303
v LOT 11 P.B. 71, P�43 PIN 8893-68-6572
P.B. 74, PG. 354
PIN 8893-66-6995 \\\+
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MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
SITE
BENCHMARK
RAIL
ROAD
SPIKE
SET
IN
POWER
POLE
ELV:543.31'
NEWTON W. SCOTT
SANDRA Y. SCOTT
TRUSTEES OF THE SCOTT FAMILY
IRREVOCABLE TRUST AGREEMENT
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19843
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3-3-2021
DEMOLITION
PLAN
REVISIONS
FILE NO. 2019-100
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VERT. SCALE: N/A
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TRL
REVOCABLE TRUST
PIN 8893-47-6216
100 YEAR
FLOODLINE
ZONEAE
(SEE NOTE 1)
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LINE TABLE
LINE
LENGTH
BEARING
L1
186.52
S06.51'26'E
L2
187.46
S06.57'45'W
L3
264.71
S06.57'45'W
L4
53.58
N40.27'37'W
L5
322.43
N83.08'34'E
L6
88.94
N83.08'34'E
L7
86.49
N83.08'34'E
L8
50.06
S09.40'08'E
L9
220.27
S09.40'08'E
L10
69.30
N83.02'15'W
Lll
148.53
N83.08'34'E
L12
139.37
N83.08'34'E
L13
115.41
S09.40'08'E
L14
89.21
S80.19'52'W
L15
158.57
S09.40'08'E
L16
220.00
S09.40'08'E
L17
90.00
N80.19'52'E
L18
90.00
S80.19'52'W
L19
50.00
S09.40'08'E
L20
152.18
S80.19'52'W
L21
88.29
N28.14'03'E
L22
61.01
N23.03'11'W
L23
72.86
S66.56'49'W
L24
83.93
S82.24'49'W
L25
25.00
S07.35'11'E
L26
152.28
N23.03'11'W
L27
248.49
S18.44'26'W
L28
562.20
S70.52'15'W
L29
31.50
S24.25'43'W
L30
104.69
N65.34'17'W
L31
41.70
N65.34'17'W
L32
275.40
N64.27'15'E
H. BARNEY J
RDAN, JR.
D.B. 524,
-135 100 YEAR
P.B.41, FG.109
FLOODLINE
P.B. 23,
1t96 ZONE AE
PIN 8893
8-0321 (SEE NOTE 1)
CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD DIRECTION
CHORD LENGTH
Cl
28.50
400.00
4.04'56'
14.26
N04.48'58'W
28.49
C2
67.98
400.00
9'44'15'
34.07
NO2.05'38'E
67.90
C3
248.31
300.00
47.25'22'
131.76
S16.44'56'E
241.28
C4
39.27
25.00
90.00'00'
25.00
N51.51'26'W
35.36
C5
39.27
25.00
90.00'00'
25.00
N38.08'34'E
35.36
C6
36.18
150.00
13.49'12'
18.18
S89'56'51'E
36.09
C7
78.54
50.00
90.00'00'
50.00
S54'40'08'E
70.71
C8
39.27
25.00
90.00'00'
25.00
N54.40'08'W
35.36
C9
39.27
25.00
90.00'00'
25.00
N35'19'52'E
35.36
C10
268.70
500.00
30'47'29'
137.68
S64'56'07'W
265.48
Cll
185.93
500.00
21.18'20'
94.05
S38.53'13'W
184.86
C12
223.78
250.00
51'17'14'
120.01
S02.35'26'W
216.39
C13
40.49
150.00
15.28'00'
20.37
N74.40'49'E
40.37
C14
291.77
400.00
41.47'36'
152.72
NO2.09'23'W
285.35
C15
454.92
500.00
52.07'49'
244.57
N44°48'20'E
439.39
C16
121.59
150.00
46.26'32'
64.36
S47°38'59'W
118.28
C17
130,83
150.00
49.58'28'
69.91
S89°26'29'W
126,73
ROBERT ANDREW CAGLE
D.B. 3076, PG. 389
LOTS 1-7, 9-11, 13-14,
AND A PORTION OF
LOT 12
P.B. 38, PS-179
P.B. 76, Pa-185
PROPERTY LINE
PIN 8893-58-7021 IS CENTERLINE OF BACK CREEK
1677 CHERRY LANE
PER
21.619 ACRES
P.B. 38, P-G. 179 &
941,739 S.F.
P.B. 72, PG. 257
(CP20-CP 30)
FLOODWAY
(SEE NOTE 1)
SUSAN RAE SCOTT SUTTON
D.B. 1048, RG. 725
LOT 10
P.B. 23, P�96
PIN 8893-58-1745
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REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1"=120'
VERT. SCALE: N/A
-f -a� CE-03
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
'` I
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mac/ GPS
LL/ T TERMINATE LINE FOR 24 #Y
Q V' R
= Q Q Y FUTURE CONNECTION PER IN r,_ �P �2�� 1 ��P / GAS
Z a CITY OF GRAHAM SPECS V 559.5� IN RCP N`V-555• �� I /GAS
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RESTRAINT CONCRETE ►i GRAVEL DRIVE �2
THRUST BLOCKING C,P REPAIR ±100 S.F.
I NV 55 RCP46 V5
9.05
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REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=50'
VERT. SCALE:
1'=5'
8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00
CE-10
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21 1 L

SW
pP
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REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=50'
VERT. SCALE:
1 "=5'
23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
CE-11

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REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=50'
VERT. SCALE:
1'=5'
9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50
9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
CE-12

8"x8"x8" TEE
WITH BLOCKING
TERMINATE LINE FOR
FUTURE CONNECTION PER --
CITY OF GRAHAM SPECS
1-8" GATE VALVE
1-FULL JOINT PIPE
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RESTRAINT CONCRETE
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PROFILE LEGEND
100' OFFSET LEFT
— — — — 20' OFFSET LEFT
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REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=50'
VERT. SCALE:
1 n=5'
9+00 9+50 10+00 10+50 11+00
11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
CE-16

7,1/9 9 F.
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100' OFFSET LEFT
— — — — 20' OFFSET LEFT
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— — — 100' OFFSET RIGHT
570
565
560
555
550 -
545
540
535 -
530
525
520
LOW PT STA: 10+61.00
LOW PT ELEV: 535.78
PVI STA: 11+11.00
PVI ELEV: 536.78
K: 50.00
LVC: 100.00
HIGH PT STA: 14+30.99
HIGH PT ELEV: 547.86
PVI STA: 14+10.00
PVI ELEV: 548.74
K: 21.50
LVC: 130.00
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FILE NO. 2019-100
HORZ. SCALE:
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VERT. SCALE:
1 n=5'
9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00
CE-17
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21

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PVI ELEV: 547.01 PVI ELEV: 551.77 PVI ELEV: 537.66
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FILE N0. 2019-100
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1"=50'
VERT. SCALE:
1 "=5'
9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50
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PROFILE LEGEND
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HIGH PT STA: 10+61.00
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K: 25.51
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LOW PT ELEV: 534.43
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PVI ELEV: 533.25
K: 20.13
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HIGH PT STA: 17+00.00
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PVI ELEV: 538.61
K: 210.73
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HIGH PT STA: 19+80.00
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520
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REVISIONS
9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50
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555
550
545
540
535
530
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520
515
510
505
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LOW PT STA: 24+22.00 HIGH PT STA: 26+91.67 LOW PT STA: 30+11.54
LOW PT ELEV: 537.27 HIGH PT ELEV: 539.19 LOW PT ELEV: 534.75
PVI STA: 24+00.00 PVI STA: 27+25.00 EXISTING C/L PVI STA: 30+50.00
SCALE: 1 " = 50'
HIGH PT STA: 34+55.88
HIGH PT ELEV: 549.24
PVI STA: 34+50.00
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PVI STA: 38+42.63
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505
500
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25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 35+50 36+00 36+50 37+00 37+50 38+00 38+50 39+00 39+50
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MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21 ICE-20

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LOW PT ELEV: 533.73
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PVI ELEV: 533.18
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535 545
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LOW PT ELEV: 539.13
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PVI ELEV: 540.13
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HIGH PT ELEV: 548.78
PVI STA: 13+50.00
PVI ELEV: 549.87
K: 36.36
LVC: 200.00
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�'0NAEL 5�•�`•
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540 Street „A,.
P/an and Profile
535
530
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=5V
VERT. SCALE:
1 "=5'
39+00 39+50 40+00 40+50 41+00
41+50 42+00 9+80 10+00 10+0 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21 1 1 CE-21

r MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORDS PURPOSE THAT PREVAILS. PROVERBS 19:21

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27 B B \'MARrELLA SCOTT
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SILT
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FENCE
OUTLET
P.B. 73 PG, 135
16/048 ACRES
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INLET IL TER
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INV-560.01 ■-- —E SILT FENCE OUTLET
PERMANENT SEEDING
ARC FILTER INLET PROTECTION
NCDOT WATTLE
TOTAL AREA DISTURBED - 45.74 Ac.
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORDS PURPOSE THAT PREVAILS. PROVERBS 19:21
CSW
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Notification of Land Resources Sediment and Erosion Control Self Inspection Program:
The Sedimentation Pollution Control Act was amended in 2006 to require 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. To simplify
documentation of Self —Inspection Reports and NPDES Self —Monitoring Reports, a combination form is now availible. The new
form was developed to satisfy the requirements of the Sedimentation Pollution Control Act and the NPDES Stormwater
Permit for Construction Activities, NCG 010000. Beginning August 1, 2013, the Division of Energy, Mineral, and Land
Resources is responsible for administering both the SPCA and the NPDES Stormwater Permit for Construction Activities, NCG
010000. The combined form should make it easier to comply with self —inspection requirements.
The Combined Self —Monitoring form is availible as a PDF and Word document from the Land Quality web site,
http_/4ortal.ncdenr.org/web Ir erosion
If you have questions, please contact the Land Quality Section at a DENR Regional Office.
SCALE: 1 " = 60'
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19843
` 3-3-2021
OFFSITE UTILITY
EC PLAN
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=60'
VERT. SCALE:
1 "=60'
CE-36

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the tmeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
❑NSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
U SANDBAGS (TYP,)
o OR STAPLES
10 MIL
ill E SIDE SLOP LINING
SILT FENCIC SANDBAGS (TYP,)
(TYP. OR STAPLES
0
oZXa
r
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18'X24' MIN.)
WASHOUT
PLAN
SECTI❑N A -A
NOTES
1, ACTUAL LOCATION DETERMINED IN FIELD
2, THE CONCRETE WASHOUT STRUCTURES SHALL
BE MAINTAINED WHEN THE LIQUID AND/OR
SOLID REACHES 75% OF THE STRUCTURES
CAPACITY,
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
SANDBAGS (TYP.)
OR STAPLES
10 MIL HIGH
COHESIVE &
PLASTIC LOW FILTRATION
UIWI90]E SLOP SOIL BERM
i(TYPJ
(TYP.) NOTES,
OR STAPLES 1, ACTUAL LOCATION DETERMINED IN
FIELD
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18'X24' MIN.) 2. THE CONCRETE WASHOUT
WASHOUT STRUCTURES SHALL BE MAINTAINED
WHEN THE LIQUID AND/OR SOLID
REACHES 75% OF THE STRUCTURES
CAPACITY TO PROVIDE ADEQUATE
HOLDING CAPACITY WITH A MINIMUM
PLAN 12 INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE
NEEDS TO BE CLEARY MARKED WITH
SIGNAGE NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
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SEAL
19843
NE
3-3-2021
EC NOTES
r REVISIONS 1
FILE NO. 2019-100
HORZ. SCALE: 1"=30'
VERT. SCALE: NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
D-01

PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.411
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
oc They are 25 gallons or more,
oc They are less than 25 gallons but cannot be cleaned up within 24 hours,
oc They cause sheen on surface waters (regardless of volume), or
oc They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the tmeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
.
Within 24 hours, an oral or electronic notification.
deposition in a
.
Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
•
If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
.
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
.
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
.
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
.
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
.
Within 24 hours, an oral or electronic notification.
with the conditions
.
Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
•
Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO I SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01/19
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3-3-2021
EC NOTES
REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1 1-=30'
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
VERT. SCALE: I NONE
D-02

EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for construction of streets and utilities for CHERRY LANE PROPERTY Subdivision
in GRAHAM, NC. The sire is being developed by MERITAGE HOMES. The site is currently undeveloped.
Approximately - - - - - acres will be disturbed for construction. The construction will consist of around
one hundred and eighty six single family residential homes. The max fill will be -----. The max cut will
be--------
The pproject is scheduled to begin construction in FALL 2021 with project completion and final
stabilization by FALL 2022. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, silt fence, outlet protection, Inlet protection,
and skimmer basins with temporary seeding of the site.
ADJACENT PROPERTY
The adjacent property is agricultural land or residential land.
SOILS
The soil at this site is Clay Loam.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the Dept. of Environmental Management, Land Quality Section and Wake County
The contractor shall also follow any additional requirements as outlined by the Project
Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. Construction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this
drowin
3. Silt%nce: Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
4. Rip Rap/Gravel Filter Sediment Basins: Construct basin to the shape and dimensions shown in
the details. The basin is to be placed below the existing ditch flow line by 2with the berm built
above as dimensioned.
Vegetative Practices (Ground Stabilization)
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptions:
Perimeter dikes, swales,
7 Days
None
ditches & slopes.
High Quality Water (HQW)
7 Days
None
Zones.
Slope 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 feet
in length.
All other areas with slopes
14 Days
None, except for perimeters and HQW
flatter than 4:1
Zones.
SEEDBED PREPARA TION:
1. Chisel compacted areas and spread topsoil three inches deep over adverse soil conditions,
if available.
2. Rip the entire area to six inches deep.
J. Remove all loose rock, roots and other obstructions, leaving surface reasonably smooth
and uniform.
4. Apply agricultural lime, fertilizer and superphosphate uniformly and mix with soil (see
mixture below.
5. Continue tillage until a well -pulverized, firm, reasonably uniform seedbed is prepared four
to six inches deep.
6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or
cultipack after seeding.
7. Mulch immediately after seeding and anchor mulch.
8. Inspect all seeded areas and make necessary repairs or reseedings within the planting
season, if possible. If stand should be more than 609 damaged, re-establish following
the original lime, fertilizer and seeding rates.
9. Consult S&EC Environmental Engineers on maintenance treatment and fertilization after
permanent cover is established.
MIXTURE
Agricultural Limestone
2 tons/acre (3 tons/acre in clay soils)
Fertilizer
1,000 Ibs/acre - 10-10-10
Superphosphate
500 Ibs/acre 20% analysis
Mulch
2 tons/acre - small grain straw
Anchor
Asphalt emulsion at 400 gals/acre
SEEDING SCHEDULE
FOR SHOULDERS, SIDE DITCHES, SLOPES (MAX 3:1):
Date Type Planting Rate
Aug 15 - Nov 1
Tall Fescue
300 Ibs/acre
Nov 1 - Mar 1
Tall Fescue & Abruzzi Rye
300 Ibs/acre
Mar 1 - April 15
Tall Fescue
300 Ibs/acre
Apr 15 - Jun 30
Hulled Common Bermudagrass
25 Ibs/acre
Jul 1 - Aug 15
Tall Fescue AND Browntop Millet
or Sorghum -Sudan Hybrids***
125 Ibs/acre (Tall Fescue); 35 Ibs/acre
(Browntop Millet); 30lbs/acre (Sorghum -
Sudan Hybrids)
FOR SHOULDERS, SIDE DITCHES, SLOPES (3:1 TO 2:1):
Date Type Planting Rate
Mar 1 - Jun 1
Sericea Lespedeza (scarified) and
50 Ibs/acre (Sericea Lespedeza);
use the following combinations:
Mar 1 - Apr 15
Add Tall Fescue
120 Ibs/acre
Mar 1 - Jun 30
Or add Weeping Love Grass
10 Ibs/acre
Mar 1 - Jun 30
Or add Hulled Common
25 Ibs/acre
Bermudagrass
Jun 1 - Sep 1
Tall Fescue AND Browntop Millet
125 Ibs/acre (Tall Fescue); 35 Ibs/acre
or Sorghum -Sudan Hybrids***
(Browntop Millet); 30lbs/acre (Sorghum -
Sudan Hybrids)
Sep 1 - Mar 1
Sericea Lespedeza (unhulled -
70 Ibs/acre (Sericea Lespedeza):
unscarified) AND Tall Fescue
120 Ibs/acre (Tall Fescue)
Nov 1 - Mar 1
ADD Abruzzi Rye
25 Ibs/acre
Consult S&EC Environmental Engineers for additional information concerning other alternatives
for vegetation of denuded areas. The above vegetation rates are those that do well
under local conditions; other seeding rate combinations are possible.
*** TEMPORARY- Reseed according to optimum season for desired permanent vegetation. Do
not allow temporary cover to grow more than 12" in height before mowing; otherwise,
fescue may be shaded out.
OWNER
MERITAGE HOMES
13925 Ballantyne Corporate
PI Ste 300,
Charollette, NC 2877
919.398.3371
10-20-1 Minimum Standards - All soil erosion and sedimentation control plans and measures must conform to
the minimum applicable standards specified in North Carolinas Erosion and Sediment Control Planning and Design
Manual and the Wake County Sedimentation and Erosion Control Plan Review Manual. Erosion control devices must
be installed to prevent any offsite sedimentation for any construction site regardless of the size of the land
disturbance.
10-20-3 Operation in Lakes or Natural Watercourses -Land disturbing activity in connection with construction in,
on, over, or under a lake of natural watercourse must minimize the extent and duration of disruption of the
stream channel. Where relocation of a stream forms an essential part of the proposed activity, the relocation
must minimize unnecessary changes in the stream flow characteristics.
Riparian Buffer Rules - Due to the location of this project, it should be noted that a rule to protect and
maintain existing buffers along watercourses in the Neuse River Basin became effective on July 22, 1997 The
Neuse River Riparian Area Protection and Maintenance Rule (15A NCAC 2B.0233) applies to all perennial and
intermittent streams, lakes, ponds and estuaries in the Neuse River Basin with forest vegetation on the adjacent
land or riparian area':
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILIZE THE SECOND YEAR. ACCORDING TO SOIL TESTS OR
TOPDRESS WITH 500 LB/ACRE 10-10-10 FERTILIZER. MOW AS NEEDED.
REPLACE, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots larger than 9 square feet (limited to 5% maximum of site area.)
2. Maintain all seeded areas until uniform stand Is acceptable.
3. If growth is not established by final project inspection, continue specified attention until the
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re-enter pit / trap.
Maintenance Notes:
1. Follow chart for timelines of when to apply temporary seeding.
2. Maintain all erosion control measures daily and reseed disturbed areas as needed.
3. Inspect all erosion control measures weekly and after each rainfall event. Repair as needed.
GENERAL NOTES:
1. All Stockpile areas shall be a minimum of 100' away from surface waters and inside the
perimeter EC Measures.
2. All Concrete Washout areas shall be a minimum of 100' away from surface waters and
inside the perimeter EC Measures.
3. If an offsite soil spoil or borrow site is utilized, then the disturbed area for the spoil/
borrow site must be included in the land -disturbance plan and permit unless the spoil/
borrow site already has a land -disturbance permit.
Wet Pond Construction Sequence
1. After installing all Erosion Control measures rough grade area of wet detention pond.
2. Install outlet pipe as shown. Once outlet pipe is installed, construct rock pipe inlet
protection at outlet pipe entrance.
J. Install concrete channel as shown through valley of wet detention pond.
4. Ensure slopes match those shown on grading plan.
5. Seed dry detention per Wake County Seeding Schedule table to stabilize once slopes are at
finish grade.
6. Wake County must grant permission to convert the sediment basin over to stormwater use
prior to completing any related work. Wake County will coordinate with the town for basin
completion.
CONSTRUCTION SEQUENCE:
1. Obtain erosion control plan approval prior to beginning land disturbance. Retain a copy of the approved
erosion control plan and permit on site. Call SUE HOMEWOOD at 336.776.9693 to notify the Inspector of a
start date prior to land disturbance.
2. Construct the construction entrance as shown on the plans. Maintain the construction entrance daily to
P Y
ensure that mud and silt will not be tracked onto the paved surface. If mud is tracked onto the road
surface, it is to be removed immediately.
3. Construction entrance location may not vary without prior approval from Engineer and DEQ.
4. Install temporary stream crossing per detail and construction specs then proceed with other perimeter EC
measure installation. See specific construction sequence.
5. Clear the area needed to access and construct sediment basins and the perimeter erosion control measures.
including silt fence, silt fence outlets, temporary diversions, etc. in sediment basins provide stable conveyance
from temporary diversions using rip rap as described in the construction specs for the skimmer sediment basin.
6. Begin clearing, grubbing, and topsoil stripping.
7. Rough grade site. Adjust basins and temporary diversions as grades rise.
8. Install storm sewer system to collect runoff from permanent drainage patterns and include the
associated inlet and outlet protection devices.
9. Construct CABC on roadway.
10. Seed, straw and tack areas that are graded to their final disposition.
11. Upon completion of the project, contact SUE HOMEWOOD to inspect prior to removing EC measures.
12. Prior to removal of sediment basins, de -water using a silt bag.
13. Seed, straw and tack any remaining exposed areas.
BASIN REMOVAL SEQUENCE
1. Schedule a site meeting with the Environmental Engineer/Consultant to determine if a
basin can be removed. Install silt fencing or other temporary erosion control measures as
needed prior to removal of the basin.
2. Remove Basins and associated temporary diversion ditches. If culvert pipes need to be
(� P y PP
extended, perform this operation at this time. Fine grade area in preparation for seeding.
J. Perform seedbed preparation, seed, mulch and asphalt tack any resulting bare areas
immediately.
4. Install velocity dissipators and/or level spreaders as required on the Erosion Control Plan.
5. When site is fully stabilized, call Environmental Engineer/Consultant for approval of
removing remaining temporary erosion control measures and advice on when site can be
issued a Certificate of Completion.
Note: A meeting should also be scheduled with the Environmental Engineer/Consultant to
determine when a basin may be converted for stormwater use. Some municipalities may also
require this.
CONSTR</CTIOAff A/TR.4NCE
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS.•
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL
AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO 774E SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
J. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR 07HER SUITABLE OU7LET.
4. USE GEOTEX77LE FABRICS BECAUSE 774EY IMPROVE STABILITY OF 774E FOUNDATION IN LOCATIONS SUBJECT TO
SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE.•
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING 7HE CONSTRUCTION
SITE THIS MAY REQUIRE PERIODIC TOPDRESSING WI7H 2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
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NOT TO SCALE
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•- • •
GENERAL NOTES. SCALE: N. T. S.
CONSTRUCTION SPECIFICATIONS•
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24
INCHES ABOVE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF
WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE).
J. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET
MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO
THE UPSLOPE SIDE OF THE POSTS EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON
THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD
HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF
8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE
GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC
DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP
ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE
TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND
COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES
MAINTENANCE.•
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK 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.
CONSTRUCTION SPECS.
1. CEEAR­& GROB THE AREA AROUND THE SILT FENCE
OUTLET YDISPOSE OFDEB*fS.
2.-44ALT GRzAVEL TO THE SPE'CH DE AS SHOWN
PER THE DETAIL.
3.PROPERLY OVERLAP -STONE BEYOND EDGES OF SILT
FENCE OPENING.
MAINTENANCE.
17VSPECT OUTLETS WEEKLYANDAFTEREACH-P64"EVENT.
IMMEDI4TELY-4�EMOVE SEDIMENT FROM THE FLOW AR>FA
AATI,-,�ASNEEDED. CAREFULLY CHECK OUTLETS
FO-*L�OSIONAND-P<EPALR-D"EDIATELY. ENSb ETHERE'
IS NO SCOb4?!WG APPARENT DOWNSTREAM OF OUTLET.
IMMEDIATELYSTABILIZEANYAREAS THATNEEDREPAIRL
.ter .!.�.
1. La = THE LENGTH OF SAP APRON.
2. d =1.5 TIMES THE MAXIMUM STONE DIAMETER -BUT NOT LESS THAN 6".
3. INA WELL-DEFINED=4NNEL EXTEND THE APRON b L77=TIANNEL BANKS TO ANELEVATION OF 6"ABOVE THE MAXM M TAILWATER-DEPTH OR -TO THE TOP -OF THE BAND
WHICHEVER -IS LESS.
4. A FILTER -BLANKET 6R-FILTER-FABRIC SHOULD BE INSTALLED BETWEEN THE-Rff IRAPAND SOIL FOUNDATION.
CONS RR UCTION SPECIFICA TIONS:
1. ENS&WE THAT THE SUBGR:ADE FOR -THE FILTER -AA FOLLOWS 77IE-REQUIRED LINES AND GRADES SHOWNIN THE•DEAN.-MAA 2=ANYFILL-REQURbED I V = SUBGRADE TO THE
DENSITY OF THE SbWROUNDING UNDISTbWBED MATERIAL. LOWAREAS IN THE SUBGRaADE ON UNDISTb92BED SOIL AMYALSO BE FILLED BY1700 ASING THE 3HICKNESS.
2. THE-RIPRaAPAND GRAVEL FILTER MUST CONFOR J TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FIL723.1=OTH WHEN USED, MUST MEET DESIGN-REQLRREMEIVTS AND BE-PROPERLY-PROTI;ZTED FROAfPGNLHING OR -TEARING DbIRING INSTALLATION.-%EPA4R-ANYDAMAGE BY
­REMOVDVG CINGANOTII&RRIECE OFFILTER-CLOTH OVER-THEDAMAGEDAREA. ALL COAWECTINGJOINTS SHOULD OVER:F,APL60 THE TOPLLAYER-IS ABOVE 777E
DOWNSRREAMLAYER-A MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE, -REPLACE THE ENTRtE• FILTER -CLOTH.
4 MYBE4+b=D BYEQLWWENT, BUT TAKE 74 E TO AVOID DAMAGING THE FILTER-
5. THE MINIMUM THICKNESS OF THESHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER-
6-PR:AP MAYBE FIELD STONE GR ROUGH QUARRY STONE. IT SHOULD BE HARD ANGUL,4R; HIGHLY WEATH SIS TENT AND WELL GRr1BED
.
7.'MNSTR,[=THEAI+RON0NZERO GRADE WITHNO OVERFILL AT THEEND. MAKE THE TOP -OF THE r1T THEDOWNSRREAMEND LEVEL WITH THE-RE=rVINGAREA OR -SLIGHTLY
BELOW IT.
8. EIVS6%E THAT THE APRONIS PROPERI YALIGNED WITHTHE-RECEIVING SRRRAMAND PREFERABLYSRRr17GHT TFBIOUGHOUT ITS LENGTH IRA C69RVE IS NEEDED TO FIT SITE CONDITIONS,
-P&=ITINTHE &9R&R-SECTI0N OF THE APRON.
9. RvIWEDIATELYAFTER-CONSRRUCTION, STABILIZE ALL DIST6WRED AREAS WITH VEGETATION.
MAINTENANCE:
IN6PECFR�OU7LET SRRUCTb9?,-_S WEEKLYAND AFTERLSIGNIFICANT (1127NCHGR RWE ATER}R•r17NFALL EVENTS TO SEE IFANYEROSIONAROUND GR-BELOW Th -HAS TAKEN
PLAZA:OR-1FS TONES HAVEBEE NDISLODGED.IAaMDIATELYMAKEALLATEDE 4iEPARh5TOPREVENTF692I77E*DAMAGE.
WOODEN STAKE WITH WATTLE
ANCHORED TO THE TOP 12" DIAMETER STRAW FILLED WATTLE
FILTER FABRIC
OR DITCH LINER /-DITCHLINE
NOTES:
1. WATTLES SHALL BE FILLED WITH STRAW
OR OTHER APPROVED MATERIAL
2. SPACING FOR WATTLES SHALL BE
DETERMINED BY THE SITE ENGINEER.
3. WATTLES MAY BE USED FOR
PROTECTION OF CATCH BASINS AND
DROP INLETS WITH APPROVAL BY THE 12" DIAMETER STRAW FILLED WATTLE
ENGINEER. WOODEN STAKE FASTENED TO WOODEN STAKE BY NAIL OR
\ STAPLE
FILTER FABRIC / DITCHLINE
OR DITCH LINER Il����ppd 2 -FLOW /
AF09TWarrLE
NOT TO SCALE
8" FABRIC
18"
18°
MAINTENANCE: INSPECT WATTLES
AND CHANNELS AT LEAST WEEKLY
AND AFTER EACH SIGNIFICANT
RAINFALL EVENT AND REPAIR
IMMEDIATELY. CLEAN OUT SEDIMENT,
STRAW, LIMBS, OR OTHER DEBRIS
THAT COULD CLOG THE CHANNEL
WHEN NEEDED.
IF SIGNIFICANT EROSION OCCURS
BETWEEN WATTLES, ADDITIONAL
MEASURES CAN BE TAKEN SUCH AS
INSTALLING A PROTECTIVE LINER IN
THAT PORTION OF THE CHANNEL.
REMOVE SEDIMENT ACCUMULATED
BEHIND WATTLES AS NEEDED TO
PREVENT DAMAGE TO CHANNEL
VEGETATION, ALLOW CHANNEL TO
DRAIN THROUGH THE WATTLES AND
PREVENT LARGE FLOWS FROM
CARRYING SEDIMENT OVER THE
WATTLES.
STAKE (TYP)
10 MIL PEAS
LINING
14•
1
l
STAPLE (2 PER BALE) SILT FENCE
10 MIL PLASTIC LINING STRAW BALE
METAL STAKE (2 PER BALE)
PLYWOOD PAINTED WHITE
BLACK LETTERS 6" TALL
CONCRETE
WAS WOOD POST
T GROUND LEVEL
CONSTRUCTION SPECIFICATIONS:
1. CONCRETE WASHOUT SIGN SHALL BE INSTALLED NO FURTHER THAN 25' FROM THE
FACILITY AND SHALL BE VISIBLE TO ALL CONSTRUCTION TRAFFIC.
2. POLYETHYLENE SHEETING SHALL BE 10 MILS FREE OF HOLES, TEARS, OR LEAKS.
MAINTENANCE:
FACILITY SHALL NOT BE FILLED MORE THAN 12" FROM THE TOP BEFORE DISPOSING OF
CONCRETE CONCRETE SHALL BE DISPOSED OF IN THE SAME MANNER AS OTHER
NON-HAZORDOUS MATERIALS FROM THE SITE OR MAY BE BROKEN UP AND USED AS
FILL IN NON-STRUCTURAL AREAS.
CoArCRETETR4YC�rrW, AM94VT
NOT TO SCALE
06MM AfligBaq
NOT TO SCALE
.y..�.�.�. . .
-111-1 11-ill';_ I 111-111- ... .
Installation and Use:
1. Place Dewatering Bag on the ground or on a trailer over a relatively level,
stabilized area.
2. Insert discharge pipe aminimum of 5ft. inside dewatering bag and secure
with a rope wrapped 6 times around the snout over a 6 inch width of the
bacL
3. Replace Dewatering Bag when half full of sediment or when the sediment
has reduced the flow rate of the pump discharge to an impractical amount.
Maintenance and Disposal:
1. Remove and dispose of accumulated sediment away from waterways or
environmentally sensitive areas. Slit open Sediment Bag and remove
accumulated sediment. Dispose of bag at an appropriate recycling or solid
waste facility. OR: as directed by engineer or inspector.
LEVEL SPA RE.40E/R
NOT TO SCALE
TRANSITION TO 0 GRADE
\ IN LAST 20 FEET.
VEGETATED
DIVERSION
0
TRPNC
STABILIZED SLOPE
STABLE UNDISTURBED
OUTLET
- VARIABLE
MATERIAL STAPLED
IN PLACE
6" MIN.
LEVEL LIP OFJ
SPREADER BURIED 6" MIN.
CROSS SECTION
CONSTRUCTION SPECIFICATIONS.•
1. THE MATTING SHOULD BE A MINIMUM OF 4 FEET WIDE EXTENDING 6 INCHES OVER THE LIP AND BURIED 6
INCHES DEEP IN A VERTICAL TRENCH ON THE LOWER EDGE. THE UPPER EDGE SHOULD BUTT AGAINST SMOOTH
CUT SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY SPACED HEAVY DUTY WIRE STAPLES AT LEAST 12
INCHES LONG.
2. ENSURE THAT THE SPREADER LIP IS LEVEL FOR UNIFORM SPREADING OF STORM RUNOFF.
J. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL (NOT ON FILL).
4. CONS7RUCT A 20-FOOT TRANSITION SECTION FROM THE DIVERSION CHANNEL TO BLEND SMOOTHLY TO THE
MD774 AND DEPTH OF THE SPREADER.
5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY STABILIZED SLOPE NOT TO EXCEED 10%
MAKE SURE THE SLOPE IS SUFFICIENTLY SMOOTH TO KEEP FLOW FROM CONCENTRATING.
6. IMMEDIATELY AFTER ITS CONSTRUCTION, APPROPRIATELY SEED AND MULCH THE ENTIRE DISTURBED AREA OF
THE SPREADER.
MAINTENANCE.•
INSPECT LEVEL SPREADERS AFTER EVERY RAINFALL UNTIL VEGETATION IS ESTABLISHED, AND PROMPTLY MAKE
NEEDED REPAIRS. AFTER THE AREA HAS BEEN STABILIZED, MAKE PERIODIC INSPECTIONS AND KEEP
VEGETA7ION IN A HEALTHY, VIGOROUS CONDITION.
•
orn
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BLN=C-1874
CARO
SEAL
19843
:���! ••'FNGI NEB-E�.•''��`�:
411�NAEL 5��•�`•
7111
'1QK 1`` `/j�
` r
3-3-2021
EC NOTES
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
D-03

S,UN/NER SEDGNENTBAS/N
NOT TO SCALE
ARM ASSEMBLY
"C" ENCLOSURE
'��uuullllS.
WATER ENTRY UNIT
P,ERS,REelME4/EfY
NOT TO SCALE
PVC END CAP
ROPEFOR PVC VE
SKIMMEPIPE
RS
SCHEDULE 40 PVC PIPE
PVC ELBOW RETRIEVAL V
SCHEDULE40PVCP
PVC END CAP P VC PIPE ORIFICE PLATE
PVCTEE 1/2"HOLES IN FLEXIBLE PVC TEE
UNDERSIDE
v c OOOC BOTTOM SURFA(
END VIEW FRONT VIEW
NO'1" TO SCALE NOT TO SCALE
PLAN VIEW nvrrL n�
NOT TO SCALE
INFLOW BAFFLES
ORD,_ STRUCTURE
DEW ATE
ZONE /
FILTER FAB.�
ROPE FOR
SKIMMER
RETRIEVAL
EMERGENCY
SPILLWAY
ROPE FOR
SKIMMER
RETRIEVAL
('FREEBOARD
EMBANKMENT
6" MIN. INVERT ELEVATION OF EMERGENCY
EMERGENCY SPILLWAY SPILLWAY
SEDIMENT STO
ZONE CROSS-SECTION VIEW
NO'1" TO SCALE
CONSTRUCTION SPECIFICATIONS:
1. Clear b and strip the area under the embankment of all v tion and root mat. -Remove all surface soil con amounts of is matter and
r!$u , P �a talrllug-lrrgk organ
stockpile or dispose of it properly. I3a111 a11 objectionable material to the designated disposaLarea.-Risce temporary sediment control measures below basin -as
needed.
2. Easme that fill material for the embanknLeurts'free of roatswoody vegetation, organic matter, and other objectionable material. -Place the fill in liftsaot to
exceed 9 inches, and machine compact it. Over fill the embankment 6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. -Prevent the skimming device from settling into the mud by excauatinga shallow pit under the skimmer or
providing a low�C rupport under the.skimmer ofstone or timber.
4-.Place the barrel (typically 4-inch Schedule 404LVC pipe) on a firersmooth foundation of impervioursvil. Do notaseperviaas'materiais[1Chassand,Wavel,
or cnlshed stone as backfill around the pipe. Place the fill material around the pipe spillway in 4-inch layers and compact it under and around the pipe to at least
the same density -as theadjacent embankment. -Me must be taken not tozaise the pipe from the firm contact with its foundation when compacting -under the pipe
haunches_
dace a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing -it with construction equipment. In no case should the pipe conduit
be installed by cutting a trench through the dam after the embankmenriseomplete.
5. Assemble the skimmer following -the manuf ct cers instructions, ores designed.
6. La the ble er on the bottom of the with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and
Y aCCPIn dakllllm have J P P J P P
position the skimmer over the excavated pit or support. Be sure to attach a rope to the skimmer and anchor it to the side of the basin. This will be used to pull
the skimmer to the side for maintenance.
7. Earthen spillways - hlstall the spillway in undisturbed soil to the- greatest extent possible. Theachievement of planned eleuations,.gcade, design width and
entrance and exit charm a critical to the o eration of th 'llwa . Th llwa uld be lined with laminated 'c or impermeable
el clntlesar esuccessfiLl P espl y eapl yshp plastL p
geotextile fabric. The fabric must be wide and long enough to cover the bottom and sides and extend onto the top of the dam for anchoring in a trench. The
be-=ured with 8-mc tenor i� The fabric irms'Tbe 1 to extend down th a and exit onto-Mbl und. The width of the fabric
�aY �P P �9-eII� �P �
must be one piece, not joined or spliced; otherwise water can getainder thefabric. If the length of the fabric is insufficient for the entire length of the spillway,
multiplcm,c iousrspanning the complete width, may be aced. The upperswtion(s) should overlap the lower_section(a,.an the water cannot flow under the fabric.
Secure the upper edge and sides of the fabric in a trench with staples or pins.
8. Inlets Discharge water into the basin in a manner to prevent emston. twtemporary-stope drains -or diversiom^with outlet protection to diverrs diment-laden
water to the upper end of the pool area to improve basin trap efficiency.
9. Erosion control -instruct thtstructuresa that the diaturbedaneaaLtrunimized. Dive> Lsurface water.away from har'earea&_75mplete the embankment
before the area is cleared. Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the principal spillway immediately after
construction.
10. Install porous baffles as specified.
11. After all the sediment-producingm=s have been permanently stabilized, remove the stmetureandall the unstable sediment. Smooth thearea to blend with
the adjoining armsand stabilize properly.
MAINTENANCE.•
Inspect skimmer sediment basins at least weekly and after each significant (one-half inch or greater) rainfall
event and repair immediately. Remove sediment and restore the basin to its original dimensions when sediment
P
accumulates to one-half the height of the first baffle. Pull the skimmer to one side so that the sediment
underneath it can be excavated. Excavate the sediment from the entire basin, not just around the skimmer or
the first cell. Make sure vegetation growing in the bottom of the basin does not hold down the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is flowing underneath or around them.
If the skimmer is clogged with trash and there is water in the basin, usually jerking on the rope will make the
skimmer bob up and down and dislodge the debris and restore flow. if this does not work, pull the skimmer over
to the side of the basin and remove the debris. Also check the orifice inside the skimmer to see if it is clogged;
if so, remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and the obstruction cleared with a
plumbers snake or by flushing with water. Be sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs with fabric that spans the full width of
the spillway. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the
skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter
to prevent the skimmer from plugging with ice.
SUPPORT ROPE TO SUPPORT POST, STAKE TO
WRE TO PREVENT 24'INTO BO AN-� SUPPORT
SAGGING OR SypE� \ WRE
CGIR MESH OR SIMILAR,
STAPLED OR TRENCHED INTO
BOTTOM OR SIDE
SED BASIN BAFFLES
SCALE: N.T.S.
. -.
1141
0.Rig
� u � ••. � • � •.. � • �. •.
�.•. emu: � .
"I
•
le\:Q:Q:Q:Q:Q:Q�\:Q:Q\:Q:Q:Q..._
•. �.:.1. �:Q:Q:Q:Q:Q:Q:Q��IIe
NATURAL
GROUND
STONE SECTION
GENERAL NOTES:
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all
surface soil containinghigh amounts of organic matter and stockpile or dispose of itproperly. Haul
9 9 P P
all objectionable material to the designated disposal area.
J 9 P
2. Ensure that fill material for the embankment is free of roots woody 9
vegetation, organic matter, and
other objectionable material. Place the fill in lifts not to exceed 9 inches and machine compact it.
Over fill the embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and the
P P
soil from piping by using filter fabric or a keyway cutoff trench between the riprap structure and
the soil.
Place the filter fabric between the riprap and soil. Extend the fabric across the spillway
foundation and sides to the top of the dam; or
Excavate a keyway trench along the centerline of the spillway foundation extending up the
sides to the height of the dam. The trench should be at least 2 ft. deep and 2 ft. wide
with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft.
and a maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1 side
slopes extending to the top of the over filled embankment. Keep the thickness of the sides of the
spillway outlet structure at a minimum of 21 inches. The weir must be level and constructed to
grade to assure design capacity.
8. Material used in the stone section should be a well -graded mixture of stone with a d size of 9
inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches.
The stone may be machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard angular, and highly weather -resistant.
9 9 Y
9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
P Y
until stable conditions are reached and outlet velocityis acceptable for the receiving stream. Kee
P 9 P
the edges of the stone outlet section flush with the surrounding round and shape the center to
9 9 9 P
confine the outflow stream (References: Outlet Protection).
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage
the embankment.
11. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the
trap immediately after construction (References: Surface Stabilization).
12. Show the distance from the top of the spillway to the sediment cleanout level (one-half the design
depth) on the plans and mark it in the field.
SEDIMENT BASIN
Maintenance Notes: 0�,/AL_E: 'v• I • ).
1. Do not let any area remained exposed for more than 7 or 14 calendar days according to chart without
applying temporary seeding.
2. Maintain all erosion control measures daily and reseed disturbed areas as needed.
3. Inspect all erosion control measures weekly and after each rainfall event. Repair as needed.
4. At the end of each day's storm drainage operation, construct a temporary pipe inlet protection device until
the next day's operation continues.
EXCElSiORiNATF/A#A9
NOT TO SCALE
M
*Specified NAG DS75 Matting
FLOW
TURNDOWN NETTING
MINIMUM BURY 6" AND
STAPLE EVERY 1 FT, JUST
BELOW ANCHOR SLOT.
FLOW
OVERLAP NETTING
MINIMUM OVERLAP 18"
AND STAPLING EVERY
1
1 FT THROUGH BOTH
LAYERS.
L STAPLE
USE 6 GAUGE WIRE
�ITYPIC
p
MAINTENANCE: DURING ESTABLISHMENT PERIOD, CHECK GRASS -LINED CHANNELS
AFTER EVERY RAINFALL. AFTER GRASS IS ESTABLISHED CHECK THE CHANNEL
PERIODICALLY. IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY IMPORTANT TO
CHECK THE CHANNEL OUTLET AND ALL ROAD CROSSINGS FOR BANK STABILITY
AND EVIDENCE OF PIPING OF SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDIMENT
ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING CAPACITY. KEEP GRASS IN
A HEALTHY, VIGOROUS CONDITION AT ALL TIMES.
GENERAL NOTES:
1. Apply seed, and tack with rs or crs liquid emulsified asphalt at a rate equal to
10-gal. per 1000 s.f. I over w/excelsior math
2. Staple every 24 " alongperimeter edges and overlaps. Staple every36" to 48"
randomly to secure netting.
3.-Roll out netting in the direction of water flow. Do not stretch.
TE/b1MMMY&MERS/OW WITIMMMIS19,9X4Ti/TUG
NOT TU SCALE
2' MIW
EXCELSIOR
COMPACTED SOIL- KMATTING i
SOW
lV �/
6' TYP. I 3' TYP. I 3' TW.
I �I
TaNSPRUCTION SP==TIONS:
I-REMOVEAND-PRGAER£YDISPOSE OFALL R?EES, BRUSH, STUAIR9, AND OTHER-OB=T1ONABLE
AMTE49AL.
2. ENS&%E THAT THE MEVEOUMIMNSER•ULTEDZ-BOSS SI;ZTIONMEETS ALL DESIGN-REQLRREMENTS.
l4RE' 3. ENSTHAT THE TOP -OF THE DIKE IS NOT LOWER -AT ANIf-P9INT THAN THE DESIGNELEVATION
-Ab US THE SPECIFIED SETTLEMENT.
4.PROVIDESUFFILZENT�*0OMAR0UNDDIVERSIONSTOPMWITMATHEVE-REGRADINGANDTZEANOUT.
5. VEGETATE THE�EEVEIMDIATELYAF7RR-=NS?4M=ION UNLESSITWILL-REMAIN1?V4IiL_=LESS
THAN30 WORKING DAYS.
71'2T: AL1=NA•
INSPECT TEMPORAnWDIVBRSIONS ONCEA WEEKANDAFTER-EVE4iL�ALL. DIMEDIATELIREMOVE
T1ils SEDRdENT FROM THEFLOWAREA AND4iETFIEDIVEPKION-WDGE.=WEFULLY7K OUTLETS AND
MAKE TIMEL IDS AS NEEDED. WHEN THEAREARROTECTED ISFBRMANENTLY STABILIZED �2EMOVE
THE%DGEAND THE CHANNEL TO BLEND WITH THE NA bY ML GROUND LEVEL AND APPR OPRNA TEL Y
STABILIZE IT.
PERMANENT SOIL
REINFORCEMENT
MA T77NG. (PSRM)
PSRM SHALL BE
SEEDED WITH
VEGETA 7/ON A T
INSTALLA 770N.
TANDARD
OLL WIDTH
SQUARE PREFORMED
SCOUR HOLE PER
PLAN DIMENSIONS.
(CLASS B RIP RAP
NOT SHOWN FOR PSRM
CLARITY) INSTALL LEVEL AND
FLUSH W/NATURAL
GROUND.
INFLOW NATURAL GROUND
CLASS B RIP -RAP MIN. 1' TUCK
W/TYPE 2 FILTER
FABRIC. W
(PER PLAN
DIMENSIONS)
PRE -FORMED SCOUR
HOLE DETAIL
BASIN WIDTH
CLASS I RIP RAP
FLOW C1 ................
.................•
• ' � • 2 MW
,gyp, .•'•..,•• 1 ,.,.,
SEDIMENT STORAGE AREA '
(SEE PLANS FOR DIMENSIONS)
0
EXISTING
.NP
EMBANKMENT
sp�a�Pasl
pL
�
EXISTING
CULVERT
FLOW
= -EARTHEN -BERM
BERM MAY BE EITHER HORSESHOE OR
RECTANGULAR. FOR RECTANGLE BERM
SPILLWAY MAY BE BUILT BETWEEN THE
TWO SIDE BERMS.
SPILLWAY
1 WIDTH
0
SIDE BERMS
SPILLWAY WIDTH PER SCHEDULE
OR AS NOTED ON PLANS.
1' 2' MIN R = 0.75 WIDTH OF SPILLWAY
MIN, (IF RECTANGLE THEN 0.5 SPILLWAY WIDTH)
CARRY RIP -RAP UP ;- ) PER SCHEDULE OR AS NOTED ON
SIDES OF SPILLWAY ;'i 'j; "1 J PLANS, BUT NOT LESS THAN 1.5'
NCSA #5 STONE 1 CMAX)
(lJ FLOW - 1
(LJ
CLASS I RIP RAP
SECTION THRU SPILLWAY
1'
MIN, ~ 8 MIN
ARC FILTER /NLET PROTECT/ON
h�l�jJ>iJr�1GY�17pa
- PIPE -
MAINTENANCE:
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT / INCH OR GREATER. REMOVE
SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO
ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE
THE CONTAMINATED PART OF 7HE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIP RAP DISCPLACED FROM THE STONE HORSESHOE MUST BE REPLACED IMMEDIA7ELY.
AFTER ALL 7EH SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE
SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER (SURFACE STABILIZATION).
DISTURBED
AREA
0.08 Ac.
PS
p CONSTRUCTION
it ENTRANCE
R/W
R/W R/W
SILT
STREET VAT
R/W R/W
NOTE., SILT FENCE OUTLET TO BE PLACED ALONG LOW POINT IN SILT FENCE.
TYPICAL LOT CLEARING DETAIL
DISTURBED
AREA
0.08 Aa
44
C0NS7RUC7/ON
ENTRANCE
R/W
SILT
FENCE
OUTLET
STREET
R/W
R/W R/W
NOTE- SILT FENCE OUTLET TO BE PLACED ALONG LOW POINT IN SILT FENCE.
TYPICAL LOT CLEARING DETAIL
SILT
DISTURBED
AREA
0.08 Ac.
PS
A CONSTRUCTION
it ENTRANCE
R/W
STREET
R/W R/W
NOTE., SILT FENCE OUTLET TO BE PLACED ALONG LOW POINT IN SILT FENCE.
TYPICAL LOT CLEARING DETAIL
R/W
SILT
FENCE
OUTLET
DISTURBED
AREA
0.08 Ac.
PS
p CONSTRUCnON
j� ENTRANCE
STREET
R/W
R/W R/W
NOTE., SILT FENCE OUTLET TO BE PLACED ALONG LOW POINT IN SILT FENCE.
TYPICAL LOT CLEARING DETAIL
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3-3-2021
EC DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21

W In 24" MIN.LLJ Q. W
30" MAX.
o m x x / w a z
U1� OJ O�mOCD J z0
w m OWz ¢O O
OO O O (WATER ORSEWER)LY — o� 3~¢M a a� OO `^ Wes_' `� omo io 0
2 kWW �01� m Q Div —5" O� �1 m ¢ a a
RELATION OF WATER MAINS TO SEWERS W a Q o Z � m w �m o o
¢z m m M I- a >w m m
U30U ~ noU XaU oz z 0 3a wWW
O ¢ W p�oOD �U)I� Oaw
()a Lateral Separation of Sewer and Water Mains. Water _ W ¢ -1 � W m o ^ N o z I" ^° w a o 18" m ¢ 7 o
P O O ¢ CiI� W 73/8' R\W - -- ^o W�g2 �z vWi�o�
Mains shall be laid at least 10 feet laterally from outside m = c`'i,m o �' U `rok o o Z 2" `O \ Y w W rn O z + o a a
�~ C5 ¢�O� •-UU U U y ^ 202
of pipe to outside of pipe, from existing or proposed sewer, Q d m \ ++ m 'w ¢
unless local conditions or barriers prevent a 10 foot lateral U o m ///•. /// T 24" m 2 m a W o o m m°
separation in which case: %\\% \\\i, Q r� 5 3/4• o = m Q 8" MIN. 3>� a J o z o
2" I I W I, W W U O¢ O� O W m� ;?�
\\/ / W 7 1/8" O �� y U J> Z Q tnp J W >o� z' vIn mo yzc yzo¢
1. The water main is laid in a separate trench, with 3 W c� w m m3 ° Q5 ry +�z o0 0
the elevation of the bottom of the water main of /\\% w Q a Y CYi W z W a 29H k w o N
least 18 inches above the to of the sewer; or F� w a o & N z W `� U= o
p > 5 1/4 DROP LID z \ o o �Jm '>W ` \ o z°w a�U m a J W oa m
2. The water main is laid in the same trench as the Z o w Lr z ¢ (, > m o =Q ` o Q y m
sewer with the water main located at one side of Q w v, m i o v, o as xo I"g r v cL o�
W EXTENSION m W I `+• in R U z n iu
a bench of undisturbed earth, and with the elevation/j�� p ¢ FIELD CUT IF `� m Yy o m m No
\ W O ¢ W Z > N
N �. REQUIRED I� U I� N
of the bottom of the water main at least 18 inches .`/\/ m t ti w a �, a � �z_
above the top of the sewer. o �v `/ f ` \ wo 0 7 5 8• tznn / �a pgptltlo� 1- \\ RAW / ° ad z ZI^pin�l-
aZ O / m0 ~UOO)M W ° \ H Y yy3� y N
J �- ` J w }- F� I� z 3 V
3 W= vJ W V Y O W
(b) Crossing a Water Main over a Sewer. Whenever it is U j \ U Z o m W z 0 2"necessary for a water main t0 cross over a sewer, the water O Z m p m W p U 1/4O ; W W W 8' MIN. 3 Z Q
main shall be laid at such an elevation that the bottom of ¢ m \\ io O w o> Q > I Y -�TWO-PIECE ¢ Q m 3 E oU
the water main is at least 18 inches above the top of the w I 4 = w VALVE BOX, m'o m W r z ,� 0 z
sewer, unless local conditions or barriers prevent an 18 inch ; 'ob \j\� 4- 3� W NJ 9"_12• om w c� \" o' ' o
W LV / a = N N W ASSEMBLED Z a J z\ 18" MIN.
W I- O VARIABLE 24" a W \ vertical separation - - in which case both the water main o \/\\ W W ('} z m ¢ 3 ¢ 3 �. 24" MAX. `� W a ;
and sewer shall be constructed of ferrous materials and with \/ '^ o � z; _ z � W > J W o
joints that are equivalent to water main standards for a \\ i'// 0 a (N m I 6 o � � ? z o v m
distance of 10 feet on each side of the point of crossing. \\\j` CC F3 ,, o r -1 6 1/2" w ¢ m �, o m v�
P g // = w- o DEPTH OF 1 o w o `
III j d. -- 9 1/2" ti 3 � y W J ¢ LQ
w / J (0 J ¢ _ WATER MAIN m o ��
(c) Crossing a Water Main Under o Sewer. Whenever it is o i\//< W ¢ W v' v' ¢ > o _ �� OR 30" MIN. a I o ,� Z /\' 18• Z_ z
necessaryfor a water main to cross under a sewer, both the Q \ ,/ W > > > BASE
// ti J TOP SECTION
water main and the sewer shall be constructed of ferrous LD /� z x \\i W >
Q° a. I¢ O F h z W°
materials and with joints equivalent to water main standardsILL,
D
for a distance of 0 feet on each side of the point of O Z � �'> In '� z Q W a ~ ��MAIN
P Z O \ I, W - Q W_ (t ¢ 2 ¢ CAST IRON VALVE BOX -SCREW TYPE O W J o Lo § h �_ \\\ OR 30 MIN. ° o m N
crossing. A Section of water main pipe Shall be centered of O 0 Q 2 '� U7 U> W W W ¢ O ACCOMMODATES 4' THROUGH 12" VALVES ",
J (� ¢ 5 1/4-INCH SHAFTS
the point of crossing. Q W z p/\, U a = o= o a
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QJJ moI N o¢=O wW b o OVALVE BOX AND COVER WILL CONFORM v�
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CITY OF GRAHAM W-1 CITY OF GRAHAM W-2 CITY OF GRAHAM W-3 CITY OF GRAHAM W-4 CITY OF GRAHAM W-5
DWG NO, V. DWG NO. REV. DWG NO. REV. DWG NO. REV. DWG NO. REV.
RELATION OF WATER MAINS TO SEWERS TDETAILS/GRAHAM FIRE HYDRANT INSTALLATION TDUAILS/GRAHAM 3/4 WATER SERVICE CONNECTION 3/4" IRRIGATION CONNECTION WITH
CAST IRON VALVE BOX T.'DETAILS/GRAHAM T.'DETAILSIGRAHAM TDETAILS/GRAHAM
DETAILS12018 211115 DETAILS12018 713012019 DETAILS12018 6125118 WITH 1" SERVICE LINE DETAILS12018 7112119 RPZ BACKFLOW ASSEMBLY DETAILS/2018 6125118
DETAILSIWATER DETAILS/WATER DETAILS/WATER DETAILS/WATER DETAILS/WATER
APPROVED DEVICES *NOTE- RPZ
A. RPZ REQUIRED ON PLAN - BENDS SECTION
1. WILKINS 375 ADA W/ HEAT SOURCE TO BE PROVIDED BY OWNER" FIRE LINES PLAN - TEE SECTION
REMOTE READOUT (GAL) WITH FIRE
REDUCED PRESSURE DECTECTOR BACKFLOW " OR DEPARTMENT .(
2FEBCO SERIES LF866 DOUBLE DETECTOR CHECK VALVE AS REQUIRED CONNECTIONS.\
. z BY CITY OF GRAHAM 5
DETECTOR WITH REMOTE GATE VALVE6" MIN. �� i1O
READER (GAL.) o CLASS B - l UNDISTURBED
a: CONCRETE / EARTH
B. DDC
1. FEBCO LF825Y WITH ` / 1/2 L E
CONCRETE
REMOTE READER (GAL.) UNDISTURBED
Z �_ io / UNDISTURBED EARTH
VALVE BOX METER BOX IRON 2• WILKINS MODEL 975XL2 •9' `�� TRENCH WIDTH EARTH
MBX2 CAST 12• / N :.-- \
COVER ADA WITH REMOTE _ 1 CLASS B U
BRICK
READOUT (GAL) PIER \; 4,S CONCRETE o A TRENCH WIDTH 12" -
TREADED CLASS B O
�ii\1/�\i ,`�,. RODS i } """'e a "'e "." �..'.'. ,. •.• 4' /, �i \ v 55, CONCRETE
DUCTILE IRON CATE VALVE BRASS RPIPE DWITH o�o�o�o�o�o„a�o�S� - "^.. �/. _
OPERATING NUT (200 PSI A BRASS CAP D.f.P. REQUIRED CONCRETE BASE" """"""""" III_UNDISTURBEDN I-- N
WATER WORKING PRESSURE) FROM METER TO //J�° �rH\ / \� _ �/ \ = 6 "
4' WASHED STONE) U \ 6"
F6103 BY CLOW BACKFLOW zArc,
I
I
DETECTOR METER - 3 4" METER AS
m
BRICK BRICK ,
I A INSTALLED N
"
DERUST
TRACER WIRE SHALL BE NS ALLED 0 6
II PER GRAHAM'SSPECIFICATIONS MINIMUM OF 2' D.I.P. ALL WATER MAINS AND SERVICES. 12 6 OUTLET �0„
C.I. VALVE THRUST
BOX RESTRAINT 4" WASHED CONCRETE ON OUTLET SIDE OF GAUGE WIRE AND BLUE IN COLOR. TRACER WIRE SHALL BE INSTALLED
STONE BLOCK MEGALUG ALL W FITTINGS. BACKFLOW ON ALL WATER MAINS AND SERVICES.
TRACER WIRE MUST BE ON ALL 12 GAUGE WIRE AND BLUE IN
COLOR. 6"
WATER MAINS AND SERVICES. MUST DITCH MUST REMAIN OPEN UNTIL B4CKFLOW
d " 2" BRASS' BE 12 GAUGE AND BLUE IN COLOR IS INSPECTED BY CITY OF GRAHAM.
e
NIPPLE ;I 2- BRA ss FLOW DIFFUSER - I'
7r- -
u ELBOW NOTES BAFFLE
I
1 THE RACKFIOW OE14CE CHdll RE WRHIN 10' OF 00 ON THE PROPERTY SIDE OF THE hI '. i� I
I - �l,Xr VR PLVU 1 r; EYEPVLIJ
AND THREADED RODS CONNECTED
- - -- - "- - - "'-
METER. ENCLOSURE SHALL NOT OBSTRUCT SITE DISTANCE AT ROAD CROSSINGS.
BUTTRESS DIMENSIONS
BUTTRESS
BU ESS
I •:''i-
� I
I I
o
I
TRACER WIRE TO BE
INSTALLED ON ALL TO RESTRAINING GLAND & DEADMAN
THRUST RESTRAINT
WATER MAINS AND
SERVICES. MUST BE 12L
RESTRAIN
GAUGE AND BLUE IN GLAND W
COLOR.z
EYE BOLTS
2, ALL BACKFLOW DEVICES SHALL BE INSTALLED ABOVE GROUND IN A HORIZONTAL POSITION
UNLESS OTHERWISE PREAPPROVED BY THE CITY OF GRAHAM.
3. SHUT OFF VALVES SHALL BE RESIDENT SEAT WITH FLANGED END AND 0.5.&Y HAND WHEELS.
4. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EXPDXY COATINGS TO CONFORM
TO ANSI/AWWA C550 OR MANUFACTURED OF STAINLESS STEEL.
PIPE 22 1/2' BENDS 45' BENDS 90' BENDS
SIZE L H L H L H
6' 1'-0" 1'-0" i"-0" 1'-0" 1'-4" 1'-2"1'-4-
8" 1'-0' 1'-0" i'-4• 1'-2" 1'-10' 1'-6"
12' l'-4" 1'-4" 1'-10" 1'-10" 2'-8" 2'-3'
; •
ll
SI UDGF WIFR
,;
-
B. D.
L
H
C
D
6"
8"
12"
1'-3"
1'-6"
2'-3"
1'-0"'"-
2'-0
z
B.
D. = BRANCH
DIAMETER
NOTES: 1. 1" BLOW -OFF REQUIRED ON 2", 3" & 4" MAINS 5. APPROVED ABOVE GROUND ENCLOSURES: HOT BOX, HYDROCOWL, SMI MODEL #b68-EHPZD,
2. 2" BLOW -OFF REQUIRED ON 6" & B" MAINS B80-EHPZD, B110-EHPZD) OR BFP (#640-1PD, 800-1PD, 950-APD OR 1150-APD).
3. 4" BLOW -OFF REQUIRED ON 10" & GREATER MAINS ENCLOSURE MUST HAVE A DRAIN. NOTES: NOTES• io
4. ALL BLOW -OFFS SHALL BE BEHIND CURB & SIDEWALK 6. TANDEM B4CKFLOWS REQUIRED 1F SERVING MULTIPLE USERS OR SERVICE CANNOT BE 1. DIMENSION 'C' SHOULD BE LARGE ENOUGH TO MAKE ANGLE A' EQUAL TO OR GREATER THAN 45. OIL RETENTION
1. DIMENSION A' SHOULD BE AS LARGE AS POSSIBLE WITHOUT INTERFERING WITH THE
INTERRUPTED. MECHANICAL JOINT BOLTS. BAFFLE
2. DIMENSION 'D' SHOULD BE AS LARGE AS POSSIBLE WITHOUT INTERFERING WITH EHT MECHANICAL JOINTS.
OIN(TOP OF BAFFLE
Z DETECTOR METER AND BACKFLOW ASSEMBLY SHALL BE INSTALLED IN ENCLOSURE. 2. THE SHAPE OF THE BACK OF THE BUTTRESS MAY VARY PROVIDED THE CONCRETE IS ABOVE OUTLET)
FOR DEAD END LINES PROVIDE A 2" THREADED TAP IN THE 8. PIPE & FITTINGS BELOW GRADE TO BE M.J. WITH RETAINER GLANDS, 150 PSI MIN. WORKING AGAINST FIRM, UNDISTURBED EARTH. 3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCE OF TWO TONS PER SQ. FT. AND A
PLUG AND A 2" GATE VALVE WITH A 2" OPERATING NUT. PRESSURE. 3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCE OF TWO TONS PER SQ. FT. WATER PRESSURE OF 150 P.S.I.
9. INSTALL BACKFLOW DEVICE NEAR MAIN WATERLINE CONNECTION AT STREET RIGHT OF WAY. AND A WATER PRESSURE OF 150 P.S.I. NOTE ALL BAFFLE AND WIER PLATES
ARE TO BE CONCRETE OR
10. ALL BACKFLOW DEVICES SHALL BE TESTED, INSPECTED, AND MAINTAINED BY THE OWNER. APPROVED EQUAL.
PROVIDE ANNUAL REPORTS TO CITY.
CITY OF GRAHAM W-6 CITY OF GRAHAM W-7 CITY OF GRAHAM W-8 CITY OF GRAHAM W-9 CITY OF GRAHAM W-10
DWG NO. REV. ABOVE GRADE BACKFLOW PREVENTER, DWG NO. REV. DWG NO, REV. DWG NO, REV. OIL WATER SEPARATOR DWG NO. REV.
STANDARD 2" IN -LINE BLOW -OFF ASSEMBLY T.'DETAILS/GRAHAM T:DETAILS/GRAHAM THRUST BLOCK- BENDS T.'DETAILS/GRAHAM THRUST BLOCK- TEES T.'DETAILS/GRAHAM TDETAILS/GRAHAM
DETAILS12018 10130118 3" AND GREATER DE7AILS12018 7131119 DETAILS12018 7/31/19 DETAILS12018 7/31/19 4' X 6I.D. DETAILS12018 211115
DETAILS/WATER DETAILS/WATER DETAILS/WATER DETAILS/WATER DETAILSIWATER
W m 24" MIN. L
CIL o 2 0 30" MAX.
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CITY OF GRAHAM W-11 CITY OF GRAHAM W-12 CITY OF GRAHAM W-13 CITY OF GRAHAM W-14
DWG NO. REV. 1" IRRIGATION / FIRE SPRINKLER CONNECTION WITH DWG NO. REV. DWG NO. REV. 1 112" IRRIGATION / FIRE SPRINKLER CONNECTION DWG NO. REV.
1" DOMESTIC WATER SERVICE CONNECTION TDETAILS/GRAHAM TDETAILS/GRAHAM 1 1/2" DOMESTIC WATER CONNECTION TDETAILS/GRAHAM T.DETAILSIGRAHAM
DETAILS12018 7131119 RPZ BACKFLOW ASSEMBLY WITH 1 " SERVICE LINE DETAILS12018 7131119 DETAILS12018 7131119 WITH RPZ BACKFLOW ASSEMBLY DETAILS12016 7131119
DETAILSIWATER DETAILS/WATER I DETAILS/WATER I DETAILSAMTER
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19843 :
••'FNGINEE�.•'���
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3-3-2021
WATER DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1"=30'
VERT. SCALE: NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
D-05

4' X 6' VAULT DOOR HALLIDAY
O m O 3 R h a w W PRODUCTS.. AND MANUFACTURE U.S. FOUNDRY
CO. THE BILCO °
x rz o z OS&Y GATE VALVE OS&Y GATE VALVE
v o = e o j } ¢ OS&Y GATE VALVE 2 m OS&Y GATE VALVE COMPANY i m
U ° 2 3 INCREASER REDUCER
Y o o w a m � W 2 2 SLOPE TO DRAIN
o_ o �' o p INCREASER REDUCER SLOPE TO DRAIN
W U : u I o a w z o z IF NEEDED "v c1 IF NEEDED (IF NEEDED) 'v c> (IF NEEDED)
h a O 0 0 m O W W L N O h ¢ N ( ) N ( ) SEALANT RUBBER
N
¢h w z x� yo ac z v a3�
12" MIN. 12" MIN.
_ -
2 k LJ d(�)�1 J^OS
a m a VALVE GATE
U __ STEPS AT PRECAST CONCRETE VAULT,
W v h Qi W W 12' O.C. METER 12" SOLID BRICK, OR 12" In
CMU WALLS WH #4
2 d ;n REBARS ON 24
BEYOND " CENTERS. �m
z \ O O a �f� SLOPE TO DRAIN
-�+ \// U z a DISMANTLING �B SLOPE TO DRAIN DISMANTLING
uhi p Z o / / O -. ^ COUPLING COUPLING
h - %� g8 w o z N ? o; METER STRAINER z m METER STRAINER
g 4" GRAVITY ORAIN TO �
^. DAYLIGHT GRAVITY DRAIN
SHALL ;F 'RADIO METER DAYLIGHT ENGINEER SHALL d RADIO METER
a 2 w U it `� \\\'� p z PROFILE DRAIN 1% MINIMUM N PROFILE GRAIN 1% MINIMUM N
ZE o i o U m w w m- GRADE FOR VAULT DRAIN
z / z a „ _ GRADE FOR VAULT DRAIN BLOCKING,
Oo h Q� t�200 W m h.� 6'
¢ iV > i \\ z o U w 'a i ¢ a w (TYPICAL)
Et�3 N - -
a m TOP VIEW TRACER WIRE IS TO BE INSTALLED \ALLWATER MAINS AND SERVICES. WIRE � TOP VIEW TRACER WIRE IS TO BE INSTALLED ON ALL
Zp LU BE 12 GAUGE AND BLUE IN COLOR. WATER MAINS AND SERVICES. WIRE MUST
W¢ w o 00\\/� h a w z„ o U t 3 m BE 12 GAUGE AND BLUE IN COLOR.
3 aa, //�� a o 2at , Q a NOTE: 4' X 6' VAULT DOOR SECTION
;} p\W \ `c _ vi k a o *RADIO METER TO BE PER CITY OF CENTERED OVER METER. *RADIO METER TO BE PER CITY OF CENTEREDAULT OVER METER.
GRAHAM SPECIFICATIONS HALLIDAY PRODUCTS 1" BUM
\ U¢ o U= N N N 3 W GRAHAM SPECIFICATIONS COMPANY,
HALLIDAY PRODUCTS 1" BUM
O� � 3 g � � a �� COMPANY U.S. FOUNDRY RUBBER NOTES: COMPANY, U.S. FOUNDRY RUBBER
2 S U m w O a AND MANUFACTURING CO., SEALANT IN �� AND MANUFACTURING CO., SEALANT IN
Y W k K> \W O a 3 tWn a THE BILCO COMPANY JOINT 1 - VAULT WALLS TO BE THE MIN CONCRETE THICKNESS INDICATED, REINFORCED WITH
1- THE BILCO COMPANY JOINT
v
¢ N0. 4 REBAR ON 12" CENTERS EACH WAY, PLACED 2" FROM THE INSIDE WALL THE
. i
AMOUNT OF REINFORCING AND WALL THICKNESS MAY BE INCREASED FOR EXTRA • - r i
DEPTH WALLS OR IN HEAVY TRAFFIC SITUATIONS AS REQUIRED BY THE ENGINEER. • ° `O
LL a i �c OS&Y GATE g 2 - SUBSTITUTE MATERIALS MAY BE USED AS APPROVED BY THE ENGINEER.
a DISMANTLING COUPLING METER y METER OS&Y GATE 8
00 U a > m U STRAINER VALVE `�" 3 -REINFORCED CONCRETE UD WITH 1RAFFlC BEARING DOORS H-20 LOADING TO BE DISMANTLING COUPLING VALVE
a W k o STRAINER
,y N �`+ W a 2 03 OS&Y GATE VALVE BY g h ? USED IN TRAFFIC SITUATIONS. = i
v U O m a o m TEE a° g OS&Y GATE VALVE BY a
p Q z o x 2 O ! y y BY-PASS TEE *RADIO METER W W ~ o 4 - PROVDE A THRU WALL SLEEVE AT OPENING IN CONCRETE OR CMU WALL LARGE TEE Q
O w �' p BY-PASS TEE *RADIO METER
N O � p � � ENOUGH FOR FLANGE OF PIPE TO PASS THRU. FILL VOID BETWEEN PIPE AND � o p
Y c3 I, INCREASER ;} SLEEVE WITH NON SHRINK GROUT. INCREASER 2 I
r o f U o m ? m w 5 LL o (IF NEEDED) REDUCER (!F NEEDED)
Q w � i' O 1Y MIN. 1Y MIN. 5 - PIPE OUTSIDE VAULT TO BE M.J. WITH RETAINER GLANDS. 1 REDUCER
> m a w (IF NEEDED) 12' MIN. 12' MlN.
O O v W N ¢can >i 6 ALL CLEARANCE DIMENSIONS ARE MINIMUMS. (IF NEEDED)
z� Oa ., W 00 \% O a O I
o. o o W o y cy \\ �Ua O /- 7 - ALL JOINTS TO BE FLANGED THROUGH OUT VAULT.
w< . O 8 ^ g m ~;
0 CrII,�\ 8 - STEPS ARE TO BE INSTALLED IN ALL VAULTS EXCEEDING 4 FEET DEEP AT A
\/ -• V) m N ' O W 2 g N = I g W m Lu �` In m j SLOPE BLOCKING, Z SLOPE 6" LOCATION FOR EASE OF ACCESS. LOCATE DOOR OVER STEPS. CONTRACTOR TO BLOCKING,
U3 ¢WO 2 _I O:p NO Cf N NNOa �*lip m-
3 W I m p ib O U m p p �� I N jE ? m O W , • TO °DRAIN (TYPICAL) •- f TO~DR41N1. ` 2 COORDINATE SIZE OF VAULT TO THE SIZE OF VAULT DOOR TO WORK PROPERLY. T0� QpN (TypIQAL) ^I TO DRAIN 6"
it V C O 3 �- a N a N 2 O O \\ ' m N N y 9-CONCRETE TO BE A MINIMUM OF 3000 PSI. p:..
Z 3 z z m 0: 2 O N -� 3 O z K h 1 O CL 10 - ALL METERS MUST BE INSTALLED LEVEL.
J O W 2 �i1 ¢ a h O o a 0 h a w �• �� 2 = hit 3 O o d 11 - MFM-MCT METERS MUST BE INSTALLED WITH AT LEAST 8 DIAMETERS OF STRAIGHT -
¢ c U O a a $ �' / U ¢ m ^ cW N a k w z a U ¢ 4" GRAVITY GRAIN TO DAYLIGHT 3000 PSI CONCRETE 12" N0. 57 STONE PIPE surf SIZE AS METER ON INLET SIDE. 3000 PSI CONCRETE 12 N0. 57 STONE
> \ O m THICKEN SLAB TO 8" AT 4" GRAVTY DRAIN TO DAYLIGHT
0 2 O pz W p W N V 2/ ENGINEER SHALL PROFILE DRAIN 1% ENGINEER SHALL PROFILE DRAIN 1X THICKEN SLAB TO 8" AT
O ti w W h �+ F- z o 2 ¢ p W R p 3 p -, o BLOCKING LOCATIONS, P 12 - ALL VALVES GREATER THAN 2" SHALL BE OS&Y VALVES. SECTION BLOCKING LOCATIONS, TIP.
U N i o 0 0 o z MINIMUM GRADE FOR VAULT DRAIN SECTION NOTE, m ') MINIMUM GRADE FOR VAULT DRAIN ( )
S 3 I- W o o �? �, O 2 N ��`•• a W o 0: `t THRU WALL SLEEVE WITH GROUT, VAULT TO BE PRECAST CONCRETE OR 12' 13 - ADDITIONAL B4CKFLOW PREVENTION WILL BE REQUIRED ON ALL 3 & 4 INCH METERS.
K Q N j a UWj m N O (TYPICAL) SOLID BRICK/CMU WITH GALV. HORIZ. JOINT THRU WALL SLEEVE WITH GROUT, VAULT TO BE PRECAST CONCRETE OR 12'
a 3 2 m TYPICAL SOLID BRICK/CMU WITH GALV HORIZ. JOINT
REINFORCING AT 16' O.C. (TYPICAL)
REINFORCING AT 16' O.C.
CITY OF GRAHAM W-15 CITY OF GRAHAM W-16 CITY OF GRAHAM W-17 CITY OF GRAHAM W-18 CITY OF GRAHAM W-19
DWG NO. REV. DWG NO. REV. 3 AND 4 INCH METER ASSEMBLY DWG NO. REV, 3 AND 4 INCH METER ASSEMBLY DWG NO. REV. 6 AND 8 INCH METER ASSEMBLY DWG NO. REV.
2" IRRIGATION /FIRE SPRINKLER CONNECTION
2" DOMESTIC WATER CONNECTION T.DETAILS/GRAHAM T.'DETAILS/GRAHAM T.'DETAILS/GAAHAM TDETAILS/GRAHAM T.'DETAILS/GRAHAM
DETAILS/2018 7/3111s WITH 2" METER AND RPZ BACKFLOW ASSEMBLY DETAILS12018 10/15/18 (SHEET 1 OF 2) DETAILS/2016 7131/2o1s (SHEET 2 OF 2) DETAILS/2018 7/31/19 (SHEET 1 OF 2) DETAILS/2018 7131119
DETAILS/WATER DETAILS/WATER DETAILS/WATER DETAILS/WATEA DETAILS/WATER
THRUST BLOCK- MINIMUM 21 _ 4 MIN' CAP OR PLUG WITH EYE
3000 PSI CONCRETE, CLASS A, BOLTS AND THREADED
NON -AIR ENTRAINED RODS CONNECTED TO
RESTRAIN/NG GLAND
PALMER DRIVE
STEEL ENCASEMENT PIPE B -1y EP = j
GROUND CLASS B CONCRETE,
PULL ON END SEAL RESTRAINING GLANDS -I 2500 PSI
SHALL BE WRAPPED
II WITH POLYETHYLENE
AND SECURED PRIOR TO RESTRAINING GLAND WITH EYE BOLTS AND
CENTERLINE OF WATER/SEWER MAIN r� POURING CONCRETE. TREAD RODS. GRIPPING WEDGES SHALL BE A 1
6 TORQUED TO MANUFACTURER'S
1111- I- W WATER MAIN 1 PLAN VIEW SPECIFICATIONS.
IIZII 24"MIN.
STAINLESS STEEL SPIDER L TH1�1�1�1W W 3" MIN. COVER OVERALL REBAR
SUPPORT W/POLYMER I
SKIDS (BOLTS & NUTS ARE EPDM RUBBER LINE EP #4 REBAR MAT @
TO BE STAINLESS STEEL) BETWEEN SPIDER & CARRIER PIPE, (l1 P.) III III- I #7 RODS
12 O.C. EACH WAY I a
6" G.V.
ENCASEMENT END SECTION M.H. *0'
ca
III, III
> SUFFICIENT BEARING
16.2' �6
AREA TO SUPPORT
Q7 CONCRETE
20' O
WATER LINE ACTUAL AMOUNT TO BE
DETERMINED BY FIELD
6 -12 EQUAL EQUAL !n ° I d VARIABLE r _ i " ENGINEER, 2 CY±
cn I FIRE HYD. PROFILE VIEW ��
iI-IIIILIL-AIL-I ll�l lllbll�lJl�u�nl IL IC-IICIII�ILI�I III=III 11�11�1111=III Lr FRONT VIEW _
- _ - BEARING AREA FROM TABLES
h NOTES: FOR HORIZONTAL BENDS
I
> 11.6 1. THRUST BLOCK SHALL BE ORIENTED APPROXIMATELY CENTER OF PIPE JOINT.
0C
2. *OPTIONAL* A WELDED COLLAR INSTALLED BY PIPE MANUFACTURER MAYBE USED IN LIEU
O OF RESTRAINING GLANDS. ALL OTHER DESIGN REQUIREMENTS SHALL APPLYAS SHOWN. TRACER WIRE MUST BE INSTALLED ON ALL
S34. FOR PIPES LARGER THAN 16" DIAMETER, THE DEADMAN THRUST RESTRAINT WITH BLOCKING WATER MAINS AND SERVICES. WIRE MUST
E VIEW MUST BE DESIGNED AND SEALED BYA N.C. PROFESSIONAL ENGINEER. BE 12 GAUGE AND BLUE IN COLOR.
00 ANY PROPOSED MODIFICATIONS TO THIS STANDARD BASED ON THE FIELD CONDITIONS MU
BE PRE -APPROVED BY THE CITYANDIOR THE ENGINEER OF RECORD.
TYPICAL SPACING FOR SPIDERS V) 2 5. QUANTITIES SHOWN BELOW ARE TO THE NEAREST QUARTER YARD AND ARE BASED ON
Q MINIMUM MASS WEIGHT REQUIREMENTS OF THE TEST PRESSURES SHOWN.
3�
w
3
EP co EP
SIZE OF
BEND
THRUST
REQUIRED
RODS
MAXIMUM SIZE
EACH STRAP
11-1/4 °
831 LBS.
2 EACH @ 112" DIA.
O X 112" THICK
22-112 °
1,655 LBS.
2 EACH @ 112" DIA.
2" X 112" THICK
6"
45 °
3,246 LBS.
2 EACH @ 112" DIA.
2" X 112" THICK
90.
5,998 LBS.
2 EACH @ 112' DIA.
2" X 112' THICK
PLUG
4,241 LBS.
2 EACH @ 112' DIA.
2" X 112" THICK
11-114'
1,478 LBS.
2 EACH @ 112" DIA.
2" X 112" THICK
22-112 °
Z942 LBS.
2 EACH @ 112" DIA.
2" X 112" THICK
8"
45 °
5,771 LBS.
2 EACH @ 5/8" DIA.
2" X 1/2" THICK
90 °
10, 663 LBS.
2 EACH @ 314" DIA.
2" X 112" THICK
PLUG
7,540 LBS.
2 EACH @ 314" DIA.
2" X 112" THICK
11-114 °
2,310 LBS.
2 EACH @ 112" DIA.
2" X 112" THICK
22-1/2 °
4,597 LBS.
2 EACH @ 5/8" DIA.
2" X 1 /2 THICK
10"
'0.
9,017 LBS.
2 EACH @ 314' DIA.
2" X 112' THICK
.W.
16,661 LBS.
2 EACH @ 1" DIA.
2' X 112" THICK
PLUG
11,781 LBS.
2 EACH @ 718" DIA.
2" X 112" THICK
11-114 °
3,326 LBS.
2 EACH @ 314" DIA.
2' X 112" THICK
22-112 °
6,619 LBS.
2 EACH @ 314" DIA.
2" X 112 THICK
12"
45.
1Z984 LBS.
2 EACH @ 718' DIA.
2" X 112" THICK
0.
23,992 LBS.
2 EACH @ 1" DIA.
2" X 112" THICK
PLUG
16,965 LBS.
2 EACH @ 1" DIA.
2" X 112" THICK
11-1/4 °
5,912 LBS.
2 EACH @ 718" DIA.
2" X 1/2" THICK
22-112 °
11,768 LBS.
2 EACH @ 718" DIA.
2" X 112" THICK
16"
45 °
23,083 LBS.
2 EACH @ 1-118" DIA.
2" X 518" THICK
90.
42,652 LBS.
2 EACH @ 1-114" DIA.
2" X 5/8" THICK
PLUG
30,159 LBS.
2 EACH @ 1-114" DIA.
2" X 5/8" THICK
NOTES:
STEEL RODS ARE CALCULATED ON THE BASIS OF NET THREADED SECTION USING MAXIMUM
TENSILE STRESS OF 20,000 PSI.
STRAPS ARE CALCULATED ON BASIS OF MAXIMUM SHEAR STRESS OF 13,000 PSI.
ALL RODS AND STRAPS ARE TO BE HEAVILY COATED WITH AN APPROVED BITUMASTIC COMPOUND.
CITY OF GRAHAM W-25 CITY OF GRAHAM W-21 CITY OF GRAHAM W-22 CITY OF GRAHAM W-23 CITY OF GRAHAM W-24
DWG NO. REV. DWG NO. REV. DWG NO. REV. DWG NO. EREVSTEEL ENCASEMENT PIPE WITH CARRIER PIPE DETAIL T.•DETAILS/GRAHAM As Built Valve/Manhole Location Re uirement T.�DETAILSiGRAHAM DEADMAN THRUST RESTRAINT WITH MASS WEIGHTSTANDARD FOR RODS AND STRAPS DWG N0.�6122118
REV.DETAILS12018 6122118 TDETAILS/GRAHAM STANDARD VERTICAL BEND ANCHORS r.DETAILS/GRAHAM TO HOLD FITTINGS WHERE CONCRETE TDETAILS/GRAHAMDETAILSMATER DETAILS/WATER BLOCKING FOR DUCTILE IRON PIPE DETAILS/2018 6/22/18 DETAILS12018 DETAILS12018
DETAILS/WATER DETAILS/WATEfl REACTION BLOCKING CANNOT BE USED DETAILS/WATER
H j
4' X 6' VAULT DOOR HALLIDAY O d
PRODUCTS COMPANY U.S. FOUNDRY TYPICAL SECTION TYPICAL SECTION Ina h
AND MANUFACTURING CO. THE BILCO -� O W U 3
COMPANY STREETS OUTFALL Ww w� W'.'..':.'.'.':: -_ o / p ho
TYPICAL SECTION TYPICAL SECTION o Y h¢ o� 3 ":::::::':'::' ' o z a W
1" BUTYLRUBBER STREETS OUTFALL C.I. M.H. RING AND COVER a 2 W ¢
SEALANT IN JOINT BY U.S. FOUNDARY OR ~ i Q.
12' EQUAL. SEE DETAIL SS-4 1 o ¢ i �+
C.l. M.H. RING AND COVER a 1 0 4 �y � 3 m
S&Y GATE BY U.S. FOUNDARY OR l Q
r1tv".
ALVE EQUAL. SEE DETAIL SS-4 CONCRETE COLLAR
STEPS AT PRECAST CONCRETE VAULT, CONCRETE COLLAR x
12" O.C. ETER 12' SOLID BRICK, OR 12" MIN. 8" THICK MIN. 8" THICK CLASS A" MORTAR z z
0 0
CMU WALLS WITH /4 CLASS "A" MORTAR
YOND REBARS ON 24' CENTERS. 2-314" ANCHOR BOLTS z a'� h i
ROAD SHOULDER OR
2-3 4 ANCHOR BOLTS (REDHEADS) z m
ROAD SHOULDER OR � " PAVED STREETS ) o � � � � �
PAVED STREETS (REDHEADS) h "1 0
----- BASE m w a
O BASE2' MAX. /\\/\\�/\\ / ----- 2' MAX. a a W 3 0
MAX. ADJUSTMENT WITH �\ \\\/ r o
BLOCKING, 6" Max. Adjustment with \/j/ 2 \\ \ GRADE RING IS 8" \/// \\/\\/ / Q 2Oz N
(TYPICAL) grade ring is 8" i \//\//\ Z.OX/�//. // /\/
w ro M ZE
SEALANT BETWEEN
JOINT, TYP. a zo
WRAP OUTSIDE JOINT WITH --------- -- w w
EXTERNAL JOINT WRAP, TYP. - - - - MEGALUGS
------------ REQUIRED
SEALANT BETWEEN w > W g
JOINT, TYP. TDI ee GROUT COPOLYMER POLYPROPYLENE z i ' o o
O.C. a U z
SECTION M.H. STEPS ® 12"
a-xha
3,000 P.S.I. BY M.A. INDUSTRIES, INC., a a
NOTES: CONCRETE COPOLYMER POLYPROPYLENE - 5" PS 1-PF O O O
M.H. STEPS ® 12" O.C. °p W
1 - VAULT WALLS TO BE THE MIN CONCRETE THICKNESS INDICATED, REINFORCED WITH 5" 4'-O" 5" BY M.A. INDUSTRIES, INC., WRAP OUTSIDE JOINT WITH o
NO. 4 REBAR ON 12" CENTERS EACH WAY, PLACED 2" FROM THE INSIDE WALL THE ------------ ' PSI -PF STAINLESS STEEL ' ' EXTERNAL JOINT WRAP, TYP. ' .,. z in LU o w
AMOUNT OF REINFORCING AND WALL THICKNESS MAY BE INCREASED FOR EXTRA _ _ _ _ _ 2 = O O w m
STRAPS AT 2'O.0 W h o
DEPTH WALLS OR IN HEAVY TRAFFIC SITUATIONS AS REQUIRED BY THE ENGINEER. _
B00T (FLDLIBLE-- WITH J" S.S. A.B. GROUT 2 o m ~ .'....... LL
a¢O ¢
2 - SUBSTITUTE MATERIALS MAY BE USED AS APPROVED BY THE ENGINEER. MW�� STRAPS J'X2" h
3 - REINFORCED CONCRETE LID WI7H TRAFFIC BEARING DOORS H-20 LOADING TO BE 16" CONNECTOR) NO. 67 STONE CLASS
USED IN TRAFFIC SITUATIONS. GROUT CLASS _CONCRETE
4 - PROVIDE A THRU WALL SLEEVE AT OPENING IN CONCRETE OR CMU WALL LARGE 3"MIN. °� D•f• W �° g �° �•- m ¢
ENOUGH FOR FLANGE OF PIPE TO PASS THRU. FILL VOID BETWEEN PIPE AND CONCRETE . 12"
SLEEVE WITH NON SHRINK GROUT. I `F MASONRY BLOCKING I Q O v12 p
12" SUPPORT NP• O z w
5 - PIPE OUTSIDE VAULT TO BE M.J. WITH RETAINER GLANDS.
6 - ALL CLEARANCE DIMENSIONS ARE MINIMUMS. ( BOOT FLEXIBLE \" w O W W
7 - ALL JOINTS TO BE FLANGED THROUGH OUT VAULT. �/� mBUOYANCY CALCULATIONS MANHOLE\/ /\ \/\/ , BUOYANCY CALCULATIONS = o o Q q / / / /
/\\ \ CONNECTOR) i�//�\//� R /�//\//\/ / /\//\//\//\/� TO BE PROVIDED
TO BE PROVIDED. \ \ \, \/ \ \ \\i,\\/,\�i,\/� . h o O z
f o
8 -STEPS ARE TO BE INSTALLED IN ALL VAULTS EXCEEDING 4 FEET DEEP AT A '�j �j�/\v/,. %T�/i�✓� \��/i;//� 4-#BA5 RS 'Sic toLOCATICA ON FOR EASE OF ACCESS. LOCATE DOOR OVER STEPS. CONTRACTOR TO 4-If%5 BARS NO. 67 STONE / rc a o O
COORDINATE SIZE OF VAULT TO THE SIZE OF VAULT DOOR TO WORK PROPERLY. NO. 67 STONE I o W a a 3
9 - CONCRETE TO BE A MINIMUM OF 3000 PSI. UNDISTURBED J/ Y = 2 .; N �i v L6
UNDISTURBED EARTH NOTE. MANHOLES ARE TO BE AS z cWi ' °o
10 ALL METERS MUST BE INSTALLED LEVEL. EARTH NOTE: MANHOLES ARE TO BE AS MFG. D&M BY NC PRODUCTS, MFG. = ?
BY NC PRODUCTS, D&M CONCRETE h� W
11 - MFM-MCT METERS MUST BE INSTALLED WITH AT LEAST 8 DIAMETERS OF STRAIGHT COMPANY INC. OR APPROVED CONCRETE COMPANY INC. OR zoh h
PIPE SAME SIZE AS METER ON INLET SIDE. EQUAL. APPROVED EQUAL. 2�
12 ALL VALVES GREATER THAN 2" SHALL BE OS&Y VALVES.
a
13 - ADDITIONAL BACKFLOW PREVENTION WILL BE REQUIRED ON ALL 6 & 8 INCH METERS. PARGE ALL INSIDE JOINTS WITH NON -SHRINK GROUT PARGE ALL INSIDE JOINTS WITH NON -SHRINK GROUT
CITY OF GRAHAM W-20 CITY OF GRAHAM SS-1 CITY OF GRAHAM SS-2 CITY OF GRAHAM SS-3
6 AND 8 INCH METER ASSEMBLY DWG NO. REV. DWG NO. REV. DWG NO. REV. DWG NO. REV.
T.•DETAILS/GRAHAM STANDARD PRECAST MANHOLE TDETAILS/GRAHAM STANDARD PRECAST OUTSIDE DROP MANHOLE T:DETAILS/GRAHAM STANDARD INSIDE DROP FOR SANITARY SEWER SERVICE T.'DETAILS/GRAHAM
DETAILSAWATER DETAILS/SEWER
DETAILS12018 7131119 DETAILS12018 9120118 DETAILS12018 9120118
(SHEET 2 OF 2) DETAILS10/15/18 DETAILS/SEWER YATDETAILS/SEWER
MINIMUM CUBIC YARDS OF CONCRETE REQUIRED
PIPE DIAMETER
150 PSI TEST PRES.
200 PSI TEST PRES.
250 PSI TEST PRES.
6"
0.75
1.0
1.25
8"
1.5
2.0
2.25
10"
2.0
3.0
3.5
12"
3.0
5.0
5.0
16"
5.5
7.25
9.0
CUBIC YARDS OF CONCRETE TO ANCHOR VERTICAL BEND
PIPE DIA.
11 114 ° BEND
22 112' BEND
45 ° BEND
6"
112 CY
112 CY
1.0 CY
8"
112 CY
314 CY
1.5 CY
12'
1.0 CY
1-314 CY
3.5 CY
16"
1-112 CY
3.0 CY
6.0 CY
0
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SEAL
19843
F/VC I N V_�
01AEL S4
3-3-2021
WATER AND
SEWER DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1"=30'
VERT. SCALE: NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
D-06

3/16"
NOTES
FORCE 1" EXPANSION
MANHOLES OVER 3'-6" IN DEPTH MAIN PIPE JOINT MATERIAL
SHALL BE PROVIDED WITH STEPS
1' 0" ON CENTERS. BRICK &
MORTAR
ON NEW INSTALLATION A MAXIMUM
QERM I T R QrrRM I T QgRM 1 T R
F Q- F Q� P
Tv I T,9 G� P, T F G� V� O G�
Q' �� '� �� Q A�
O -� O O O
O O
o:
7/8"
3 1/2"
BUBBLE TO BE GROUTED WITH NON -
SHRINK GROUT TO FORM A SMOOTH
INFLUENTS MAY BE LOCA7D AT CHANNEL THROUGH MANHOLE.
ANY ANGLE PAST 35' EITHER
SIDE OF EFFLUENT EFFLUENT & INFLUENTS MAY BE
T ANY COMBINATION OF 12 70 8
HIRE
6 IN PIPES. ALIGNED
SIZE
SIZE MAY BE ALIGNED AT THE
I - IF "H" IS BETWEEN 6"-30"
OF (2) GRADE RINGS SHALL BE USED. PRECAST
PROVIDE CHECK VALVE IN AIR RELIEF MANHOLE
��� !
C/
.L, {� W
TOP OR CENTER TO PREVENT
REVERSE FLOW
VALVE ASSEMBLY IF AIR RELIEF VALVE O
W
3P
STANDARD DROP THROUGH
JOINT PERMITS 6 7/2' MANHOLE IS 1 . OTHER SLOPES
IN
IS HIGHER THAN DISCHARGE ELEVATION DO
ACE W ACE DD ACE
4- 1/2" X 13/4- HEXHEAD,
PENETRATION
8 3/4' 9. STOP
LINE ADJUSTMENT ARE AVAILABLE FROM
ANY DIRECTION MANUFACTURER. DROPS WILL
STAINLESS STEEL BOLTS
AT AT 90. COUNTERSUNK.
O O f 1/4'
ENGNEERS DRAWN WINGS.
6 1/r
BOLTS TO BE TYPE 316
ELEVATION
STAINLESS STELL.
(FOR WATERTIGHT MANHOLES)
1 4"
5/8" O /
1
BUILD SMALL
RAMP
f
i— O A O �
61/2=
1 1 ;7Q•
C.I. M.H. RING & COVER
Q `R I T IQ
Fr)
A 1/4"
12'
BY U.S. FOUNDARY OR
`"f�L
35' MIN. ANGLE
EQUAL. SEE DETAIL SS-5
v �� C/
TRAFFIC RATED
FLAT TOP COVER
TOP OF COVER
Z /
'Q (n
EFFLUENT CONNECTION METHODS
WHEN LINE PIPE CANNOT BE FIELD
24" I.D.
(/�f/
1/4" 1/2"
1" I —�
L
CUT TO LOCATE MANHOLE ON PROPOSED
CENTER, THE FOLLOWING METHODS MAY
BE USED:
1) USE SHORTER STANDARD LENGTHS TYPICAL CHANNEL ARRANGEMENTS.
OF PIPE TO MAKE ADJUSTMENTS 4 WHEN REQUIRED FILLETS MAY BE ADDED IN THE
AS LINE APPROACHES MANHOLES. FIELD TO DIRECT THE FLOW TO ACCOMMODATE
A PARTICULAR NEED.
1/2 H
COPOLYMER POLYPROPYLENE
M.H. STEPS 0 12" O.C. 5'-0" I.D.
BY M.A. INDUSTRIES, INC. 5" 5"
PS1-PF
I
1/2" 1 R RING &COVER WILL BE MACHINED AND
1/2"R WILL CONFORM TO ASTM A4$ CLASS 30B
1/4" 1 1/2"
2) STOCK SEVERAL DIFFERENT LENGTHS
OF DOUBLE SPIG07S AND SELECT
APPROPRIATE LENGTH.
3) USE A COMBINATION OF 1 & 2.
RISER SECTION AND CONE TO BE
i
MINIMUM AVERAGE WEIGHTS
BOTTOM OF
COVER RING iB0 LBS.
ADDED AS PER DETAIL DRAWING
FOR RECAST REINFORCED
CONCRETE MANHOLE.
O
I
2- in
COVER 120 LBS.
STARTER
MIN. TOTAL 300 LBS.
Double Spigot MFR'S JOINT INFLUENT
2" PVC SCHEDULE 80
AIR RELIEF DISCHARGE
POINTING DOWN
RUBBER HOSE
POLYPROPYLENE
PLASTIC NO. 1Q3 DEFORMED
STEEL ROD.
Effluent Adaptor '�� PIPE MFR'S
APPROVED
JOINT
-�
2- IF "N" IS 6" OR LESS
BACKFLUSH
2" AIR RELIEF VALVE ASSEMBLY
2'-1 1/4"
d d
-
G&4 INDUSTRIES
3/4' MIN.
d d
WITH 1/4" ORIFICE ��ST CORP.
STOP
f'-il 1/2"
1/2"
d d c b
5'
I I SEWER FORCE MAIN I I 4'-0" RISER
— -
1'
.d.
12" X 2" BOSS TEE 6" 6"
7 1/2"
1/2" 3"
�3
f0 12" of #57
° "..° ° ° °°
3/4"
v C v STOP
PENETRATION SECTION A -A
O •` :-
:_
Stone
.°SUPPORT
1'- 10 1 4"
. .
H=6" OR LESS
III
M.H. ON BRICKS
2• C' EARED' WHILE POURING CONC. BASE
3/4" OR 1/2" 4 3/8" 2'- 1/2" 4 3/8"
c '
d,
I _..
I
Pipe MFR'S 12" STANDARD BOTTOM 6" AT 12•
MASONRY BLOCKING TO SQUARE OPENING
d a
v
d
A
OTHER THICKNESSES AVAILABLE
Approved Support Support
PP WHEN EOUIRD
H= ELEVATION DIFFERENCE BETWEEN INVERT OF EFFLUENT PIPE AND INVERT OF INFLUENT PIPE.
SUPPORT PIPE
2 _91'/4"
Joint Pier
PierAS
SECTION THRU MANHOLE
3 1/2"
PEW THE E REQUIREMENTS OFF ASTM 478
CITY OF GRAHAM
SS-4
CITY OF GRAHAM
SS-5
CITY OF GRAHAM
SS-7
CITY OF GRAHAM
SS-8
SS-6
CITY OF GRAHAM
DWG NO.
REV.
DWG NO.
REV.
PRECAST REINFORCED CONCRETE MANHOLE
DWG NO.
REV.
DWG NO.
REV.
DWG NO.
REV
T.�DETAILS/GRAHAM
T.DETAILS/GRAHAM
T.DETAILS/GRAHAM
T.DETAILS/GRAHAM
AIR RELIEF VALVE WITH ASSEMBLY & MANHOLE
MANHOLE RING AND COVER
MANHOLE CHANNEL
T.-DETAILS/GRAHAM
DETAILS12018
7112119
DETAILS12018
9120118
POLYPROPYLENE MANHOLE STEP
WITH PRECAST INVERT
DETAILS12018
7131119
DETAILS12018
211115
DETA&S/SEWER
DETA&S/SEWER
DETAILS12015
10130119
DETA&S/SEWER
DETAILS/SEWER
DETAILS/SEWER
NEW
SEWER
LINE
WATERPROOFING FLEXIBLE
PLAN
SLEEVE
1' MIN. WIDTH OF EXCAVATED 1' MIN.
WATERTIGHT
PLUG OR CAP
OPENING CLASS A" CONCRETE
THICKNESS)
(�"
4" - 1/8" BEND
DEEPER THAN IS77NG
EXISTING
SEWER
4" P.V.C. SCH. 40 W
TYPE 1 TYPE 2
COMPACTED
PAVEMENT TO BE SAW CUT
EXIS77NG PAVEMENT EXISTING PAVEMENT
PIPE
COMPACTED L
MAX
BACKFILL
BACKFILL
III III
r
W
Z 12 GA. GREEN TRACER WIRE,
f
LOOSE
WRAP TRACER WIRE J
+ + + + + + BACKFILL +++++++++
' -
\\\/,
a CONCRETE COLLAR
O 2 6" MIN. AROUND
in �i 2 PIPE
a
a
+ + + + + + + +
+ + + + + - + +
+ +
I -I I I -I I
///\\\\\/ EMBED A 2 EXISTING CONCRETE
//��/
(TYP.)
a
+ +
++ +++
III III '
LOOSE
\ \ ....................... /� APPROVED EPDXY GROUT OR
++
\,/\\%\\
_ _ _ ++ ON DRY S0FLAT � + 6"
BACKFILL + + + + + + + + I
} . } } } } �'
.........:::....:::::::.
36" MINIMUM �\,j\\>/ �
-PROFILE
PVC HUB WITH 4" PVC
- ONLY*
I= I I I
} } } } } } } }
:..'..'.'.'.'.'..'..'..'. .'..'..'..\\ A3S DI ECTED BY ENGINEER
STABILIZATION STONE EXTENDED CUT OUT TOP 1/3
12" PAST CONCRETE BASE OR OF EXISTING PIPE
CLEAN OUT CAP
I 1 I } } } } } } } III
,,\\�\\ -',• • •,,,,,',, , , •.• • •.• • , ... .,• • • /\\,j
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TO UNDISTURBED EARTH
PLAN
4" CLEAN OUT -
(3'-0" ABOVE
TYPE 3 TYPE 4
I -I I } } } } } } } } Z
} } + }
\\ \
// ........................ / //.
\\/\•..'..'.'.'.'.'..'..'....::.'::.': \ BACKFILL (SEE NOTE)
NOTES
HORSESHOE BASE IN WET
CETE
GRADE)
+ } } }
\\\\
CONCR1.
(3,000 PSI)E .
2. CUT OUT TOP THIRD OF EXISTING PIPE. FINISH
WATERPROOF ALL COLD JOINTS AND
TAPE
TAPE TRACER WIRE TO STACK
AS REQUIRED
- - - - - =
#57 STONE L �� LL
V
-I I } } MI I O
HAUNCHING } } III
.':::.'.'.'.':::::.'::::::.'::. • \\�
�\ .... . . . ....... . . . ..... . ��\�\
/� /� / /�. UNDISTURBED SOIL
AROUND ALL
+ + L
} } -
ME.-
%�\ - . .. \\�~
..+
3. POUR CONCRETE COLLARS.
+ + + + + + + + + + +...
+ + + + + + + + + + + + 1 '
4
\�\..
.:.':
NEW
++++++ L ++++++
+ + +
+ + +
III I �
-U57 STONE - I=I I
. •
,\.....'.'. \,
..... PIPE
i\\\\\
HORSESHOE
MANHOLE LINER
18" STUBOUT %\/'/\iii\�:
W/rAp\
+ + �_
I I III J
.......BAS.• \
\�//\��
£ 12"
TRACER WIRE
LL
ON
\\\\\\\ (IF REQUIRED BYTHEENGINEER)
PSI •
.31000
CONCRETE
6" 6"
SLOPE 114
FILL TO FILL TO TOP
SPRING LINE UNDISTURBED OF PIPE
EARTH
_ _ _ _^ = 6
NOTE.,
WHERE THE EDGE OF THE PATCH OR SECTION OF REMOVED PAVEMENT IS
STONE
LESS THAN 10' FROM A TRANSVERSE EXPANSION OR CONTRACTION JOINT
/\ ° - /\�/�
10''�/,
, \\/.
BEDDING-(TYP)
SEWER MAIN
UNDISTURBED
OR CRACK, THE ENTIRE SECTION OF PAVEMENT SHALL BE REMOVED UP
TO THE JOINT OR CRACK AND REPLACED WITH NEW CONCRETE AND ABC
STONE IN ACCORDANCE WITH THE MOST CURRENT N.C.D.O.T. STANDARD
°
SPECIFICATIONS.
\
e j /j/j\/
NOTE. PLUMBER TO CONNECT TO STUB-OUT/STACK AND
NOTE.
EARTH
LOWER CLEAN -OUT CAP TO GROUND LEVEL
THE INSPECTOR OR ENGINEER RESERVES THE RIGHT TO
THE BACKFILL SHALL BE MADE IN 6' LAYERS AND SHALL BE COMPACTED
PLACE STABILIZATION
4 x8" CONCRETE 4' STABILIZ477ON STONE OR UNDISTURBED EARTH STONE UNDER COLLAR
All services must have tracer wire.
REQUIRE DIP TO BE BEDDED ON STONE DEPENDING UPON
TO AT LEAST 95% OF STANDARD DENSITY (AASHTO METHOD T-99). EACH
LAYER MUST BE THOROUGHLY TAMPED BY A MECHANICAL TAMP BEFORE
OR POUR CONCRETE
BLOCKS (4 MIN.) SECTION TO UNDISTURBED
Tracer wire must be 12 gauge and
TRENCH CONDITIONS.
THE NEXT LAYER IS PLACED.
EARTH (7YP.)
g Teen In COIOr.
CITY OF GRAHAM
SS-9
CITY OF GRAHAM
SS-10
CITY OF GRAHAM
SS-11
CITY OF GRAHAM
SS-12
CITY OF GRAHAM
SS-13
DWG NO.
REV.
DWG NO.
REV.
DWG NO.
REV.
DWG NO.
REV.
DWG NO.
REV.
DOGHOUSE MANHOLE
STANDARD SEWER SERVICE CONNECTION
DIP SANITARY SEWER BEDDING
Pipe Embedment for PVC Sewer Lines
CONCRETE DRIVEWAY REPAIR DETAIL
T.DETAILS/GRAHAM
T.DETAILS/GRAHAM
TOETAILS/GRAHAM
T.•DETAILS/GRAHAM
T.DETA1 S/GRAHAM
DETAILS12018
DETA&S/SEWER
2-6-18
DETAILS12018
DETAILS/SEWER
11112020
DETAILS12018
DETAILS/SEWER
818119
DETAILS12018
DETAILS/SEWER
211115
DETAILS12018
DETAILS/SEWER
9120118
2 1/2" x 1/4" STEEL
(STAINLESS STEEL STRAPS)
J+C GRASS STRIP BETWEEN BACK OF CURB AND EDGE OF SIDEWALK
1' MIN, WIDTH OF EXCAVATED I' MIN.
NEW SF9.5B ASPHALT PAVEMENT, 2�111N.
STAINLESS STEEL
TO BE A 4' WIDE STRIP UNLESS OTHERWISE NOTED AND/OR
OPENING
ANCHOR BOLTS,
WASHERS AND NUTS
AS SHOWN ON DRAWINGS.
PAVEMENT TO BE SAWED OR
TACK EXISTING NEATLY CUT PERPENDICULAR
PAVEMENT SURFACE TO SURFACE
WHERE RESIDENTIAL CLEAN -OUTS OCCUR IN DRIVEWAYS IN NEW
BEFORE PAVING, TYP.
CONSTRUCTION, A CAS77NC SHALL BE INSTALLED TO PROTECT IT.
THE CAST IRON CASTING IS TO BE A MIN. OF 2" GREATER I.D.
THAN THE SIZE OF PIPE IT IS INSTALLED OVER, IT SHALL BE SET
10" MAX.
W CONCRETE AT FINISHED GRADE. CAS77NG SHALL CONFORM TO
THE REQUIREMENTS OF AASHTO H2O-44. SEE THE FOLLOWING
W W W W
y
f� EXISTING PAVEMENT
SKETCH FOR FURTHER DETAILS
EXISTING BASE
paw
3/4" BOLT 18" IN
a'
a a
LENGTH W/6" LEG
�,/\�/�\/
} '
RIGHT-OF-WAY WIDTH VARIES a
.':.':.....;.
STANDARD CAST IRON CLEANOUT
.':..;
\/,\\//\\�
1 " 1 " & COVER BY
10'-0" 5 -O� 5 -O" 10'-0"
NP6•
.'.': .': .': .'.'.'. NEW BASE DEPTH 6" MIN.
B25.OB OR INSTALLEDMIN.
\//\\�\\\ I W CDOT
CPPROVEDFRAME
MIN. EOU77ERN 4155 OR
NO. 4 BARS
12" O.C. ES '.4• ♦ r 6" O.C.
* * "
MIN 4'-0" VARIES VARIES 4'-0 MIN
2 2
_O"
-O" I I
I 1.25' S9.5B
THTYPE
NDCCORDAMC
�\\\// '.'.'.'.'.': .'.'.'.'.'.': .'.': .'.': .'.'.' ICITH KNESS
..................... \\\\\�
1
36- MINIMUM\\\\\\
\,\\/
°
4" ° a ° - ° 2" MAX.
°
MIN ° 6a 7-3/4"
�2» 0�
C.
`;:
P I (TOP COURSE) , G�
Gp 3.0% 3.0% 9'•
.'.'.'.':::.'.'.'.'.'.'.'.'::::.'..
/�\
° ° °
/2. ;c
MINIMUM 2 1 r
�rBBfi /FL 1/4 �T.
..'.'.'
'.'.'.'.'.':......... ::::.'.' BICKFlLL (SEE NOTE)
°°
MIN:
// .. 10-1/4" a
COVER ON ALL • •,. c ,,
-_
�-io"a 1/2
.'.'.'.'.'.':.':.':.':.':.':.':.'.'.'. \
°��
REINFORCEMENT .-
,A
:.:.:.:......: ..: ..: .....:.:....: /�\.
\\ ... \\�\\
//\�/
- - ° SYRACUSE CASTING
4" ° °
POST OFFICE BOX 1821
I - 6177 SOUTH BAY ROAD
i ' '•� 1'_0" 2•_0"
-Lu
10" ABC STONE 2" S9.SC
(BINDER COURSE)
.'.'.' ................ UNDISTURBED SOIL
��\\\//
N.Y. IJOJ9
\ \� \\\/ CW�s1RACAST..COM
s
2'-6" ROLLED CURB
':•:.:.:.:: .:: •:: •:• • • •:: .:: .:: •;:::
\\\\ \\
FELT
r • ,.
NO. 4 BARS B„ .�8 6 �z
i
5" THICK CONCRETE SIDEWALK
3,000 PSI CONCRETE 3,000 PSI CONCRETE
EXPANSION JOINT EVERY 90' EXPANSION JOINT EVERY 50'
CONTRACTION JOINT EVERY f0'
PIPE
6"
4" STD. PVC SEWER CLEANOUT
CONTRACTION JOINT EVERY 5'
STONE STABIUZ47TON
\\\\
\ (IF REQUIRED BY THE ENGINEER)
r •, r
NOTES:
ELEVATION VIEW
N0. 4 BARS NO. 4 BARS
O.C. II" O.C.
1. CONTRACTOR MUST PRESENT INSPECTOR WITH ASPHALT TICKETS.
2. REFER TO THE CITY OF GRAHAM DEVELOPMENT ORDINANCE FOR APPROPRIATE
DIMENSIONS. ALTERNATIVE STREET WIDTHS AND PAVEMENT SECTIONS MAY BE APPROVED
PER THE UDO AND CITY OF GRAHAM TRC.
3. ALL ASPHALT CEMENT PLANT MIX AND METHOD OF PLACEMENT SHALL COMPLY WITH N.C.
NOTE:
o b
I6<
DOT STANDARD SPECIFICATIONS.
THE BACKFILL SHALL BE MADE IN 6" LAYERS AND SHALL BE COMPACTED TO
,
4. ALL WORK SHALL COMPLY WITH N.C. DOT STANDARD SPECIFICATIONS.
AT LEAST 95% OF STANDARD DENSITY (AASHTO METHOD T-99). EACH LAYER
5. TOP COURSE TO BE PLACED WITHIN 12 MONTHS OF ASPHALT BINDER COURSE.
MUST BE THOROUGHLY TAMPED BY A MECHANICAL TAMP BEFORE THE NEXT
6. ALL ROADWAYS SHALL BE PROOFROLLED PRIOR TO PLACEMENT OF ABC STONE, BINDER
LAYER IS PLACED. ALL ASPHALT PAVEMENT REPLACED SHALL BE IN
COURSE AND TOP COURSE. ALL DEFECTS IN SUBGRADE AND/OR PAVEMENT SHALL BE
ACCORDANCE WITH THE MOST CURRENT N.C.D.O.T. STANDARD SPECIFICATIONS.
3'-0" 4'-0'
REPAIRED.
BASE COURSE DENSITY AND SUBGRADE DENSITY SHALL BE 100%
CITY OF GRAHAM
SS-14
CITY OF GRAHAM
SS-15
CITY OF GRAHAM
SS-16
CITY OF GRAHAM
ST-1
DWG NO.
REV.
DWG NO.
REV.
CONCRETE PIER
DWG NO.
REV,
DWG NO.
REV.
r.•DEraLs/GRAHAM
r.DEraLs/GRAHAM
T.•DETAILS/GRAHAM
TDETAILS/GRAHAM
ASPHALT PAVEMENT REPAIR DETAIL
SEWER CLEANOUT IN PAVEMENT
RESIDENTIAL STREET SECTION
DETAILS12018
11112020
DETAlLS12018
9120118
10" MAXIMUM SANITARY SEWER
DETAILS12018
211115
DETAILS12018
11112020
DETAILS/SEWER
DETAILS/SEWER
DETAILS/SEWER
DETAILS/STREET
19- 91
MANY ARF THE PI ANS IN A PFRSONS HEART. RUT IT IS THE I ORD'S PLIRPOSF THAT PRFVAII
S. PROVFRRS
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19843
41
'01AEL
3-3-2021
SEWER DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1"=30'
VERT. SCALE: NONE
D-07

JrC GRASS STRIP BETWEEN BACK OF CURB AND EDGE OF SIDEWALK
TO BE A 4' WIDE STRIP UNLESS OTHERWISE NOTED AND/OR
AS SHOWN ON DRAWINGS.
W
a
a RIGHT-OF-WAY WIDTH VARIES
10'-0" * �6"
5'-0'
MIN VARIES
2
VARIES
3" S9.5B
(TOP COURSE)
INSTALLED IN
TWO LIFTS
W W
� W
W
a
10'-0'
5-0"
4'-* 0" M'IN
I 2
3.1 �
8" ABC STONE
4" 119.00
2'-6" STANDARD CURB (BASE COURSE)
3,000 PSI CONCRETE 5" THICK CONCRETE SIDEWALA
EXPANSION JOINT EVERY 90' 3,000 PSI CONCRETE
CONTRACTION JOINT EVERY 10' EXPANSION JOINT EVERY 50'
CONTRACTION JOINT EVERY 5'
NOTES:
1. REFER TO THE CITY OF GRAHAM DEVELOPMENT ORDINANCE FOR APPROPRIATE
DIMENSIONS.
2. ALL ASPHALT CEMENT PLANT MiX AND METHOD OF PLACEMENT SHALL COMPLY WITH
N.C. DOT STANDARD SPECIFICATIONS.
J. ALL WORK SHALL COMPLY WITH N.C. DOT STANDARD SPECIFICATIONS.
4. SITE CONDITIONS MUST BE MET TO USE THE COMMERCIAL MEDIUM STREET SECTION.
REFER TO UDO TO DETERMINE APPROPRIATE STREET SECTION.
5. PAVEMENT CROSS SECTION SHOWN IS THE STANDARD PAVEMENT SECTION. IF A SITE
SPECIFIC STUDY IS PROVIDED BY A GEOTECHNICAL ENGINEER SHOWING THAT AN
ALTERNATIVE PAVEMENT CROSS SECTION WILL BE SUFFICIENT FOR THE PROPOSED
TRAFFIC LOADING, ALTERNATIVE PAVEMENT SECTIONS WILL BE CONSIDERED ON A CASE
BY CASE BASIS.
CITY OF GRAHAM ST-2
DWG NO. REV,
COMMERCIAL STREET SECTION TDETAIDETAILL20�RRAHAh1 111/2020
DETAILS/STREET
2'-6"
Rio
ij 32.073
6 5/8"
CURING n
COMPOUND j
Q
3 000 PSI. CONCRETE
P
28'33'03"
NOTE EXPANSION JOINT EVERY 90 FT.
CONTRACTION JOINT EVERY 10 FT.
Apply Curing Compound after
curb/gutter is poured.
BRUSH FROM BACK TO FRONT
NCDOT APPROVED SEALANT IN EXPANSION JOINTS
CITY OF GRAHAM ST-7
DWG NO. REV.
30" ROLLED CURB T:DETAILS/GRAHAM
DETAILS/2018 7111119
DETAILS/STREET
METAL FRAME & GRATE CURB INLET.
SEE NCDOT DETAILS 840.01, 840.02 &
840.03 FOR ADDITIONAL NOTES &
DETAILS
EXPANSION JOINT
30" ROLLED CURB
SEE ST-7
EXPANSION JOINT
O0���000 sus\o�P�
i
y,s\1 o a \
- BROOM MARKS ALONG
CURB AND GUTTER
ARE TO BE BACK TO FRONT
CITY OF GRAHAM SD-1
STANDARD CATCH BASIN DWG NO. REV.
T:DETAILSIGRAHAM
W/TRANSITION TO ROLLED CURB DETAILS12018 7112119
DETAILS/STORM
J%C GRASS STRIP BETWEEN BACK OF CURB AND EDGE OF SIDEWALK
TO BE A 4' WIDE STRIP UNLESS OTHERWISE NOTED AND/OR
AS SHOWN ON DRAWINGS.
a 57' RIGHT-OF-WAY
a
10'-0"
10'-O'
�6"
5'-0' 4'-* 0' 15'-O" 15'-0"
41_* 0" 5'-O'
2'-0"
37
3" S9.58
(TOP COURSE)
INSTALLED IN
TWO LIFTS
•y.
�-2.OSX 2.08X-a
1/2%Ff.
1/4�FT
8" ABC STONE
4' 1 19.00
(BASE COURSE)
2'-6" STANDARD CURB
5" THICK CONCRETE SIDEWALK
3,000 PSI CONCRETE
EXPANSION JOINT EVERY 90'
3,000 PSI CONCRETE
CONTRACTION JOINT EVERY 10'
EXPANSION JOINT EVERY 50'
PROVIDE A MIN OF 8' OF ABC
CONTRACTION JOINT EVERY 5'
STONE BENEATH CURB
NOTES:
1. ALL ASPHALT CEMENT PLANT MIX AND METHOD OF PLACEMENT SHALL
COMPLY WITH N.C. DOT STANDARD SPECIFICATIONS.
2. ALL WORK SHALL COMPLY WITH N.C. DOT STANDARD SPECIFICATIONS.
3. SITE CONDITIONS MUST BE MET TO USE THE INDUSTRIAL STREET SECTION.
REFER TO UDO TO DETERMINE APPROPRIATE STREET SECTION.
4. PAVEMENT CROSS SECTION SHOWN IS THE STANDARD PAVEMENT SECTION. IF
A SITE SPECIFIC STUDY IS PROVIDED BY A GEOTECHNICAL ENGINEER
SHOWING THAT AN ALTERNATIVE PAVEMENT CROSS SECTION WILL BE
SUFFICIENT FOR THE PROPOSED TRAFFIC LOADING, ALTERNATIVE PAVEMENT
SECTIONS WILL BE CONSIDERED ON A CASE BY CASE BASIS.
CITY OF GRAHAM ST-3
DWG NO. REV.
INDUSTRIAL STREET SECTION o�TAILSI�a HAM 11112020
DETAILS/STREET
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CITY
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GRAHAM
ST-8
DWG NO.
REV.
STANDARD
DRIVEWAY TURNOUT
DROP CURB TYPE
TDETAILS/GRAHAM
DETAILS12018
6111118
DETAILS/STREET
I-6" WALL
6"
PART SECTION
6" WALL
8" WALL -I �-
B. 4"
L
PARTSEC77
8" WALL/4" LIP
6" WALL-{ �-
6"
4"
I 4I
L -i PART SECSECTI/NON
6" WALL/4" LIP
T
WALL
8"
PART SECTION
8" WALL
1 w
W
PART SECTION
OF END ELEVATION
GENERAL NO
THIS STANDARD SHALL BE USED WITH ALL DRAINAGE STRUCTURES
USING REINFORCED CONCRETE PIPE SET IN BASE SLAB.
TABLES OF QUANTITIES FOR PIPE SET IN PAD
PIPE"T-
D
DIM
DIM
DIM
C.Y. QUANTITIES WHEN L IS
12'
16"
20"
12"
1'-1 7/8'
0'-7 7/8'
0'-1 3/4'
0.005
0.007
0.006
15'
1'-3 5/8'
0'-9 1/8"
0'-9 7/8"
0.006
0.000
0.010
18'
V-5 1/4'
W-10 3/8"
0'-2"
0.007
0.010
0.012
24-
V-8 3/4"
1'-0 1/8-
0'-2 1/2"
0.011
0.014
0.018
30'
2'-0 1/4'
1'-2 3/4"
0'-2 3/4"
0.014
0.018
0.023
36"
2'-3 3/4'
1'-5 3/8"
0'-3"
0.017
0.023
0.025
42'
2'-7 1/8'
1'-7"
0'-3 1/2'
0.075
0.030
DOW
48"
2' 10 5/8"
1'-8 3/4-
0'-4-
0.028
0.038
0.047
54"
3'-2 1/8'
1'-10 1/2'
0'-4 1/2-
0.0351
0.047
0.058
60"
3'-5 5/8"
2'-0 1/4"
0'-5"
0.042
0.056
0.071
66"
3'- 9'
2'-2 1/4'
0'-5 1/2'
0.050
0.067
0.084
72"
4'-O 1/2'
2'-3 3/4"
0'-6"
1 1058
0.078
0.098
CITY OF GRAHAM SD-2
DWG NO. REV.
STD. CONCRETE BASE PAD FOR DRAINAGE STRUCTURES TDETAILSiGRAHAM
DETAILS12018 9120118
DETAILS/STORM
J�C GRASS STRIP BETWEEN BACK OF CURB AND EDGE OF SIDEWALK
TO BE A 2.5' WIDE STRIP UNLESS OTHERWISE NOTED AND/OR
AS SHOWN ON DRAWINGS.
5' CONC. SIDEWALK, TYP.
VALVES ON ALL SIDES OF TEES
5" THICK, 3000 PSI
AND CROSSES ON WATER MAINS
O
TO- UTILITY EASEMENT, TYP. `�
R/W - -
- - R/W-
"a
2
- �
H/C WHEELCHAIR RAMP, TYP.
CURB INLET TYR * m
3
S4N. SEWER
Q3
oCROSSWALK,
TYP.
�Q
h
h
�R/Wr _ -
R/W-
N
30' RAD., TYR.
+'
o
rFRE
20' RAD., TYP.
I
ALL
5' STANDARD TRANSITIONS TO
D NO
STANDARD CURB Bc GUTTER AT
APART.ALL
CATCH BASINS.
5' CONC. SIDEWALK, TYP.
5" THICK, 3,000 PSI +' •
i
Q • ' I W NOTE ALL IMPROVEMENTS
a ' ARE TO BE IN THE RIGHT
OF WAY. SOME
tj IMPROVEMENTS MAY BE
WITHIN DEDICATED
EASEMENTS WITH CITY
APPROVAL.
CITY OF GRAHAM ST-4
GENERAL SUBDIVISION REQUIREMENTS DWG NO. REV.
TDETAILS/GRAHAM
FOR ROADWAYS AND UTILITIES DETAILS12018 1213112019
DETAILS/STREET
5' CONC. WALK
tic 4' UTILITY
2% SLOPE IN STRIP
W
LU * USE EXPANSION JOINT IF
ANY DIRECTION
co) CURB & GUTTER IS NOT POURED.
EXPANSION
JOINT
EXPANSION
JOINT
1
SSED
2'L X 5'W
'. .
YELLOW DETECTABLE
"'-
&GUTTER
WARNING SURFACE
SEE NOTE i
30' CURB G�RtB•15'
-EXPANSION
JOINT
21 X 5'W 4'
FOR ROLL CURB STREET
YELLOW DETECTABLE 6'
FOR STANDARD CURB
WARNING SURFACE
SEE DETAIL &NOTE 1
-EXPANSION
JOINT OCUR
4' UTILITY*
30. CURB & GURER
-EXPANSION STRIP
1
JOINT
J�C GRASS STRIP BETWEEN BACK OF
CURB AND EDGE OF SIDEWALK
GRASSED N
TO BE A 2.5' WIDE STRIP UNLESS
OTHERWISE NOTED AND/OR
AS SHOWN ON DRAWINGS.
I C I
5' N
5' CONC. WALK
MIN.
CONTROL
JOINT
PLAN
2'L X 5'W
J
YELLOW DETECTABLE
WARNING SURFACE
SEE NOTE 1
3.5 r 6'
- f0"
12"
J�--Ir- 17-+--�
I5.
I
12 1 MAX
5"
_
L
3�LLED CURS B
2' SECTION
NOTES:
1. DETECTABLE WARNING DOMES SHALL COVER
2'-0' LENGTH AND FULL WIDTH OF THE RAMP
FLOOR AS SHOWN ON THE DETAILS.
2. CAST IN PLACE DOMES ARE REQUIRED.
SURFACE MOUNTED DOMES ARE NOT
5'-0' WIDTH BASE OLAMETER
ACCEPTABLE
0.9 R TO 1.4'R
Q O O O O
7
0.65" 1.6" TO
0.9' TO
1.4' MIN. 1 2-4"
O O O O
LENGTH
O O Q O O O
0 0 0 0 0
0.20"
SECTION
PLAN
TOP DIAMETER OF NO LESS
THAN 50% TO NO MORE
DETECTABLE WARNING DOMES DETAIL THAN 65% OF THE BASE
DIAMETER
CITY OF
GRAHAM
ST-9
DWG NO.
REV.
CURB RAMP
T.�DETVLS/GRAHAM
DETAILS12018
12130/19
DETAILS/STREET
FOR PRECAST BOXES, BRICK AND
MORTAR MUST BE USED INSIDE AND
OUTSIDE OF BOX AT PIPE OPENINGS
PLAN
WITH COPING REMOVED
NOTES
ALL DROP INLETS OVER 3'-6'IN DEPTH TO BE PROVIDED
WITH STEPS I' O" ON CENTER.
CLASS A' CONCRETE TO BE USED (3,000 PSI)
BRICK MASONRY DROP INLET TO BE USED IN LOCATIONS
SUBJECT TO TRAFFIC, ONLY UPON APPROVAL BY
ENGINEER.
PRECAST CONCRETE DROP INLET WILL BE PERMITTED.
JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR
PRECAST CONCRETE BLOCKS MAY BE USED IN LIEU OF
CLAY BRICK.
FOR 8'-0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN
HEIGHT, USE 12" WALL TO 6-0" FROM TOP OF WALL, AND W
WALL FOR THE REMAINING 6-0".
IF REINFORCED CONCRETE PIPE IS SET IN BASE OF SLAB
BOX IT SHALL BE IN ACCORDANCE WITH STD. SD-2.
STD.
B
I
I
_L IU]
6.
WASH AT - PROVIDE WASH AT
CORNERS SECTION -YY INVERT'S CORNERS
DIMENSIONS OF BOX & PIPE
COVER
DIMENSION
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H(MIN)
F
E
12"
X-O"
2'-0"
2'-8"
3'-6"
2'-6'
15'
3'-0"
2'-O"
3'-0"
X-6'
2'-6'
18"
3'-0"
2'-0"
3'-5'
3'-6"
2'-6'
24`
3'-O'
2'-O"
4'-O"
3'-6"
30"
1 X-0"
2'-O'
4'-5"
3'-6"
CITY OF GRAHAM SD-3
STANDARD BRICK DROP INLET DWG NO. REV.
T:DETAILSIGRAHAM
12" THRU 30" PIPE DETAILS12018 6111118
DETAILS/STORM
1/2" RAD. 6" 2'-0' CURING
COMPOUND
3" RAD 1/8' RAD.
6"
12. -- 4 6" , .I 7.
2'-6" - I
2'-6" CURB AND GUTTER
1/8" RAD. 1/8' RAD,
SURFACE OF PAVEMENT
4 G
PROPOSED CURB & GUTTER
PROPOSED PAVEMENT
PLAIN BUTT JOINT
LONGITUDINAL PLAIN BUTT JOINT
1/8" RAD. SURFACE OF GUTTER
1� .:�. ..d.•.
1/2"--'��--
JOINT FILLER
TRANSVERSE EXPANSION JOINTEXPANSION JOINT
IN CURB AND CURB AND GU=
GENERAL NOTES
CONTRACTION JOINTS SHALL BE SPACED AT 10 FOOT INTERVALS EXCEPT THAT A 15 FOOT SPACING
MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE FORM
CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES AT 10 FOOT INTERVALS.
JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO PREVENT UNCONTROLLED CRACKING.
CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF TEMPLATES OR FORMED BY OTHER
APPROVED METHODS. WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM DEPTH OF
1-1/2" OBTAINED.
EXPANSION JOINTS SHALL BE SPACED AT 90 FOOT INTERVALS AND ADJACENT TO ALL RIGID OBJECTS.
CONCRETE (3000 PSI O 28 DAYS)
CITY OF GRAHAM
ST-5
DWG NO.
REV.
STANDARD CONCRETE CURB AND CURB & GUTTER
T:DETAILS/GRAHAM
DETAILS12018
6111118
DETAILS/STREET
NOTES,
1. CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT.
CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKING PLANS OR
AS DIRECTED BY THE ENGINEER.
2. LOCATE CURB RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN
THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REQUIRE MOVING CURB
RAMPS OR MARKINGS AS SHOWN, CONTACT THE CITY OF GRAHAM OR LOCATE AS
DIRECTED BY ENGINEER.
3. COORDINATE THE CURB RAMP AND THE PEDESTRIAN CROSSWALK MARKINGS SO A 4'X4'
CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL WITHIN THE PEDESTRIAN
CROSSWALK LINES.
4. SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF OF
TRAVEL LANE 1S 4' MINIMUM.
5. REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED
INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT PROVIDED, CONTACT THE CITY
OF GRAHAM FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY ENGINEER.
6. TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
7. CONSTRUCT CURB RAMPS A MINIMUM OF 5' WIDE.
8. CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM.
9. ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 211. MAXIMUM.
10. CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 107 MEASURED ALONG THE CURB
LINE.
11. CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE BASE OF THE
CURB RAMP A MAXIMUM OF 57 AND MAINTAIN A SMOOTH TRANSITION.
12. CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 5'X5' WITH A MAXIMUM SLOPE OF
2% IN ANY DIRECTION. CONSTRUCT LANDINGS FOR MEDIAN ISLANDS A MINIMUM OF 5'X5'
WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION.
13. TO USE A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A
MINIMUM OF 6' WIDE. CONSTRUCT MEDIAN ISLANDS TO PROVIDE PASSAGE OVER OR
THROUGH THE ISLAND.
14. SMALL CHANNELIZATION ISLANDS THAT CANNOT PROVIDE A 5'X5' LANDING AT THE TOP
OF A RAMP WILL BE CUT THROUGH LEVEL WITH THE SURFACE STREET.
15. CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD
NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE IS PLANTING OR
OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
16. PLACE A 1/2" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB.
17. PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN
IN THE PLANS OR AS SHOWN IN THE MUTCD.
18. CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR
LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS. CONTACT THE CITY OF
GRAHAM OR AS DIRECTED BY ENGINEER FOR A SPECIAL DESIGN.
CITY OF GRAHAM ST-10
DWG NO. REV.
CURB RAMP NOTES T.'DETAILS/GRAHAM
DETAILS12018 6111118
DETAILS/STREET
TOP
" PIPE � F
STANDARD
DROP INLET ---
GRATE & FRAME � MEN
SEE STD. SD-5
J.
00 ---
3"CL �{
NO. 4 STEEL BARS
5" CONCRETE
PLAN �T
SLAB PLAN I 1/2"J
5' PRECAST
CONCRETE COVER 5" PRECAST
CONCRETE COVER 1
C
5" 1 26 5
8' 8' H-L�_
_ D_ r.L A I I
-� `
6 I D
PROWDE WASH AT
INVERT'S CORNERS I _
SECTION -
I,.
6 J PROVIDE WASH AT
NOTES: INVERTS CORNERS
SECTION YY
ALL DROP INLETS OVER 3-6" IN DEPTH TO BE PROVIDED WITH STEPS
1'-0" ON CENTER.
CLASS A' CONCRETE TO BE USED (3,000 PSI)
PRECAST CONCRETE DROP INLET WILL BE PERMITTED.
JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR PRECAST
CONCRETE BLOCKS MAYBE USED IN LIEU OF CLAY BRICK.
FOR 9-0' IN HEIGHT OR LESS, USE 8' WALL. OVER 6-0' IN HEIGHT, USE
12" WALL TO 6-0" FROM TOP OF WALL, AND 8' WALL FOR THE
REMAINING 6-0.
DIMS OF BOX &PIPE
COVER
DIMENSION
PIPE
SPAN
WIDTH
I HEIGHT
D
A
B
H(MIN)
F
G
30"
4'-0"
3'-6"
3'-11"
5'-4"
4'-10'
36'
4'-0'
X-6"
4'-6"
5'-4'
4'-10'
42"
4'-0'
X-6"
4'-11"
5'-4"
4'-10'
48"
4'-6"
4'-0"
5'-5"
5'-10"
5'-4"
IF REINFORCED CONCRETE PIPE IS SET IN BASE OF SLAB BOX, IT
SHALL BE IN ACCORDANCE WITH STD. SD-2.
REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60. FOR PRECAST BOXES, BRICK AND
MORTAR MUST BE USED INSIDE AND
OUTSIDE OF BOX AT PIPE OPENINGS
CITY OF GRAHAM SD-4
STANDARD BRICK DROP INLET DWG NO. REV.
TDETAILSIGRAHAM
WITH SINGLE & MULTIPLE PIPES 30" THRU 48" DETAILSi2018 6111118
DETAILSISTORM
2'-0" CURING
1/2" RAO. 6'_
COMPOUND
3' RAD 1/8" RAO.
6" 3/16"/Ff
12. B" - a
-�
SLOPE SUBGRADE TO PROVIDE 2-6"
3/16" PER FOOT FALL WITHIN CURB
2'-6" SPILL CURB AND GUTTER
1/8" RAD. 1/8' RAD.
SURFACE OF PAVEMENT
4
a.
PROPOSED CURB & GUTTER
PROPOSED PAVEMENT
PLAIN BUTT JOINT
LONGITUDINAL PLAIN BUTT JOINT
1/8" RAD. SURFACE OF GUTTER
1� •P
1/2' �{� JOINT FILLER
�NS�RSE EXPANSION JOINTEXPANSION JOINT
IN CURB AND CURB AND GUILES
GENERAL NOTES:
CONTRACTION JOINTS SHALL BE SPACED AT 10 FOOT INTERVALS EXCEPT THAT A 15 FOOT SPACING
MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE FORM
CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES AT 10 FOOT INTERVALS.
JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO PREVENT UNCONTROLLED CRACKING -
CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF TEMPLATES OR FORMED BY OTHER
APPROVED METHODS. WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM DEPTH OF
1-1/2" OBTAINED.
EXPANSION JOINTS SHALL BE SPACED AT 90 FOOT INTERVALS AND ADJACENT TO ALL RIGID OBJECTS.
CONCRETE (3000 PSI O 28 DAYS)
CITY OF GRAHAM ST-6
DWG NO. REV.
STANDARD CONCRETE SPILL CURB & GUTTER T:DETAILS/GRAHAM
DETAILS12018 6111118
DETAILS/STREET
PERMANENT SEEDING SPECIFICATIONS
PREPARATION
PREPARE SEEDBED BY RIPPING, CHISELING, HARROWING OR PLOWING TO DEPTH OF SIX INCHES SO AS TO PRODUCE A LOOSE,
FRIABLE SURFACE. REMOVE ALL STONES, BOULDERS, STUMPS OR DEBRIS FROM THE SURFACE WHICH WOULD PROHIBIT
GERMINATION OR PLANT GROWTH.
INCORPORATED INTO THE SOIL 800 TO 1,000 POUNDS OF 10-10-10 FERTILIZER PLUS 500 POUNDS OF TWENTY PERCENT
20% SUPERPHOSPHATE PER ACRE AND TWO TONS OF DOLOMITIC LIME PER ACRE UNLESS SOIL TESTS INDICATE THAT A
LOWER RATE OF LIME CAN BE USED.
MULCH AFTER SEEDING WITH 2.0 TONS OF GRAIN STRAW PER ACRE AND EITHER CRIMP STRAW INTO SOIL OR TACK WITH LIQUID
ASPHALT AT 400 GALLONS PER ACRE OR EMULSIFIED ASPHALT AT 300 GALLONS PER ACRE.
PERMANENT SEEDINGS
PLANTS & MIXTURE PLANTING RATE/ACRE PLANTING DATES
TALL FESCUE 100-150 LBS. AUG. 15 - OCT. 15
(LOW MAINTENANCE) FEB. 15 - MAY 1
TALL FESCUE 200-250 LBS. AUG. 15 - OCT. 15
WATERWAYS AND LAWNS FEB. 15 -MAY 1
(HIGH MAINTENANCE)
BLEND OF TWO TURF -TYPE TALL 200-250 LBS. AUG. 15 - OCT. 15
FESCUES (90%) AND TWO OR MORE FEB. 15 -MAY 1
IMPROVED KENTUCKY BLUEGRASS
VARIETIES (10%)
(HIGH MAINTENANCE)
TALL FESCUE AND KOBE OR 100 LBS. AND 20-23 LBS. FEB. 15 - MAY 1
KOREAN LESPEDEZA AUG. 15 - OCT. 15
TALL FESCUE AND 50 LBS. NOV. 1 - FEB. 1
SERICEA LESPEDEZA 60 LBS./ACRE (UNSCARIFIED)
TALL FESCUE AND 70 LBS. AND JULY AND AUGUST
GERMAN MILLET OR SUNDANGRASS 40 LBS.
TALL FESCUE AND RYEGR41N 70 LBS. AND 25 LBS. NOV. 1 - JAN. 30
COMMON BERMUDAGRASS 8 LBS. (HULLED) APRIL 15 - JUNE 30
15-20 LBS UNHULLED FEB. 1 - MARCH 30
PERMANENT SEEDING NOTES:
i. FOR SPRING SEEDINGS, USE SCARIFIED LESPEDEZA SEED. FOR LATE FALL AND WINTER SEEDINGS, USE UNSCARIFIED SEED.
2. ANNUALS SUCH AS MILLET, SUNDANGRASS AND RYEGRAIN MUST BE KEPT AT 10-12" MAXIMUM HEIGHT.
THE USE OF ANNUAL RYE GRASS IS NOT PERMITTED.
TEMPORARY SEEDING SPECIFICATIONS
CONDITIONS WHERE PRACTICE APPLIES
WHERE BARE SOIL HAS BEEN EXPOSED BY GRADING, AND VEGETATIVE COVER IS NEEDED FOR ONE YEAR OR LESS. MAY
INCLUDE SUCH AREAS AS TEMPORARY SEDIMENT POND, DIVERSIONS, SOIL STOCKPILES, BUILDING PADS, ROUGH -GRADED ROAD
BANKS ETC. IT IS ALSO USED TO PROVIDE A TEMPORARY PERIMETER BUFFER.
PREPARATION
PREPARE SEEDBED BY RIPPING, CHISELING, HARROWING, OR PLOWING TO DEPTH OF AT LEAST SIX INCHES SO AS TO PRODUCE
A LOOSE, FRIABLE SURFACE INCORPORATE 750 - 1,000 POUNDS 10-10-10 FERTILIZER AND UP TO TWO TONS OF DOLOMITIC
LIME PER ACRE (NOTE: LIME MAY NOT BE NEEDED IF A SOIL TEST INDICATES A PH OF 6.5 OR HIGHER). MULCHING IS
REQUIRED ACCORDING TO THE SAME SPECIFICATIONS AS FOR PERMANENT SEEDING UNLESS WAIVED BY SOIL SCIENTIST.
TEMPORARY SEEDINGS
SEEDING MIXTURE SEEDING RATE/ACRE PLANTING DATES
RYE GRAIN AND 120 LBS JAN. 1 - MAY 1
KOBE LESPEDEZA 50 LBS MAY 1 - AUG. 15
GERMAN MILLET OR 40 - 50 LBS.
SUDAN GRASS
RYE (GRAIN) 120 LBS. AUG. 15 - DEC. 30
(MAY SUBSTITUTE OATS BEFORE OCT. 1 OR WHEAT FROM OCT. 1 - NOV. 15)
THHETE. USE OF ANNUAL RYE GRASS AND WEEPING LOVE GRASS IS NOT PERMITTED.
NO
CITY OF GRAHAM ST-11
PERMANENT AND TEMPORARY DWG NO. REV,
TDETAILSIGRAHAM
SEEDING SPECIFICATIONS DETAILS12018 211115
DETAILS/STREET
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3-3-2021
STREET AND
STORM DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE: 1"=30'
VERT. SCALE: NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21
D-08

1 1/2" H
t s/s•
1 1/2"
O O
1 15/32" O O
0 0
2'-3 1/4" 0 0 J
0 O
0 0
0 0
H
1 15/32' t'-4 1/2-
1'-7 5 8"
PLAN OF GRATING
CAST IRON
1'-7 5 8" T2-
I
F-I
E1 E
2'-6" L
F-J
PLAN OF FRAME
CAST IRON
2 1
/6-] .�..
3'-6"
SECTION-EE
1" DEPRESSION
SECTION-GG-GG 1/8' 1/8"
t•
f"
t/s• -I
2'-3 3/4•
1/8"
4' 2•
1 3/16
I
2" 2 1/8" Y-t 3/4 2 1/8"
SECTION-
2'-6-
SECTION-
NOTES:
USE ON STANDARD DROP INLET SEE DRAWING SD-3 & SO-4.
CITY OF
GRAHAM
SD-5
STANDARD DROP INLET
DWG NO.
REV.
GRATES AND
FRAME
TDETAILS/GRAHAM
DETAILS12018
6111118
DETAILSISTORM
FIRE LINES AND SPRINKLER SYSTEMS
1. ALL VAULTS AND DETECTOR CHECKS SHALL BE SET ON THE PROPERTY
LINE OR RIGHT OF WAY.
2. VAULTS SHALL HAVE A PROVISION FOR DRAINAGE.
3. ALL BACKFLOW ASSEMBLIES LARGER THAN 2 INCHES SHALL BE ABOVE
GROUND IN "HOT BOX" OR EQUAL ENCLOSURE AND TESTED PRIOR TO
CITY ACCEPTANCE. BACKFLOW ASSEMBLIES ARE ONLY ALLOWED IN
VERTICAL RISERS IN BUILDINGS, WHEN APPROVED BY THE CITY OF
GRAHAM (WHERE ACCESS CAN BE READILY GAINED BY THE CITY).
4. ALL FIRE DEPARTMENT CONNECTIONS SHALL BE LABELED (FDC) WITH
6 INCH LETTERS IN FRONT OF BUILDING WITH DIRECTIONAL ARROWS
POINTING TOWARD LOCATION.
MISCELLANEOUS ITEMS
MI- 2
Gospel Notes
The following notes do not represent the belief of any municipality, government organization, or client of
Stocks Engineering. The detail is included to show the foundation of Stocks Engineering and its employees.
Our prayer is that through the truth outlined below you will clearly see what it means to have a
personal relationship with Christ.
1. GODS LOVE
God loves you and he created you to know him personally.
He has a wonderful plan for your life.
John 3:16 "For God so loved the world that he have his only son, that whoever believes in him shall not
perish but have eternal life."
What prevents us from knowing God personally?
2. OUR CONDITION
People are sinful and separated from God, so we cannot
know him personally and experience his love and plan.
Romans 3:23 "For all have = =I I This diagram illustrates that God
sinned and fall short of the is Holy and people are sinful. A
glory of God." great gulf separates the two. The
Romans 6:23 "For the wages arrows illustrate people continually
of sin is death" (Spiritual trying to reach God through our
separation from God) I = - own efforts, but we inevitably fail.
There is only on way to bridge this gulf...
3. GODS RESPONSE
Jesus Christ is God's only provision for sin, through Him alone we can know God personally and
experience his love and plan.
GOD
Romans 5:8 "But God dem-
ons
III-
trated His own love for=I I This diagram illustrates that God
us in this: While we were stillhas bridged the gulf that sepa-
sinners, Christ died for us. rates us from Him by sending
John 14:6 Jesus answered,His son, Jesus Christ, to die on
'I AM the way the Truth andthe cross in our place to pay
the Life. No one comes to the penalty for our sins.
the Father except through me'.
It is not enough just to know these truths... PEOPLE
4. OUR RESPONSE
We must individually receive Jesus Christ as Savior and Lord; only then can we know God personally
and experience His love and plan.
These two circles represent two kinds of lives...
Ephesians 2:8-9 "For it is
by grace you have been
saved, through faith - and
this is not from yourselves, SELF
it is the gift of God - not
by works, so no one can t SELF
boast."
John 1:12 "Yet to all who Self -Directed Life Christ -Directed Life
received Him, He gave the Self is in the center Christ is in the center
right to become his child." and on the throne; and on the throne;
Christ is outside. self yields to Christ.
Which circle best represents your life?
Which circle would you like to have represent your life?
You can receive Christ right now by faith in prayer.
"Lord Jesus, I need you. Thank you for dying on the cross for my sins. I open the door to my life and
receive you as my Savior and Lord. Thank you for forgiving my sins and giving me eternal life. Take
control of the throne of my life. Make me the kind of person you want me to be."
If this prayer expresses the desire of your heart, then you can pray this prayer and Christ will come into
your life as he promised.
For more information on what it means to have a relationship with God, or if you have anyy questions
or prayer requests please submit them to stocksengin eering®gmail. com, call us at 252.459.8196, or
visit our web site, www.stocksengineering.com
PLAN
5' PRECAST F
CONCRETE COVER 6-
OPENING
a-
8" H
A 7 1
s'
COURSE
SECTION-XX
STANDARD M.H. -
RING AND COVER
SEE SM. SD-7
II
NO. 4 STEEL BARS
�5" CONCRETE
1
T
SLAB PLAN 1
5" PRECAST
CONCRETE COVER
C
.17
WASH AT ..,E96-
CORNERS 2ND OPENING H
IF REQUIRED
B
NOTES: ' '
ALL CATCH BASINS OVER 3-6" IN DEPTH TO BE PROVIDED WITH 6•� v ",.:~.• ...y t Y
STEPS 1'-0" ON CENTER.
4' STONE PROVIDE WASH AT
LEVELING COURSE INVERTS CORNERS
CLASS ACONCRETE TO BE USED (3,000 PSI)
SECTION W
PRECAST CONCRETE DROP INLET WILL BE PERMITTED.
JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR PRECAST
CONCRETE BLOCKS MAY BE USED IN LIEU OF CLAY BRICK.
FOR 8'-0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN HEIGHT,
USE 12" WALL TO 6'-O" FROM TOP OF WALL, AND 8" WALL FOR THE
REMAINING 6-0".
IF REINFORCED CONCRETE PIPE IS SET IN BASE OF SLAB BOX IT
SHALL BE IN ACCORDANCE WITH STD. SD-2.
REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60.
FOR PRECAST BOXES, BRICK AND
MORTAR MUST BE USED INSIDE AND
OUTSIDE OF BOX AT PIPE OPENINGS
DIMENSIONS OF BOX & PIPE
COVER
DIMENSION
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H(MIN)
F
G
12'
X-6"
2'-3"
2'-4"
4'-10'
Y-7"
15'
3'-6•
2'-3'
2'-7"
4'-10•
3'-7'
18•
4'-0•
2'-8"
2'-11'
5-4•
4'-0"
24"
4'-O"
2'-8"
X-5"
5'-4'
4'-O"
30'
4'-0'
X-6'
3'-11"
5-4'
4'-10'
36"
4'-0"
X_6'
4'-6'
5-4•
4'-10"
42"
4'-0'
1 X-6-
4'-11"
5'-4•
4'-10"
46"
4'-6"
4'-0"
5'-5"
5'-10"
5•_4•
CITY OF GRAHAM SD-6
STANDARD BRICK YARD INLET WITH DWG NO. REV.
T.'DETAILSIGRAHAM
SINGLE & MULTIPLE PIPES 12" THRU 48" DETAILS12018 7112119
DETAILSISTORM
GENERAL UTILITY REQUIREMENTS
1. UTILITY LOCATIONS
• Water line shall be located in the roadway shoulder 5-feet off
edge of pavement or back of curb.
• Sewer line - middle of street or 5-feet off edge of pavement.
• Natural gas between sidewalk and curb and gutter or in roadway
shoulder.
• Electric underground in 10' utility easement. Utility poles
shall be located (or relocated) to avoid sidewalk or other
infrastructure impacts. Costs associated with relocation shall
be borne by the developer and shall be shown on design plans.
• Telephone in 10' utility easement.
• Cable in right of way behind sidewalk or in utility easement.
2. WATER AND SEWER IMPROVEMENTS
• All water lines are to be a minimum of 8" in size except for
cul-de-sacs where 6" is allowed when less than 600 ft. and 4"
is allowed when less than 400 ft.
• Water main is to be ductile iron pipe class 50 only.
• Sewer mains are to be a minimum of 8" in size.
• Sewer mains are to be D.I.P., Class 50, PVC SDR-35 may be used
in residential areas. VCP may be used with special permission.
• All sewer mains and services shall be pressure cleaned and
flushed, and videoed prior to acceptance by the City.
3. STORM DRAINAGE
• All storm drains are to be a minimum of 15" in size.
• Materials are to be reinforced concrete pipe. Alternative
pipe material may be used as approved by the Public Works
Director.
• Catch basins to be located where no more than 1.0 acre of
drainage contributes to any inlet.
• All storm drains shall be pressure cleaned and flushed, and
videoed prior to acceptance by the City.
• All storm drains shall be pressure cleaned and flushed and
videoed after roads receive final layer of asphalt.
4. CONCRETE SIDEWALKS
• 3,000 P.S.I.
• 5' wide and 5" thick.
5. OTHER
• Any changes to the general requirements shall be preapproved
by the Public Works Director.
• City of Graham Standard Specifications and Details are to be
used.
• No burning allowed inside the City of Graham.
MISCELLANEOUS ITEMS MI- 3
NOTE. • ACCESS COVERS SHALL BE CAST WITH
THE FOLLOWING STATEMENT. STORM SEWER,
CONFINED SPACE, ENTRY PERMIT REQUIRED':
WATER AND SEWER MANHOLE ACCESS COVERS
SHALL ALSO BE CAST WITH THE SAME
STATEMENT WITH THE APPROPRIATE UTILITY
NAME SUBSTITUTED ACCORDINGLY.
PLAN
19 1/2"
1/2 1/2"
IIIIII II I
i 1/8"
2 7/8" 18" 2 7/8"
1'-11 3/4"
SECTION A -A
RING - 70 LBS.
COVER - 118 LBS.
#�3/4"
SECTION B-B
CITY OF GRAHAM SD-7
DWG NO. REV.
STANDARD INLET RING & COVER T.DETAJLSI
SDETAI20G�� 6111/18
DETAILSISTORM
BROKEN OR DAMAGED CURB AND GUTTER & SIDEWALK POLICY
The
following methods will be permitted for replacement
of
broken or damaged curb and gutter:
1.
REPLACE THE COMPLETE SECTION OF CURB AND GUTTER.
2.
DRIVEWAY CUTS SHALL NOT LEAVE LESS THAN AN 8' JOINT
ON
EITHER SIDE OF DRIVEWAY UNLESS OTHERWISE APPROVED BY
THE
CITY OF GRAHAM PUBLIC WORKS DEPARTMENT.
The
following methods will be permitted for replacement
of
broken or damaged sidewalk:
1.
The sidewalk shall be cut at the nearest joint beyond
the
section(s) requiring repair or replacement. The damaged
sections of sidewalk shall be removed and disposed
of
properly. New sidewalk shall be formed up and poured
to
match the existing sidewalk. Expansion joints shall
be
installed at each end where new sidewalk meets existing
sidewalk.
CONSTRUCTION OBSERVATION
Construction observation shall be provided on a daily basis by
the Engineer or his designated representative. The construction
observer shall be duly qualified to inspect the work in
progress. The City shall be advised of any construction
problems during the project and shall witness all tests prior to
acceptance by the City. All cost associated with inspections,
tests, etc., shall be borne by the developer. The City shall be
notified in advance of the observer's name and qualifications
and has the right to reject such name.
In the event that inadequate inspection services are being
offered by the developer, the City has the right to employ
separate construction inspection services to complete the
project and the cost of same shall be paid by the developer
before final plat approval.
MISCELLANEOUS ITEMS MI- 4
PIPE
DIAMETER
WALL
THICKNESS
SLOPE
B
C
D
E
WEIGHT
12
2 1/4
3.1
24
49
73
24
730
15
2 1/4
3:1
27
46
73
30
910
18
2 1/2
3:1
27
46
73
36
1190
21
2 3/4
3:1
36
J7
73
42
1370
24
3
3.1
42
31 1/2
73 1/2
48
1770
27
3 1/4
3.1
48
25 1/2
73 1/2
54
2130
30
3 1/2
3:1
54
19 3/4
73 3/4
60
2380
36
4
3.1
63
34 3/4
97 3/4
72
5320
42
4 1/2
3:1
63
35
98
78
5920
48
5
3:1
72
26
98
84
7470
54
5 i/2
2.4:1
66
34
100
90
8810
60
6
2:1
60
39
99
96
11180
72
7
1 2.1
78
21
99
f08
13980
DIMENSIONS IN INCHES WEIGHT IN POUNDS
FLARED END SECTION -OUTLET FLARED END SECTION -INLET
DIAMETER DIAMETER
X X Z Z
E E
~i B ��- B
-------------
DIAMETER DAMETER + 1' DIAMETER OMMETER + 1"
SECTION X-X SECTION Z-Z
CITY OF GRAHAM SD-8
DWG NO. REV.
INLET & OUTLET FLARED END SECTIONS T.DETAILS/GRAHAM
DETAILS12018 6111118
DETAILSISTORM
CONSTRUCTION AS-BUILTS
The City shall be furnished a complete set of "As Built" plans
at the completion of all water, sewer, storm drain and street
projects.
"As Builts" shall include actual rim, top of grate, top of curb,
invert elevations of all sewer and storm sewer manholes, catch
basins, and junction boxes. The "As-Builts" shall also include
all valve and blow off "tie downs" to at least two (2) permanent
markers. Provide one (1) reproducible copy, one (1) copy of the
"As-Builts", one (1) copy of PDF, and one (1) copy of
Autocad.dwg file are required.
SEWER LINE TIE-INS
All sewer tie-ins to existing manholes shall be cored with a
boot.
MISCELLANEOUS ITEMS
MI- 5
CITY OF GRAHAM STANDARD SPZCIFICATIONS
WATER TAPS OVER 1" IN SIZE
1. WATER TAPS OVER 1" SHALL BE MADE BY OTHERS TO CITY SPECS.
ALL COMMERCIAL TAPS ARE TO BE MADE BY CONTRACTOR/OTHERS.
2. A PRE -CAST VAULT SHALL BE USED WITH PRIOR CITY APPROVAL.
3. A BY-PASS SHALL BE USED ON ALL TAPS 1 'A" AND GREATER.
4. ALL METERS AND METER VAULTS SHALL BE PLACED ON THE PROPERTY
LINE OR RIGHT OF WAY.
5. ALL BACKFLOW ASSEMBLIES SHALL BE TESTED PRIOR TO CITY
ACCEPTANCE.
6. BACKFLOW PREVENTION DEVICES SHALL BE ABOVE GROUND IN HOT
BOX ENCLOSURE OR EQUAL BEHIND THE METER FOR ALL METERS
LARGER THAN 2 INCHES, UNLESS OTHERWISE APPROVED BY THE CITY
OF GRAHAM. TYPE OF BACKFLOW PREVENTION DEVICE WILL BE
DICTATED BY USE.
SEWER TAPS
1. ALL SEWER TAPS SHALL BE MADE BY THE CITY UNLESS OTHERWISE
SPECIFIED.
2. 4" SEWER TAPS SHALL BE THE MINIMUM SIZE PERMITTED BY THE
CITY.
3. ALL SEWER SERVICES SHALL BE WITH THE WATER SERVICE.
4. ALL SEWER SERVICES SHALL HAVE A CLEANOUT AT THE PROPERTY
LINE AND AS REQUIRED BY BUILDING CODE.
5. ALL SERVICE PIPE SHALL BE PVC, SCHEDULE 40 OR BETTER.
6. NO SEWER TAPS SHALL BE DIRECTLY INTO MANHOLES.
MISCELLANEOUS ITEMS MI- I
Parking Lots
1. All parking lots shall be paved.
2. All parking lots to have curb and gutter.
3. Curb and gutter to meet the same specification as in street
specifications. In private parking lots, 24" curb and
gutter is allowable.
Driveways
1. The first 10' or to the wa right of line whichever is
9 Y
longest) shall be an improved surface. An improved surface
is to be 6" thick concrete or the City of Graham's standard
paving section.
2. Driveways are to be inspected by a City of Graham
representative prior to curb cut AND prior to installation.
3. Driveways shall be located at least 30' from an
intersection and parking areas shall be outside of the
sight triangle
4. If needed the minimum driveway pipe diameter is to be 15"
with the bell end facing upstream.
MISCELLANEOUS ITEMS MI- 6
WATER SYSTEM INVENTORY
DESCRIPTION
QUANTITY
FIRE HYDRANT
13
8"
GATE VALVE
24
6"
GATE VALVE
18
8"
x 6" REDUCER
3
8"X8"X8"TEE
7
8"X8"X6"TEE
9
6"X6"X6"TEE
2
8"
45 DEGREE ELBOW
28
6"
45 DEGREE ELBOW
8
6"
22.5 DEGREE ELBOW
3
6"
11.25 DEGREE ELBOW
2
STOPS
1
8"
CL 50 DIP WATER
5410 LF
6"
CL 50 DIP WATER
2230 LF
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19843 =
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3-3-2021
STORM DETAILS
AND NOTES
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
D-09
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORD'S PURPOSE THAT PREVAILS. PROVERBS 19:21

Lj
' 0 �
� 1
0 L P
@10.0%W/6'
FES & ANTI/SEEP
COLLAR 1
2'X3' BOW
TRASH RACK \
TOP. 513.2 1 ,
INV. IN (3"):' 11.00 I
INV. OUT (36" 6. `
P,
RIP RAP 0 ET
PROTECT ON
LENCT 21' '� 1
START VUI T� 1 1
END W 1 = 9
DEPTH - 18"
U
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CLASS R P, P
SLOP
w I
IL 1'
0
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SCAL : 1 " = 30''
0 30 , 60 75 �0
T
I
_
'cj��gv�c.
TOP OF V 100-yr STORM 515.09 CONCRETE EMERGENCY
DAM 515.50 SPILLWAY ELEVATION
y 10-yr STORM 514.02 514.75 (30' WIDE)
3 2.46 FT. FREEBOARD- 1-yr STORM 513.04 � � 3
PERMANENT
V POOL 511.00
s: 1 2 -
VEGETATED 2 r
SHELF 11 1 7 36" RCP
5
506.00 � F
WET DETENTION POND PROFILE
NOT TO SCALE
STAGE/STORAGE TABLE
BOTTOM
POND 503.00
STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
511.00
11,405
0
0
1.00
512.00
12,308
11,857
11,857
2.00
513.00
13,244
12,766
24,623
3.00
514.00
14,152
13,688
38,311
4.00
515.00
15,093
14,623
52,933
5.50
515.50
16,524
7,904
60,837
NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
NOTE:
A PORTABLE PUMP SHALL BE USED FOR PUMP
DOWN AND MAINTENANCE.
VEGETATED SHELF LANDSCAPE PLAN
VEGETATED SHELF = 1,680 S.F.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name Common Name QTY.
Iris Virginica Blue Flag Iris 140
Ludwigia Spp. Primrose Willow 140
Pontederia cordata Pickerweed 140
POND SIDE SLOPES
Vegetate w/Centipede Seed @ a rate of
60 lbs./Ac.
SANDPIPE SHALL
BE CONNECTED
TO THE BOX 12"
(SCH 40 PVC)
4
6" MIN.
?'Y_' DROP INLET
TRASH RACK
513.25
3" PVC ORIFICE
@ 511.00
W/ TEE (SEE
DETAIL)
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 514.25
LO
N
NORMAL POOL =
INV. ELEV. 511.00
BOTTOM ELEV. 510.50
PVC CAP W/3" HOLE
DRILLED IN CAP.
Conversion Procedure
Sediment Basin to Wet Detention Pond
1. After the site is completely stabilized, contact Stocks Engineering @
252-459-8196 for verification of completion and stabilization.
2. Contact DEQ for approval to remove
all temporary erosion control measures.
3. Upon approval from ENGINEER and DEQ, begin the conversion of the wet
pond from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out
discharging through a silt bag.
5. Remove the skimmer which is connected to the riser and convert to
the permenent orifice as shown below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the
proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the
design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location.
9. Care must be taken to prevent any sedimentation/re-sedimentation
during this process, as sediment deposits in the bottom of the pond
may affect the depth. If any sedimentation occurs during this process,
Contractor shall remove sediment immediately.
10. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond
before continuing construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details.
Establish appropriate permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence
and dispose of at an approved off -site location. Plant vegetated shelf
and seed and mulch side slopes.
13. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond
before placing pond in service.
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19843
3-3-2021
SCM #1
DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORDS PURPOSE THAT PREVAILS. PROVERBS 19:21
D-10

71
4t
J.
PTEIP�,i"i
;ice =,'
rV/7�1,Yt/1
TOP OF
DAM 527.50
w SONS
� A
�• � � ice. � / ��
r /
AS / /RIP RA
L
/
/
/
/ / v
/ 5 90
6:1
VEGETATED
SHELF
3.78 FT. FREEBOARD
100-yr STORM 525.27
10-yr STORM 524.50
1-vr STORM 523.72
PERMANENT
V POOL 522.00
2 2
�1 1_
_\
517.00 1 �
WET DETENTION POND PROFILE
NOT TO SCALE
STAGE/STORAGE TABLE
BOTTOM
POND 513.00
STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
522.00
14,565
0
0
1.00
523.00
15,416
14,991
14,991
2.00
524.00
16,269
15,843
30,833
3.00
525.00
17,123
16,696
47,529
4.00
526.00
17,979
17,551
65,080
5.00
527.00
18,837
18,408
83,488
5.50
527.50
20,330
9,792
93,280
NOTE: l
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
001,
NOTE:
A PORTABLE PUMP SHALL BE USED FOR PUMP
DOWN AND MAINTENANCE.
VEGETATED SHELF LANDSCAPE PLAN
VEGETATED SHELF = 2,700 S.F.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name Common Name QTY.
Iris Virginica Blue Flag Iris 225
Ludwigia Spp. Primrose Willow 225
Pontederia cordata Pickerweed 225
POND SIDE SLOPES
Vegetate w/Centipede Seed @ a rate of
60 lbs./Ac.
3
1�
SANDPIPE SHALL
BE CONNECTED
TO THE BOX
36" RCP
12"
(SCH 40 PVC)
4
6" MIN.
CONCRETE EMERGENCY
SPILLWAY ELEVATION
526.75 (20' WIDE)
3
�1
?'Y_' DROP INLET
TRASH RACK
525.25
2.25" PVC ORIFICE
@ 522.00
W/ TEE (SEE
DETAIL)
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 525.25
LO
N
NORMAL POOL =
INV. ELEV. 523.00
BOTTOM ELEV. 522.50
PVC CAP W/2.25" HOLE
DRILLED IN CAP.
Conversion Procedure
Sediment Basin to Wet Detention Pond
1. After the site is completely stabilized, contact Stocks Engineering @
252-459-8196 for verification of completion and stabilization.
2. Contact DEQ for approval to remove
all temporary erosion control measures.
3. Upon approval from ENGINEER and DEQ, begin the conversion of the wet
pond from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out
discharging through a silt bag.
5. Remove the skimmer which is connected to the riser and convert to
the permenent orifice as shown below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the
proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the
design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location.
9. Care must be taken to prevent any sedimentation/re-sedimentation
during this process, as sediment deposits in the bottom of the pond
may affect the depth. If any sedimentation occurs during this process,
Contractor shall remove sediment immediately.
10. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond
before continuing construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details.
Establish appropriate permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence
and dispose of at an approved off -site location. Plant vegetated shelf
and seed and mulch side slopes.
13. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond
before placing pond in service.
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19843
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3-3-2021
SCM #2
DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30
VERT. SCALE:
NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORDS PURPOSE THAT PREVAILS. PROVERBS 19:21
D-11

P \
539.23
k�l It va
. s
•
�C
- /rt)4 �D7 7�4
o-)
--51"!
j \ Q0 O
-5-c4�L'_'l
O- Ln
­t
LC3�
O Ln
�O _
41.8
Z Z�
/ 5�g
6' WIDE (6:1) /
SUBMERGED
VEGETATED SHELF
3,150 SF �30' WIDE CONCRETE
SPILLWAY WITH
SCALE: 1 = 30 CLASS B RIP R A P
/ SLOPE , �-
0 30 6 7a` 90 /
TOP OF
DAM 519.50
E5INV�
506.00
I
,64 LF 36 RCP
@5.0%W/6'
FES & AN TI- SEEP
COLLAR
RIP AP//0UTLET
PR TECTION
/LE N PTH = 21 ' -
START WIDTH - 11'
/END WIDTH = 25'
DEPTH = 18"
4.41 FT. FREEBOARD
3
�1
s: i 2
VEGETATED 2 1 �
SHELF
5
5�0.00
100-yr STORM 516.80
10-yr STORM 516.14
1-yr STORM 519.09
WET DETENTION POND PROFILE
NOT TO SCALE
STAGE/STORAGE TABLE
PERMANENT
POOL 514.00
BOTTOM
POND 509.00
STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
514.00
31,055
0
0
1.00
515.00
33,531
32,293
32,293
2.00
516.00
36,065
34,798
67,091
3.00
517.00
38,655
37,360
104,451
4.00
518.00
41,301
39,978
144,429
5.00
519.00
44,004
42,653
187,082
5.50
519.50
47,452
22,864
209,946
NOTE: l
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
NOTE:
A PORTABLE PUMP SHALL BE USED FOR PUMP
DOWN AND MAINTENANCE.
VEGETATED SHELF LANDSCAPE PLAN
VEGETATED SHELF = 3,120 S.F.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name Common Name QTY.
Iris Virginica Blue Flag Iris 260
Ludwigia Spp. Primrose Willow 260
Pontederia cordata Pickerweed 260
POND SIDE SLOPES
Vegetate w/Centipede Seed @ a rate of
60 lbs./Ac.
3
1�
SANDPIPE SHALL
BE CONNECTED
TO THE BOX
36" RCP
12"
(SCH 40 PVC)
4
6" MIN.
CONCRETE EMERGENCY
SPILLWAY ELEVATION
518.75 (30' WIDE)
3
�1
?VV DROP INLET
TRASH RACK
516.00
2.75" PVC ORIFICE
@ 514.00
W/ TEE (SEE
DETAIL)
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 517.25
LO
N
NORMAL POOL =
INV. ELEV. 514.00
BOTTOM ELEV. 513.50
PVC CAP W/2.75" HOLE
DRILLED IN CAP.
Conversion Procedure
Sediment Basin to Wet Detention Pond
1. After the site is completely stabilized, contact Stocks Engineering @
252-459-8196 for verification of completion and stabilization.
2. Contact DEQ for approval to remove
all temporary erosion control measures.
3. Upon approval from ENGINEER and DEQ, begin the conversion of the wet
pond from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out
discharging through a silt bag.
5. Remove the skimmer which is connected to the riser and convert to
the permenent orifice as shown below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the
proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the
design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location.
9. Care must be taken to prevent any sedimentation/re-sedimentation
during this process, as sediment deposits in the bottom of the pond
may affect the depth. If any sedimentation occurs during this process,
Contractor shall remove sediment immediately.
10. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond
before continuing construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details.
Establish appropriate permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence
and dispose of at an approved off -site location. Plant vegetated shelf
and seed and mulch side slopes.
13. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond
before placing pond in service.
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SCM #3
DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORDS PURPOSE THAT PREVAILS. PROVERBS 19:21
D-12

542 9
�2\ s
\ HP
\ 540.
\ I �
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\ I
\ � N
U#
0002
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\
\, WIDE CONCRETE
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V\ \
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24"R
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SCALE: 1 " = 30'
0 30 60 75 90
C
HP
541.
'a v
TOP OF
DAM 535.50
3.02 FT. FREEBOARD
s: i 2
VEGETATED 2 1 �
SHELF � �
5
526.00 � �
100-yr STORM 533.85
10-yr STORM 533.23
1-yr STORM 532.48
WET DETENTION POND PROFILE
NOT TO SCALE
STAGE/STORAGE TABLE
PERMANENT
POOL 531.00
BOTTOM
POND 521.00
STAGE
ELEVATION
CONTOUR
AREA (SF)
INCREMENTAL
STORAGE (CF)
TOTAL
STORAGE (CF)
0
531.00
7,315
0
0
1.00
532.00
8,617
7,966
7,966
2.00
533.00
9,341
8,979
16,945
3.00
534.00
10,391
9,866
26,811
4.00
535.00
11,465
10,928
37,739
4.50
535.50
12,850
6,079
43,818
NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
NOTE:
A PORTABLE PUMP SHALL BE USED FOR PUMP
DOWN AND MAINTENANCE.
VEGETATED SHELF LANDSCAPE PLAN
VEGETATED SHELF = 2,340 S.F.
ALL PLANTS SHALL BE 3" CONTAINER PLANTS,
THERE SHALL BE A MINIMUM OF 3 PLANT
SPECIES, AND A MINIMUM OF 50 PLANTS PER
200 SF OF VEGETATED SHELF.
BELOW PERMANENT POOL
Botanical Name Common Name QTY.
Iris Virginica Blue Flag Iris 195
Ludwigia Spp. Primrose Willow 195
Pontederia cordata Pickerweed 195
POND SIDE SLOPES
Vegetate w/Centipede Seed @ a rate of
60 lbs./Ac.
3
1�
SANDPIPE SHALL
BE CONNECTED
TO THE BOX
24" RCP
12"
(SCH 40 PVC)
4
6" MIN.
Conversion Procedure
CONCRETE EMERGENCY
SPILLWAY ELEVATION
534.75 (10' WIDE)
3
�1
?'Y_' DROP INLET
TRASH RACK
533.00
1.5" PVC ORIFICE
@ 531.00
W/ TEE (SEE
DETAIL)
4" PVC CAP WITH
SCREW TYPE PLUG
TOP ELEV. 534.25
LO
N
NORMAL POOL =
INV. ELEV. 531.00
BOTTOM ELEV. 530.50
PVC CAP W/1.5" HOLE
DRILLED IN CAP.
Sediment Basin to Wet Detention Pond
1. After the site is completely stabilized, contact Stocks Engineering @
252-459-8196 for verification of completion and stabilization.
2. Contact DEQ for approval to remove
all temporary erosion control measures.
3. Upon approval from ENGINEER and DEQ, begin the conversion of the wet
pond from a temporary sediment trap to a permanent BMP as follows.
4. If standing water is in the basin, contractor shall pump the water out
discharging through a silt bag.
5. Remove the skimmer which is connected to the riser and convert to
the permenent orifice as shown below in detail.
6. Bring the side slopes surrounding the pond and vegetated shelf to the
proposed grade.
7. Contractor shall verify pond depth and muck out sediment to the
design depth of the pond.
8. Excavated material must be disposed of in an approved off -site location.
9. Care must be taken to prevent any sedimentation/re-sedimentation
during this process, as sediment deposits in the bottom of the pond
may affect the depth. If any sedimentation occurs during this process,
Contractor shall remove sediment immediately.
10. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond
before continuing construction.
11. Upon approval of Stocks Engineering, continue constructing pond per details.
Establish appropriate permanent vegetation around pond as soon as possible.
12. Upon completion of pond construction, remove sediment from silt fence
and dispose of at an approved off -site location. Plant vegetated shelf
and seed and mulch side slopes.
13. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond
before placing pond in service.
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19843
CNAEL S�•�`•
3-3-2021
SCM #4
DETAILS
REVISIONS
FILE NO. 2019-100
HORZ. SCALE:
1"=30'
VERT. SCALE:
NONE
MANY ARE THE PLANS IN A PERSONS HEART, BUT IT IS THE LORDS PURPOSE THAT PREVAILS. PROVERBS 19:21
D-13