SW3191101_Plan (Set)_20191119

H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:41 PM LAST SAVED BY: THOORN

GaEN ERA L NOTES
( Rev. 1 /2019)
1. THESE PLANS ARE SOLELY BASED ON INFORMATION THE OWNER AND OTHERS PROVIDED TO BOHLER ENGINEERING,
NC, PLLC (HEREIN "BOHLER ENGINEERING") PRIOR TO THE DATE ON WHICH ENGINEER PREPARED THESE PLANS. THE
CONTRACTOR MUST FIELD VERIFY ALL EXISTING CONDITIONS AND IMMEDIATELY NOTIFY BOHLER ENGINEERING, IN WRITING, IF
ANY ACTUAL SITE CONDITIONS DIFFER FROM THOSE SHOWN ON THESE PLANS, OR IF THE PROPOSED WORK CONFLICTS WITH
ANY OTHER SITE FEATURES.
2. THE CONTRACTOR MUST STRICTLY COMPLY WITH THESE NOTES AND ALL SPECIFICATIONS/REPORTS CONTAINED HEREIN. THE
CONTRACTOR MUST ENSURE THAT ALL SUBCONTRACTORS FULLY AND COMPLETELY CONFORM TO AND COMPLY WITH THESE
REQUIREMENTS THESE NOTES AND THE REQUIREMENTS ARTICULATED IN THE NOTES CONTAINED IN ALL THE OTHER DRAWINGS
THAT COMPRISE THE PLAN SET OF DRAWINGS. ADDITIONAL NOTES AND SPECIFIC PLAN NOTES MAY BE FOUND ON THE INDIVIDUAL
PLANS. THESE GENERAL NOTES APPLY TO THIS ENTIRE DOCUMENT PACKAGE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
REVIEW ALL CONSTRUCTION CONTRACT DOCUMENTS INCLUDING, BUT NOT LIMITED TO, ALL OF THE DRAWINGS AND
SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE, PRIOR TO THE INITIATION AND COMMENCEMENT OF
CONSTRUCTION.
3. PRIOR TO THE COMMENCEMENT OF CONSTRUCTION THE CONTRACTOR MUST CONFIRM WITH THE ENGINEER OF RECORD THAT
THE LATEST EDITION OF THE DOCUMENTS AND/OR REPORTS REFERENCED WITHIN THE PLAN REFERENCES ARE BEING USED FOR
CONSTRUCTION. THIS IS THE CONTRACTOR'S SOLE AND COMPLETE RESPONSIBILITY.
4. PRIOR TO THE COMMENCEMENT OF CONSTRUCTION THE CONTRACTOR MUST ENSURE THAT ALL REQUIRED PERMITS AND
APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR FABRICATION IS TO BEGIN UNTIL THE CONTRACTOR HAS RECEIVED
AND THOROUGHLY REVIEWED THE CONDITIONS OF APPROVAL TO ALL PLANS AND OTHER DOCUMENTS REVIEWED AND
APPROVED BY THE PERMITTING AUTHORITIES AND HAS ALSO CONFIRMED THAT ALL NECESSARY AND REQUIRED PERMITS HAVE
BEEN OBTAINED. THE CONTRACTOR MUST HAVE COPIES OF ALL PERMITS AND APPROVALS ON SITE AT ALL TIMES.
5. THE CONTRACTOR MUST ENSURE THAT ALL WORK IS PERFORMED IN ACCORDANCE WITH THESE PLANS,
SPECIFICATIONS/REPORTS AND CONDITIONS OF APPROVAL, AND ALL APPLICABLE REQUIREMENTS, RULES, REGULATIONS,
STATUTORY REQUIREMENTS, CODES, LAWS AND STANDARDS OF ALL GOVERNMENTAL ENTITIES WITH JURISDICTION OVER THIS
PROJECT, AND ALL PROVISIONS IN AND CONDITIONS OF THE CONSTRUCTION CONTRACT WITH THE OWNER/DEVELOPER
INCLUDING ALL EXHIBITS ATTACHMENTS AND ADDENDA TO SAME.
6. PRIOR TO THE COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR MUST COORDINATE THE BUILDING LAYOUT BY
CAREFULLY REVIEWING THE MOST CURRENT ARCHITECTURAL CIVIL AND STRUCTURAL CONSTRUCTION DOCUMENTS INCLUDING
BUT NOT LIMITED TO, MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SUPPRESSION PLANS, WHERE APPLICABLE). THE
CONTRACTOR MUST IMMEDIATELY NOTIFY OWNER, ARCHITECT AND ENGINEER OF RECORD, IN WRITING, OF ANY CONFLICTS,
DISCREPANCIES OR AMBIGUITIES WHICH EXIST BETWEEN THESE PLANS AND ANY OTHER PLANS THAT COMPRISE THE
CONSTRUCTION DOCUMENTS.
7. CONTRACTOR MUST REFER TO AND ENSURE COMPLIANCE WITH THE APPROVED ARCHITECTURAL/BUILDING PLANS OF RECORD
FOR EXACT LOCATIONS AND DIMENSIONS OF ENTRY/EXIT POINTS, ELEVATIONS, PRECISE BUILDING DIMENSIONS, AND EXACT
BUILDING UTILITY LOCATIONS.
8. THE CONTRACTOR MUST FIELD VERIFY ALL DIMENSIONS AND MEASUREMENTS SHOWN ON THESE PLANS, PRIOR TO THE
COMMENCEMENT OF CONSTRUCTION. THE CONTRACTOR MUST IMMEDIATELY NOTIFY ENGINEER OF RECORD, IN WRITING, IF ANY
CONFLICTS, DISCREPANCIES, OR AMBIGUITIES EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA COMPENSATION
WILL BE PAID TO THE CONTRACTOR FOR WORK WHICH HAS TO BE RE -DONE OR REPAIRED DUE TO DIMENSIONS, MEASUREMENTS
OR GRADES SHOWN INCORRECTLY ON THESE PLANS PRIOR TO BOTH (A) THE CONTRACTOR GIVING ENGINEER OF RECORD
WRITTEN NOTIFICATION OF SAME AND (B) ENGINEER OF RECORD, THEREAFTER, PROVIDING THE CONTRACTOR WITH WRITTEN
AUTHORIZATION TO PROCEED WITH SUCH ADDITIONAL WORK.
9. THE CONTRACTOR MUST VERIFY ALL DIMENSIONS AND MEASUREMENTS INCLUDED ON DESIGN DOCUMENTS HEREIN AND MUST
NOT SCALE OFF THE DRAWINGS DUE TO POTENTIAL PRINTING INACCURACIES. ALL DIMENSIONS AND MEASUREMENTS ARE TO BE
CHECKED AND CONFIRMED BY THE GENERAL CONTRACTOR PRIOR TO PREPARATION OF SHOP DRAWINGS,
FABRICATION/ORDERING OF PARTS AND MATERIALS AND COMMENCEMENT OF SITE WORK. SITE PLAN DRAWINGS ARE NOT
INTENDED AS SURVEY DOCUMENTS. DIMENSIONS SUPERSEDE GRAPHICAL REPRESENTATIONS. THE CONTRACTOR MUST MAKE
CONTRACTOR'S OWN MEASUREMENTS FOR LAYOUT OF IMPROVEMENTS.
10. THE OWNER AND CONTRACTOR MUST BE FAMILIAR WITH, AND RESPONSIBLE FOR THE PROCUREMENT OF ANY AND ALL
CERTIFICATIONS REQUIRED FOR THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY.
11. WHEN INCLUDED AS ONE OF THE REFERENCED DOCUMENTS, THE GEOTECHNICAL REPORT, SPECIFICATIONS AND
RECOMMENDATIONS SET FORTH THEREIN ARE A PART OF THE REQUIRED CONSTRUCTION DOCUMENTS AND, IN CASE OF
CONFLICT, DISCREPANCY OR AMBIGUITY, THE MORE STRINGENT REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN: (A)
THE PLANS; AND (B) THE GEOTECHNICAL REPORT AND RECOMMENDATIONS, MUST TAKE PRECEDENCE UNLESS SPECIFICALLY
NOTED OTHERWISE ON THE PLANS. THE CONTRACTOR MUST NOTIFY THE ENGINEER OF RECORD, IN WRITING, OF ANY SUCH
CONFLICT, DISCREPANCY OR AMBIGUITY BETWEEN THE GEOTECHNICAL REPORT AND PLANS AND SPECIFICATIONS, PRIOR TO
PROCEEDING WITH ANY FURTHER WORK. IF A GEOTECHNICAL REPORT WAS NOT CREATED, THEN THE CONTRACTOR
MUST FOLLOW AND COMPLY WITH ALL OF THE REQUIREMENTS OF ANY AND ALL MUNICIPAL, COUNTY, STATE, AND FEDERAL LAWS
AND APPLICABLE SPECIFICATIONS WHICH HAVE JURISDICTION OVER THIS PROJECT.
12. ENGINEER OF RECORD IS NEITHER LIABLE NOR RESPONSIBLE FOR ANY SUBSURFACE CONDITIONS AND FURTHER, HAS NO
LIABILITY FOR ANY HAZARDOUS MATERIALS, HAZARDOUS SUBSTANCES, OR POLLUTANTS ON, ABOUT OR UNDER THE PROPERTY.
13. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING WHEN AND WHERE SHORING IS REQUIRED AND FOR INSTALLING ALL
SHORING REQUIRED DURING EXCAVATION (TO BE PERFORMED IN ACCORDANCE WITH CURRENT OSHA STANDARDS) AND ANY
ADDITIONAL PRECAUTIONS TO BE TAKEN TO ASSURE THE STABILITY OF ADJACENT, NEARBY AND CONTIGUOUS STRUCTURES AND
PROPERTIES. ALL OF THIS WORK IS TO BE PERFORMED AT CONTRACTOR'S SOLE COST AND EXPENSE.
14. THE CONTRACTOR MUST EXERCISE EXTREME CAUTION WHEN PERFORMING ANY WORK ACTIVITIES ADJACENT TO PAVEMENT,
STRUCTURES, ETC. WHICH ARE TO REMAIN EITHER FOR AN INITIAL PHASE OF THE PROJECT OR AS PART OF THE FINAL
CONDITION. THE CONTRACTOR IS RESPONSIBLE FOR TAKING ALL APPROPRIATE MEASURES REQUIRED TO ENSURE THE
STRUCTURAL STABILITY OF SIDEWALKS AND PAVEMENT, UTILITIES, BUILDINGS, AND INFRASTRUCTURE WHICH ARE TO REMAIN,
AND TO PROVIDE A SAFE WORK AREA FOR THIRD PARTIES, PEDESTRIANS AND ANYONE INVOLVED WITH THE PROJECT.
15. DEBRIS MUST NOT BE BURIED ON THE SUBJECT SITE. ALL DEMOLITION AND CONSTRUCTION WASTES, UNSUITABLE EXCAVATED
MATERIAL, EXCESS SOIL AND DEBRIS (SOLID WASTE) MUST BE DISPOSED OF IN ACCORDANCE WITH THE REQUIREMENTS OF ANY
AND ALL MUNICIPAL, COUNTY, STATE, AND FEDERAL LAWS AND APPLICABLE CODES WHICH HAVE JURISDICTION OVER THIS
PROJECT OR OVER THE CONTRACTOR.
16. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO MAINTAIN RECORDS TO DEMONSTRATE PROPER AND FULLY COMPLIANT
DISPOSAL ACTIVITIES, TO BE PROMPTLY PROVIDED TO THE OWNER UPON REQUEST.
17. THE CONTRACTOR MUST REPAIR, AT CONTRACTOR'S SOLE COST, ALL DAMAGE DONE TO ANY NEW OR EXISTING CONSTRUCTION
OR PROPERTY DURING THE COURSE OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO DRAINAGE, UTILITIES, PAVEMENT,
STRIPING, CURB, ETC. AND MUST BEAR ALL COSTS ASSOCIATED WITH SAME TO INCLUDE, BUT NOT BE LIMITED TO, REDESIGN,
RE -SURVEY, RE -PERMITTING AND CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR AND MUST REPLACE ALL SIGNAL
INTERCONNECTION CABLE, WIRING CONDUITS, AND ANY UNDERGROUND ACCESSORY EQUIPMENT DAMAGED DURING
CONSTRUCTION AND MUST BEAR ALL COSTS ASSOCIATED WITH SAME. THE REPAIR OF ANY SUCH NEW OR EXISTING
CONSTRUCTION OR PROPERTY MUST RESTORE SUCH CONSTRUCTION OR PROPERTY TO A CONDITION EQUIVALENT TO OR
BETTER THAN THE CONDITIONS PRIOR TO COMMENCEMENT OF THE CONSTRUCTION, AND IN CONFORMANCE WITH APPLICABLE
CODES, LAWS, RULES, REGULATIONS, STATUTORY REQUIREMENTS AND STATUTES. THE CONTRACTOR MUST BEAR ALL COSTS
ASSOCIATED WITH SAME. THE CONTRACTOR MUST, PROMPTLY, DOCUMENT ALL EXISTING DAMAGE AND NOTIFY, IN WRITING, THE
OWNER AND THE CONSTRUCTION MANAGER PRIOR TO THE START OF CONSTRUCTION.
18. THE ENGINEER OF RECORD AND BOHLER ENGINEERING ARE NOT RESPONSIBLE FOR AND HAVE NO CONTRACTUAL, LEGAL OR
OTHER RESPONSIBILITIES FOR JOB SITE SAFETY JOB SITE SUPERVISION, OR ANYTHING RELATED TO SAME. THE ENGINEER OF
RECORD AND BOHLER ENGINEERING HAVE NOT BEEN RETAINED TO PERFORM OR TO BE RESPONSIBLE FOR JOB SITE SAFETY,
SAME BEING WHOLLY OUTSIDE OF ENGINEER OF RECORD'S AND BOHLER ENGINEERING SERVICES AS RELATED TO THE PROJECT.
THE ENGINEER OF RECORD AND BOHLER ENGINEERING ARE NOT RESPONSIBLE TO IDENTIFY OR REPORT ANY JOB SITE SAFETY
ISSUES OR ANY JOB SITE CONDITIONS, AT ANY TIME.
19. THE CONTRACTOR MUST IMMEDIATELY IDENTIFY IN WRITING, TO THE ENGINEER OF RECORD AND BOHLER ENGINEERING, ANY
DISCREPANCIES THAT MAY OR COULD AFFECT THE PUBLIC SAFETY, HEALTH OR GENERAL WELFARE, OR PROJECT COST. IF THE
CONTRACTOR PROCEEDS WITH CONSTRUCTION WITHOUT PROVIDING PROPER WRITTEN NOTIFICATION AS DESCRIBED ABOVE, IT
WILL BE AT THE CONTRACTOR'S OWN RISK AND, FURTHER, THE CONTRACTOR MUST INDEMNIFY, DEFEND AND HOLD HARMLESS
THE ENGINEER OF RECORD AND BOHLER ENGINEERING FOR ANY AND ALL DAMAGES, COSTS, INJURIES, ATTORNEY'S FEES AND
THE LIKE WHICH RESULT FROM OR ARE IN ANY WAY RELATED TO SAME INCLUDING, BUT NOT LIMITED TO, ANY THIRD PARTY AND
FIRST PARTY CLAIMS.
20. THE ENGINEER OF RECORD AND BOHLER ENGINEERING ARE NOT RESPONSIBLE FOR ANY INJURY OR DAMAGES RESULTING FROM
THE CONTRACTOR'S FAILURE TO BUILD OR CONSTRUCT IN STRICT ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT
CODES, RULES, STATUTES AND THE LIKE. IF THE CONTRACTOR AND/OR OWNER FAIL TO BUILD OR CONSTRUCT IN STRICT
ACCORDANCE WITH APPROVED PLANS, RULES, STATUTES, CODES AND THE LIKE, THE CONTRACTOR AND/OR OWNER AGREE TO
AND MUST JOINTLY, INDEPENDENTLY, SEPARATELY, AND SEVERALLY INDEMNIFY AND HOLD THE ENGINEER OF RECORD AND
BOHLER ENGINEERING HARMLESS FOR AND FROM ALL INJURIES, CLAIMS AND DAMAGES THAT ENGINEER AND BOHLER
ENGINEERING SUFFER AND ANY AND ALL COSTS THAT ENGINEER AND BOHLER ENGINEERING INCUR AS RELATED TO SAME.
21. ALL CONTRACTORS MUST CARRY AT LEAST THE MINIMUM AMOUNT OF THE SPECIFIED AND COMMERCIALLY REASONABLE
STATUTORY WORKER'S COMPENSATION INSURANCE, EMPLOYER'S LIABILITY INSURANCE AND COMMERCIAL GENERAL LIABILITY
INSURANCE (CGL) INCLUDING ALSO ALL UMBRELLA COVERAGES. ALL CONTRACTORS MUST HAVE THEIR CGL POLICIES ENDORSED
TO NAME BOHLER ENGINEERING, AND ITS PAST, PRESENT AND FUTURE OWNERS, OFFICERS, DIRECTORS, PARTNERS,
SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND
RELATED ENTITIES, AND ITS SUBCONTRACTORS AND SUBCONSULTANTS AS ADDITIONAL NAMED INSUREDS AND TO PROVIDE
CONTRACTUAL LIABILITY COVERAGE SUFFICIENT TO INSURE THE (DEFEND, IF APPLICABLE) AND HOLD HARMLESS AND INDEMNITY
OBLIGATIONS ASSUMED AND AGREED TO BY THE CONTRACTOR HEREIN. ALL CONTRACTORS MUST FURNISH BOHLER
ENGINEERING WITH CERTIFICATIONS OF INSURANCE OR CERTIFICATES OF INSURANCE AS EVIDENCE OF THE REQUIRED
INSURANCE COVERAGES PRIOR TO COMMENCING ANY WORK AND UPON RENEWAL OF EACH POLICY DURING THE ENTIRE PERIOD
OF CONSTRUCTION AND FOR TWO YEARS AFTER THE COMPLETION OF CONSTRUCTION AND AFTER ALL PERMITS ARE ISSUED,
WHICHEVER DATE IS LATER. IN ADDITION, ALL CONTRACTORS AGREE THAT THEY WILL, TO THE FULLEST EXTENT PERMITTED
UNDER THE LAW, INDEMNIFY, DEFEND AND HOLD HARMLESS BOHLER ENGINEERING AND ITS PAST, PRESENT AND FUTURE
OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS,
EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS SUBCONTRACTORS AND SUBCONSULTANTS FROM AND
AGAINST ANY DAMAGES, INJURIES, CLAIMS, ACTIONS, PENALTIES, EXPENSES, PUNITIVE DAMAGES, TORT DAMAGES, STATUTORY
CLAIMS, STATUTORY CAUSES OF ACTION, LOSSES, CAUSES OF ACTION, LIABILITIES OR COSTS, INCLUDING, BUT NOT LIMITED TO,
REASONABLE ATTORNEYS' FEES AND DEFENSE COSTS, ARISING OUT OF OR IN ANY WAY CONNECTED WITH OR TO THE PROJECT,
INCLUDING ALL CLAIMS BY EMPLOYEES OF THE CONTRACTOR(S), ALL CLAIMS BY THIRD PARTIES AND ALL CLAIMS RELATED TO
THE PROJECT. THE CONTRACTOR MUST NOTIFY ENGINEER, IN WRITING, AT LEAST THIRTY (30) DAYS PRIOR TO ANY TERMINATION,
SUSPENSION OR CHANGE OF ITS INSURANCE HEREUNDER.
22. THE ENGINEER OF RECORD AND BOHLER ENGINEERING ARE NOT RESPONSIBLE FOR CONSTRUCTION METHODS, MEANS,
TECHNIQUES OR PROCEDURES GENERALLY OR FOR THE CONSTRUCTION MEANS METHODS TECHNIQUES OR PROCEDURES FOR
COMPLETION OF THE WORK DEPICTED BOTH ON THESE PLANS, AND FOR ANY CONFLICTS IN SCOPE AND REVISIONS THAT RESULT
FROM SAME. THE CONTRACTOR IS FULLY AND SOLELY RESPONSIBLE FOR DETERMINING THE MEANS AND METHODS FOR
COMPLETION OF THE WORK, PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
23. NEITHER THE PROFESSIONAL ACTIVITIES OF: BOHLER ENGINEERING, NOR THE PRESENCE OF BOHLER ENGINEERING AND/OR ITS
PAST, PRESENT AND FUTURE OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS,
COMMISSIONERS, AGENTS, SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS
SUBCONTRACTORS AND SUBCONSULTANTS AT A CONSTRUCTION/PROJECT SITE (HEREIN "BOHLER ENGINEERING
PARTIES" RELIEVES OR WILL RELIEVE THE CONTRACTOR OF AND FROM ITS OBLIGATIONS DUTIES AND RESPONSIBILITIES
INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY
FOR PERFORMING, OVERSEEING, SUPERINTENDING AND COORDINATING THE WORK IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS AND COMPLIANCE WITH ALL HEALTH AND SAFETY PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES WITH
JURISDICTION OVER THE PROJECT AND/OR PROPERTY. BOHLER ENGINEERING AND ITS EMPLOYEES, PERSONNEL, AGENTS,
SUBCONTRACTORS AND SUBCONSULTANTS HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER (OR ANY RESPONSIBILITY
FOR) ANY CONSTRUCTION, THE CONTRACTOR OR ITS EMPLOYEES RELATING TO THEIR WORK AND ANY AND ALL HEALTH AND
SAFETY PROGRAMS OR PROCEDURES. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY. THE CONTRACTOR
MUST INDEMNIFY, DEFEND, PROTECT AND HOLD HARMLESS BOHLER ENGINEERING FOR AND FROM ANY LIABILITY TO BOHLER
ENGINEERING RESULTING FROM THE CONTRACTOR'S WORK, SERVICES AND/OR VIOLATIONS OF THIS NOTE, THESE NOTES OR
ANY NOTES IN THE PLAN SET AND, FURTHER, THE CONTRACTOR MUST NAME BOHLER ENGINEERING AS AN ADDITIONAL INSURED
UNDER THE GENERAL CONTRACTOR'S POLICIES OF GENERAL LIABILITY INSURANCE AS DESCRIBED ABOVE.
24. WHEN IT IS CLEARLY AND SPECIFICALLY WITHIN BOHLER ENGINEERING'S SCOPE OF SERVICES CONTRACT WITH THE
OWNER/DEVELOPER, BOHLER ENGINEERING WILL REVIEW OR TAKE OTHER APPROPRIATE ACTION ON THE CONTRACTOR
SUBMITTALS, SUCH AS SHOP DRAWINGS, PRODUCT DATA, SAMPLES, AND OTHER DATA, WHICH THE CONTRACTOR IS REQUIRED
TO SUBMIT, BUT ONLY FOR THE LIMITED PURPOSE OF EVALUATING CONFORMANCE WITH THE DESIGN INTENT AND THE
INFORMATION SHOWN IN THE CONSTRUCTION CONTRACT DOCUMENTS. CONSTRUCTION MEANS AND METHODS AND/OR
TECHNIQUES OR PROCEDURES, COORDINATION OF THE WORK WITH OTHER TRADES, AND CONSTRUCTION SAFETY PRECAUTIONS
ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND BOHLER ENGINEERING HAS NO RESPONSIBILITY OR LIABILITY FOR
SAME. BOHLER ENGINEERING WILL PERFORM ITS SHOP DRAWING REVIEW WITH REASONABLE PROMPTNESS, AS CONDITIONS
PERMIT. ANY DOCUMENT, DOCUMENTING BOHLER ENGINEERING'S REVIEW OF A SPECIFIC ITEM OR LIMITED SCOPE, MUST NOT
INDICATE THAT BOHLER ENGINEERING HAS REVIEWED THE ENTIRE ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. BOHLER
ENGINEERING IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR MUST, IN
WRITING, PROMPTLY AND IMMEDIATELY BRING ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS TO BOHLER
ENGINEERING'S ATTENTION. BOHLER ENGINEERING IS NOT REQUIRED TO REVIEW PARTIAL SUBMISSIONS OR THOSE FOR WHICH
SUBMISSIONS OF CORRELATED ITEMS HAVE NOT BEEN RECEIVED.
25. IF THE CONTRACTOR DEVIATES FROM THESE PLANS AND/OR SPECIFICATIONS, INCLUDING THE NOTES CONTAINED HEREIN,
WITHOUT FIRST OBTAINING THE PRIOR WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD AND/OR BOHLER ENGINEERING
FOR ALL DEVIATIONS WITHIN ENGINEER'S SCOPE, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PAYMENT OF ALL COSTS
INCURRED IN CORRECTING ANY WORK PERFORMED WHICH DEVIATES FROM THE PLANS, ALL FINES AND/OR PENALTIES
ASSESSED WITH RESPECT THERETO AND ALL COMPENSATORY OR PUNITIVE DAMAGES RESULTING THEREFROM AND, FURTHER,
MUST DEFEND, INDEMNIFY, PROTECT, AND HOLD HARMLESS THE ENGINEER OF RECORD AND BOHLER ENGINEERING PARTIES TO
THE FULLEST EXTENT PERMITTED UNDER THE LAW, FOR AND FROM ALL FEES, ATTORNEYS' FEES, DAMAGES, COSTS,
JUDGMENTS, CLAIMS, INJURIES, PENALTIES AND THE LIKE RELATED TO SAME.
26. THE CONTRACTOR IS RESPONSIBLE FOR A MAINTAINING AND PROTECTING THE TRAFFIC CONTROL PLAN AND ELEMENTS IN
ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REQUIREMENTS, FOR ALL WORK THAT AFFECTS PUBLIC TRAVEL EITHER IN THE
RIGHT OF WAY OR ON SITE. THE COST FOR THIS ITEM MUST BE INCLUDED IN THE CONTRACTOR'S PRICE AND IS THE
CONTRACTOR'S SOLE RESPONSIBILITY.
27. OWNER MUST MAINTAIN AND PRESERVE ALL PHYSICAL SITE FEATURES AND DESIGN FEATURES DEPICTED ON THE PLANS AND
RELATED DOCUMENTS IN STRICT ACCORDANCE WITH THE APPROVED PLAN(S) AND DESIGN; AND, FURTHER, THE ENGINEER OF
RECORD AND/OR BOHLER ENGINEERING ARE NOT RESPONSIBLE FOR ANY FAILURE TO SO MAINTAIN OR PRESERVE SITE AND/OR
DESIGN FEATURES. IF OWNER FAILS TO MAINTAIN AND/OR PRESERVE ALL PHYSICAL SITE FEATURES AND/OR DESIGN FEATURES
DEPICTED ON THE PLANS AND RELATED DOCUMENTS, OWNER AGREES TO INDEMNIFY AND HOLD THE ENGINEER OF RECORD AND
BOHLER ENGINEERING PARTIES, HARMLESS FOR ALL INJURIES, DAMAGES AND COSTS THAT ENGINEER OF RECORD AND/OR
BOHLER ENGINEERING INCUR AS A RESULT OF SAID FAILURE OR FAILURE TO PRESERVE.
28. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ENSURING THAT ALL CONSTRUCTION ACTIVITIES AND MATERIALS COMPLY WITH
AND CONFORM TO APPLICABLE FEDERAL, STATE AND LOCAL RULES AND REGULATIONS, LAWS, ORDINANCES, AND CODES, AND
ALL APPLICABLE REQUIREMENTS OF THE OCCUPATIONAL SAFETY AND HEALTH ACT OF 1970, (29 U.S.C. 651 ET SEQ.) AS AMENDED,
AND ANY MODIFICATIONS, AMENDMENTS OR REVISIONS TO SAME.
29. THE CONTRACTOR MUST STRICTLY COMPLY WITH THE LATEST AND CURRENT OSHA STANDARDS AND REGULATIONS, AND/OR ANY
OTHER AGENCY WITH JURISDICTION OVER EXCAVATION AND TRENCHING PROCEDURES. ENGINEER OF RECORD AND BOHLER
ENGINEERING HAS NO RESPONSIBILITY FOR OR AS RELATED TO EXCAVATION AND TRENCHING PROCEDURES AND WORK.
30. THE CONTRACTOR AND THE OWNER MUST INSTALL ALL ELEMENTS AND COMPONENTS IN STRICT COMPLIANCE WITH AND IN
ACCORDANCE WITH MANUFACTURER'S STANDARDS AND RECOMMENDED INSTALLATION CRITERIA AND SPECIFICATIONS. IF THE
CONTRACTOR AND/OR OWNER FAIL TO DO SO, THEY AGREE TO JOINTLY, INDEPENDENTLY, SEPARATELY, COLLECTIVELY, AND
SEVERALLY INDEMNIFY, DEFEND, PROTECT AND HOLD ENGINEER OF RECORD AND/OR BOHLER ENGINEERING PARTIES HARMLESS
FOR ALL INJURIES AND DAMAGES THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER INCURS AS A RESULT OF SAID FAILURE.
31. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN AN ON -SITE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) IN
COMPLIANCE WITH THE ENVIRONMENTAL PROTECTION AGENCY (EPA) REQUIREMENTS OR LOCAL GOVERNING AGENCY FOR SITES
WHERE ONE (1) ACRE OR MORE IS DISTURBED BY CONSTRUCTION ACTIVITIES (UNLESS THE LOCAL JURISDICTION REQUIRES A
DIFFERENT THRESHOLD). THE CONTRACTOR MUST ENSURE THAT ALL ACTIVITIES, INCLUDING THOSE OF ALL SUBCONTRACTORS,
ARE IN COMPLIANCE WITH THE SWPPP, INCLUDING BUT NOT LIMITED TO LOGGING ACTIVITIES (MINIMUM ONCE PER WEEK AND
AFTER RAINFALL EVENTS) AND CORRECTIVE MEASURES, AS APPROPRIATE AND FURTHER, THE CONTRACTOR IS SOLELY AND
COMPLETELY RESPONSIBLE FOR FAILING TO DO SO.
32. AS CONTAINED IN THESE DRAWINGS AND ASSOCIATED DOCUMENTS PREPARED BY THE SIGNATORY PROFESSIONAL ENGINEER
OF RECORD, THE USE OF THE WORDS'CERTIFY' OR'CERTIFICATION' CONSTITUTE(S) AN EXPRESSION ONLY OF PROFESSIONAL
OPINION REGARDING THE INFORMATION WHICH IS THE SUBJECT OF THE ENGINEER OF RECORD'S KNOWLEDGE OR BELIEF AND IN
ACCORDANCE WITH COMMON AND ACCEPTED PROCEDURE CONSISTENT WITH THE APPLICABLE STANDARDS OF PRACTICE, AND
DOES NOT CONSTITUTE A WARRANTY OR GUARANTEE OF ANY NATURE OR TYPE, EITHER EXPRESSED OR IMPLIED, UNDER ANY
CIRCUMSTANCES.
SIT E ]LAYO �lJ T NOTES (Rev.1/2019)
1. THE GENERAL NOTES MUST BE INCLUDED AS PART OF THIS ENTIRE DOCUMENT PACKAGE AND ARE PART OF THE CONTRACT
DOCUMENTS. THE GENERAL NOTES ARE REFERENCED HEREIN, AND THE CONTRACTOR MUST REFER TO THEM AND FULLY
COMPLY WITH THESE NOTES, IN THEIR ENTIRETY. THE CONTRACTOR MUST BE FAMILIAR WITH AND ACKNOWLEDGE FAMILIARITY
WITH ALL OF THE GENERAL NOTES AND ALL OF THE PLANS' SPECIFIC NOTES.
2. PRIOR TO THE COMMENCEMENT OF GENERAL CONSTRUCTION, THE CONTRACTOR MUST INSTALL SOIL EROSION CONTROL AND
ANY STORMWATER POLLUTION PREVENTION PLAN (SWPPP) MEASURES NECESSARY, AS INDICATED ON THE APPROVED SOIL
EROSION AND SEDIMENT CONTROL PLAN AND IN ACCORDANCE WITH APPLICABLE AND/OR APPROPRIATE AGENCIES' GUIDELINES
TO PREVENT SEDIMENT AND/OR LOOSE DEBRIS FROM WASHING ONTO ADJACENT PROPERTIES OR THE RIGHT OF WAY.
3. ALL DIRECTIONAUTRAFFIC SIGNING AND PAVEMENT STRIPING MUST CONFORM TO THE LATEST STANDARDS OF THE MANUAL ON
UNIFORM TRAFFIC CONTROL (MUTCD) AND ANY APPLICABLE STATE OR LOCALLY APPROVED SUPPLEMENTS, GUIDELINES, RULES,
REGULATIONS, STANDARDS AND THE LIKE.
4. THE LOCATIONS OF PROPOSED UTILITY POLES AND TRAFFIC SIGNS SHOWN ON THE PLANS ARE SCHEMATIC AND PRELIMINARY.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR FIELD -VERIFYING THEIR LOCATION. THE CONTRACTOR MUST COORDINATE THE
RELOCATION OF TRAFFIC SIGNS WITH THE ENTITY WITH JURISDICTION OVER THE PROJECT.
5. ALL DIMENSIONS SHOWN ARE TO BOTTOM FACE OF CURB, EDGE OF PAVEMENT, OR EDGE OF BUILDING, EXCEPT WHEN
DIMENSION IS TO A PROPERTY LINE, STAKE OUT OF LOCATIONS OF INLETS, LIGHT POLES, ETC. MUST BE PERFORMED IN STRICT
ACCORDANCE WITH THE DETAILS, UNLESS NOTED CLEARLY OTHERWISE.
GRADING NOTES (Rev.1/2019)
1. THE GENERAL NOTES MUST BE INCLUDED AS PART OF THIS ENTIRE DOCUMENT PACKAGE AND ARE PART OF THE CONTRACT
DOCUMENTS. THE GENERAL NOTES ARE REFERENCED HEREIN, AND THE CONTRACTOR MUST REFER TO THEM AND FULLY
COMPLY WITH THESE NOTES, IN THEIR ENTIRETY. THE CONTRACTOR MUST BE FAMILIAR WITH AND ACKNOWLEDGE FAMILIARITY
WITH ALL OF THE GENERAL NOTES AND ALL OF THE PLANS' SPECIFIC NOTES.
2. SITE GRADING MUST BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND THE RECOMMENDATIONS
SET FORTH IN THE GEOTECHNICAL REPORT AS REFERENCED IN THIS PLAN SET. IF NO GEOTECHNICAL REPORT HAS BEEN
REFERENCED, THE CONTRACTOR MUST HAVE A GEOTECHNICAL ENGINEER PROVIDE WRITTEN SPECIFICATIONS AND
RECOMMENDATIONS PRIOR TO THE CONTRACTOR COMMENCING THE GRADING WORK. THE CONTRACTOR MUST FOLLOW THE
REQUIREMENTS OF ALL MUNICIPAL, COUNTY, STATE, AND FEDERAL LAWS, WHICH HAVE JURISDICTION OVER THIS PROJECT.
3. THE CONTRACTOR IS REQUIRED TO SECURE ALL NECESSARY AND/OR REQUIRED PERMITS AND APPROVALS FOR ALL OFF -SITE
MATERIAL SOURCES AND DISPOSAL FACILITIES. THE CONTRACTOR MUST SUPPLY A COPY OF APPROVALS TO THE ENGINEER OF
RECORD AND THE OWNER PRIOR TO THE CONTRACTOR COMMENCING ANY WORK.
4. THE CONTRACTOR IS FULLY RESPONSIBLE FOR VERIFYING EXISTING TOPOGRAPHIC INFORMATION AND UTILITY INVERT
ELEVATIONS PRIOR TO COMMENCING ANY CONSTRUCTION. SHOULD DISCREPANCIES BETWEEN THE PLANS AND INFORMATION
OBTAINED THROUGH FIELD VERIFICATIONS BE IDENTIFIED OR EXIST, THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE
ENGINEER OF RECORD, IN WRITING.
5. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING AND REPLACING ALL UNSUITABLE MATERIALS WITH SUITABLE MATERIALS AS
SPECIFIED IN THE GEOTECHNICAL REPORT. THE CONTRACTOR MUST COMPACT ALL EXCAVATED OR FILLED AREAS IN STRICT
ACCORDANCE WITH THE GEOTECHNICAL REPORT'S GUIDANCE. MOISTURE CONTENT AT TIME OF PLACEMENT MUST BE
SUBMITTED IN A COMPACTION REPORT PREPARED BY A QUALIFIED GEOTECHNICAL ENGINEER, REGISTERED WITH THE STATE
WHERE THE WORK IS PERFORMED. THIS REPORT MUST VERIFY THAT ALL FILLED AREAS AND SUBGRADE AREAS WITHIN THE
BUILDING PAD AREA AND AREAS TO BE PAVED HAVE BEEN COMPACTED IN ACCORDANCE WITH THESE PLANS, SPECIFICATIONS
AND THE RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS, RULES,
STATUTES, LAWS, ORDINANCES AND CODES WHICH ARE IN EFFECT AND WHICH ARE APPLICABLE TO THE PROJECT. SUBBASE
MATERIAL FOR SIDEWALKS, CURB, OR ASPHALT MUST BE FREE OF ORGANICS AND OTHER UNSUITABLE MATERIALS. SHOULD
SUBBASE BE DEEMED UNSUITABLE BY OWNER/DEVELOPER, OR OWNER/DEVELOPER'S REPRESENTATIVE, SUBBASE MUST BE
REMOVED AND FILLED WITH APPROVED FILL MATERIAL, COMPACTED AS THE GEOTECHNICAL REPORT DIRECTS. EARTHWORK
ACTIVITIES INCLUDING, BUT NOT LIMITED TO, EXCAVATION, BACKFILL, AND COMPACTING MUST COMPLY WITH THE
RECOMMENDATIONS IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS,
ORDINANCES AND CODES. EARTHWORK ACTIVITIES MUST COMPLY WITH THE STANDARD STATE DOT SPECIFICATIONS FOR
ROADWAY CONSTRUCTION (LATEST EDITION) AND ANY AMENDMENTS OR REVISIONS THERETO.
6. THE TOPS OF EXISTING MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT TOPS MUST BE ADJUSTED, AS NECESSARY,
TO MATCH PROPOSED FINISHED GRADES WITH NO TRIPPING OR SAFETY HAZARD IN ACCORDANCE WITH ALL APPLICABLE
STANDARDS, REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES.
7. IN THE EVENT OF A DISCREPANCY(IES) AND/OR A CONFLICT(S) BETWEEN PLANS, OR RELATIVE TO OTHER PLANS, THE GRADING
PLAN TAKES PRECEDENCE AND CONTROLS. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER OF RECORD, IN
WRITING, OF ANY DISCREPANCY(IES) AND/OR CONFLICT(S).
8. THE CONTRACTOR IS RESPONSIBLE TO IMPORT FILL OR EXPORT EXCESS MATERIAL AS NECESSARY TO CONFORM TO THE
PROPOSED GRADING, AND TO BACKFILL EXCAVATIONS FOR THE INSTALLATION OF UNDERGROUND IMPROVEMENTS.
ACCCCaESSIBI]IoITY DESIGN GUID E]LINES
(Rev. 1 /2019)
1. ALL ACCESSIBLE (A.K.A. ADA) COMPONENTS AND ACCESSIBLE ROUTES MUST BE CONSTRUCTED TO MEET, AT A MINIMUM, THE MORE STRINGENT OF:
(A) THE REQUIREMENTS OF THE "AMERICANS WITH DISABILITIES ACT" (ADA) CODE (42 U.S.C. § 12101 ET SEC. AND 42 U.S.C. § 4151 ET SEC.); AND (B)
ANY APPLICABLE LOCAL AND STATE GUIDELINES, AND ANY AND ALL AMENDMENTS TO BOTH, WHICH ARE IN EFFECT WHEN THESE PLANS WERE
COMPLETED.
2. THE CONTRACTOR MUST REVIEW ALL DOCUMENTS REFERENCED IN THESE NOTES FOR ACCURACY, COMPLIANCE AND CONSISTENCY WITH
INDUSTRY GUIDELINES.
3. THE CONTRACTOR MUST EXERCISE APPROPRIATE CARE AND PRECISION IN CONSTRUCTION OF ACCESSIBLE (ADA) COMPONENTS AND ACCESSIBLE
ROUTES FOR THE SITE. FINISHED SURFACES ALONG THE ACCESSIBLE ROUTE OF TRAVEL FROM PARKING SPACES, PUBLIC TRANSPORTATION,
PEDESTRIAN ACCESS, AND INTER -BUILDING ACCESS, TO POINTS OF ACCESSIBLE BUILDING ENTRANCE/EXIT, MUST COMPLY WITH THE ACCESSIBLE
GUIDELINES AND REQUIREMENTS WHICH INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING:
A. ACCESSIBLE PARKING SPACES AND ACCESS AISLES SLOPES MUST NOT EXCEED 1:50 (2.0%) IN ANY DIRECTION.
B. PATH OF TRAVEL ALONG ACCESSIBLE ROUTE MUST PROVIDE A 36-INCHES MINIMUM WIDTH (48-INCHES PREFERRED), OR AS SPECIFIED BY THE
GOVERNING AGENCY. UNOBSTRUCTED WIDTH OF TRAVEL (CAR OVERHANGS AND/OR HANDRAILS) MUST NOT REDUCE THIS MINIMUM WIDTH. THE
SLOPE MUST NOT EXCEED 1:20 (5.0%) IN THE DIRECTION OF TRAVEL AND MUST NOT EXCEED 1:50 (2.0%) IN CROSS SLOPE. WHERE ACCESSIBLE
PATH OF TRAVEL IS GREATER THAN 1:20 (5.0%), AN ACCESSIBLE RAMP MUST BE PROVIDED. ALONG THE ACCESSIBLE PATH OF TRAVEL,
OPENINGS MUST NOT EXCEED 1/2-INCH IN WIDTH. VERTICAL CHANGES OF UP TO 1/2-INCH ARE PERMITTED ONLY IF THEY INCLUDES A 1/4-INCH
BEVEL AT A SLOPE NOT STEEPER THAN 1:2. NO VERTICAL CHANGES OVER 1/4-INCH ARE PERMITTED.
C. ACCESSIBLE RAMPS MUST NOT EXCEED A SLOPE OF 1:12 (8.3%) AND A RISE OF 30-INCHES. LEVEL LANDINGS MUST BE PROVIDED AT EACH END
OF ACCESSIBLE RAMPS. LANDING MUST PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURES, AND MUST NOT EXCEED 1:50 (2.0%) SLOPE IN
ANY DIRECTION. RAMPS THAT CHANGE DIRECTION BETWEEN RUNS AT LANDINGS MUST HAVE A CLEAR LANDING OF A MINIMUM OF 60-INCHES BY
60-INCHES. HAND RAILS ON BOTH SIDES OF THE RAMP MUST BE PROVIDED ON AN ACCESSIBLE RAMP WITH A RISE GREATER THAN 6-INCHES.
D. ACCESSIBLE CURB RAMPS MUST NOT EXCEED A SLOPE OF 1:12 8.3 /o .WHERE FLARED SIDES ARE PROVIDED THEY MUST NOT EXCEED 1:10
(10%) SLOPE. LEVEL LANDING MUST BE PROVIDED AT RAMPS TOP AT A MINIMUM OF 36-INCHES LONG (48-INCHES PREFERRED). IN ALTERATIONS,
WHEN THERE IS NO LANDING AT THE TOP, FLARE SIDES SLOPES MUST NOT EXCEED A SLOPE OF 1:12 (8.3%).
E. DOORWAY LANDINGS AREAS MUST BE PROVIDED ON THE EXTERIOR SIDE OF ANY DOOR LEADING TO AN ACCESSIBLE PATH OF TRAVEL. THIS
LANDING MUST BE SLOPED AWAY FROM THE DOOR NO MORE THAN 1:50 (2.0%) FOR POSITIVE DRAINAGE. THIS LANDING AREA MUST BE NO
FEWER THAN 60-INCHES (5 FEET) LONG, EXCEPT WHERE OTHERWISE CLEARLY PERMITTED BY ACCESSIBLE STANDARDS FOR ALTERNATIVE
DOORWAY OPENING CONDITIONS. (SEE ICC/ANSI A117.1-2009 AND OTHER REFERENCES INCORPORATED BY CODE).
F. WHEN THE PROPOSED CONSTRUCTION INVOLVES RECONSTRUCTION, MODIFICATION, REVISION OR EXTENSION OF OR TO ACCESSIBLE
COMPONENTS FROM EXISTING DOORWAYS OR SURFACES, THE CONTRACTOR MUST VERIFY ALL EXISTING ELEVATIONS SHOWN ON THE PLAN.
NOTE THAT TABLE 405.2 OF THE DEPARTMENT OF JUSTICE'S ADA STANDARDS FOR ACCESSIBLE DESIGN ALLOWS FOR STEEPER RAMP SLOPES,
IN RARE CIRCUMSTANCES. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER OF RECORD, IN WRITING, OF ANY DISCREPANCIES
AND/OR FIELD CONDITIONS THAT DIFFER IN ANY WAY OR IN ANY RESPECT FROM WHAT IS SHOWN ON THE PLANS BEFORE COMMENCING ANY
WORK. CONSTRUCTED IMPROVEMENTS MUST FALL WITHIN THE MAXIMUM AND MINIMUM LIMITATIONS IMPOSED BY THE BARRIER FREE
REGULATIONS AND THE ACCESSIBLE GUIDELINES.
G. THE CONTRACTOR MUST VERIFY ALL OF THE SLOPES OF THE CONTRACTOR'S FORMS PRIOR TO POURING CONCRETE. IF ANY
NON-CONFORMANCE EXISTS OR IS OBSERVED OR DISCOVERED, THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER OF RECORD, IN
WRITING, PRIOR TO POURING CONCRETE. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL COSTS TO REMOVE, REPAIR AND/OR REPLACE
NON -CONFORMING CONCRETE AND/OR PAVEMENT SURFACES.
4. IT IS STRONGLY RECOMMENDED THAT THE CONTRACTOR REVIEW THE INTENDED CONSTRUCTION TO ENSURE SAME IS CONSISTENT WITH THE
LOCAL BUILDING CODE PRIOR TO COMMENCING CONSTRUCTION.
(Rev.1/2019) SOIL �EEROSION & S EDIA�J1aEENT CONTROL P LAN NOTES (Rev.1/2019)
1. THE GENERAL NOTES MUST BE INCLUDED AS PART OF THIS ENTIRE DOCUMENT PACKAGE AND ARE PART OF THE CONTRACT
DOCUMENTS. THE GENERAL NOTES ARE REFERENCED HEREIN, AND THE CONTRACTOR MUST REFER TO THEM AND FULLY
COMPLY WITH THESE NOTES, IN THEIR ENTIRETY. THE CONTRACTOR MUST BE FAMILIAR WITH AND ACKNOWLEDGE FAMILIARITY
WITH ALL OF THE GENERAL NOTES AND ALL OF THE PLANS' SPECIFIC NOTES.
2. THE CONTRACTOR MUST CONDUCT DEMOLITION/REMOVALS ACTIVITIES IN SUCH A MANNER AS TO ENSURE MINIMUM
INTERFERENCE WITH ROADS, STREETS, SIDEWALKS, WALKWAYS, AND ALL OTHER ADJACENT FACILITIES. THE CONTRACTOR MUST
OBTAIN ALL APPLICABLE PERMITS FROM THE APPROPRIATE GOVERNMENTAL AUTHORITY IES PRIOR TO THE COMMENCEMENT OF
ANY ROAD OPENING OR DEMOLITION ACTIVITIES IN OR ADJACENT TO THE RIGHT-OF-WAY.
3. WHEN DEMOLITION -RELATED ACTIVITIES IMPACT ROADWAYS AND/OR ROADWAY RIGHT-OF-WAY THE CONTRACTOR MUST
PROVIDE TRAFFIC CONTROL AND GENERALLY ACCEPTED SAFE PRACTICES IN CONFORMANCE WITH THE CURRENT FEDERAL
HIGHWAY ADMINISTRATION "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (MUTCD), AND THE FEDERAL, STATE, AND LOCAL
REGULATIONS.
4. THE DEMOLITION AND/OR REMOVALS PLAN IS INTENDED TO PROVIDE GENERAL INFORMATION AND TO IDENTIFY ONLY
CONDITIONS REGARDING ITEMS TO BE DEMOLISHED, REMOVED, AND/OR TO REMAIN.
A. THE CONTRACTOR MUST ALSO REVIEW ALL CONSTRUCTION DOCUMENTS AND INCLUDE WITHIN THE DEMOLITION ACTIVITIES
ALL INCIDENTAL WORK NECESSARY FOR THE CONSTRUCTION OF THE NEW SITE IMPROVEMENTS.
B. THIS PLAN IS NOT INTENDED TO AND DOES NOT PROVIDE DIRECTION REGARDING THE MEANS METHODS SEQUENCING
TECHNIQUES AND PROCEDURES TO BE EMPLOYED TO ACCOMPLISH THE WORK. ALL MEANS, METHODS, SEQUENCING,
TECHNIQUES AND PROCEDURES TO BE USED MUST BE IN STRICT ACCORDANCE AND CONFORMANCE WITH ALL STATE,
FEDERAL, LOCAL, AND JURISDICTIONAL REQUIREMENTS. THE CONTRACTOR MUST COMPLY WITH ALL OSHA AND OTHER
SAFETY PRECAUTIONS NECESSARY TO PROVIDE A SAFE WORK SITE FOR THE CONTRACTOR AND THE PUBLIC.
5. THE CONTRACTOR MUST PROVIDE ALL "METHODS AND MEANS" NECESSARY TO PREVENT MOVEMENT SETTLEMENT OR
COLLAPSE OF EXISTING STRUCTURES, AND ANY OTHER IMPROVEMENTS THAT ARE REMAINING ON OR OFF SITE. THE
CONTRACTOR, AT THE CONTRACTOR'S SOLE COST, MUST REPAIR ALL DAMAGE TO ALL ITEMS AND FEATURES THAT ARE TO
REMAIN. CONTRACTOR MUST USE NEW MATERIAL FOR ALL REPAIRS. CONTRACTOR'S REPAIRS MUST INCLUDE THE RESTORATION
OF ALL ITEMS AND FEATURES REPAIRED TO THEIR PRE -DEMOLITION CONDITION OR BETTER. CONTRACTOR MUST PERFORM ALL
REPAIRS AT THE CONTRACTOR'S SOLE EXPENSE.
6. ENGINEER OF RECORD AND/OR BOHLER ENGINEERING ARE NOT RESPONSIBLE FOR JOB SITE SAFETY OR SUPERVISION. THE
CONTRACTOR MUST PROCEED WITH THE DEMOLITION IN A SYSTEMATIC AND SAFE MANNER, COMPLYING WITH ALL OSHA
REQUIREMENTS TO ENSURE PUBLIC AND CONTRACTOR SAFETY AND SAFETY TO ALL PROPERTY ON THE SITE OR ADJACENT OR
NEAR TO THE SAME.
7. THE CONTRACTOR IS RESPONSIBLE FOR JOB SITE SAFETY, WHICH MUST INCLUDE, BUT IS NOT LIMITED TO, THE INSTALLATION
AND MAINTENANCE OF BARRIERS, FENCING, OTHER APPROPRIATE AND/OR NECESSARY SAFETY FEATURES AND ITEMS
NECESSARY TO PROTECT THE PUBLIC FROM AREAS OF CONSTRUCTION AND CONSTRUCTION ACTIVITIES. THE CONTRACTOR
MUST SAFEGUARD THE SITE AS NECESSARY TO PERFORM THE DEMOLITION IN SUCH A MANNER AS TO PREVENT THE ENTRY OF
ALL UNAUTHORIZED PERSONS AT ANY TIME, TO OR NEAR THE DEMOLITION AREA.
8. PRIOR TO THE COMMENCEMENT OF ANY SITE ACTIVITY AND ANY DEMOLITION ACTIVITY, THE CONTRACTOR MUST, IN WRITING,
RAISE ANY QUESTIONS CONCERNING THE ACCURACY OR INTENT OF THESE PLANS AND/OR SPECIFICATIONS, ALL CONCERNS OR
QUESTIONS REGARDING THE APPLICABLE SAFETY STANDARDS, AND/OR THE SAFETY OF THE CONTRACTOR AND/OR THIRD
PARTIES IN PERFORMING THE WORK ON THIS PROJECT. ANY SUCH CONCERNS MUST BE CONVEYED TO THE ENGINEER OF
RECORD AND/OR BOHLER ENGINEERING, IN WRITING AND MUST ADDRESS ALL ISSUES AND ITEMS RESPONDED TO, BY THE
ENGINEER OF RECORD AND/OR BY BOHLER ENGINEERING, IN WRITING. ALL DEMOLITION ACTIVITIES MUST BE PERFORMED IN
ACCORDANCE WITH THE REQUIREMENTS OF THESE PLANS AND SPECIFICATIONS AND ALL APPLICABLE FEDERAL, STATE AND
LOCAL REGULATIONS, RULES, REQUIREMENTS, STATUTES, ORDINANCES AND CODES.
9. THE CONTRACTOR MUST BECOME FAMILIAR WITH THE APPLICABLE UTILITY SERVICE PROVIDER REQUIREMENTS AND IS
RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION AND/OR DISCONNECTION AS IDENTIFIED OR REQUIRED
FOR THE PROJECT. THE CONTRACTOR MUST PROVIDE THE OWNER WITH WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES
AND SERVICES HAVE BEEN TERMINATED, REMOVED AND/OR ABANDONED IN ACCORDANCE WITH THE JURISDICTION AND UTILITY
COMPANY REQUIREMENTS AND ALL OTHER APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES.
10. PRIOR TO COMMENCING ANY DEMOLITION, THE CONTRACTOR MUST:
A. OBTAIN ALL REQUIRED PERMITS AND MAINTAIN THE SAME ON SITE FOR REVIEW BY THE ENGINEER AND ALL PUBLIC
AGENCIES WITH JURISDICTION THROUGHOUT THE DURATION OF THE PROJECT, SITE WORK, AND DEMOLITION WORK.
B. NOTIFY, AT A MINIMUM, THE MUNICIPAL ENGINEER, DESIGN ENGINEER, AND LOCAL SOIL CONSERVATION JURISDICTION, AT
LEAST 72 BUSINESS HOURS PRIOR TO THE COMMENCEMENT OF WORK.
C. INSTALL THE REQUIRED SOIL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO SITE DISTURBANCE, AND MAINTAIN
SAID CONTROLS UNTIL SITE IS STABILIZED
D. IN ACCORDANCE WITH STATE LAW, THE CONTRACTOR MUST CALL THE STATE ONE -CALL DAMAGE PROTECTION SYSTEM FOR
UTILITY MARK OUT, IN ADVANCE OF ANY EXCAVATION.
E. LOCATE AND PROTECT ALL UTILITIES AND SERVICES, INCLUDING BUT NOT LIMITED TO GAS, WATER, ELECTRIC, SANITARY AND
STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC. WITHIN AND ADJACENT TO THE LIMITS OF PROJECT
ACTIVITIES. THE CONTRACTOR MUST USE AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION
SYSTEM TO LOCATE ALL UNDERGROUND UTILITIES.
F. PROTECT AND MAINTAIN IN OPERATION, ALL ACTIVE UTILITIES AND SYSTEMS THAT ARE NOT BEING REMOVED DURING ANY
DEMOLITION ACTIVITIES.
G. ARRANGE FOR AND COORDINATE WITH THE APPLICABLE UTILITY SERVICE PROVIDER(S) FOR THE TEMPORARY OR
PERMANENT TERMINATION OF SERVICE REQUIRED BY THE PROJECT PLANS AND SPECIFICATIONS REGARDING THE METHODS
AND MEANS TO CONSTRUCT SAME. THESE ARE NOT THE ENGINEER OF RECORD'S RESPONSIBILITY. IN THE EVENT OF
ABANDONMENT, THE CONTRACTOR MUST PROVIDE THE UTILITY ENGINEER AND OWNER WITH IMMEDIATE WRITTEN
NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE
WITH JURISDICTIONAL AND UTILITY COMPANY REQUIREMENTS.
H. ARRANGE FOR AND COORDINATE WITH THE APPLICABLE UTILITY SERVICE PROVIDER(S) REGARDING WORKING "OFF-PEAK"
HOURS OR ON WEEKENDS AS NECESSARY OR AS REQUIRED TO MINIMIZE THE IMPACT ON, OF AND TO THE AFFECTED
PARTIES. WORK REQUIRED TO BE PERFORMED "OFF-PEAK" IS TO BE PERFORMED AT NO ADDITIONAL COST TO THE OWNER.
I. IN THE EVENT THE CONTRACTOR DISCOVERS ANY HAZARDOUS MATERIAL, THE REMOVAL OF WHICH IS NOT ADDRESSED IN
THE PROJECT PLANS AND SPECIFICATIONS, OR THE CONTRACT WITH THE OWNER/DEVELOPER, THE CONTRACTOR MUST
IMMEDIATELY CEASE ALL WORK IN THE AREA OF DISCOVERY, AND IMMEDIATELY NOTIFY, IN WRITING AND VERBALLY, THE
OWNER AND ENGINEER OF RECORD AND BOHLER ENGINEERING, THE DISCOVERY OF SUCH MATERIALS TO PURSUE PROPER
AND COMPLIANT REMOVAL OF SAME.
11. THE CONTRACTOR MUST ENSURE THAT ANY EXISTING ASBESTOS -CONTAINING MATERIALS ENCOUNTERED ARE PROPERLY
REMOVED FROM THE SUBJECT PREMISES AND ARE DISPOSED OF IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL
REQUIREMENTS, PRIOR TO THE COMMENCEMENT OF DEMOLITION ON SITE AND MUST PERFORM ALL AGENCY NOTIFICATIONS AS
REQUIRED, AT THE CONTRACTOR'S SOLE EXPENSE.
12. THE CONTRACTOR MUST NOT PERFORM ANY EARTH MOVEMENT ACTIVITIES, DEMOLITION OR REMOVAL OF FOUNDATION WALLS,
FOOTINGS, OR OTHER MATERIALS WITHIN THE LIMITS OF DISTURBANCE, UNLESS SAME IS IN STRICT ACCORDANCE AND
CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, OR PURSUANT TO THE WRITTEN DIRECTION OF THE OWNER'S
STRUCTURAL OR GEOTECHNICAL ENGINEER.
13. DEMOLITION ACTIVITIES AND EQUIPMENT MUST NOT USE OR INCLUDE AREAS OUTSIDE THE DEFINED PROJECT LIMIT LINE,
WITHOUT SPECIFIC WRITTEN PERMISSION AND AUTHORITY OF AND FROM THE OWNER AND ALL GOVERNMENTAL AGENCIES WITH
JURISDICTION.
14. THE CONTRACTOR MUST BACKFILL ALL EXCAVATION RESULTING FROM OR INCIDENTAL TO DEMOLITION ACTIVITIES. BACKFILL
MUST BE ACCOMPLISHED WITH APPROVED BACKFILL MATERIALS AND MUST BE SUFFICIENTLY COMPACTED TO SUPPORT ALL NEW
IMPROVEMENTS AND MUST BE PERFORMED IN COMPLIANCE WITH THE RECOMMENDATIONS AND GUIDANCE ARTICULATED IN THE
GEOTECHNICAL REPORT. BACKFILLING MUST OCCUR IMMEDIATELY AFTER DEMOLITION ACTIVITIES AND MUST BE PERFORMED SO
AS TO PREVENT WATER ENTERING THE EXCAVATION. FINISHED SURFACES MUST BE GRADED TO PROMOTE POSITIVE DRAINAGE.
THE CONTRACTOR IS RESPONSIBLE FOR COMPACTION TESTING AND MUST SUBMIT SUCH REPORTS AND RESULTS TO THE
ENGINEER OF RECORD AND THE OWNER.
15. EXPLOSIVES MUST NOT BE USED WITHOUT PRIOR WRITTEN CONSENT FROM BOTH THE OWNER AND ALL APPLICABLE,
NECESSARY AND REQUIRED GOVERNMENTAL AUTHORITIES. PRIOR TO COMMENCING ANY EXPLOSIVE PROGRAM AND/OR ANY
DEMOLITION ACTIVITIES, THE CONTRACTOR MUST ENSURE AND OVERSEE THE INSTALLATION OF ALL OF THE REQUIRED PERMIT
AND EXPLOSIVE CONTROL MEASURES THAT THE FEDERAL, STATE, AND LOCAL GOVERNMENTS REQUIRE. THE CONTRACTOR IS
ALSO RESPONSIBLE TO CONDUCT AND PERFORM ALL INSPECTION AND SEISMIC VIBRATION TESTING THAT IS REQUIRED TO
MONITOR THE EFFECTS ON ALL LOCAL STRUCTURES AND THE LIKE.
16. IN ACCORDANCE WITH FEDERAL, STATE, AND/OR LOCAL STANDARDS, THE CONTRACTOR MUST USE DUST CONTROL MEASURES
TO LIMIT AIRBORNE DUST AND DIRT RISING AND SCATTERING IN THE AIR. AFTER THE DEMOLITION IS COMPLETE, THE
CONTRACTOR MUST CLEAN ALL ADJACENT STRUCTURES AND IMPROVEMENTS TO REMOVE ALL DUST AND DEBRIS WHICH THE
DEMOLITION OPERATIONS CAUSE. THE CONTRACTOR IS RESPONSIBLE FOR RETURNING ALL ADJACENT AREAS TO THEIR
"PRE -DEMOLITION" CONDITION AT CONTRACTOR'S SOLE COST.
17. PAVEMENT MUST BE SAW CUT IN STRAIGHT LINES, AND EXCEPT FOR EDGE OF BUTT JOINTS, MUST EXTEND TO THE FULL DEPTH
OF THE EXISTING PAVEMENT. ALL DEBRIS FROM REMOVAL OPERATIONS MUST BE REMOVED FROM THE SITE AT THE TIME OF
EXCAVATION. STOCKPILING OF DEBRIS OUTSIDE OF APPROVED AREAS WILL NOT BE PERMITTED, INCLUDING BUT NOT LIMITED TO,
THE PUBLIC RIGHT-OF-WAY.
18. THE CONTRACTOR MUST MAINTAIN A RECORD SET OF PLANS UPON WHICH IS INDICATED THE LOCATION OF EXISTING UTILITIES
THAT ARE CAPPED, ABANDONED IN PLACE, OR RELOCATED DUE TO DEMOLITION ACTIVITIES. THIS RECORD DOCUMENT MUST BE
PREPARED IN A NEAT AND WORKMAN -LIKE MANNER AND TURNED OVER TO THE OWNER/DEVELOPER UPON COMPLETION OF THE
WORK, ALL OF WHICH IS AT THE CONTRACTOR'S SOLE COST.
19. THE CONTRACTOR MUST EMPTY, CLEAN AND REMOVE FROM THE SITE ALL UNDERGROUND STORAGE TANKS, IF ENCOUNTERED,
IN ACCORDANCE WITH FEDERAL, STATE, COUNTY AND LOCAL REQUIREMENTS, PRIOR TO CONTINUING CONSTRUCTION IN THE
AREA AROUND THE TANK WHICH EMPTYING, CLEANING AND REMOVAL ARE AT THE CONTRACTOR'S SOLE COST.
LIG]HITING NOTES (Rev.1/2019)
1. THE GENERAL NOTES MUST BE INCLUDED AS PART OF THIS ENTIRE DOCUMENT PACKAGE AND ARE PART OF THE CONTRACT
DOCUMENTS. THE GENERAL NOTES ARE REFERENCED HEREIN, AND THE CONTRACTOR MUST REFER TO THEM AND FULLY
COMPLY WITH THESE NOTES, IN THEIR ENTIRETY. THE CONTRACTOR MUST BE FAMILIAR WITH AND ACKNOWLEDGE FAMILIARITY
WITH ALL OF THE GENERAL NOTES AND ALL OF THE PLANS' SPECIFIC NOTES.
2. THE LIGHTING CONTRACTOR MUST COMPLY WITH ALL APPLICABLE CONTRACTOR REQUIREMENTS INDICATED IN THE PLANS,
INCLUDING BUT NOT LIMITED TO GENERAL NOTES, GRADING AND UTILITY NOTES, SITE SAFETY, AND ALL AGENCY AND
GOVERNMENTAL REGULATIONS.
3. THIS LIGHTING PLAN DEPICTS PROPOSED, SUSTAINED ILLUMINATION LEVELS CALCULATED USING DATA PROVIDED BY THE NOTED
MANUFACTURER. ACTUAL SUSTAINED SITE ILLUMINATION LEVELS AND PERFORMANCE OF LUMINAIRES MAY VARY DUE TO
VARIATIONS IN WEATHER, ELECTRICAL VOLTAGE, TOLERANCE IN LAMPS, THE SERVICE LIFE OF EQUIPMENT AND LUMINAIRES AND
OTHER RELATED VARIABLE FIELD CONDITIONS.
4. THE LIGHTING VALUES AND CALCULATION POINTS DEPICTED ON THIS PLAN ARE ALL ANALYZED ON A HORIZONTAL GEOMETRIC
PLANE AT ELEVATION ZERO (GROUND LEVEL) UNLESS OTHERWISE NOTED. ILLUMINATION LEVELS ARE SHOWN IN FOOT-CANDLES.
5. THE LUMINAIRES, LAMPS AND LENSES MUST BE REGULARLY MAINTAINED TO ENSURE THAT THEY FUNCTION PROPERLY. THIS
WORK MAY INCLUDE, BUT IS NOT LIMITED TO, VISUAL OBSERVATION, CLEANING OF LENSES, AND RE-LAMPING (IF NECESSARY) AT
LEAST ONCE EVERY SIX (6) MONTHS. UPON COMPLETION AND OWNER'S ACCEPTANCE OF THE WORK ALL OF THE ABOVE
OUTLINED AND DESCRIBED RESPONSIBILITIES SHALL BECOME SOLELY THE OWNER'S.
6. WHERE APPLICABLE, THE EXISTING CONDITION LIGHT LEVELS ILLUSTRATED ARE REPRESENTATIVE OF AN APPROXIMATION
UTILIZING LABORATORY DATA FOR SIMILAR FIXTURES, UNLESS ACTUAL FIELD MEASUREMENTS ARE TAKEN WITH A LIGHT METER.
DUE TO FACTORS SUCH AS FIXTURE MAINTENANCE, EQUIPMENT TOLERANCES, WEATHER CONDITIONS, ETC., ACTUAL LIGHT
LEVELS MAY DIFFER. EXISTING LIGHT LEVELS DEPICTED ON THIS PLAN ARE TO BE CONSIDERED APPROXIMATE.
7. THIS LIGHTING PLAN IS INTENDED TO SHOW THE LOCATIONS AND TYPE OF LUMINAIRES. POWER SYSTEM, CONDUITS, WIRING AND
OTHER ELECTRICAL COMPONENTS ARE SOLELY THE ARCHITECT'S, MECHANICAL ENGINEER'S AND/OR LIGHTING CONTRACTOR'S
RESPONSIBILITY, AS INDICATED IN THE CONSTRUCTION CONTRACT DOCUMENTS. THESE ITEMS MUST BE INSTALLED AS REQUIRED
BY STATE AND LOCAL REGULATIONS. CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION OF LIGHTING FIXTURES AND
APPURTENANCES IN ACCORDANCE WITH ALL APPLICABLE BUILDING AND ELECTRICAL CODES.
8. THE CONTRACTOR MUST BRING IMMEDIATELY, IN WRITING, ANY LIGHT LOCATIONS THAT CONFLICT WITH DRAINAGE, UTILITIES, OR
OTHER STRUCTURE(S) TO THE ENGINEER OF RECORD'S ATTENTION, PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
9. THE LIGHTING CONTRACTOR MUST COORDINATE WITH THE PROJECT ARCHITECT REGARDING ANY AND ALL POWERS SOURCE
FROM WITHIN THE BUILDING, AND TIMING DEVICES NECESSARY TO MEET THE DESIGN INTENT.
10. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT SHIELDING AND OR ROTATED OPTICS ARE INSTALLED AS INDICATED ON
THE PLAN IN ORDER TO ACHIEVE THE LIGHTING LEVELS THE REVIEWING AGENCY APPROVED.
1. THE GENERAL NOTES MUST BE INCLUDED AS PART OF THIS ENTIRE DOCUMENT PACKAGE AND ARE PART OF THE CONTRACT
DOCUMENTS. THE GENERAL NOTES ARE REFERENCED HEREIN, AND THE CONTRACTOR MUST REFER TO THEM AND FULLY
COMPLY WITH THESE NOTES, IN THEIR ENTIRETY. THE CONTRACTOR MUST BE FAMILIAR WITH AND ACKNOWLEDGE FAMILIARITY
WITH ALL OF THE GENERAL NOTES AND ALL OF THE PLANS' SPECIFIC NOTES.
2. EROSION CONTROL MEASURES MUST CONFORM TO THE GUIDELINES FOR URBAN EROSION AND SEDIMENT
CONTROL UNLESS OTHERWISE NOTED, OR UNLESS ENGINEER CLEARLY AND SPECIFICALLY, IN WRITING, DIRECTS OTHERWISE.
INSTALLATION OF EROSION CONTROL, CLEARING, AND SITE WORK MUST BE PERFORMED EXACTLY AS INDICATED IN THE EROSION
CONTROL CONSTRUCTION NOTES.
3. THE DISTURBED LAND AREA OF THIS SITE IS APPROXIMATELY11.50 ACRES.
4. THE FOLLOWING EROSION CONTROL MEASURES ARE PROPOSED FOR THIS SITE:
A. STABILIZED CONSTRUCTION ENTRANCE/ EXIT - A TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT IS TO BE INSTALLED
AT THE DESIGNATED LOCATION SHOWN ON THE PLAN. THIS AREA MUST BE GRADED SO THAT RUNOFF WATER WILL BE
RETAINED ON -SITE.
B. SEDIMENT FENCE - INSTALL SILT FENCE(S) AND/OR SILT SOCK AROUND ALL OF THE DOWNSLOPE PERIMETERS OF THE SITE,
TEMPORARY FILL AND SOIL STOCKPILES.
C. INSTALL FILTER FABRIC DROP INLET PROTECTION AROUND EACH DRAINAGE INLET AS DRAINAGE STRUCTURES ARE
INSTALLED TO REDUCE THE QUANTITY OF SEDIMENT. INSTALL TEMPORARY INLET PROTECTION ON INLETS DOWNSLOPE
FROM DISTURBANCE, WHICH MAY BE BEYOND THE LIMITS OF DISTURBED AREA.
5. INSTALLATION OF EROSION CONTROL DEVICES MUST BE IN ACCORDANCE WITH ALL OF THE MANUFACTURER'S
RECOMMENDATIONS.
6. THE CONTRACTOR MUST INSPECT EROSION CONTROL MEASURES WEEKLY. THE CONTRACTOR MUST REMOVE ANY SILT
DEPOSITS GREATER THAN 6" COLLECTED ON THE FILTER FABRIC AND/OR SILT SOCK BARRIERS AND EXCAVATE AND REMOVE
ANY SILT FROM DROP INLET PROTECTION.
7. THE CONTRACTOR MUST APPLY TEMPORARY SEED AND MULCH TO ALL DISTURBED AREAS THAT WILL NOT BE BROUGHT TO
FINISHED GRADE AND VEGETATED WITHIN 7 DAYS. WHEN AREAS ARE DISTURBED AFTER THE GROWING SEASON, THE
CONTRACTOR MUST STABILIZE SAME WITH GEOTEXTILE FABRIC AND MAINTAIN SAME IN STRICT ACCORDANCE WITH BEST
MANAGEMENT PRACTICES.
8. THE CONTRACTOR MUST INSTALL ADDITIONAL EROSION CONTROL MEASURES IF ENGINEER SO REQUIRES TO PREVENT ANY
INCLUDING THE INCIDENTAL, DISCHARGE OF SILT -LADEN RUNOFF FROM EXITING THE SITE.
9. THE CONTRACTOR MUST BE RESPONSIBLE FOR INSPECTING AND MAINTAINING ALL EROSION CONTROL MEASURES ON THE SITE
UNTIL PERMANENT PAVING AND TURF/LANDSCAPING IS ESTABLISHED. THE COSTS OF INSTALLING AND MAINTAINING THE EROSION
CONTROL MEASURES MUST BE INCLUDED IN THE BID PRICE FOR THE SITE WORKAND THE CONTRACTOR IS RESPONSIBLE FOR
ALL SUCH COSTS.
10. THE CONTRACTOR MUST CONTINUE TO MAINTAIN ALL EROSION CONTROL MEASURES UNTIL THE COMPLETION OF CONSTRUCTION
AND THE ESTABLISHMENT OF VEGETATION.
11. THE CONTRACTOR MUST REMOVE EROSION CONTROL MEASURES, SILT AND DEBRIS AFTER ESTABLISHING PERMANENT
VEGETATION COVER OR OTHER INSTALLING A DIFFERENT, SPECIFIED METHOD OF STABILIZATION.
12. THIS PLAN REPRESENTS THE MINIMUM LEVEL OF IMPLEMENTATION OF TEMPORARY EROSION AND SEDIMENTATION CONTROL
FACILITIES, MEASURES AND STRUCTURES. ADDITIONAL FACILITIES, MEASURES AND STRUCTURES MUST BE INSTALLED WHERE
NECESSARY TO COMPLY WITH ALL APPLICABLE CODES AND STANDARDS AND/OR TO PREVENT ANY, INCLUDING THE INCIDENTAL
DISCHARGE OF SILT -LADEN RUNOFF FROM EXITING THE SITE.
13. THE CONTRACTOR MUST PROTECT ALL EXISTING TREES AND SHRUBS. THE CONTRACTOR MUST REFER TO THE LANDSCAPE
AND/OR DEMOLITION PLAN(S) FOR TREE PROTECTION, FENCE LOCATIONS AND DETAILS.
14. THE CONTRACTOR MUST REFER TO GRADING PLANS FOR ADDITIONAL INFORMATION.
15. THE CONTRACTOR MUST CLEAN EXISTING AND PROPOSED DRAINAGE STRUCTURES AND INTERCONNECTING PIPES ON OR
OFF -SITE AS THE JURISDICTIONAL AGENCY REQUIRES, BOTH AT THE TIME OF SITE STABILIZATION AND AT END OF PROJECT.
16. SOIL EROSION CONTROL MEASURES MUST BE ADJUSTED OR RELOCATED BY THE CONTRACTOR AS IDENTIFIED DURING SITE
OBSERVATION IN ORDER TO MAINTAIN THE COMPLETE EFFECTIVENESS OF ALL CONTROL MEASURES.
17. THE CONTRACTOR MUST IDENTIFY, ON THE PLAN, THE LOCATION OF WASTE CONTAINERS, FUEL STORAGE TANKS, CONCRETE
WASHOUT AREAS AND ANY OTHER LOCATIONS WHERE HAZARDOUS MATERIALS ARE STORED.
DRAINAGaE AND lLOI`I]IoITY NOTES (Rev.1/2019)
1. THE GENERAL NOTES MUST BE INCLUDED AS PART OF THIS ENTIRE DOCUMENT PACKAGE AND ARE PART OF THE CONTRACT
DOCUMENTS. THE GENERAL NOTES ARE REFERENCED HEREIN, AND THE CONTRACTOR MUST REFER TO THEM AND FULLY
COMPLY WITH THESE NOTES, IN THEIR ENTIRETY. THE CONTRACTOR MUST BE FAMILIAR WITH AND ACKNOWLEDGE FAMILIARITY
WITH ALL OF THE GENERAL NOTES AND ALL OF THE PLANS' SPECIFIC NOTES.
2. LOCATIONS OF ALL EXISTING AND PROPOSED SERVICES ARE APPROXIMATE, AND THE CONTRACTOR MUST INDEPENDENTLY
VERIFY AND CONFIRM THOSE LOCATIONS AND SERVICES WITH LOCAL UTILITY COMPANIES PRIOR TO COMMENCING ANY
CONSTRUCTION OR EXCAVATION. THE CONTRACTOR MUST INDEPENDENTLY VERIFY AND CONFIRM ALL SANITARY CONNECTION
POINTS AND ALL OTHER UTILITY SERVICE CONNECTION POINTS IN THE FIELD, PRIOR TO COMMENCING NY CONSTRUCTION. THE
CONTRACTOR MUST REPORT ALL DISCREPANCIES, ERRORS AND OMISSIONS IN WRITING, TO THE ENGINEER OF RECORD.
3. THE CONTRACTOR MUST VERTICALLY AND HORIZONTALLY LOCATE ALL UTILITIES AND SERVICES INCLUDING, BUT NOT LIMITED TO,
GAS, WATER, ELECTRIC, SANITARY AND STORM, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC. WITHIN THE LIMITS OF
DISTURBANCE OR WORK SPACE, WHICHEVER IS GREATER. THE CONTRACTOR MUST USE, REFER TO, AND COMPLY WITH THE
REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO LOCATE ALL OF THE UNDERGROUND UTILITIES. THE
CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL DAMAGE TO ANY EXISTING UTILITIES WHICH OCCUR DURING CONSTRUCTION,
AT NO COST TO THE OWNER AND AT CONTRACTOR'S SOLE COST AND EXPENSE. THE CONTRACTOR MUST BEAR ALL COSTS
ASSOCIATED WITH DAMAGE TO ANY EXISTING UTILITIES WHICH OCCURS DURING CONSTRUCTION.
4. THE CONTRACTOR MUST FIELD VERIFY THE PROPOSED INTERFACE POINTS (CROSSINGS) WITH EXISTING UNDERGROUND
UTILITIES BY USING A TEST PIT TO CONFIRM EXACT DEPTH, PRIOR TO COMMENCEMENT OF CONSTRUCTION.
5. STORMWATER ROOF DRAIN LOCATIONS ARE BASED ON ARCHITECTURAL PLANS. THE CONTRACTOR IS RESPONSIBLE FOR
VERIFYING LOCATIONS OF SAME BASED UPON FINAL ARCHITECTURAL PLANS.
6. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING SITE PLAN DOCUMENTS AND ARCHITECTURAL PLANS FOR EXACT
BUILDING UTILITY CONNECTION LOCATIONS, GREASE TRAP REQUIREMENTS AND DETAILS, DOOR ACCESS, AND EXTERIOR
GRADING. THE ARCHITECT WILL DETERMINE THE UTILITY SERVICE SIZES. THE CONTRACTOR MUST COORDINATE INSTALLATION
OF UTILITY SERVICES WITH THE INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND TO ENSURE THAT PROPER DEPTHS ARE
ACHIEVED. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT INSTALLATION OF ALL IMPROVEMENTS COMPLIES WITH ALL
UTILITY REQUIREMENTS OF THE APPLICABLE JURISDICTION AND REGULATORY AGENCIES AND ALL OTHER APPLICABLE
REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES AND, FURTHER, IS RESPONSIBLE FOR COORDINATING THE
UTILITY TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO THE EXISTING UTILITY/SERVICE. WHERE A CONFLICT(S) EXISTS
BETWEEN THESE DOCUMENTS AND THE ARCHITECTURAL PLANS, OR WHERE ARCHITECTURAL PLAN UTILITY CONNECTION POINTS
DIFFER, THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER OF RECORD, IN WRITING, AND PRIOR TO CONSTRUCTION,
MUST RESOLVE SAME.
7. ALL FILL, COMPACTION, AND BACKFILL MATERIALS REQUIRED FOR UTILITY INSTALLATION MUST BE EXACTLY AS PER THE
RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT AND THE CONTRACTOR MUST COORDINATE SAME WITH THE
APPLICABLE UTILITY COMPANY SPECIFICATIONS. WHEN THE PROJECT DOES NOT HAVE GEOTECHNICAL RECOMMENDATIONS, FILL
AND COMPACTION MUST, AT A MINIMUM, COMPLY WITH THE STATE DOT REQUIREMENTS AND SPECIFICATIONS AND CONSULTANT
HAS NO LIABILITY OR RESPONSIBILITY FOR OR AS RELATED TO FILL, COMPACTION AND BACKFILL.
8. DURING THE INSTALLATION OF SANITARY, STORM, AND ALL UTILITIES, THE CONTRACTOR MUST MAINTAIN A CONTEMPORANEOUS
AND THOROUGH RECORD OF CONSTRUCTION TO IDENTIFY THE AS -INSTALLED LOCATIONS OF ALL UNDERGROUND
INFRASTRUCTURE. THE CONTRACTOR MUST CAREFULLY NOTE ANY INSTALLATIONS THAT DEVIATE, IN ANY RESPECT, FROM THE
INFORMATION CONTAINED IN THESE PLANS. THIS RECORD MUST BE KEPT ON A CLEAN COPY OF THE SITE PLAN, WHICH THE
CONTRACTOR MUST PROMPTLY PROVIDE TO THE OWNER IMMEDIATELY UPON THE COMPLETION OF WORK.
9. THE CONTRACTOR MUST ENSURE THAT ALL UTILITY TRENCHES LOCATED IN EXISTING PAVED ROADWAYS INCLUDING SANITARY,
WATER AND STORM SYSTEMS, ARE REPAIRED IN ACCORDANCE WITH REFERENCED MUNICIPAL, COUNTY AND OR STATE DOT
DETAILS AS APPLICABLE. THE CONTRACTOR MUST COORDINATE INSPECTION AND APPROVAL OF COMPLETED WORK WITH THE
AGENCY WITH JURISDICTION OVER SAME.
10. FINAL LOCATIONS OF PROPOSED UTILITY POLES, AND/ OR POLES TO BE RELOCATED ARE AT THE SOLE DISCRETION OF THE
RESPECTIVE UTILITY COMPANY, REGARDLESS OF WHAT THIS PLAN DEPICTS.
11. WATER SERVICE MATERIALS, BURIAL DEPTH, AND COVER REQUIREMENTS MUST BE SPECIFIED BY THE LOCAL UTILITY COMPANY.
THE CONTRACTOR MUST CONTACT THE APPLICABLE MUNICIPALITY TO CONFIRM THE PROPER WATER METER AND VAULT, PRIOR
TO COMMENCING CONSTRUCTION.
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REV DATE COMMENT BY
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NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: SDP
PROJECT:
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DENVER, NC 28037
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H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:41 PM LAST SAVED BY: THOORN

LANDSCAPE SPECIFICATIONS
ATIONS
1. SCOPE OF WORK:
THE LANDSCAPE CONTRACTOR SHALL BE REQUIRED TO PERFORM ALL CLEARING, FINISHED GRADING, SOIL PREPARATION,
PERMANENT SEEDING OR SODDING, PLANTING AND MULCHING INCLUDING ALL LABOR, MATERIALS, TOOLS AND EQUIPMENT
NECESSARY FOR THE COMPLETION OF THIS PROJECT, UNLESS OTHERWISE CONTRACTED BY THE GENERAL CONTRACTOR.
2. MATERIALS
A. GENERAL - ALL HARDSCAPE MATERIALS SHALL MEET OR EXCEED SPECIFICATIONS AS OUTLINED IN THE STATE
DEPARTMENT OF TRANSPORTATION'S SPECIFICATIONS.
B. TOPSOIL - NATURAL, FRIABLE, LOAMY SILT SOIL HAVING AN ORGANIC CONTENT NOT LESS THAN 5%, A PH RANGE BETWEEN
4.5-7.0. IT SHALL BE FREE OF DEBRIS, ROCKS LARGER THAN ONE INCH (1 "), WOOD, ROOTS, VEGETABLE MATTER AND CLAY
CLODS.
C. LAWN - ALL DISTURBED AREAS ARE TO BE TREATED WITH A MINIMUM SIX INCH (6") THICK LAYER OF TOPSOIL, OR AS
DIRECTED BY THE LOCAL ORDINANCE OR CLIENT, AND SEEDED OR SODDED IN ACCORDANCE WITH THE PERMANENT
STABILIZATION METHODS INDICATED WITHIN THE SOIL EROSION AND SEDIMENT CONTROL NOTES.
1.1. LAWN SEED MIXTURE SHALL BE FRESH, CLEAN NEW CROP SEED.
1.2. SOD SHALL BE STRONGLY ROOTED, WEED AND DISEASE/PEST FREE WITH A UNIFORM THICKNESS.
1.3. SOD INSTALLED ON SLOPES GREATER THAN 4:1 SHALL BE PEGGED TO HOLD SOD IN PLACE.
D. MULCH - THE MULCH AROUND THE PERIMETER OF THE BUILDING SHALL BE A 3" LAYER OF DOUBLE SHREDDED BLACK
CEDAR MULCH ONLY. ALL OTHER AREAS SHALL BE MULCHED WITH A 3" LAYER OF DOUBLE SHREDDED DARK BROWN
HARDWOOD BARK MULCH. UNLESS OTHERWISE STATED ON THE LANDSCAPE PLAN.
E. FERTILIZER
1.1. FERTILIZER SHALL BE DELIVERED TO THE SITE MIXED AS SPECIFIED IN THE ORIGINAL UNOPENED STANDARD BAGS
SHOWING WEIGHT, ANALYSIS AND NAME OF MANUFACTURER. FERTILIZER SHALL BE STORED IN A WEATHERPROOF
PLACE SO THAT IT CAN BE KEPT DRY PRIOR TO USE.
1.2. FOR THE PURPOSE OF BIDDING, ASSUME THAT FERTILIZER SHALL BE 10% NITROGEN, 6% PHOSPHORUS AND 4%
POTASSIUM BY WEIGHT. A FERTILIZER SHOULD NOT BE SELECTED WITHOUT A SOIL TEST PERFORMED BYA CERTIFIED
SOIL LABORATORY.
F. PLANT MATERIAL
1.1. ALL PLANTS SHALL IN ALL CASES CONFORM TO THE REQUIREMENTS OF THE "AMERICAN STANDARD FOR NURSERY
STOCK" (ANSI Z60.1), LATEST EDITION, AS PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION.
1.2. IN ALL CASES, BOTANICAL NAMES SHALL TAKE PRECEDENCE OVER COMMON NAMES FOR ANYAND ALL PLANT
MATERIAL.
1.3. PLANTS SHALL BE LEGIBLY TAGGED WITH THE PROPER NAME AND SIZE. TAGS ARE TO REMAIN ON AT LEAST ONE
PLANT OF EACH SPECIES FOR VERIFICATION PURPOSES DURING THE FINAL INSPECTION.
1.4. TREES WITH ABRASION OF THE BARK, SUN SCALDS, DISFIGURATION OR FRESH CUTS OF LIMBS OVER 1Yd', WHICH
HAVE NOT BEEN COMPLETELY CALLUSED, SHALL BE REJECTED.PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE AT
ANYTIME SO AS TO DAMAGE THE BARK OR BREAK BRANCHES.
1.5. ALL PLANTS SHALL BE TYPICAL OF THEIR SPECIES OR VARIETY AND SHALL HAVE A NORMAL HABIT OF GROWTH: WELL
DEVELOPED BRANCHES, DENSELY FOLIATED, VIGOROUS ROOT SYSTEMS AND BE FREE OF DISEASE, INSECTS, PESTS,
EGGS OR LARVAE.
1.6. CALIPER MEASUREMENTS OF NURSERY GROWN TREES SHALL BE TAKEN AT A POINT ON THE TRUNK SIX INCHES (6")
ABOVE THE NATURAL GRADE FOR TREES UP TO AND INCLUDING A FOUR INCH (4") CALIPER SIZE. IF THE CALIPER AT
SIX INCHES (6") ABOVE THE GROUND EXCEEDS FOUR INCHES (4") IN CALIPER, THE CALIPER SHOULD BE MEASURED AT
A POINT 12" ABOVE THE NATURAL GRADE.
1.7. SHRUBS SHALL BE MEASURED TO THE AVERAGE HEIGHT OR SPREAD OF THE SHRUB, AND NOT TO THE LONGEST
BRANCH.
1.8. TREES AND SHRUBS SHALL BE HANDLED WITH CARE BY THE ROOT BALL.
3. GENERAL WORK PROCEDURES
A. CONTRACTOR TO UTILIZE WORKMANLIKE INDUSTRY STANDARDS IN PERFORMING ALL LANDSCAPE CONSTRUCTION. THE
SITE IS TO BE LEFT IN A CLEAN STATE AT THE END OF EACH WORKDAY. ALL DEBRIS, MATERIALS AND TOOLS SHALL BE
PROPERLY STORED, STOCKPILED OR DISPOSED OF.
B. WASTE MATERIALS AND DEBRIS SHALL BE COMPLETELY DISPOSED OF AT THE CONTRACTOR'S EXPENSE. DEBRIS SHALL
NOT BE BURIED, INCLUDING ORGANIC MATERIALS, BUT SHALL BE REMOVED COMPLETELY FROM THE SITE.
4. SITE PREPARATIONS
A. BEFORE AND DURING PRELIMINARY GRADING AND FINISHED GRADING, ALL WEEDS AND GRASSES SHALL BE DUG OUT BY
THE ROOTS AND DISPOSED OF IN ACCORDANCE WITH GENERAL WORK PROCEDURES OUTLINED HEREIN.
B. ALL EXISTING TREES TO REMAIN SHALL BE PRUNED TO REMOVE ANY DAMAGED BRANCHES. THE ENTIRE LIMB OF ANY
DAMAGED BRANCH SHALL BE CUTOFF AT THE TRUNK. CONTRACTOR SHALL ENSURE THAT CUTS ARE SMOOTH AND
STRAIGHT. ANY EXPOSED ROOTS SHALL BE CUT BACK WITH CLEAN, SHARP TOOLS AND TOPSOIL SHALL BE PLACED
AROUND THE REMAINDER OF THE ROOTS. EXISTING TREES SHALL BE MONITORED ON A REGULAR BASIS FOR ADDITIONAL
ROOT OR BRANCH DAMAGE AS A RESULT OF CONSTRUCTION. ROOTS SHALL NOT BE LEFT EXPOSED FOR MORE THAN ONE
(1) DAY. CONTRACTOR SHALL WATER EXISTING TREES AS NEEDED TO PREVENT SHOCK OR DECLINE.
C. CONTRACTOR SHALL ARRANGE TO HAVE A UTILITY STAKE -OUT TO LOCATE ALL UNDERGROUND UTILITIES PRIOR TO
INSTALLATION OF ANY LANDSCAPE MATERIAL. UTILITY COMPANIES SHALL BE CONTACTED THREE (3) DAYS PRIOR TO THE
BEGINNING OF WORK.
5. TREE PROTECTION
A. CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING TREES TO REMAIN. A TREE PROTECTION
ZONE SHALL BE ESTABLISHED AT THE DRIP LINE OR 15 FEET FROM THE TRUNK OR AT THE LIMIT OF CONSTRUCTION
DISTURBANCE, WHICHEVER IS GREATER. LOCAL STANDARDS THAT MAY REQUIRE A MORE STRICT TREE PROTECTION
ZONE SHALL BE HONORED.
B. A FORTY-EIGHT INCH (48") HIGH WOODEN SNOW FENCE OR ORANGE COLORED HIGH-DENSITY'VISI-FENCE', OR APPROVED
EQUAL, MOUNTED ON STEEL POSTS SHALL BE PLACED ALONG THE BOUNDARY OF THE TREE PROTECTION ZONE. POSTS
SHALL BE LOCATED AT A MAXIMUM OF EIGHT FEET (8') ON CENTER OR AS INDICATED WITHIN THE TREE PROTECTION
DETAIL.
C. WHEN THE TREE PROTECTION FENCING HAS BEEN INSTALLED, IT SHALL BE INSPECTED BY THE APPROVING AGENCY PRIOR
TO DEMOLITION, GRADING, TREE CLEARING OR ANY OTHER CONSTRUCTION. THE FENCING ALONG THE TREE PROTECTION
ZONE SHALL BE REGULARLY INSPECTED BY THE LANDSCAPE CONTRACTOR AND MAINTAINED UNTIL ALL CONSTRUCTION
ACTIVITY HAS BEEN COMPLETED.
D. AT NO TIME SHALL MACHINERY, DEBRIS, FALLEN TREES OR OTHER MATERIALS BE PLACED, STOCKPILED OR LEFT
STANDING IN THE TREE PROTECTION ZONE.
6. SOIL MODIFICATIONS
A. CONTRACTOR SHALL ATTAIN A SOIL TEST FOR ALL AREAS OF THE SITE PRIOR TO CONDUCTING ANY PLANTING. SOIL TESTS
SHALL BE PERFORMED BYA CERTIFIED SOIL LABORATORY.
B. LANDSCAPE CONTRACTOR SHALL REPORT ANY SOIL OR DRAINAGE CONDITIONS CONSIDERED DETRIMENTAL TO THE
GROWTH OF PLANT MATERIAL. SOIL MODIFICATIONS, AS SPECIFIED HEREIN, MAY NEED TO BE CONDUCTED BY THE
LANDSCAPE CONTRACTOR DEPENDING ON SITE CONDITIONS.
C. THE FOLLOWING AMENDMENTS AND QUANTITIES ARE APPROXIMATE AND ARE FOR BIDDING PURPOSES ONLY.
COMPOSITION OF AMENDMENTS SHOULD BE REVISED DEPENDING ON THE OUTCOME OF A TOPSOIL ANALYSIS PERFORMED
BYA CERTIFIED SOIL LABORATORY.
1.1. TO INCREASE A SANDY SOIL'S ABILITY TO RETAIN WATER AND NUTRIENTS, THOROUGHLY TILL ORGANIC MATTER INTO
THE TOP 6-12". USE COMPOSTED BARK, COMPOSTED LEAF MULCH OR PEAT MOSS. ALL PRODUCTS SHOULD BE
COMPOSTED TO A DARK COLOR AND BE FREE OF PIECES WITH IDENTIFIABLE LEAF OR WOOD STRUCTURE. AVOID
MATERIAL WITH A PH HIGHER THAN 7.5.
1.2. TO INCREASE DRAINAGE, MODIFY HEAVY CLAY OR SILT (MORE THAN 40% CLAY OR SILT) BY ADDING COMPOSTED PINE
BARK (UP TO 30% BY VOLUME) AND/OR AGRICULTURAL GYPSUM. COARSE SAND MAY BE USED IF ENOUGH IS ADDED TO
BRING THE SAND CONTENT TO MORE THAN 60% OF THE TOTAL MIX. SUBSURFACE DRAINAGE LINES MAY NEED TO BE
ADDED TO INCREASE DRAINAGE.
1.3. MODIFY EXTREMELY SANDY SOILS (MORE THAN 85%) BYADDING ORGANIC MATTER AND/OR DRY, SHREDDED CLAY
LOAM UP TO 30% OF THE TOTAL MIX.
7. FINISHED GRADING
A. UNLESS OTHERWISE CONTRACTED, THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF
TOPSOIL AND THE ESTABLISHMENT OF FINE -GRADING WITHIN THE DISTURBANCE AREA OF THE SITE.
B. LANDSCAPE CONTRACTOR SHALL VERIFY THAT SUBGRADE FOR INSTALLATION OF TOPSOIL HAS BEEN ESTABLISHED. THE
SUBGRADE OF THE SITE MUST MEET THE FINISHED GRADE LESS THE REQUIRED TOPSOIL THICKNESS (1"±).
C. ALL LAWN AND PLANTING AREAS SHALL BE GRADED TO A SMOOTH, EVEN AND UNIFORM PLANE WITH NO ABRUPT CHANGE
OF SURFACE AS DEPICTED WITHIN THIS SET OF CONSTRUCTION PLANS, UNLESS OTHERWISE DIRECTED BY THE PROJECT
ENGINEER OR LANDSCAPE ARCHITECT.
D. ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED TO ALLOW FREE FLOW OF SURFACE WATER IN AND AROUND
THE PLANTING BEDS. STANDING WATER SHALL NOT BE PERMITTED IN PLANTING BEDS.
8. TOPSOILING
A. CONTRACTOR SHALL PROVIDE A THREE INCH (3") THICK MINIMUM LAYER OF TOPSOIL AMENDED TO 6 INCHES (6..), OR AS
DIRECTED BY THE LOCAL ORDINANCE OR CLIENT, IN ALL PLANTING AREAS. TOPSOIL SHOULD BE SPREAD OVER A
PREPARED SURFACE IN A UNIFORM LAYER TO ACHIEVE THE DESIRED COMPACTED THICKNESS.
B. ON -SITE TOPSOIL MAY BE USED TO SUPPLEMENT THE TOTAL AMOUNT REQUIRED. TOPSOIL FROM THE SITE MAY BE
REJECTED IF IT HAS NOT BEEN PROPERLY REMOVED, STORED AND PROTECTED PRIOR TO CONSTRUCTION.
C. CONTRACTOR SHALL FURNISH TO THE APPROVING AGENCY AN ANALYSIS OF BOTH IMPORTED AND ON -SITE TOPSOIL TO BE
UTILIZED IN ALL PLANTING AREAS. THE PH AND NUTRIENT LEVELS MAY NEED TO BE ADJUSTED THROUGH SOIL
MODIFICATIONS AS NEEDED TO ACHIEVE THE REQUIRED LEVELS AS SPECIFIED IN THE MATERIALS SECTION ABOVE.
D. ALL PLANTING AND LAWN AREAS ARE TO BE CULTIVATED TO A DEPTH OF SIX INCHES (6"). ALL DEBRIS EXPOSED FROM
EXCAVATION AND CULTIVATION SHALL BE DISPOSED OF IN ACCORDANCE WITH GENERAL WORK PROCEDURES SECTION
ABOVE. THE FOLLOWING SHALL BE TILLED INTO THE TOP FOUR INCHES (4") IN TWO DIRECTIONS (QUANTITIES BASED ON A
1,000 SQUARE FOOT AREA):
1.1. 20 POUNDS'GROW POWER' OR APPROVED EQUAL
1.2. 20 POUNDS NITRO -FORM (COURSE) 38-0-0 BLUE CHIP
E. THE SPREADING OF TOPSOIL SHALL NOT BE CONDUCTED UNDER MUDDY OR FROZEN CONDITIONS.
9. PLANTING
A. INSOFAR THAT IT IS FEASIBLE, PLANT MATERIAL SHALL BE PLANTED ON THE DAY OF DELIVERY. IN THE EVENT THAT THIS IS
NOT POSSIBLE, LANDSCAPE CONTRACTOR SHALL PROTECT UNINSTALLED PLANT MATERIAL. PLANTS SHALL NOT REMAIN
UN PLANTED FOR LONGER THAN A THREE DAY PERIOD AFTER DELIVERY. PLANTS THAT WILL NOT BE PLANTED FOR A
PERIOD OF TIME GREATER THAN THREE DAYS SHALL BE HEALED IN WITH TOPSOIL OR MULCH TO HELP PRESERVE ROOT
MOISTURE.
B. PLANTING OPERATIONS SHALL BE PERFORMED DURING PERIODS WITHIN THE PLANTING SEASON WHEN WEATHER AND
SOIL CONDITIONS ARE SUITABLE AND IN ACCORDANCE WITH ACCEPTED LOCAL PRACTICE. PLANTS SHALL NOT BE
INSTALLED IN TOPSOIL THAT IS IN A MUDDY OR FROZEN CONDITION.
C. ANY INJURED ROOTS OR BRANCHES SHALL BE PRUNED TO MAKE CLEAN-CUT ENDS PRIOR TO PLANTING UTILIZING CLEAN,
SHARP TOOLS. ONLY INJURED OR DISEASED BRANCHING SHALL BE REMOVED.
D. ALL PLANTING CONTAINERS AND NON -BIODEGRADABLE MATERIALS SHALL BE REMOVED FROM ROOT BALLS DURING
PLANTING. NATURAL FIBER BURLAP MUST BE CUT FROM AROUND THE TRUNK OF THE TREE AND FOLDED DOWN AGAINST
THE ROOT BALL PRIOR TO BACKFILLING.
E. POSITION TREES AND SHRUBS AT THEIR INTENDED LOCATIONS AS PER THE PLANS AND SECURE THE APPROVAL OF THE
LANDSCAPE ARCHITECT PRIOR TO EXCAVATING PITS, MAKING NECESSARY ADJUSTMENTS AS DIRECTED.
F. PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY, THE PROPOSED LANDSCAPE, AS SHOWN ON THE
APPROVED LANDSCAPE PLAN, MUST BE INSTALLED, INSPECTED AND APPROVED BY THE APPROVING AGENCY. THE
APPROVING AGENCY SHALL TAKE INTO ACCOUNT SEASONAL CONSIDERATIONS IN THIS REGARD AS FOLLOWS. THE
PLANTING OF TREES, SHRUBS, VINES OR GROUND COVER SHALL OCCUR ONLY DURING THE FOLLOWING PLANTING
SEASONS:
1.1. PLANTS: MARCH 15 TO DECEMBER 15
1.2. LAWN: MARCH 15 TO JUNE 15 OR SEPT. 1 TO DECEMBER 1
G. PLANTINGS REQUIRED FOR A CERTIFICATE OF OCCUPANCY SHALL BE PROVIDED DURING THE NEXT APPROPRIATE SEASON
AT THE MUNICIPALITY'S DISCRETION. CONTRACTOR SHOULD CONTACT APPROVING AGENCY FOR POTENTIAL
SUBSTITUTIONS.
H. FURTHERMORE, THE FOLLOWING TREE VARIETIES ARE UNUSUALLY SUSCEPTIBLE TO WINTER DAMAGE. WITH TRANSPLANT
SHOCK AND THE SEASONAL LACK OF NITROGEN AVAILABILITY, THE RISK OF PLANT DEATH IS GREATLY INCREASED. IT IS
NOT RECOMMENDED THAT THESE SPECIES BE PLANTED DURING THE FALL PLANTING SEASON:
ACER RUBRUM
PLATANUSXACERIFOLIA
BETULA VARIETIES
POPULOUS VARIETIES
CARPINUS VARIETIES
PRUNUS VARIETIES
CRATAEGUS VARIETIES
PYRUS VARIETIES
KOELREUTERIA
QUERCUS VARIETIES
LIQUIDAMBERSTYRACIFLUA
TILIATOMENTOSA
LIRIODENDRONTULIPIFERA
ZELKOVA VARIETIES
I. PLANTING PITS SHALL BE DUG WITH LEVEL BOTTOMS, WITH THE WIDTH TWICE THE DIAMETER OF ROOT BALL. THE ROOT
BALL SHALL REST ON UNDISTURBED GRADE. EACH PLANT PIT SHALL BE BACKFILLED IN LAYERS WITH THE FOLLOWING
PREPARED SOIL MIXED THOROUGHLY:
• 1 PART PEAT MOSS
• 1 PART COMPOSTED COW MANURE BY VOLUME
• 3 PARTS TOPSOIL BY VOLUME
• 21 GRAMS'AGRIFORM' PLANTING TABLETS (OR APPROVED EQUAL) AS FOLLOWS:
A) 2 TABLETS PER 1 GALLON PLANT
B) 3 TABLETS PER 5 GALLON PLANT
C) 4 TABLETS PER 15 GALLON PLANT
D) LARGER PLANTS: 2 TABLETS PER W CALIPER OF TRUNK
J. FILL PREPARED SOIL AROUND BALL OF PLANT HALF -WAY AND INSERT PLANT TABLETS. COMPLETE BACKFILL AND WATER
THOROUGHLY.
K. ALL PLANTS SHALL BE PLANTED SO THAT THE TOP OF THE ROOT BALL, THE POINT AT WHICH THE ROOT FLARE BEGINS, IS
SET AT GROUND LEVEL AND IN THE CENTER OF THE PIT. NO SOIL IS TO BE PLACED DIRECTLY ON TOP OF THE ROOT BALL.
L. ALL PROPOSED TREES DIRECTLY ADJACENT TO WALKWAYS OR DRIVEWAYS SHALL BE PRUNED AND MAINTAINED TO A
MINIMUM BRANCHING HEIGHT OF 7' FROM GRADE.
M. GROUND COVER AREAS SHALL RECEIVE A Yd' LAYER OF HUMUS RAKED INTO THE TOP 1" OF PREPARED SOIL PRIOR TO
PLANTING. ALL GROUND COVER AREAS SHALL BE WEEDED AND TREATED WITH A PRE -EMERGENT CHEMICAL AS PER
MANUFACTURER'S RECOMMENDATION.
N. NO PLANT, EXCEPT GROUND COVERS, GRASSES OR VINES, SHALL BE PLANTED LESS THAN TWO FEET (2') FROM EXISTING
STRUCTURES AND SIDEWALKS.
O. ALL PLANTING AREAS AND PLANTING PITS SHALL BE MULCHED AS SPECIFIED HEREIN TO FILL THE ENTIRE BED AREA OR
SAUCER. NO MULCH IS TO TOUCH THE TRUNK OF THE TREE OR SHRUB.
P. ALL PLANTING AREAS SHALL BE WATERED IMMEDIATELY UPON INSTALLATION IN ACCORDANCE WITH THE WATERING
SPECIFICATIONS AS LISTED HEREIN.
10. TRANSPLANTING (WHEN REQUIRED)
A. ALL TRANSPLANTS SHALL BE DUG WITH INTACT ROOT BALLS CAPABLE OF SUSTAINING THE PLANT.
B. IF PLANTS ARE TO BE STOCKPILED BEFORE REPLANTING, THEY SHALL BE HEALED IN WITH MULCH OR SOIL, ADEQUATELY
WATERED AND PROTECTED FROM EXTREME HEAT, SUN AND WIND.
C. PLANTS SHALL NOT BE DUG FOR TRANSPLANTING BETWEEN APRIL 10 AND JUNE 30.
D. UPON REPLANTING, BACKFILL SOIL SHALL BE AMENDED WITH FERTILIZER AND ROOT GROWTH HORMONE.
E. TRANSPLANTS SHALL BE GUARANTEED FOR THE LENGTH OF THE GUARANTEE PERIOD SPECIFIED HEREIN.
F. IF TRANSPLANTS DIE, SHRUBS AND TREES LESS THAN SIX INCHES (6") DBH SHALL BE REPLACED IN KIND. TREES GREATER
THAN SIX INCHES (6") DBH MAY BE REQUIRED TO BE REPLACED IN ACCORDANCE WITH THE MUNICIPALITY'S TREE
REPLACEMENT GUIDELINES.
11. WATERING
A. NEW PLANTINGS OR LAWN AREAS SHALL BE ADEQUATELY IRRIGATED BEGINNING IMMEDIATELY AFTER PLANTING. WATER
SHALL BE APPLIED TO EACH TREE AND SHRUB IN SUCH MANNER AS NOT TO DISTURB BACKFILL AND TO THE EXTENT THAT
ALL MATERIALS IN THE PLANTING HOLE ARE THOROUGHLY SATURATED. WATERING SHALL CONTINUE AT LEAST UNTIL
PLANTS ARE ESTABLISHED.
B. SITE OWNER SHALL PROVIDE WATER IF AVAILABLE ON SITE AT TIME OF PLANTING. IF WATER IS NOT AVAILABLE ON SITE,
CONTRACTOR SHALL SUPPLY ALL NECESSARY WATER. THE USE OF WATERING BAGS IS RECOMMENDED FOR ALL NEWLY
PLANTED TREES.
C. IF AN IRRIGATION SYSTEM HAS BEEN INSTALLED ON THE SITE, IT SHALL BE USED TO WATER PROPOSED PLANT MATERIAL,
BUT ANY FAILURE OF THE SYSTEM DOES NOT ELIMINATE THE CONTRACTOR'S RESPONSIBILITY OF MAINTAINING THE
DESIRED MOISTURE LEVEL FOR VIGOROUS. HEALTHY GROWTH.
12.GUARANTEE
A. THE LANDSCAPE CONTRACTOR SHALL GUARANTEE ALL PLANTS FOR A PERIOD OF ONE (1) YEAR FROM APPROVAL OF
LANDSCAPE INSTALLATION BY THE APPROVING AGENCY. CONTRACTOR SHALL SUPPLY THE OWNER WITH A MAINTENANCE
BOND FOR TEN PERCENT (10%) OF THE VALUE OF THE LANDSCAPE INSTALLATION WHICH WILL BE RELEASED AT THE
CONCLUSION OF THE GUARANTEE PERIOD AND WHEN A FINAL INSPECTION HAS BEEN COMPLETED AND APPROVED BY THE
OWNER OR AUTHORIZED REPRESENTATIVE.
B. ANY DEAD OR DYING PLANT MATERIAL SHALL BE REPLACED FOR THE LENGTH OF THE GUARANTEE PERIOD. REPLACEMENT
OF PLANT MATERIAL SHALL BE CONDUCTED AT THE FIRST SUCCEEDING PLANTING SEASON. ANY DEBRIS SHALL BE
DISPOSED OF OFF -SITE, WITHOUT EXCEPTION.
C. TREES AND SHRUBS SHALL BE MAINTAINED BY THE CONTRACTOR DURING CONSTRUCTION AND THROUGHOUT THE 90 DAY
MAINTENANCE PERIOD AS SPECIFIED HEREIN. CULTIVATION, WEEDING, WATERING AND THE PREVENTATIVE TREATMENTS
SHALL BE PERFORMED AS NECESSARY TO KEEP PLANT MATERIAL IN GOOD CONDITION AND FREE OF INSECTS AND
DISEASE.
D. LAWNS SHALL BE MAINTAINED THROUGH WATERING, FERTILIZING, WEEDING, MOWING, TRIMMING AND OTHER OPERATIONS
SUCH AS ROLLING, REGARDING AND REPLANTING AS REQUIRED TO ESTABLISH A SMOOTH, ACCEPTABLE LAWN, FREE OF
ERODED OR BARE AREAS.
13.CLEANUP
A. UPON THE COMPLETION OF ALL LANDSCAPE INSTALLATION AND BEFORE THE FINAL ACCEPTANCE, THE CONTRACTOR
SHALL REMOVE ALL UNUSED MATERIALS, EQUIPMENT AND DEBRIS FROM THE SITE. ALL PAVED AREAS ARE TO BE
CLEANED.
B. THE SITE SHALL BE CLEANED AND LEFT IN A NEAT AND ACCEPTABLE CONDITION AS APPROVED BY THE OWNER OR
AUTHORIZED REPRESENTATIVE.
STANDARD DRAWING LEGEND
FOR ENTIRE PLAN SET
NOT TO SCALE
EXISTING NOTE
TYPICAL NOTE TEXT
PROPOSED NOTE
STANDARD
PAVEMENT
HEAVY DUTY
PAVEMENT
STANDARD DRAWING LEGEND
FOR ENTIRE PLAN SET
NOT TO SCALE
EXISTING NOTE
TYPICAL NOTE TEXT
PROPOSED NOTE
ONSITE PROPERTY
LINE / R.O.W. LINE
NEIGHBORING
- -
PROPERTY LINE /
- -
INTERIOR PARCEL LINE
EASEMENT
LINE
__________
SETBACK
LINE
CURB AND GUTTER
CONCRETE CURB &
SPILL CURB TRANSITION CURB
GUTTER
DEPRESSED CURB AND GUTTER
--------------------------
UTILITY POLE
WITH LIGHT
POLE
LIGHT
TRAFFIC
LIGHT
O
UTILITY
O
POLE
TYPICAL
LIGHT
ACORN
LIGHT
TYPICAL
SIGN
PARKING
X
COUNTS
X
—169— —
CONTOUR
187
------------l7O---------
LINE
190
SPOT
ELEVATIONS
SAN
SANITARY
SAN
LABEL
#
STORM
LABEL
$�
SL
SANITARY SEWER
cL
LATERAL
W_
UNDERGROUND
W
WATER LINE
E
UNDERGROUND
E
ELECTRIC LINE
G
UNDERGROUND
0
GAS LINE
OH
OVERHEAD
OH
WIRE
T
UNDERGROUND
T
TELEPHONE LINE
C
UNDERGROUND
0
CABLE LINE
- — — — — — — — — -
STORM
- — — — — — — — — -
SEWER
S
SANITARY
S
SEWER MAIN
HYDRANT
O
SANITARY
O
MANHOLE
STORM
MANHOLE
Wm
WATER
METER
WV
WATER
•
VALVE
GAS
VALVE
®
GAS
METER
TYPICAL END
SECTION
HEADWALL OR
�OR�
ENDWALL
O
YARD
O
INLET
CURB
INLET
O
CLEAN
O
OUT
O
ELECTRIC
O
MANHOLE
O
TELEPHONE
O
MANHOLE
EB
ELECTRIC
BOX
EP
ELECTRIC
EP
PEDESTAL
®
MONITORING
WELL
TEST
PIT
®
BENCHMARK
BORING
STANDARD ABBREVIATIONS
FOR ENTIRE PLAN SET
AC
ACRES
POG
POINT OF GRADE
ADA
AMERICANS WITH
DISABILITY ACT
PROP
PROPOSED
ARCH
ARCHITECTURAL
PT
POINT OF TANGENCY
BC
BOTTOM OF CURB
PTCR
POINT OF TANGENCY, CURB
RETURN
BF
BASEMENT FLOOR
PVC
POLYVINYL CHLORIDE PIPE
BK
BLOCK
PVI
POINT OF VERTICAL
INTERSECTION
BL
BASELINE
PVT
POINT OF VERTICAL
TANGENCY
BLDG
BUILDING
R
RADIUS
BM
BUILDING
BENCHMARK
RCP
REINFORCED CONCRETE PIPE
BRL
BUILDING
RESTRICTION LINE
RET
WALL
RETAINING WALL
CF
CUBIC FEET
R/W
RIGHT OF WAY
CL
CENTERLINE
S
SLOPE
CMP
CORRUGATED
METAL PIPE
SAN
SANITARY SEWER
CONN
CONNECTION
SF
SQUAREFEET
CONIC
CONCRETE
STA
STATION
CPP
CORRUGATED
PLASTIC PIPE
STM
STORM
CY
CUBIC YARDS
TBR
TO BE REMOVED
DEC
DECORATIVE
TBRL
TO BE RELOCATED
DEP
DEPRESSED
TIC
TOP OF CURB
DIP
DUCTILE IRON PIPE
TELE
TELEPHONE
DOM
DOMESTIC
TPF
TREE PROTECTION FENCE
ELEC
ELECTRIC
TW
TOP OF WALL
ELEV
ELEVATION
TYP
TYPICAL
EP
EDGE OF PAVEMENT
UG
UNDERGROUND
ES
EDGE OF SHOULDER
UP
UTILITY POLE
EW
END WALL
W
WIDE
EX
EXISTING
W/L
WATER LINE
FES
FLARED END
SECTION
W/M
WATER METER
FF
FINISHED FLOOR
±
PLUS OR MINUS
FH
FIRE HYDRANT
DEGREE
FIG
FINISHED GRADE
0
DIAMETER
G
GRADE
#
NUMBER
GF
GARAGE FLOOR (AT
DOOR)
GH
GRADE HIGHER SIDE
OF WALL
GL
GRADE LOWER SIDE
OF WALL
GIRT
GRATE
GV
GATE VALVE
HDPE
HIGH DENSITY
POLYETHYLENE PIPE
HP
HIGH POINT
HOR
HORIZONTAL
HW
HEADWALL
INT
INTERSECTION
INV
INVERT
LF
LINEAR FOOT
LOC
LIMITS OF CLEARING
LOD
LIMITS OF
DISTURBANCE
LOS
LINE OF SIGHT
LP
LOW POINT
L/S
LANDSCAPE
MAX
MAXIMUM
MIN
MINIMUM
MH
MANHOLE
MJ
MECHANICAL JOINT
OC
ON CENTER
PA
POINT OF ANALYSIS
PC
POINT CURVATURE
PCCR
POINT OF
COMPOUND
CURVATURE,CURB
RETURN
PI
POINT OF
INTERSECTION
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I. D.: SDP
PROJECT: A
MBILRUDGE
VILLAGE
MULTIFAMILY
FOR
�NORTH_PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O o 0 � TLTEH
)ENGNM]E)ERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
SEAL -
- o S
0 047366 J
SHEET TITLE:
GENERAL
DOTES &
LEGEND
SHEET NUMBER:
C— 1013
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:41 PM LAST SAVED BY: THOORN

1
m
wLD
S ES
Z
k
m
� H
a
VICINITY MAP
CURVE TABLE
CURVE
RADIUS
ARC LENGTH
CHORD LENGTH
CHORD NEARING
C1
10-4)0
15.7(}
14.14
S 13'5 33 E
C2
21ti5.00
iJ96.B9
163.5&
5 7T43 5fi E
C3
443.00'
2813 IT
255.11
N 7T47 02 W
C4
285.00
168.390
185.95'
S 7 '33' _E_
C5
353.3f7
3 64
38.62
N W1403 E
C9
265.00
127.56
126.33
S 76' 23 E
G7
387.92
246.19
242.08
N 79'47 Q2 W
c
344.00
215.54
212.[13
S OW07 JE
C9
344.00
30 44
3Q43
S 138'33 13 E
CID
344.00'
42.46'
42.44
5 672& 59 E
C11
397.00'
97AW
97.63'
S 23`59'27' W
C12
38&ODr
181.419'
179.78'
S Dir4a*o2m w
C13
327.00
239.25
2 1!05
S 1 TD73T WJHP
C14
273.00
199.74
195.31
N IZ07 30 E
CT5
439.00
'86.04
95m
N 0734i?3 W
cis
I OZ5
14__M'
13.31,
N 3J9 00 49 W
C17
4'
104.7B'
N 627Q2 43 W
cis
35.00
28.85
27.88
S 05 E
CID
.37.001,663
77
58.07
N 8 45 15 E
C20
22.00
21 1
27,27`
S O7'IT55 E
C21
147.OQ'
94 85'
83.49'
S 112*02'43" E
C22
22.00
54.12
30.80
N 5701 21 E
C23
1 427.00
11.97'
11.97'
N I.T23'26" E
C24
427.00
125.65
125-2tI
N 2737 26 E
C25
200.
i 48.V
142-ICY
S 1II71444 W
026
320.OD
195.513
192 53'
NOS 30 44 E
C27
280.00'
29.80'
29.79`
S 29'92 33, W
G28
184.50
SAO
3 82
S 79'08 04 E
CERTIFICATE OF OWNERSHIP AND DECHCATIC
,/WE HEREBY CERTIFY THAT I/WE ARE ALL THE OWNERS OF FEE SIMPLE
TITLE TO THE PROPERTY SHOWN AND DESORIEIEO HERON, WHICH IS
LOCATED IN LINCOLN COUNTY AMD THAT I/WE HEREBY ADOPT THIS FLAN OF
SUBDIVISION WITH MY/l FREE CONSENT AND ESTABLISH MINIMUM LOT
SIZE AND BUILDING SETBACK LINES AS NOTED.
(74MpJ yq`6
IA74 L
Q Ip DA • %
Q Rlie L DATE
ATE'i I
1�
DATE
QWNIJDATE
If livini
OWNER
OWNER DATEf
•-J • A •. •+ r- ;r, -► '+.,E
I I HEREBY CERTIFY THAT TO 71HE HEST OF MY ABILITY AS SLWWSION ADMINISTRATOR
THAT I HAVE DETERMINED THAT THE SUBDIVISION PLAT SHOWN HEREON 15 NOT
SUBJECT TO THE LINCOLN COUNTY UNIFIES DEVELOPMENT ORDINANCE PLRSUANT TO
9.&2. THIS DETERMINATION IS BASED ON STATEMENTS MADE QY THE APPLICANT AS TO
THE COWNATION OR IRELOAItt31NATHON OF REED LOTS, YHE STATUS OF ROADS,
AND THE SEPARATION OF LAND SUBSEQUENT O THE EFFECTIVE DATE OF THE UNIFIES
DEVELOPMENT ()RDIINANCE. FURTHERMORE SUCH INFORMATION, IF iNCORRIECT, WOULD
RESULT IN THE CANCELLATION OF THIS CERTIFICATE.
S DN ADMINISTRA DATE
ATERSHED CERTIFICATE
THE CAVAMGE VILLAGE SUBDIVISION 70 THE E= OF MY KNOWLEDGE,
DOES NOT LIE WITHIN A WATER SUPPLY WATERSHED DESIO NATED BY THE
NORTH CAROLINA DIVISION OF ENVRONMENTAL MANAGEMENT AS APPEARS
ON THE WATERSHED PROTECTION MAP OF LINCOLN COUNTY.
l 9UDIN ADIrf#NIISTRA7OR DATE
I, EOWN S. GOOSEY CERTIFY THAT THIS PLAT WAS DRAWN UNDER MY SUPERVISION
FROM AN ACTUAL SURVEY PERFORMED CINDER MY UA'fRV1SION FROM DEED BOOK(s)
AS SHOWN, PAGES SHOW, THAT THE BOUNDARIES NOT SURVEYED ARE CLEARLY
INDICATED A5 SHOWN A5 DRAWN FROM INFORMATION F041ND IN BOOK AS SHOWN,
PAGE AS SHOWN, THAT THE RATIO OF PRECISION AS CALCULATED 15 1: 10.00a,
THAT THE GLOBAL NAVIGATION SATELLITE S"TEM1 (GNSS) SURVEY AND THE
FOLLOWING INFORMATION WAS USED TO PERFORM THE GLASS SURVEY:
CLASS OF SURVEY: URBAN LAND SURVEY
POS1710 NAL ACCURACY, D.02 FEET
TYPE OF GPa FIELD PROCEDURE: STATIC
DATE OF SURVEY. 3-5-2016
DATUM/EPOCH, NAD-63 (2011), / 2010.0000
PVWSHEDMXED CONTROL USED: DE8425 GAST GASTON 03RS ARE', DF747t NCCO
CONCORD CORS ARP, DM3523 NICK HICKORY CCRS ARP
GEOID MODEL G OIDT28
COMBINED {ARID FACTOR: 0.99954752
UNITS: FEET
THAT THIS PLAT WAS PREPARED IN ACCORDANCE WITH G.S. 47-30 AS AMENDER.
THAT THIS PLAT IS OF ANOTHER CATEGORY. SUCH AS A RECOMBINATION OF
E)GSTING PARCELS, A COURT -ORDERED SURVEY, OR OVER EXCEPTION TO THE
DEFINITION OF SUBDIVIS10%
VATINEBS MY 4MONAL MGNA , JREO A'11ON HUII l AND SEAL TNS XX DAY
4F DWMBER, A.D„ _ r
BK 16 PG 490 - 490 (1)
This document presented and fled:
1212212016 11:08:02 AM
PLAT
Fee $21,00
556715 1�� II � �II I IIIIIII II II
Lincoln County North Carolina
Dar1ny R. Hester, Register of Deeds
UNE TABLE
LINE
BEARING
DISTANCE
LT
5 31-01 39 W
F.__
L2
S D2 59 F
08.05'
L3
N 8705 53" E
51.81,
14
N 06 54 O7 W
10.00
L5
N &YO5'53" E
20.(10
L6
S BY05 53 W
51.81
L7
N 63'02 58 W
1 .1'J'
L8
S JB3`2854 W
f 13.66
L9
N 72' 19 11 E
14
L1O
S DIT50'06' E
98.97
L11
S OT50'06" E
77.87
L12
S 33'05 OS` W
71.1
L13
S 56'54'54" E
10.00
L14
S 33U5 06 W
20.49'
L15
N SO'S3 35 W
&4d
L16
S 01'21 W W
13.
L17
S 48732 54 E
149.88"
L1 S
5 4532`54 E
169
L19
S Q6'S4 20 E
68
L20
N 1inT4fi WN
4.74
L21
S 06'54'20" E
10.
L72
N 33`05 (16 E
136.54'
L23
S 10'33 46 E
79.30
L24
S 72' 19 11 W
35.86
L25
S 11-2729 W
37.
L26
S W57'37- E
82 2d'
L27
N 6W36'28" W
40.22
L28
S 3T55 29 W
71.64
L29
N 3CF013'4T E
37.9
L30
S O605'4R E
85.39'
L31
S DE r21 06 E
199.65
L32
S GEll E
260.00'
L33
S 08'27 37" E
195.72'
L34
S O6'3O'41- E
18&32'
L35
S 05'2618 E
159.55
Lad
5 G 39'01' E
264.86
L37
S 0717'40' E
1 i7.48
L38
N 10 i4 W
57> '
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NORTH CAROLINA, 1! 4{X4 ODUNTY kd.
L ����•�� A NOTARY PUBLIC OF THE COUNTY AND STATE
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NOTARY PUBLIC
MY CIOMMISSION EXPIRES:
C TA
RECORD OWNERS.
EIR
CECIL M. DELLINGJR. STIR LIMTED PARINIERSHIP
THAO FIOANIG LY & wife
GLM HOLDINGS, LLC
' p+ P i1 B L I. C
& DORIS D. KEEVER
182 KILL.IAN FARM ROAD
HIEN THI NGUYEN
831 EAST MOREHEAD ST.
f{'¢
202 HIGHWAY 16N
STANLEY, NC 28164
12524 TANNER COURT
STE 245
!/�08G
DENVER, INC 21C37
CHARLOTTE. NC 282fi2
CHARLOTTE, NC 28202
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GENERAL
NOTES:
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NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: 1`1_13190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: DMP-0
PROJECT:
CAMBRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
LD)00 � ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
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SHEET NUMBER
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-DMP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:41 PM LAST SAVED BY: THOORN

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CECIL M. DELLINGER, ✓R. DORIS D. KEE! ER
WB 89E--327 DB 192
USE. SINGLE FAMILY RESIDEN77AL
\ \ 2555, PG 544 PB H,
\ PG 22 LOT 12
PARCELI 72069
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668 PARCEL# 57349
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BUILDING 1 % 7 /
TYPE 100
i83°28'FFE = 798.67 /
®., 4vt7 113.60' 9,800 SF 9 /
(30 UNITS)000
7
CH \ o I I \ 3
BUILDING 3
R r o TYPE 234
I FFE = 798.67 EX PARCEL
I FFE = 788.00 C ClL M. DEL7LINGER �C� / /u
9,250 SF ✓ DORIS D.
O & o (28 UNITS) 14.79 ACRFS
o °
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t1 041°37'00° / a ,� ° TYPE 400
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CHB=S10°14'44"W / 6 \\ 8,100 SF
CHD=142.10' o / Ef a' (24 UNITS)
BUILDING 2
° FFE TYPE 800.92
10 FFE = 790.25 ® ��
ZONING.9,250 SF N63°02'59"W 128
• ELDD R-T O .1T R=284.00' EX CONir I
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(23UNITS)
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EXISTING PUBLIX
GROCERY & OTHER
SMALL COMMERCIAL
USES
OWNER.- CAMBRIDGE
DENVER LLC
PIN.- 46026JI955
5
R=266.00' \ 1 \
® A Ar027'34'49" \
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L=28.50'
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a / 1 FFE - 793.00 CHB=N76°50'23"W o
4 CHD=126.81'
43' � I
10 N3°02'32"W 3.88'-21.7 ' I
&wife DELLINGER ✓ lL °24'31"W 22.34'
M. R. � � � S83�
\ � 5 ®; 1 7EBORAH L. ��LL7/N�ER OB 2236, i
PARCEL# 30400 4 00
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TYPE 334 BUILDING 6 a
' 6 FFE = 785.17 a�
/ PROP WET POND FFE = 793.00 7 TYPE 334 6 TYPE 234
/ FFE = 782.33 7 FFE = 794.00 FFE = 795 84 5 n
/"SITaE DATA.
PROPERTY OWNER (S):
BBC CAMRIDGE LLC
SITE ADDRESS (S):
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
PARCEL ID NO (S):
4602-64-7391 AND 4602-74-1002
ENGINEER:
BOHLER ENGINEERING
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
EXISTING USE:
VACANT(WOODED), SINGLE-FAMILY RESIDENTIAL
PROPOSED USE:
MULTI -FAMILY
EXISTING ZONING:
R-T
PROPOSED ZONING:
PD-R
FUTURE LAND USE:
FEMA FLOOD ZONE:
THIS SITE IS LOCATED WITHIN ZONE "X" COMMUNITY
NUMBER 120048, PANEL NUMBER 0710, EFFECTIVE AUGUST
18, 2014
MAXIMUM
PROPOSED
UNITS
260 UNITS
248 UNITS
STORIES
4 STORIES
BUILDING HEIGHT
60--0"
BUILDING SETBACK:
REQUIRED
PROVIDED
FRONT
15'
15'
SIDE
10,
10,
REAR
10,
10,
LANDSCAPE BUFFER:
FRONT
10' CLASS "A" BUFFER AND 15'
LANDSCAPE YARD
15'
SIDE
10' CLASS "B" BUFFER
10,
REAR
10' CLASS "B" BUFFER
10,
AREA CALCULATIONS:
SITE AREA
461,528 SF (t 10.6 AC)
TOTAL IMPERVIOUS AREA
273,885 SF
APARTMENT BUILDING AREA
88,955 SF
PARKING GARAGES
9,100 SF
CLUB BUILDING
5,195 SF
TOTAL BUILDING AREA
103,250 SF
PAVEMENT / SIDEWALK
24,010 SF
PROPOSED OPEN SPACE
103,250 SF
TOTAL PERVIOUS AREA
187,643 SF
REQUIRED
PROVIDED
MAXIMUM LOT COVERAGE
BUILDINGS:
50%
22.37 %
IMPERVIOUS AREA:
90%
59.34 %
MINIMUM OPEN SPACE:
50%
22.37 %
MINIMUM LANDSCAPING:
10%
PARKING REQUIREMENTS:
NORTH SITE PARKING REQUIRED
UNITS
1 BEDROOM
1.5 SPACES PER UNIT
54 (x1.5 = 81 SPACES)
2 BEDROOM
1.75 SPACES PER UNIT
18 (x1.75 = 32 SPACES)
3+ BEDROOM
2 SPACES PER UNIT
12 (x2 = 24 SPACES)
TOTAL RESIDENT PARKING REQUIRED
137 SPACES
GUEST PARKING REQUIRED
5% OF TOTAL REQUIRED
137 x .05 = 7 SPACES
TOTAL REQUIRED PARKING SPACES
144 SPACES
TOTAL PROVIDED PARKING SPACES:
151 SPACES
SOUTH SITE PARKING REQUIRED
UNITS
1 BEDROOM
1.5 SPACES PER UNIT
71 (x1.5 = 107 SPACES)
2 BEDROOM
1.75 SPACES PER UNIT
93 (x1.75 = 163 SPACES)
3+ BEDROOM
2 SPACES PER UNIT
N/A
TOTAL RESIDENT PARKING REQUIRED
270 SPACES
GUEST PARKING REQUIRED
5% OF TOTAL REQUIRED
270 x .05 = 14 SPACES
TOTAL REQUIRED PARKING SPACES
283 SPACES
TOTAL PROVIDED PARKING SPACES:
283 SPACES
/ (SEE SHEET C-908) 10,300 SF FFE = 783.33 9,250 SF 5 I�
\ / (28 UNITS) 0 (10,300
UNITSF S) (28 UNITS) I\ I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
CLOD L0�LO D Ld� ® CLOD L - - LULL _41'28"E 3 ZTLOD
N72 "E - - N92 18'28"E 2.00' N69°32'01" 0.46'
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NOTES:
1. GENERAL PROVISIONS
a. THE PLANNED DISTRICT PLAN IS INTENDED TO REFLECT A GENERALIZED ARRANGEMENT OF THE SITE IN TERMS OF
LAYOUT, BUILDING ORIENTATION, STREET NETWORK, PARKING AND OPEN SPACE AREAS.
b. FINAL CONFIGURATION, PLACEMENT AND SIZE OF INDIVIDUAL SITE ELEMENTS, STREET ALIGNMENTS, ETC. MAY BE
ALTERED OR MODIFIED WITHIN THE LIMITS OF THE ORDINANCE AS DESCRIBED IN SECTION 9.5.13, AND THE
STANDARDS ESTABLISHED WITHIN THESE CONDITIONAL NOTES DURING THE DESIGN DEVELOPMENT (PLATTING)
AND CONSTRUCTION PHASES.
c. THE PETITIONER RESERVES THE RIGHT TO MAKE MINOR MODIFICATIONS AND ADJUSTMENTS TO THE APPROVED
PLANNED DISTRICT PLAN, SUBJECT TO STAFF APPROVAL, PROVIDED THAT THE TOTAL NUMBER OF RESIDENTIAL
UNITS DOES NOT EXCEED THE MAXIMUM PERMITTED. ANY MAJOR MODIFICATIONS WILL REQUIRE SUBMITTAL TO
THE BOARD OF COMMISSIONERS.
3. DEVELOPMENT STANDARDS
a. PURSUANT TO SECTIONS 2.4.9 AND 9.5 OF THE LINCOLN COUNTY UNIFIED DEVELOPMENT ORDINANCE (UDO)
ENTITLED PLANNED DEVELOPMENT DISTRICTS AND PLANNED DEVELOPMENT REVIEW RESPECTIVELY; THE
PETITIONER SEEKS TO OBTAIN APPROVAL OF THE USE OF THE FOLLOWING DEVELOPMENT STANDARDS
CONCURRENTLY WITH THE APPROVAL OF THE REZONING PETITION.
b. THESE STANDARDS, AS ESTABLISHED BOTH BY THE CONDITIONAL NOTES AS SET OUT BELOW AND AS DEPICTED ON
THE PRELIMINARY CONCEPT PLAN SHALL BE FOLLOWED FOR THE DEVELOPMENT OF THE PROPERTY.
c. UNLESS OTHERWISE APPROVED AS PART OF THESE CONDITIONAL NOTES, THE LINCOLN COUNTY UNIFIED
DEVELOPMENT ORDINANCE SHALL PREVAIL WHEN DEVELOPING THE SITE.
4. PERMITTED USES/DENSITIES
a. THE PROJECT SHALL BE LIMITED TO 260 MULTI -FAMILY APARTMENT DWELLINGS AND ANY INCIDENTAL OR
ACCESSORY USES.
b. USES ON THE COMMON OPEN SPACE (COS) MAY INCLUDE LANDSCAPING, FENCES, WALLS, BERMS, PEDESTRIAN
TRAILS, RECREATIONAL USES, ENTRY SIGNAGE, MONUMENTS AND STORM WATER BMPS.
5. AMENITIES
a. THE APARTMENT AREA WILL INCLUDE A POOL AND CLUBHOUSE.
6. OPEN SPACE, BUFFER YARDS, AND LANDSCAPING
a. THE CAMBRIDGE COMMONS MULTI -FAMILY SITE WILL EXCEED THE REQUIRED 12.5% OPEN SPACE.
b. A CLASS "B" BUFFER YARD IS REQUIRED ALONG PROJECT BOUNDARIES PER SECTION 2.4.9.B.3(B) OF THE LIDO.
c. LANDSCAPING FOR THE DEVELOPMENT SHALL MEET OR EXCEED ALL REQUIREMENTS OF THE LIDO. A DETAILED
LANDSCAPING PLAN WILL BE SUBMITTED TO COUNTY STAFF ALONG WITH THE CONSTRUCTION PLANS.
7. PARKING, LIGHTING AND SIGNAGE
a. PARKING, LIGHTING, AND SIGNAGE SHALL COMPLY WITH ALL REQUIREMENTS IN THE UDO.
8. STORM WATER COMPLIANCE
a. THE CAMBRIDGE COMMONS MULTI -FAMILY SITE SHALL COMPLY WITH ALL REQUIRED STORM WATER MANAGEMENT
REGULATIONS.
b. THIS DEVELOPMENT RESERVES THE RIGHT TO TREAT ITS STORM WATER BY A MASTER POND SHARED WITH THE 13.DIMENSIONAL STANDARDS
ADJACENT PROPERTY. a. APARTMENT BUILDINGS SHALL MAINTAIN A MINIMUM BUILDING SEPARATION OF 16'.
b. THE CAMBRIDGE COMMONS DEVELOPMENT IS TO BE CONSTRUCTED TO A MAXIMUM OF 4-STORY STRUCTURES WITH
9. PERMITTING A HEIGHT NOT TO EXCEED 60 FEET PER SECTION 2.6.6.A OF THE LIDO.
a. THE PETITIONER UNDERSTANDS THAT ALL PERMITS FROM THE APPROPRIATE AGENCIES MUST BE OBTAINED PRIOR
TO COMMENCEMENT OF RELATED CONSTRUCTION ACTIVITIES. 14.ARCHITECTURAL STANDARDS
a. MULTI -FAMILY APARTMENT BUILDINGS SHALL MEET THE REQUIREMENTS OF THE LIDO.
10. WATER AND SEWER AVAILIBILITY
a. IT IS THE PETITIONER'S RESPONSIBILITY TO INCUR FEES AND INFRASTRUCTURE COSTS FOR PROVIDING WATER AND
SEWER THROUGHOUT THE DEVELOPMENT.
b. THE PETITIONER WILL COMPLY WITH ALL DISTRICT WATER AND SEWER STANDARDS.
11. DEVELOPMENT PHASING
a. THE APARTMENTS MAY BE DEVELOPED IN MULTIPLE PHASES.
b. EACH BUILDING CONSTITUTES A POTENTIAL PHASE.
12. VEHICULAR ACCESS AND ROAD IMPROVEMENTS
a. THE TRAFFIC IMPACT ANALYSIS (TIA) HAS BEEN UPDATED FROM THE ORIGINAL ANALYSIS PERFORMED FOR
CAMBRIDGE VILLAGE.
b. THE INTERSECTIONS REVIEWED FOR THE CAMBRIDGE DEVELOPMENT HAVE BEEN DETERMINED TO BE SUFFICIENT
FOR THIS PHASE OF THE OVERALL DEVELOPMENT.
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REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: SSP-0
PROJECT:
CAMBRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
00 � ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
o Q o
° SEAL -
0 047366
SHEET TITLE:
OVERALL SITE
PLAN
SHEET NUMBER:
C - 3®�
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SSP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:42 PM LAST SAVED BY: THOORN

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REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: SSP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
E2 TO) 0 MIT
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
01
° SEAL -
0 047366 %
SHEET TITLE:
SITE PLAN
SHEET NUMBER:
C-302
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SSP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:42 PM LAST SAVED BY: THOORN
30
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: SSP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O o 00 � ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
SEAL -
0 047366 %
FN
SHEET TITLE:
SITE PLAN
SHEET NUMBER:
C-303
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SSP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:42 PM LAST SAVED BY: THOORN
30 15 7.5 0 30
1 "= 30'

H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-GDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:44 PM LAST SAVED BY: THOORN

STORM STRUCTURE UR E SCHEDULE
RI EL) V.
NAME
TYPE
(
INVERTS
B-10
RECTANGULAR STRUCTURE SLAB TOP RECTANGULAR FRAME
791.83'
INV IN = 785.37' (24")
INV IN = 785.57' (24")
B-20
PROP. CATCH BASIN
796.62'
INV OUT = 785.57' (24")
B-30
PROP. CATCH BASIN
790.93'
INV OUT = 787.54' (15")
INV IN = 786.68' (15")
B-40
PROP. CATCH BASIN
796.62'
INV OUT = 786.58' (24")
INV IN = 786.28' (24")
B-50
PROP. CATCH BASIN
798.64'
INV OUT = 786.28' (24")
B-60
PROP. OCS
792.83'
INV OUT = 788.25' (24")
INV IN = 786.96'(24")
B-80
PROP. STORM MANHOLE
791.54'
INV OUT = 786.96' (24")
B-90
PROP. ENDWALL
789.18'
INV IN = 786.93' (24")
STORM SEWER PIPE SCHEDULE
FROM
TO
FROM
INV
TO
INV
PIPE
LENGTH
SLOPE
( /o)
DIAMETER
(IN.)
MATERIAL
B-90
B-80
786.93'
786.96'
11.80'
0.23%
24"
RCP
B-70
B-60
788.13'
788.25'
23.70'
0.50%
24"
RCP
B-50
B-20
786.28'
785.57'
128.78'
0.55%
24"
HDPE
B-50
B-40
786.28'
786.58'
55.93'
0.55%
24"
HDPE
B-40
B-30
786.68'
787.54'
84.48'
1.02%
15"
HDPE
B-20
B-10
785.57'
785.37'
36.12'
0.55%
24"
HDPE
/
/
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0% �p0j l 1
/ 49
007
007
798
799.00�99 197
799.00
799.50 i
/ \ / G 798.35 G 798.00 �
799.50
O799..5/
799.50 i
799.50 BUILDING 9
L 00 OFFSET FROM PROPERTY / -
LM FOR CLARITY (TYP.)� TYPE 500
I` FFE = 800.17 G798.00 G797.72
\ I I 13,600 S F G 798.93
79950 '
.! f o
G 799.00 G 797.61 \
' (30 UNITS) '� _ G798.41-
01
I \ \ \ \ \
G 798.40 '
�� ' G 798.44 i G 795.86
• G 799.00 J ' ' G 798.49 G 797.54
�` `� �` `� i �� `� \ �\ ' °•. • ' G 798.00 ' G 795.60
G 798.09 G 798.00 G 797.67 i /' G 796.14
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G 796.28
798.00 G 798.09 � �
/ o , 19 G 796.00
G 796.00
799.00 .S /
G 798.00
%a'= 19a G 797.90"
799.50 799.50
/
G 798.00 \ i o� G 796.00
/
I
/ I
1
I
-----------------------
DUKE POWER COMPANY Rqt
ESTATE 0114S1ON D8 465, PG
66�PARCELS 5739r� \
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SA4EM UNITED METHOI
CHORCH DB 1803,, PG
PARCEL/ 52655
1 / /
/
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/
/
1
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1
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�MAINI � ;
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DOFF -SITE IMPROVEMENTS (TO BE
DESIGNED BY OTHERS)
I
/
/
/
/
EX. 24" RCP
lNV OUT 785.00
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I \
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: GDP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O o 00 � ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, INC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
o �°o
,Q ,
SEAL -
0 047366
�/1111111`
SHEET TITLE:
PAVING,
GRADING, &
DRAINAGE
PLAN
SHEET NUMBER
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-GDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:44 PM LAST SAVED BY: THOORN
30
15
7.5
0
30
1 "=
30'

STORM[ STRUCTURE SCHEDULE
RIMV.
NAME
TYPE
TL)
INVERTS
B-10
CONCRETE RECTANGULAR HEADWALL
778.32'
INV IN = 774.61' (36")
INV IN = 774.99'(24")
B-20
PROP. CATCH BASIN
782.44'
INV OUT = 774.88' (36")
INV IN = 775.55' (24")
B-30
PROP. STORM MANHOLE
782.39'
INV IN = 777.13' (18")
INV OUT = 775.45' (24")
B-31
PROP. YARD INLET
783.94'
INV OUT = 778.00' (18")
INV IN = 776.00' (24")
B-40
PROP. CATCH BASIN
783.22'
INV IN = 778.32' (24")
INV OUT = 775.91' (24")
INV IN = 778.78' (24")
B 41
PROP. CATCH BASIN
784.52'
INV OUT = 778.67' (24")
INV IN = 779.17' (24")
B-42
PROP. CATCH BASIN
785.01'
INV OUT = 779.06' (24")
INV IN = 781.67' (15")
B-43
PROP. CATCH BASIN
786.00'
INV IN = 779.75' (15")
INV OUT = 779.64' (24")
B-43.1
PROP. CATCH BASIN
784.70'
INV OUT = 780.00' (15")
B-44
PROP. CATCH BASIN
787.08'
INV OUT = 782.00' (15")
INV IN = 776.15' (24")
B-50
PROP. CATCH BASIN
782.60'
INV OUT = 776.05' (24")
INV IN = 776.54' (24")
B-60
PROP. CATCH BASIN
783.51'
INV OUT = 776.44' (24")
INV IN = 777.14' (24")
B-70
PROP. CATCH BASIN
783.52'
INV OUT = 777.04' (24")
INV IN = 777.65' (24")
B-80
PROP. STORM MANHOLE
783.93'
INV IN = 778.42' (15")
INV OUT = 777.55' (24")
B-81
PROP. CATCH BASIN
783.07'
INV OUT = 778.50' (15")
INV IN = 778.02' (24")
B-90
PROP. CATCH BASIN
783.52'
INV IN = 782.60' (15")
INV OUT = 777.92' (24")
B-91
PROP. CATCH BASIN
788.20'
INV OUT = 783.00' (15")
INV IN = 779.09' (18")
B-120
PROP. CATCH BASIN
783.52'
INV OUT = 778.99' (24")
B-130
PROP. CATCH BASIN
783.78'
INV OUT = 779.20'
STORM SEWER PIPE SCHEDULE
FROM
TO
FROM
INV
TO
INV
PIPE
LENGTH
SLOPE
( /o)
DIAMETER
(IN.)
MATERIAL
C-100
C-90
781.25'
780.68'
114.20'
0.50%
24"
HDPE
C-90
C-80
780.57'
780.25'
63.56'
0.50%
24"
HDPE
C-80
C-70
780.15'
779.61'
109.27'
0.50%
24"
HDPE
C-70
C-60
779.51'
779.08'
84.31'
0.50%
24"
HDPE
C-60
C-50
778.98'
774.33'
175.27'
2.66%
24"
HDPE
C-50
C-42
773.04'
772.82'
44.74'
0.50%
24"
HDPE
C-43
C-42
773.80'
773.05'
150.55'
0.50%
24"
HDPE
C-42
C-41
772.95'
772.07'
174.81'
0.50%
24"
HDPE
C-41
C-40
772.10'
771.97'
26.80'
0.50%
24"
HDPE
C-40
C-30
771.87'
771.18'
137.69'
0.50%
24"
HDPE
C-30
C-20
771.08'
770.38'
140.59'
0.50%
24"
HDPE
C-20
C-10
770.27'
769.45'
164.55'
0.50%
24"
HDPE
C-10EX-MH
B-OCS
766.29'
767.00'
77.62'
0.91%
24"
RCP
STORM SEWER PIPE SCHEDULE
FROM
TO
FROM
INV
TO
INV
PIPE
LENGTH
SLOPE
( /o)
DIAMETER
(IN.)
MATERIAL
B-130
B-120
779.20'
779.09'
21.33'
0.50%
18"
HDPE
B-120
B-90
778.99'
778.02'
193.34'
0.50%
24"
HDPE
B-91
B-90
783.00'
782.60'
80.30'
0.50%
15"
RCP
B-90
B-80
777.92'
777.65'
54.23'
0.50%
24"
HDPE
B-80
B-70
777.55'
777.14'
82.52'
0.50%
24"
HDPE
B-70
B-60
777.04'
776.54'
99.00'
0.50%
24"
HDPE
B-60
B-50
776.44'
776.15'
58.28'
0.50%
24"
HDPE
B-50
B-40
776.05'
776.00'
9.61'
0.50%
24"
HDPE
B-44
B-43
782.00'
781.67'
65.73'
0.50%
15"
HDPE
B-43.1
B-43
780.00'
779.75'
51.04'
0.50%
15"
HDPE
B-43
B-42
779.64'
779.17'
94.19'
0.50%
24"
HDPE
B-42
B-41
779.06'
778.78'
56.3V
0.50%
24"
HDPE
B-41
B-40
778.67'
778.32'
69.51'
0.50%
24"
HDPE
B-40
B-30
775.91'
775.55'
70.63'
0.50%
24"
HDPE
B-31
B-30
778.00'
777.13'
174.79'
0.50%
18"
HDPE
B-30
B-20
775.45'
774.99'
92.55'
0.50%
24"
HDPE
B-20
B-10
774.88'
774.61'
53.99'
0.50%
36"
HDPE
STORM STRUCTURE SCHEDULE
RI V.
NAME
TYPE
( TL)
INVERTS
B-OCS
ECCENTRIC CYLINDRICAL STRUCTURE
780.50'
INV OUT = 767.00' (24")
C-10
EX. MANHOLE
782.29'
INV IN = 769.45' (24")
INV IN = 770.38' (24")
C-20
PROP STORM MANHOLE
783.10'
INV OUT = 770.27' (24")
INV IN = 771.18'(24")
C-30
PROP. STORM MANHOLE
783.03'
INV OUT = 771.08' (24")
INV IN = 771.97'(24")
C-40
PROP. STORM MANHOLE
782.11'
INV OUT = 771.87' (24")
INV IN = 772.07' (24")
C-41
PROP. STORM MANHOLE
782 25'
INV OUT = 772.10' (24")
INV IN = 772.82' (24")
C-42
PROP. STORM MANHOLE
784.15'
INV IN = 773.05' (24")
INV OUT = 772.95' (24")
C-43
PROP. YARD INLET
784.00'
INV OUT = 773.80' (24")
INV IN = 774.33' (24")
C 50
PROP. STORM MANHOLE
784.41'
INV OUT = 773.04' (24")
INV IN = 779.08' (24")
C-60
PROP. STORM MANHOLE
786.10'
INV OUT = 778.98' (24")
INV IN = 779.61'(24")
C-70
PROP. STORM MANHOLE
787.43'
INV OUT = 779.51' (24")
INV IN = 780.25' (24")
C-80
PROP. STORM MANHOLE
795.13'
INV OUT = 780.15' (24")
INV IN = 780.68' (24")
C-90
PROP. STORM MANHOLE
794.75'
INV OUT = 780.57' (24")
rc--100-r-
PROP. STORM MANHOLE
791.67'
INV OUT = 781.25' (24")
f
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: 1`1-13190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: GDP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O TO)o O� ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
SEAL -
- o S
0 047366
Z
SHEET TITLE:
PAVING,
GRADING, &
DRAINAGE
PLAN
SHEET NUMBER
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-GDP-0. DWG PRINTED BY: DELIAS 11.01.19 @ 4:44 PM LAST SAVED BY: THOORN
1 "= 30'
i

\
I
I
a
\J% / BUILDING 5
/ TYPE 334 BUILDING 6
/ PROP WET POND FFE = 793.00 TYPE 334
/ FFE = 782.33 FFE = 794.00
/ (SEE SHEET C-908) 10,300 SF FFE = 783.33
/ (28 UNITS) 10,300 SF
(28 UNITS)
/ E; p
- - - - - - - - - - - - - - - - - - - - - - - -
LOD L L0� �? - �� LO D LdtT Cgs �ZOD L LO��
LOD OFFSET FROM PROPERTY
LINE FOR CLARITY (TYP.)
I
I
I
I
i
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1
LOD OFFSET rRvm rITuPERTY
LINE FOR CLARITY (TYP.)
I
1
1
�1
1
I
IMPROVEMENTS (TO SE
DESIGNED BY OTHERS)
—PROPOSED FULL
MOVEMENT DRIVEWAY
ELEV- t789.00
\
\
2
7.
x
f
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P� z o
LLI3 o-
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mo
0
44
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wI-
z4 QoowQQ
44
44
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Z = J w m
C� z acj�- (D u)n =
=om==m
®� o - Lu O 0
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w
U)
0 Ow
1
4 w o Q z z
pq Z Y Y Z
F- z z O O w
a w Orr =
,un3:U)
DZMZZZ
r� ef)
REVISIONS
[REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: UTP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
TDI
LD)O� ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
SEAL -
0 047366 %
SHEET TITLE:
OVERALL
UTILITY PLAN
SHEET NUMBER:
c - 5 0) 1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-UTP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:45 PM LAST SAVED BY: THOORN
1 "= 50'

SANITARY RY PIPE SCHEDULE
FROM
TO
FROM
INV
TO
INV
PIPE
LENGTH
SLOPE
(/o)
DIAMETER
(IN.)
MATERIAL
MH-11
CO-17
790.36'
794.21'
77.02'
5.01%
6"
SDR-35
MH-10
MH-11
788.26'
790.22'
98.45'
2.00%
8"
SDR-35
MH-9
MH-10
786.44'
788.16'
85.77'
2.00%
8"
SDR-35
MH-8
MH-9
785.00'
786.34'
66.02'
2.03%
8"
SDR-35
MH-7
MH-8
782.04'
784.90'
142.93'
2.00%
8"
SDR-35
CO-18
CO-17
794.66'
794.21'
8.91'
5.03%
6"
SDR-35
CO-16
MH-10
790.41'
788.26'
42.05'
5.12%
6"
SDR-35
CO-15
MH-8
786.71'
785.00'
34.21'
5.00%
6"
SDR-35
E
SANITARY STRUCTURE SCHEDULE
RI V.
NAME
TYPE
( TL)
INVERTS
CO-15
SANITARY CLEANOUT
794.40'
INV OUT = 786.71' (6")
CO-16
SANITARY CLEANOUT
797.72'
INV OUT = 790.41' (6")
CO-17
SANITARY CLEANOUT
799.43'
INV IN = 794.21' (6")
INV OUT = 794.21' (6")
CO-18
SANITARY CLEANOUT
799.50'
INV OUT = 794.66' (6")
PROP 48" MANHOLE (LINCOLN
INV IN = 785.00' (8")
MH-8
COUNTY DETAIL SS-01)
794.59'
INV IN = 785.00' (6")
INV OUT = 784.90' (8")
MH-9
PROP 48" MANHOLE (LINCOLN
793.66'
INV IN = 786.44' (8")
COUNTY DETAIL SS-01)
INV OUT = 786.34' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 788.26' (8")
MH-10
COUNTY DETAIL SS-01)
796.39'
INV IN = 788.26' (6")
INV OUT = 788.16' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 790.36' (6")
MH-11
COUNTY DETAIL SS-01)
797.84
INV OUT = 790.22' (8")
Z �
0
0
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L OD OFFSET FROM PROPERTY
LINE FOR CLARITY (TYP.)
PROP 10' L/S & BUILDING S
-F @ 0.50%
\
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1
1
1
1
IDUKE POWER COMPANY REAL
c ESTATE DIWSION D8 465, PG
668 PARCELI 57349
1
1 ^1`
L OD OFFSET FROM PROPERTY
LINE FOR CLARITY (TYP.)
��/'10-0 00
. � ROP 10' L/S & BUILDING
uU�
PROP WET POND
(SEE SHEET C-907)
-80*
1/
11
11
1/
11
lZ 11 I
B-60 I
1
1
1/
1
1
1
1
I
1
so
11
l 1 it
i
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/ / o
STM
/ B-90
/ o
'o
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o
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I /
1
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o ® 1
1 06'41;36 E
260.00'
8"
/
1
1
1
1
1
5062106 E
1 9.65'
1
1
1
1
1
I
S06106 49 E
65.39'
16 BUILDING SETBACK
DP 10' L/S SETBACK
SALEM UNITED METHOI
CHURCH DB 1803,, PG
PARCEL/ 52655
L OFF -SITE IMPROVEMENTS (TO BE
DESIGNED BY OTHERS)
EX. 24" RCP
INV OUT 785.00'
1 /
1
f
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f
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pp Z J 1 1' z
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Lu 0 Lu Lu z m z z Oz
r� e�
REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: UTP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O o 00 � ���
IENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, INC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
o oQ <g
° SEAL -
0 047366 %
° F00
�,�
SHEET TITLE:
UTILITY PLAN
SHEET NUMBER:
C-502
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-UTP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:45 PM LAST SAVED BY: THOORN
30
15
7.5
0
30
1 "=
30'

PROPOSED 6"
\\ a0 \� •- TAPPING SLEE4
a01�
PROP DETECTOR
I ASSEMBLY (PRIVATE)
WATER LINE 0 BE PRIVATE
AT THE CON ECTION OF RPZ
AND WATERLINE
F F
F
W
W PROP. 6" to
PVC C900
PROP. 4" PVC C900 P*P,
(PRIVATE) gp tg
L_ /
/
I /
/
/
/
/
I /
L-�'�--- INSET DETAIL D ETA I L - A
5Y PRIVATE'
WATER LINE
5;6
O�
1413
Me
-^
,
,
,
I
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I
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00�
1
' O
PROP. 4" PVC
C900 (PUBLIC) `.
PROP.1"
IIRRIG�ATION METER S7pp '
WATERLINE 0 BE o ��° . 8" WATER \
PRIVATE AFTER METER
1 I r I -_
APR P. 1" _ ' oI I �Fl E�H _ _ _ ='.. ..v �
LIGATION .. _ \
SA VITA RY PIPE SCCHIEDU LSE
FROM
TO
FROM
INV
TO
INV
PIPE
LENGTH
SLOPE
(/o)
DIAMETER
(IN.)
MATERIAL
MH-7
MH-8
782.04'
784.90'
142.93'
2.00%
8"
SDR-35
MH-6
CO-12
780.93'
784.00'
58.02'
5.30%
6"
SDR-35
MH-6
CO-14
780.93'
783.50'
32.51'
7.90%
6"
SDR-35
MH-6
MH-7
781.03'
781.94'
91.01,
1.00%
8"
SDR-35
MH-5
MH-6
780.17'
780.93'
76.24'
1.00%
8"
SDR-35
MH-4
MH-5
779.65'
780.07'
48.45'
0.87%
8"
SDR-35
MH-3.1
CO-3
777.73'
778.28'
54.57'
1.00%
6"
SDR-35
MH-3
MH-3.1
776.85'
777.63'
78.20'
1.00%
6"
SDR-35
MH-3
CO-7
777.75'
778.31'
45.06'
1.24%
6"
SDR-35
MH-3
MH-4
776.85'
779.55'
180.24'
1.50%
8"
SDR-35
MH-2
CO-1
776.00'
778.33'
44.08'
5.29%
6"
SDR-35
MH-2
MH-3
774.92'
776.75'
215.21'
0.85%
8"
SDR-35
MH-1
MH-2
774.53'
774.82,
73.69'
0.40%
8"
SDR-35
EXMH
MH-1
773.77'
774.43'
81.45'
0.81%
8"
SDR-35
CO-12
CO-13
784.00'
785.60'
30.15'
5.30%
6"
SDR-35
CO-8
CO-7
778.66'
778.31'
22.17'
1.59%
6"
SDR-35
CO-6
CO-5
783.33'
783.19'
14.32'
1.00%
6"
SDR-35
CO-5
CO-4
783.19'
782.81'
37.87'
1.00%
6"
SDR-35
CO-3
CO-4
778.28'
782.81'
81.26'
5.57%
6"
SDR-35
CO 2
MH-3.1
780.50'
778.47'
47.97'
4.23%
6"
SDR-35
OIfHERS ATE) I eQ _��':a, ..' e\
-PROP 4" RPZ
BACKFLOW ` \ \'� <u
(PRIVATE) \ _ I ° \
��lo I Ak
\ I BUILDING 3 ' -�� \o
TYPE 234 .Q• \ °� ...
FFE = 798.67
oz I )ING SETBACK I FFE = 788.00 \ WATER MAIN \'
/ - I 9,250 SF
I ; s (28 UNITS
I o 1 ) \ \
O ' o I I / . n SAN PROP.FDC \\ \ \ EX. 20' WA \4"X4.
;o-e y. , . \ may\ EASEMENT
° • � -,. � • � ° ' •o ' \ \ \ 00,\,eQaev>' PROP. 6"
14
10 5 2.5 0 10 �� 14.32 - 6" SAN SDR-35 @ 1.00% SAN 37.87 - 6" SAN SDR-35 @ 1.00% PROP. 3" 45' BEND,,
\
Co-5 PVC C900
1 "=10' OO / •0 ! °.' s PROP. 6" • °' O X. ACCESS`' \'
PVC c900 BUILDING 2 ASEMENT
TOP UTILITY: 6" PVC SAN •" ' °
/ BOT. UTILITY PROP. 6" 24" HDPE STORM PROP. 3" 45' BEND ° F TYPE 234
6" PVC SAN BOT. EL= 782.89 SAN
24" HDPE STORM TOP EL= 781.81
11.25°co-a 45° BEND PROP. 6" TYPE
FFE - 800.92
\ \
PROP. 3"'
••` \\ \ •• �
PRORFDC PROP 6" PROP 6" FFE = 790.25
81.26' - 11.25° BEND � PVC C900 \ • �
\ / 45° BEND -6)"SDR 35 PROP. 3" 9 250 SF \
\ 28 UNITS -
57% PVC C900 PROP45° . 6
BEND () 142.93'
\
/ d PROP. 3" • ° '+ 8" SDR-35
`r O^ / PROP. 3" P. 6" 45 BEND PROP. 6' e a @ 2.00%
45° BEND 11.25' BEND SAN SAN
SA�NITA RY S�f CTUR E SCHI�EDU LSE
RI V.
NAME
TYPE
( TL)
INVERTS
CO-1
SANITARY CLEANOUT
782.97'
INV OUT = 778.33' (6")
CO-2
SANITARY CLEANOUT
784.97'
INV OUT = 780.50' (6")
INV IN = 778.28' (6")
CO-3
TRAFFIC RATED SANITARY CLEANOUT
784.97'
INV OUT = 778.28' (6")
INV IN = 782.81'(6")
CO-4
TRAFFIC RATED SANITARY CLEANOUT
786.34'
INV OUT = 782.81' (6")
INV IN = 783.19' (6")
CO-5
SANITARY CLEANOUT
786.85'
INV OUT = 783.19' (6")
CO-6
SANITARY CLEANOUT
787.22'
INV OUT = 783.33' (6")
INV IN = 778.31'(6")
CO-7
TRAFFIC RATED SANITARY CLEANOUT
783.68'
INV OUT = 778.31' (6")
CO-8
SANITARY CLEANOUT
784.01'
INV OUT = 778.66' (6")
INV IN = 784.00' (6")
CO-12
TRAFFIC RATED SANITARY CLEANOUT
790.21'
INV OUT = 784.00' (6")
CO-13
SANITARY CLEANOUT
789.64'
INV OUT = 785.60' (6")
CO-14
SANITARY CLEANOUT
792.10'
INV OUT = 783.50' (6")
PROP 48" MANHOLE (LINCOLN
INV IN = 774.53' (8")
MH-1
COUNTY DETAIL SS-01)
783.93'
INV OUT = 774.43' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 774.92' (8")
MH-2
COUNTY DETAIL SS-01)
782.16'
INV IN = 776.00' (6")
INV OUT = 774.82' (8")
INV IN = 776.85' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 777.75' (6")
MH-3
COUNTY DETAIL SS-01)
783.90
INV IN = 776.85' (6")
INV OUT = 776.75' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 777.73' (6")
MH-3.1
COUNTY DETAIL SS-01)
784.66'
INV IN = 778.47' (6")
INV OUT = 777.63' (6")
PROP 48" MANHOLE (LINCOLN
INV IN = 779.65' (8")
MH-4
COUNTY DETAIL SS-01)
784.75'
INV IN = 779.65' (6")
INV OUT = 779.55' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 780.17' (8")
MH-5
COUNTY DETAIL SS-01)
786.84
INV OUT = 780.07' (8")
INV IN = 781.03' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 780.93' (6")
MH-6
COUNTY DETAIL SS-01)
789 79'
INV IN = 780.93' (6")
INV OUT = 780.93' (8")
PROP 48" MANHOLE (LINCOLN
INV IN = 782.04, (8")
MH-7
COUNTY DETAIL SS-01)
793.01'
INV OUT = 781.94' (8")
/
IIIIIIIIIIIIC�
�I
' J
o'
o PROP RELOCATED I
ELECT 1C POLE
I
0
J 1
_ � 1
/ HYDRANT WITH W W F W F F W F W F F TEE F F F o
/ GATE VALVE 45.06' - PROP. 3" PROP. 4"TEE W In/ W
6" SDR-35 PVC C900 coN PROP. 6" PROP. 3" PROP. 6" PRO .4" PROP. W W
° 45 BEN 24 /° PVC C900 PVC C900 TEE 4 X4 X3 TEE
.. PROP 6"
• : ' ..° , ' • ? . �.` .... AN
PVC C PR P 3 45
'A 900 PROP.
/ • ° BEND
-10
a' SAN a °. '• . •° ` �$e • __+' PROP. 3,, S 0 � 1
SAN TOP UTILITY: 8" PVC SAN co-s a " SAN ,°• a . °
• -
co-1 o PVC C900 '
BOT. UTILITY: 24" HDPE S
8" TORM . ~
PROP.FDC PVC SAN BOT. EL= 776•#
.29
PROP. 6" PROP. 3" 24" HDPE STORM TOP EL= 775.39
PROP RIP RAP BUILDING 5 PVC C900 PVC C900 �1I �22.17 - 6" SAN SDR-35 @ 1.59% PROP.FDC PROP
TYPE 334 BUILDING 6
FFE - 793.00 TOP UTILITY: 24" HDPE STORM
PROP WET POND BOT. UTILITY: 8" PVC SAN TYPE 334
ROP RETAINING WALL FFE = 782.33 24"HDPESTORM. =77.86 FFE = 794.00
(SEESHEET C-908 10,300 SF 8" PV111 C SAN TOP EL= 776.86
) (BY OTHERS) TOP UTILITY: HDPE STORM FFE = 783.33
(28� UNITS) BOT. UTILITY: 24" HDPE STORM 10,300 SF
- 24" HDPE STORM BOT. EL= 776.27 PROP RETAINING WALL
24" HDPE STORM TOP EL= 775.53 (28 UNITS (BY OTHERS)(TYP)
------
D LOD LOD�LO -LOD p
-LOD LO L LOD LOD LOD LOD LOD LO LOD LOD LOD LOD LOD LOD Lo � LOD LOD LOR
- - - - - -
� PROP.6"
PVC C900 \
G• Ojos �✓
45 BEND -- PROP.FDC MHa \ o7 \\ \
PROP. 3" F F 11.25° BEND PROP. 6" PROP. 6" d � co-13 PROP. 6" (r� i \ `r�Fo \ � \
• \45' BEND WF F F TEE PVC C900 45' BEND s \ `n
BUILDING 4 W
F:,-F PROP. �j �F f5s\ TYPE 200 4"X3"X3"TEE PROP. 3" \ \\ \ \ `�� PROP. 4"
ROP RETAINING WALL �,
O� / PROP. 4""TEE s+� } SAN 45' BEND
\i O (BY OTHERS) FFE = 785.17 •.�'•d PROP.3"J \ 15' \ �' P\"
SAN \
9 250 S F PROP. 6° PV
PROP. 3" C 45° BEN
C900 co-1z 6oSDR-35 g �oo�° b \ \ \ \
'•. , CO 3
PVC C900 PVC C900 @ 5.30%D-
\' ° 23 UNITS
J
PROP. 4" S \
ILL
PVC C900 PR BEND 58SDR-35 °j^�^ ' <� \ \ \ \ \ C y ;,
S @5.30% \ \ \
•° . �.. PROP. 4" ° `° 32.51' G
TOP UTILITY: 15" HDPE STORM 45° BEND \
BOT. UTILITY: 6 PVC SAN 6" SDR-35
�~ 54.57' 24" HDPE STORM BOT. EL= 779.81 PROP. 6" pl, 6(�)@ 7.90% 6"SDR-35 c, 6" PVC SAN TOP EL= 778.76 /� PVC C900 a @ 1.00% �� ��� CLUB HOUSESAN \ 0
TOP UTILITY: 15" HDPE STORM \ J
Co-2 BOT. UTILITY: 24" HDPE STORM CO 1 FFE - 793.00
15" HDPE STORM BOT. EL= 779.89 PROP. 4"
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NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: UTP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
OTO) o 00 � ���
IENIGNM]EIERENG MID, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
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0 047366
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FN
SHEET TITLE:
UTILITY PLAT
SHEET NUMBER:
C-503
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-UTP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:45 PM LAST SAVED BY: THOORN

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1 \\ \ \ \ _-- --1a5 -` -`\ I ; \ 1 N._ DEWATERING TIME: 2.77 DAYS -, m I �'�, I / ; , 1
\ `` \ - - �__,_
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I INTENSITY: , co,I / I
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`,, ' ` ' ` - ' I ' 11� / /1llI I ' i ' I ' ` 1 I' i ' 1\ 1 �\` EROSION CONTROL WATER FROM 'I ( // B90 I I I`, I, , l„l ll/ / I 1 1 ' ' I` I 11I'I I ` ` \ \� ' ' Al la i l //`' III ` 'i 1'i i i I i ' I ' I , , I ` 1 1 ' ,, I 1 `\ / `\ ,p ENTERING SYSTEM I \ i ,{{�� l i' 1 I /`\ `, ,I I I I ll, l I I l I I ' I I I I' ' I I I I I I \ I I , ♦ 'I / I I , ,rC I I' I _ I / \\ ' I III ,II,/,,, l I % I I I' 1 j ; I I'h I \\ \\ I I /' //'\ \\ \ ;, ' \ ' / M l 1' 1 ' /
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,, p -_ / ,// / / / I „ , / ' `` ro , \ \, \ ,%' I \ / DISTURBED AREA: 1.12 AC. / '
,� / /�- /' /' / / , i / / / I o n I `\ , \\ \\ `\ \\ i i �\ LENGTH: AVG. 66 FT /
le / /' 174.81' - 24"HDPE @ 0.50 /° / / I , \ 1 \ \ \ \ , I I 1 ' WIDTH: AVG. 37 FT / 1
/ / / / / / � STM / 1 , \ , \ � , I
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\ , / ' / /' / / / / / �,o ' / C-42 / , 1 I I \ \ \ I I I \\ i "f /JN WIRE_ Q
/ 0 , , , , 11 / I I I / / \ \ \ , I I \ VOLUME @ 792.00 ELEV: 5,592 CF
/0 / , STM / I 1 / \ \ I 1 / ROCK CHECK DAMS @ 100' O.C.
, ,' / , ' , \ \ \ ' 1 \ ` TOP OF BERM: 793.00'
j / 11 / / / C-41 I / / .®„ I I 11 ' I \ \ \ \ I `, / , <a,n; /
, / , / I , , , / / I I , ' , , , 1 / , I BOTTOM OF BASIN: 789'
/ ` , ,' ,, / , / STM I 1 / / ' % ' I i ' , / \ ` I , \ I WEIR: 792.50'`.. - \ • \ /
' /11 / / ' ®" i i / i ' ' / I I 1 ' ,'''' , \` - \\ \\ % /.,- ( SKIMMER PIPE DIA: 1.50" I I , /
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- �,'-- - @p50°I° I i / / ! i ,---- / / / /' i I I i i �_\ , ``,,, ,,,I DEWATERING TIME: 2.47 DAYS X POW POLE TO /
� ��\ '' \` PROP 15" TEMPORARY SLOPE DRAIN' / , / , I 1 , , , C VALUE: 0.50
/ / ,.11 g / / / I I I 1 , \ , , BE R OCATED%r
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ST 1 1 / I ---------- / D
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16 % TEMPORARY SKIMMER BASIN #1 o / /' / I' , / i i 11 I /' /'_�' /' I\ I ' I ,/ I' /
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T/S I I WIDTH: AVG. 82 FT p/ @� / ' I% ' ' ! / / I ' ' <
- _ m I I l i SURFACE AREA 782.00' ELEV: 10,250 SF / a /' / I ` I I •_%-1, ` 1' ' I ` i N '9 7
3 8
-``ram -- - - - -- - --- - -- --77 = _ I II iVOLUME @ 782.00 ELEV: 31,832 CF � / i ' �_%i - ' ' i i ` �i ^� ,;.; `mac•., - •' ' _A
t ' \ G_
`\``` _ _ -__-_ __-= /TOP OF BERM: 783.00' " i l l :-' / I , ' ' \ `\ 0 �g
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SKIMMER PIPE DIA' 8 00" ``` I
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_ - 81 ``
---_ _ --- - - - - -- —__ --- - = N/HR --- STM------------- -__, --_ / ; ' 1y" gk' / \\
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. RISER STRUCTURE AT INV ELEV 776.5 LO
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SEQUENCE OF CONSTRUCTION - PHASE I
1. EROSION CONTROL PLAN IS APPROVED BY LINCOLN COUNTY NATURAL RESOURCES (LCNR).
2. CONTRACTOR MUST NOTIFY (LCNR) (704-736-8501) SEDIMENT CONTROL INSPECTOR 48 HOURS PRIOR TO THE START
OF EARTH DISTURBANCE.
3. CONTACT LCNR TO SCHEDULE A REQUIRED PRE -CONSTRUCTION CONFERENCE AT LEAST 48 HOURS BEFORE
COMMENCEMENT OF PROJECT
4. THE LIMITS OF DISTURBANCE MUST BE FIELD MARKED PRIOR TO INSTALLATION OF SEDIMENT CONTROL MEASURES,
DEMOLITION OR OTHER LAND DISTURBING ACTIVITIES.
5. INSTALL ALL PERIMETER SEDIMENT AND EROSION CONTROL MEASURES INCLUDING ROCK CHECK DAMS, SWALES SILT
FENCE, AND TEMPORARY TIMBER MATTING WITHIN THE LIMITS OF THE PROPOSED GAS CROSSING PRIOR TO ANY
CONSTRUCTION AND DEMOLITION.
6. INSTALL TEMPORARY SEDIMENT AND EROSION CONTROL MEASURES, INCLUDING CHECK DAM, STABILIZED
CONSTRUCTION ENTRANCE/EXIT, SEDIMENT BASIN #1 AND SKIMMER BASIN #1, RISER STRUCTURES AND CONCRETE
WASH. INSTALLATION OF STORM STRUCTURES A1-A3 AND E2-E5.
PERIMETER CONTROLS SHOULD BE CHECKED DAILY AND ADJUSTED AND/OR REPAIRED TO FULLY CONTAIN AND
CONTROL SEDIMENTATION ON THIS SITE BY CONTRACTOR. PERIMETER CONTROLS ARE TO REMAIN FUNCTIONING
FOR THE DURATION OF THE PROJECT. THE MONITORING AND INSPECTING OF EROSION CONTROL MEASURES SHOULD
FOLLOW THE GUIDELINES OF THE NPDES PERMIT (GENERAL PERMIT NCG 010000).
7. CONTACT SEDIMENT CONTROL INSPECTOR UPON COMPLETION OF INSTALLATION OF PERIMETER EROSION AND
SEDIMENT CONTROLS PRIOR TO PROCEEDING WITH ANY OTHER EARTH DISTURBANCE OR GRADING.
8. UPON APPROVAL FROM SEDIMENT CONTROL INSPECTOR, COMPLETE DEMOLITION OF ANY SITE FEATURES
(PAVEMENT, CURB, ETC.), CLEARING AND GRUBBING, AND STRIP SITE OF TOP SOIL.
ALL DEMOLISHED MATERIAL IS TO BE DISPOSED IN ACCORDANCE WITH APPLICABLE NORTH CAROLINA REGULATIONS.
CONTRACTOR TO ENSURE ALL APPLICABLE DEMOLITION PERMITS HAVE BEEN ISSUED AND HAVE ORIGINALS OF THE
SAME PRIOR TO COMMENCING DEMOLITION ACTIVITIES.
9. CONTACT SEDIMENT CONTROL INSPECTOR UPON COMPLETION OF STRIPPING, THE STOCKPILING OF TOPSOIL, THE
CONSTRUCTION OF TEMPORARY SEDIMENT AND EROSION CONTROL FACILITIES, DISPOSAL OF ALL WASTE MATERIAL,
AND PREPARATION OF THE GROUND.
10. ANY SOIL MATERIAL TAKEN OFFSITE MUST BE TAKEN TO ANOTHER PERMITTED SITE. IT IS UNLAWFUL TO TAKE SOIL
FORM PERMITTED SITE TO A NON -PERMITTED SITE.
ri
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LEGEND
TITLE SYMBOL
SEDIMENT FENCE SF
SUPER SEDIMENT FENCE SSF
STOCK PILEFK�H[�M
LIMITS OF DISTURBANCE mIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILOD�
TEMPORARY DIVERSION DITCH >>_
STABILIZED STONE
CONSTRUCTION ENTRANCE/EXIT SCE
WITH CONCRETE WASHOUT
BAFFLE
SKIMMER DEWATER DEVICE
INLET PROTECTION
SILT FENCE OUTLET
DRAINAGE DIVIDE
12"x12" #57 STONE SECTION FULLY
ENCASED IN NON -WOVEN FABRIC
WITH 4" CORRUGATED
PERFORATED HDPE PIPE
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REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: OAP-0
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U
D1.1
�J ���
]ENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC )30hlerEng.com
SHEET TITLE:
PHASE I
OVERALL SOIL
EROSION
CONTROLPLAN
SHEET NUMBER
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-OAP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:47 PM LAST SAVED BY: THOORN

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`\ ♦ ♦ \ ,.'� .'',,'''-"-, BYPASS DITCH W/ 5� 4 PROP (2) 15" TEMPORARY-----
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----- /
TYPE 500 MPORARY SKIMMER BAS #3' "
Q♦`� \`. � ��� �--'''���� / ,' ____ a1 • I ' ' � ` `\ `\ '\ FFE - 800.17 \ 9s �� ROP W TEMPORARY SKIMMER TO CONNECT TO '
�\ `♦ `\ I 1 \ I I - DISTURBED AREA: 4.00 AC.
"- \ ♦ ` ,1 ------------------- \ , \ I UNITS) ' ,RISER STRUCTURE AT INV ELEV 788.3
/ --' - 13,600 SF r D \ E T C-90,
\ / _- ` I ` ` ` ` ` ` \ ` ` I LENGTH: AVG. 154 FT
♦\ ♦ `♦ ' -- \`\ I \ I I \ \ \ \ \ \ \ \ \i I (30 TS) / / _-- WIDTH: AVG. 80 FT o i LL i
'aY'..
SURFACE AREA @ 791.00' ELEV: 8,296 SF
VOLUME @ 791.00 ELEV: 26,883 CIF
`\\ \`\\ `�_-- ----'' lay' \ `♦`\ \ `�\\\��`�\\� \ \i i �`\` I i '' ' TOP OF BERM: 792.00'
--- ---♦ BOTTOM OWEAR:1791
\\ `\ `♦ `\ `� ^\ ,1a `\\ \ I 1 1 \ `\ \` \\ \`\\\ \\ \\ \\ \ _ -' , SKIMMER PIPE DIA: 3.00"
SKIMMER ORIFICE DIA: 1.50"
\ \ -`- _--'18 -`\ \ i i i i / \> `\\`\ `\ ` ' `♦ i DEWATERING TIME: 2.77 DAYS
i# C VALUE: 0.50
/ INTENSITY: 4.81NIHR / I / /
Q10: 9.6 CFS
--_---- ,------ _ -- - ///? 1m \. - , INSTALLED ATAL DATE
\ LAST SEGMENT OF PI TO BE
r
NG ROAD
-----D
BUILDING 1
TYPE 100
, ° `` ` ` \ \ --_v- � ` \ \ \ PROP STONE INLET \ ♦ FFE = 798.679,800 SF
(30 UNITS)
' , \ `\\ \ `\\ \ `` `♦\ I / / / / / / / /, / ; ,\ ` \\ \\ \---_------ \ �' ' CIP IP j l l l I-
I >•' 1; ��o ' /,'; / TYPE 234
FFE = 798.67
FFE = 788.00
9,250 SF
(28UNITS) Ilk BUILDING 8
TYPE 400
FFE =795.17 /� ,, z /
\ 1 4 //// ' I I ,, I ,,, \ _ -,` 8,100SF
(24 UNITS) ,
BUILDING 2
%," ' /� % / / �� lhl a, fl TYPE 234 ! `\ o , 1 ' 1 =o ,
' '.� � / / / / / , % ( �93__ FFE = 800.92
` �' , , ; ♦\ _-_ - ' ''/ FFE = 790.25
/ 9,250 SF \ tX CONTR
(28 UNITS) STRUC RE 1 1 yo
BUILDING 4 i i `\ \` \` \` \` `\ \` \ A
TYPE 200
FFE = 785.17
9,250 SF J/
;% /(23 UNITS) w �P
/ _ \16
CLUB HOUSE
FFE = 793.00 o
8
cip
f'' ' �/ 10 `♦`` ` `\ `- PROP 15" TEMPORARY SLOPE DRAIN ' I ' ' _____ ------
\`♦` ``�♦ ` / / CIP fi,
IP I 1 / / \ .\ 6, TEMPORARY SKIMMER BASIN #1/ / i i , , SIP n ; /
/ \♦`♦ ®` ,
,DISTURBED AREA: 6.12 AC. / / , cIP = n
LENGTH: AVG. 125 FT
\\ \
\. ->> - 0SF/
---------------------- 1 1 _-77 _ �_ __'- -_ _ ao SURFACE A O 78 2.CF �\
....
----------------------- SURF 2.00'ELEV•10,25
-- _---------------------- - VOLUME2. ELEV: 31,83 i i i ` BUILDING
` ----------------------- ------ - -- ---- - -
`.- ---------------------------- - _ - - - - TOP OF BERM: 783.00' BUILDING 6
`�.,`,``, ♦ -_ __ --- - - --- - ------ - , ----- - ----- --- --- - BASIN: - ----- I I TYPE 234 _ -
` �- -- - BOTTOM OF BA TYPE 334
--- - __ � _--------_-_----_-- -- ---\ ` _ ROP WET PON 78/ ` FFE = 794.00 FFE = 785.17 1 /
- �___----- M _ WEIR: 781.50' I I \ \
- --- --------------= _ 9,250 SF
_ I 1 1 `, FFE = 795.84
--' ��` ____ � _ 77g __ __ SKIMMER PIPE DIA' 8 00" _ _____ _
-- "-- 779 -- SKIMMER ORIFICE DIA 1 75" '
---- --- --- 781------- ---- - --- ME:2.37DAYS
2,, 8UNIT 10,300 SFo 1 ``' -`\ `\`♦ - 1 / i, f� f� i
782 DEWATERING TIME:
_ -------
`- -- -- - - --- N 8UNIT)
---- ------C VALUE : 0.50
- -
'PROP (3) POROUS BAFFLES- ---- -----` - -- '--------------_---------- __---------------- INTENSITY: 4.8 IN/HR ,,----- 0• ` ,1g3 �• ------ T I E
------------
`` ------ -- - - __- -_ - ---- --------------------'_ __----------------------------------------------Qm: 15.81 CFS1°� PROP SILTFENC
`-------- -- TEMPORARY SKIMMER TO CONNECT TO --- ------ ,
- ------------- ----- - 790- - - ---- i ,
- ---------------------- " S _ - - _ --- S - - SSF '''F F S
ram----_ ----------------------------------------------- SF
-------------- ---------- _-
I�RISER STRUCTURE AT IN`V ELEV ------ - --- -COTS--- ---� =-L _ `D L - �� _�-'bi6D L LO - J �� LOD
_ S F ` SF
uu-
`♦-- --- --- - - �b, : 'i- - ;�'�'`- \ �185 % (' �' _=---, \ '\ PROP CLEAN WATER
----- ---' 4 `� ' ` / BYPASS DITCH
''W/ ---------- 86
--------------------------------
/MATTIN
------------
xx
87 --- ---
--------------------' -----
- ' ---`.
SEQUENCE OF CONSTRUCTION PHASE 11
6.
CONTRACTOR SHALL NOT ALLOW MORE THAN 100' OF DISTURBED AREA DRAIN TOWARDS SILT FENCE OR PERFORM
FACILITIES, INCLUDING ESTABLISHED GROUND COVERS AND PLANTING, AND ALL OTHER WORK OF THE BUILDING 50 25 12.5 0 50
-
GRADING IN A MANNER THAT ALLOWS SEDIMENT LADEN WATER TO FLOW LONGITUDINALLY ALONG SILT FENCE LINE. IF A
PERMITS.
LOW SPOT DEVELOPS ALONG GRADING NEAR SILT FENCE CONTRACTOR SHALL COORDINATE WITH EROSION CONTROL
1. INSTALL TEMPORARY SKIMMER BASIN #1 & SKIMMER BASIN #4 . REQUEST FINAL APPROVAL FROM THE SEDIMENT
INSPECTOR TO PLACE A SILT FENCE OUTLET IN OUTLET LOCATIONS. 9.
ONCE FINAL APPROVAL HAS BEEN RECEIVED, CONVERT EXISTING SEDIMENT BASIN #1 AND SKIMMER BASIN #2 TO 1"=50'
CONTROL INSPECTOR TO REMOVE CONTROLS WITHIN TEMPORARY SEDIMENT BASIN #1 ONCE EASTERN UPSTREAM LOT
PROPOSED STORMWATER POND.
HAS BEEN STABILIZED AND TO ALLOW CLEAN WATER TO BYPASS.
5.
INSTALL CURB ALONG THE PERIMETER OF THE SITE TO AID IN THE PROTECTION OF THE EXISTING ADJACENT
PROPERTIES AND THE ADJACENT ROADWAYS.
2. INITIATE ROUGH GRADING OF THE SITE.
6.
BUILDING CONSTRUCTION MAY BEGIN UPON INSTALLATION OF SEDIMENT CONTROLS AND SEDIMENT CONTROL
3. TEMPORARILY STABILIZE GRADED AREAS (NON -STEEP SLOPES) AS REQUIRED.
INSPECTOR'S APPROVAL.
4. COMPLETE ROUGH GRADING. COMPLETE THE INSTALLATION OF STORMWATER SYSTEM, AND SITE UTILITIES.
7.
FINE GRADE AND INITIATE FINAL PAVING. PERMANENTLY STABILIZE ANY REMAINING AREAS IN ACCORDANCE WITH THE
PERMANENT SODDING SCHEDULE AND NOTES. INSTALL FINAL SITE LANDSCAPING.
5. CONTACT SEDIMENT CONTROL INSPECTOR UPON COMPLETION OF ROUGH GRADING, BUT PRIOR TO PLACING TOPSOIL,
PERMANENT DRAINAGE, OR OTHER SITE DEVELOPMENT IMPROVEMENTS AND GROUND COVERS.
8.
REQUEST FINAL APPROVAL FROM THE SEDIMENT CONTROL INSPECTOR PRIOR TO REMOVING ANY REMAINING SEDIMENT
CONTROL MEASURES AND UPON COMPLETION OF FINAL GRADING, PERMANENT DRAINAGE, AND EROSION CONTROL
]LEGEND
TITLE SYMBOL
SEDIMENT FENCE SF
SUPER SEDIMENT FENCE SSF
STOCK PILE
LIMITS OF DISTURBANCE �LOD�
TEMPORARY DIVERSION DITCH >>_
STABILIZED STONE
CONSTRUCTION ENTRANCE/EXIT SCE
WITH CONCRETE WASHOUT
BAFFLE
SKIMMER DEWATER DEVICE
INLET PROTECTION
SILT FENCE OUTLET
DRAINAGE DIVIDE
12"x12" #57 STONE SECTION FULLY
ENCASED IN NON -WOVEN FABRIC
WITH 4" CORRUGATED
PERFORATED HDPE PIPE
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REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: OBP-0
PROJECT:
CCAMBRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
o � OTL
LTEHRI.
]ENGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
\\\�\11111111///
° SEAL -
0 047366o
%
FN
SHEET TITLE:
PHASE 11
OVERALL SOIL
EROSION
CONTROLPLAN
SHEET NUMBER
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-OBP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-LLP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: DELIAS

m
AVENIR TEXT
85 HEAVY
2" TALL WITH
+50 TRACKING
PHARMACY
- DRIVE-TH R U
FULL HEIGHT CURB 3' CURB TAPER
�1" RADIUS
/ 2"
PAVEMENT SURFAC
CURB TAPER DETAIL
SIGNS ARE 24" x 18"
PHARMACY
DRIVE-THRU
PUBLIX
LIQUORS
NO
PARKING
NOT TO SCALE
PHARMACY
DRIVE-THRU
ADDITIONAL
PARKING
2' 1
PHARMACY
DRIVE-THRU
3" GALVANIZED
POST
INSTALLATION DETAIL
PARKING LOT DIRECTIONAL SIGNAGE
SELECT 3 OR 4 LOGICAL LOCATIONS TO INDICATE PREFERRED
VEHICULAR APPROACH TO PHARMACY DRIVE THRU
LOCATE OTHER SIGNS AS NEEDED
99.
CENTER ON 2 1/2" POSTS
96 1/2"
3 7/8" SPACE (4 7/8" O.C.)
5 3/8"
OPTIONAL 3RD CHANNEL
60"
50 5/8"
1.5" x 1.5" CHANNEL
1" x 1" x .060" .070 TOPWALL
PICKET .100" SIDEWALL ALUMI-GUARD TITLE
96 1/2" INDUSTRIAL ASCOT 60"
ORNAMENTAL ALUMINUM FENCING
DATE 10/18/12 SCALE: NTS DRAWINGNO 18A603S SHEET REV
DRAWNBY: DR ICHKDBY: LP %% I -
2' MIN. CLEAR ZONE
(TYP., LT. & RT.)
VARIES
2%O MAX. CROSS SLOPE
.5" ASPHALT SURFACE COURSE (S9.5B - NCDOT SEC. 610)
.5" ASPHALT BINDER COURSE (S9.5B - NCDOT SEC. 610)
AGGREGATE STONE BASE (NCDOT SEC. 520)
1.5" ASPHALT SURFACE COURSE (S9.5B - NCDOT SEC. 610)
1.5" ASPHALT BINDER COURSE (S9.5B - NCDOT SEC. 610)
-10" AGGREGATE STONE BASE (NCDOT SEC. 520)
L- ��------------------------------ - - - - - - - -
4 CLASS ACONCRETE-
COMPACTED SUBGRADE (PER (3000 P.S.I. @ 28 DAYS)II I II I II I II I II III 1-1 I -I I II I I II III 1=1 I I-1 I I, ; I I II ; II I I; ,I 11=1 I I- Il I=1 11=1 I I I I II II I II I II I II I II I II I II 11='
GEOTECHNICAL REPORT) 14" THICK, COMPACTED COMPACTED SUBGRADE COMPACTED SUBGRADE
(PER GEOTECHNICAL REPORT) (PER GEOTECHNICAL REPORT)
STONE BASE (TYPE 2a)
NOTE.
NOTE. NOTE. 1. SECTION SHOWN PER CESI GEOTECHNICAL ENGINEERING EVALUATION. FINAL DESIGN
1. EXPANSION JOINTS 1/2" WIDE PREMOLDED BIT. MATERIAL SHALL BE INSTALLED 1. SECTION SHOWN PER CESI GEOTECHNICAL ENGINEERING EVALUATION. FINAL TO BE PROVIDED ONCE FINAL CBR'S ARE AVAILABLE ON COMPACTED SUB -BASE.
AT 30' INTERVALS, CRACK CONTROL JOINTS TO BE SPACED AT INTERVALS EQUAL DESIGN TO BE PROVIDED ONCE FINAL CBR'S ARE AVAILABLE ON COMPACTED SECTION TO BE CONFIRMED WITH GEOTECHNICAL ENGINEER AND MODIFIED AS NEEDED
PRIOR TO STONE PLACEMENT.
TO SIDEWALK WIDTH. SUB -BASE. SECTION TO BE CONFIRMED WITH GEOTECHNICAL ENGINEER AND
MODIFIED AS NEEDED PRIOR TO STONE PLACEMENT. 2. SIII ASPHALT FINISH COURSE NOTED WITH ADEQUATE THICKNESS PER GEOTECHNICAL
2. SIII ASPHALT FINISH COURSE NOTED WITH ADEQUATE THICKNESS PER RECOMMENDATION..
GEOTECHNICAL RECOMMENDATION. 7
CCONCCR ET E SIDEWALK DETAIL STANDARD D � J7'] Y ASP HIA][eT PAVE 1[]Ei�T SECTIONHEAVY DUTY TY ASPHALT PAVEMENT SECTION
NOT TO SCALE NOT TO SCALE NOT TO SCALE
\\-PAVED SURFACE/ CONC. D
T TAPER 3' CURB S TAPER
BREAK
GUTTER PAN
EVE
TRIP -RAP PAD
PLAN
3TD. CURB (PER SITE PLAN)
1" RADIUS
3' CURB
3'TAPER BREAK 3TAPER
ELEVATION
CURB BREAK DETAIL
NOT TO SCALE
A B
I
I
A R
1. ALL CONCRETE TO BE 3600 P.S.I. COMPRESSIVE STRENGTH.
2. TYPE OF PIPE TO BE USED IS 1-5/8" MAX. O.D. BLACK IRON, LOW CARBON PIPE OR GALVANIZED
3. ALL JOINTS TO HAVE A 1/2" FILLET WELD AT ALL JOINTS.
4. AFTER INSTALLATION PAINT ASSEMBLY WITH BLACK ALL WEATHER ENAMEL.
5. SEE DETAIL 50.04-B FOR WARRANTS
SAFETY RAIL
WARRANTS
STANDARD SAFETY RAIL SHALL BE INSTALLED UNDER ANY OF THE
FOLLOWING CIRCUMSTANCES IN BOTH NEW CONSTRUCTION AND IN
RETROFITTING OR RECONSTRUCTION OF EXISTING ROADWAYS OR
SITES:
1. WHEN THE CULVERT CROSSING DETAIL APPLIES.
2 FT.
2. IF THERE IS A TWO FOOT OR GREATER DROP OFF WITHIN 2 FEET OF
THE EDGE OF THE SIDEWALK (SEE DIAGRAM A). OR
GREATI
3. IF THERE IS A 1-FOOT OR LARGER DROP OFF DIRECTLY ADJACENT TI
TO THE SIDEWALK EDGE (SEE DIAGRAM B).
4. AT THE TOP OF ANY DROP OFF WITHIN THE PEDESTRIAN CLEAR
ZONE OR WHERE PEDESTRIANS CAN REASONABLY BE EXPECTED IN
THE VICINITY.
5. AT THE DIRECTION OF DOT OR ENGINEERING & PROPERTY
MANAGEMENT STAFF BASED ON FIELD CONDITIONS.
• • •
NO N
►l�Ibbbbbb�I�I�I�I�I�I�I�I�I�Ibb�i
COMPACTED SUBGRADE
(PER GEOTECHNICAL REPORT)
NOTE.
1. SECTION SHOWN PER CESI GEOTECHNICAL REPORT TO BE PROVIDED ONCE
FINAL CBR'S ARE AVAILABLE ON COMPACTED SUB -BASE. SECTION TO BE
CONFIRMED WITH GEOTECHNICAL ENGINEER AND MODIFIED AS NEEDED PRIOR
TO STONE PLACEMENT.
CONCRETE -TO -ASPHALT DETAIL HEAVY DUTY CONCRETE SECTION
NOT TO SCALE NOT TO SCALE
PAVEMENT DIMENSIONS ON PLAN VIEW PAVEMENT DIMENSIONS ON PLAN
REFER TO FACE OF CURB VIEW REFER TO FACE OF CURB
AS SHOWN AS SHOWN
1"
6" 1" 6"
REINFORCED REINFORCED
CURB CURB
'a 1-1/2"R 1-1/2"R
•} t .
�7 t
SPILL CURB RB & GUTTER COLLECTOR CURB & GUTTER
NOTES.
1. CONCRETE FOR CURBING SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 P.S.I. @ 28 DAYS.
2. CONSTRUCTION STAKING FOR CURB INSTALLATION SHALL BE REFERENCED (CUT OR FILL) TO THE TOP OF CURB.
3. AT CONTRACTOR'S OPTION, THE GUTTER THICKNESS MAY BE INCREASED AT THE EDGE OF PAVEMENT TO MAKE BOTTOM OF GUTTER CONTIGUOUS WITH BOTTOM OF
ASPHALT PAVEMENT.
4. CONTRACTION JOINTS SHALL BE PLACED @ 10--0" O.C. TOOLED 1/4" (t1/16") WIDE, 1" DEEP. EXPANSION JOINTS SHALL BE PLACED @ 40'-0" INTERVALS, MAXIMUM, AND ALL
P.C.'S.
NOT TO SCALE
TACK COAT
(APPLIED @ 0.2)
GALLONS/S.Y.)
SAFETY RAIL
50.04A PROPOSED PAVEMENT
(SEE PAVEMENT DETAIL)
I
' �SIDEWALK(IF
APPLICABLE)
DIAGRAM A
SLOPED DROP OFF AT BACK OF SIDEWALK
IF VERTICAL DROP OFF IS LESS THAN 1
SAFETY RAIL FOOT, SAFETY RAIL MAY NOT BE
DEFINITIONS WARRANTED. INSTEAD, THE EDGE OF
50.04A SIDEWALK MUST BE MARKED WITH 6" WIDE
YELLOW PAINT LINE, 10' PAST DROP OFF IN
• DROP OFF - A SLOPE OF 2:1 OR STEEPER. EXAMPLES INCLUDE EACH DIRECTION ALONG THE SIDEWALK.
HEADWALLS, RETAINING WALLS, AND CULVERTS.
• PEDESTRIAN CLEAR ZONE -- 10 FEET OF ANY COMBINATION OF
SIDEWALK, SLOPE, AND SHOULDER SLOPED AT 6:1 OR FLATTER.
SIDEWALK DOES NOT NEED TO BE PRESENT. 1 FT.
OR SIDEWALK (IF
• SIDEWALK - FOR PURPOSES OF THIS STANDARD, THE TERM GREATER* `.,•. ,:+ APPLICABLE)
"SIDEWALK" IS USED GENERICALLY AND SHALL MEAN ANY PATH OR -
SURFACE TO BE USED FOR BICYCLE AND/OR PEDESTRIAN RETAINING WALL
TRANSPORTATION. EXAMPLES INCLUDE, BUT ARE NOT LIMITED TO, OR STEP
SIDEWALKS, BIKE PATHS, SHARED -USE PATHS, PEDESTRIAN PATHS,
AND GREENWAYS.
DIAGRAM B
VERTICAL DROP OFF AT BACK OF SIDEWALK
SAFETY RAIL WARRANTS
CONCRETE CURB & GUTTER DETAIL
NOT TO SCALE
4" CONCRETE WALK
W/6x6 WWM (10 GA)
2%O MAX. SLOPE
" COMPACTED 21-A STONE
5'
NOTE.
1. CONCRETE TO BE 4000 P.S.I. @ 28 DAYS.
NOTTOSCALE MONOLITHIC IC CURB & FLUSH SIDEWALK
DETAIL
NOT TO SCALE
PAVEMENT SURFACE
(SEE PAVEMENT DETAIL)
NOTES.
1. EXPANSION JOINTS TO BE INSTALLED AT 20' INTERVALS.
2. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
3. CONCRETE TO BE CLASS A3 IF CAST IN PLACE OR 4000 P.S.I. IF PRECAST.
4. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING BARRIER CURB, THE
TRANSITION IS TO BE MADE WITHIN 10' OR THE CHANGE IN STANDARDS MADE AT
REGULAR OPENINGS.
MOUNTABLE CURB DETAIL
NOT TO SCALE
12"
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REFLECTIVE ALUMINUM
LEGEND AND BORDER - GREEN
WHITE SYMBOL ON BLUE BACKGROUND
BACKGROUND - WHITE
TYPICAL AT ALL ADA SPACES
THIS SIGN TYPICAL AT ALL "VAN
ACCESSIBLE" PARKING SPACES
PENALTY SIGN WITH WORDING AS
REQUIRED BY STATE OR LOCAL LAW
GALVANIZED "U" CHANNEL POST
4" DIA. SCH. 40 GALVANIZED STEEL PIPE
BOLLARD PAINTED OSHA YELLOW FILLED
WITH CONCRETE
PAINT CONCRETE BLACK AFTER
CURING AT ASPHALT LOCATIONS
4000 PSI CONCRETE
NOTE.
ONE AT EACH ADA SPACE. WHERE ADA SPACES FACE EACH OTHER WITHOUT
WALKWAY THERE SHALL BE ONE POST WITH SIGNS MOUNTED BOTH SIDES
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REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
30 L]LARD MOUNTED ADA PARKING SIGN D ETAI CONSTRUCTION
NOT TO SCALE
PROJECT NO.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
TRUNCATED DOME PATTERN SCALE: AS NOTED
CAD I.D.: SDP
EDGE OF CURB
n a .. ° .. d e na '. e n u
d
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SLOPE.' A. SLOPE `
° 1 2:1 MAX: a d °. 12:1 MAX.°
00000000 000000000
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00000000000000000 ..A° .. dd '
d°
° a l00000000 000000000 °
I
5'-0"
MIN.
NOTE.
ADAACCESSIBLE RAMP CONSTRUCTION SHALL CONFORM TO CURRENT ADA
ACCESSIBLE GUIDELINES.
ADA ACCESSIBLE RAMP DETAIL
NOT TO SCALE
MAX2%O IN ANY DIRECTION
AT LANDING
a' d
"Sell e
. ° rib\�\` •, A.
°a
° '
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4
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SLOP :d '
d a
TRUNCATED °
MAX
DOME PATTERN 1:12 SLOPE
FLUSH CURB
SEE SITE PLAN
FOR DIMENSION
NOTE.
1. ADAACCESSIBLE RAMP CONSTRUCTION SHALL CONFORM TO CURRENT
ADAACCESSIBLE GUIDELINES.
ADA ACCESSIBLE RAMP DETAIL
NOT TO SCALE
PROJECT:
CCAMBRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
TM
00 � ���
IENIGNM]EIERENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
[e-mail]
SHEET TITLE:
SITE DETAILS
SHEET NUMBER:
C-901
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

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PLAN SYMBOL
CR PROPOSED CURB RAMP W/ LANDING ALLOWABLE LOCATIONS
-------------------
FOR PROPOSED PROPOSED OR FUTURE SIDEWALK DUAL RAMP RADII ........... ANY
CURB RAA1P
HEET 2 OF 3 SHEET 2 OF 3
848.05 848.05
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< NOTES:
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�
o In CONSTRUCT STANDARD SIDEWALK 5' WIDE AND
z m 2 --I 4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
om ti m 0 PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADII
z12"oor'n IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
,0"
ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50'
D D D INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED
�
N WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
0
z r.,
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES.
848.01
1 ° r RA'D SURFACE OF
JOINT SEALER SIDEWALK
'o-;.n'' �•'o?.n' �•'o ;.e' �•'o ;.n' �•'i '• •o':.n' �•'o�:.e'' �•'o:.e' �•'o'.e'
1/2" JOINT WIDTH_I�_ JOINT FILLER
T = SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT V- -fV-
IN SIDEWALK PLAN VIEW
/ 1/2" EXPANSION JOINT FILL fig" WIDE x 1" DEEP GROOVED OR
SAWN JOINT WITH JOINT
BUILDING, SEALING COMPOUND
WALL, ETC. / 1/g" RAD %g" RAD
01
// PROPOSED
CONCRETE PROP. C&G
SIDEWALK CONC. PAVEMENT
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK
GENERAL NOTES:
1. MORTAR JOINTS SHOULD BE BETWEEN 3/8" AND 5/8" THICK.
2. ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH.
3. THE 6" OPENING SHOWN MAY BE INCREASED TO 8" MAX. IF DEEMED TO
BE NECESSARY BY THE ENGINEER.
4. ALL CATCH BASIN OVER 3'-6" IN DEPTH SHALL BE PROVIDED WITH STEPS
V-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH STD. 20.12.
5. CONCRETE BRICK MAY BE USED IN LIEU OF HARD COMMON CLAY BRICK.
6. JUMBO BRICK WILL BE PERMITTED.
7. 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 8" WALL FOR THE REMAINING 6'-0".
8. ALL EXPOSED JOINTS WILL BE CONCAVE TOOLED.
9. ALL PIPE IN STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN WITH THE
INSIDE WALL, GROUTED AND BRUSHED SMOOTH.
10. WEEP HOLES SHALL BE PLACED IN BACK WALL WITH FILTER FABRIC
OR STONE ON BACK SIDE.
11. THIS CATCH BASIN IS NOT TO BE USED WITHIN STREET RIGHT OF WAY
UNLESS OTHERWISE APPROVED BY CITY ENGINEER.
DIMENSIONS OF
BOX AND PIPE
REINFORCING
COVER
PIPE
SPAN
WIDTH
HEIGHT
BARS - X
BARS - Y
TOTAL
DIMENSION
D
A
B
H1NIN)
NO.
LENGTH
NO.
LENGTH
LBS,
F
G
15"
3'-6"
2'-3"
2'-7"
2
3'-4"
7
4'-7"
26
4'-10'
3'-7"
18"
4'-0"
2'-8"
2'-11"
2
3'-9"
8
5'-1"
33
5'-4"
4'-0"
24"
4'-0"
2'-8"
3'-5"
2
3'-9"
8
5'-1"
33
5'-4"
4'-0"
30"
4'-0"
3'-6"
3'-11"
2
4'-7"
9
5'-1"
37
5'-4"4'-10"
36"
4'-0"
3'-6"
4'-6"
2
4'-7"
9
5'-1"
37
5'-4"4'-10"
42"
4'-0"
3'-6"
4'-11"
2
4'-7"
9
5'-1"
37
5'-4"4'-10"
48"
4'-6"
4'-0"
5'-5"
2
5'-1"
10
5'-7"
45
5'-10'
5'-4"
• CITY OF CHARLOTTE
LAND DEVELOPMENT STANDARDS
CIIARIATTL_ INCLUDES CHARLOTTE ETJ
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848.01
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NOTES:
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1.
CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT. CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKING
Q Q
x H z
PLANS R A DIRECTED BY H R
L NS 0 S D ECTED THE ENGINEER.
Q �
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OC7U
0
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H Z =
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2.
LOCATE CURB RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REQUIRE
0
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MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION UNIT OR LOCATE AS DIRECTED BY THE ENGINEER.
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cc_
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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
H
< 2 LLO III
2 CD711
-a CD 00
0
WITHIN THE PEDESTRIAN CROSSWALK LINES.
Z
n = 2 Z
4.
SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4' MINIMUM.
CO
ITT OZ Lu
J
Q 0 H" Q
ADD
z ►U"x
< N
5.
REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT
I- H
O O
PROVIDED, CONTACT THE SIGNAL DESIGN SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY THE ENGINEER.
,
W p
Z
6.
TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
p
7.
CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
8.
CONSTRUCT THE RUNNING SLOPE OF THE RAMP 6.33% MAXIMUM.
9.
ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM.
10.
CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE.
Ow
r
11.
CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE BASE OF THE CURB RAMP A MAXIMUM OF 596AND MAINTAIN A
f7
=
SMOOTH TRANSITION.
N
12.
CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION. CONSTRUCT LANDINGS FORCL
Q
N
D
MEDIAN ISLANDS A MINIMUM OF 5'x5' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION.
Or-
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13.
TO USE A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A MINIMUM OF 6' WIDE. CONSTRUCT MEDIAN ISLANDS
cc LUL,
TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND.
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14.
SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
Q
THE SURFACE STREET.
ITT
D
15.
CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
Z
IS PLANTING OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
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16.
PLACE A 1,2" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHOWN IN ROADWAY STANDARD DRAWING 848.01
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17.
PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MUTCD.
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18.
CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.
.051 848.
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GENERAL NOTES:
FILL 4g" x 1" DEEP
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-PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT
JOINT WITH JOINT
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A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN
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SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED
SEALER
JOINT SEALER
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WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS.
1/8" RAD. GUTTER
= C O
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JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER.
1
a:, �e RAD.
PAVEMENT SURFACE
Z Z
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CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF
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TEMPLATES OR FORMED BY OTHER APPROVED METHODS.
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WITH JOINT FILLER AND SEALER.
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO
PROPOSED
CURB & GUTTER
PROP. JOINT FILLER
ALL RIGID OBJECTS.
JOINT
PAVEMENT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
SECTION VIEW OF JOINTS
T 1 OF 3
SHEET 1 OF
846.01
RING AND COVER
G STD. 20.05E
2ND. OPENING 4" CONCRETE OR OPTIONAL DROP
IF REQUIRED rCOVER INLET FRAME AND
i GRATE (NCDOT STD.
840.16)
INLET I
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`ICD SECTION Y-Y11
PLAN
SECTION X-X
8"
SLAB
TYPE
CATCH
BASIN
15"
THRU
48"
PIPE 20.05A
R7
846.01
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JOINT SEALER
FOR PAVEMENT DEPTH.
KEY IN ON THE _ LAST LAYER OF T T
SHOWING GROOVED JOINT PAVEMENT SURFACE I I
m COURSE SURFACE COURSE 2" RADIUS ¢
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O OR EXISTING PAVEMENT w
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Z = NOTE: ON ASPHALT CONCRETE PAVEMENT 1z1
(� (USE ON ISLAND LESS THAN 4' WIDE)
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WHEN MONOLITHIC CONCRETE ISLAND IS ON TOP OF SURFACE VARIABLE 2 J
m z COURSE, DRIVE 40d SPIKES INTO SURFACE UNDER MONOLITHIC Y2" x 6" LONG DIA. DEFORM p N
m v BARS ON 24" C STAGGERED I9"
mACONCRETE ISLAND. STAGGER SPIKES ON 2' CENTERS EACH WAY. 0.02 SLOPE
v N o W
CAO IN THE CONCRETE PAVEMENT (ISLAND) AND CONCRETE ISLAND z W
a
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D (MONOLITHIC) PLACE Y2 EXPANSION JOINTS AT 30 INTERVALSITT
Z `z AND GROOVED JOINTS 1" DEEP AT 10' INTERVALS BETWEEN 1�4" RADIUS 2" RADIUS Z
v z EXPANSION JOINTS. 5" MONOLITHIC CONCRETE ISLAND In O
N o (SURFACE MOUNTED) ON CONCRETE PAVEMENT _ v
LINE LIP THE JOINTS IN THE CONCRETE PAVEMENT (ISLAND) VARIABLE Z
x WITH THE JOINTS IN THE CURB OR CURB AND GUTTER. JOINT SEALER w
JOINT FILLER
FILL AND SEAL THE TOP L2" OF THE EXPANSION JOINTS AND CURB AND GUTTER 4" GONC. COVER
THE ENTIRE DEPTH OF GROOVED JOINTS WITH JOINT SEALER. AS CALLED FOR ON 0.02 SLOPE
PLANS.
FOR JOINTS IN THE CURB AND/OR CURB AND GUTTER, SEE SURFACING„ •' - s o =oo. Doe os=o .,'.
v.4 BASE COURSE.
SHEET 1 OF 1 STANDARD NO. 846.01 SHEET 1 OF 1
852.01 PAVED CONCRETE ISLAND 852.01
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848.05
ISOMETRIC VIEW
PAY LIMITS FOR CURB RAMP
NOTES:
1. DETECTABLE WARNING DOMES WILL COVER 2'-0" LENGTH AND FULL WIDTH OF THE
RAMP FLOOR AS SHOWN ON THE DETAILS.
2. DETECTABLE WARNING DOMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
OR DARK -ON -LIGHT SEQUENCE COVERING THE ENTIRE RAMP.
RAMP WIDTH AREA IS VARIABLE
0
0
0
0
0
0
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E DIAMETER
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09 R TO 1.40'R
0
0
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TOP DIAMETER OF NO LESS
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THAN 504 TO NO MORE
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Op
Op
Op
THAN 65% OF THE BASE
DIAMETER
0
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X
B
5'
0. 0'
S.8'
5.8'
5.0"
6'
0.0'
6.8,
6.8,
6.0'.'
7'
0.0'
7. 0'
7.3'
6.5"'
8'
0.0'
8.8'
7.3'
6.5"'
5'
2. 0'
7. 8'
7. S'
5. 0'
5'
2.5'
0.3,
8. 1'
4.8'
5'
3. 0'
0.0,
8. 3'
4.4'
5
3.5'
9.3'
B. 4'
4. 1'
5'
4.0'
go so
8.6'
3.8'
5'
4.5'
10.3'
5'
15.0'1
10.8'
W
SIDEWALK (5' STD.)
3"R 6" A
B
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r UTILITY STRIP0:12(((
1
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2' DETECTABLE
4"
0..2 (NORM.)
&SGUTTEDROP
0.04 (MNOpM.)
12:1 MAX. RAMP
_
X
4' M.N.
SECTION B-B
SIDEWALK 4' 5 ' MIN
OP OF
ELEVATION TRANS" DROP TRANSIBION
CURB
CURB
VARIABLE SLOPES NOT
TO EXCEED 10:1
SECTION A -A
0..9--"--- TO. ---yyl 0.8 " - 1.6" TO
,,, 1 4 MIN °1 2.4
B = X-(A+9")
B = DISTANCE FROM FRONT EDGE OF SIDEWALK
. _
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TO BACK POINT OF 12:1 (8.33%) SLOPE.
• BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
•• BACK OF SIDEWALK DROP REQUIRED FOR
SIDEWALK SLOPES 0.04.
DETECTABLE WARNING DOMES
NOTE: A PORTION OF ONE OR BOTH RAMPS
MAY EXTEND OUTSIDE THE RETURN.
SEE NOTE 1 �(SEE STD. 8148.01)
4' 4'
\- LANDING
d
� - PANSION JOINT
EE STO. 545.01
PLAN VIEW
DUAL RAMPS
ANY RADII
(4' MIN. FLOOR WIDTH)
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD I.D.: SDP
PROJECT:
CCAMBRIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
TDI 0 TI-ITTL TETDI
IEkYGNM EIEI ENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
\\�\11111111///
o° °o
SEAL -
- o S
0 047366
I NE
FN
SHEET TITLE:
SITE DETAILS
SHEET NUMBER:
C-902
H:\2019\FLB19O1O7\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

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fill WALL 6" WALL 8" WALL 8" WALL
6" WALL 6" WALL WITH 4" LIP
J_
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W
OF END ELEVATION
GENERAL NOTES:
USE THIS STANDARD WITH ALL DRAINAGE STRUCTURES
USING REINFORCED CONCRETE PIPE SET IN BASE SLAB.
8" WALL 8" WALL WITH 4" LIP
TABLES OF QUANTITIES FOR PIPE SET IN PAD
PIPE
D
"W"
DLN
"W1"
DIM
"T"
DIM
C.Y. QUAN77TMS
107MV L 13
12"
16"
20"
12"
V-13b"
O'-77f"
0'-2"
0.005
0.007
0.008
15"
V-3%"
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0.006
0.008
0.010
181,
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0'-2"
0.007
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0.012
24"
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0'-3"
0.011
0.014
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30"
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0.014
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0.023
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0.025
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0.025
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0.038
48"
2'-10%"
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54"
3'-211t„
1'-101-�"
0'-61/4"
0.035
0.047
0.058
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2'-01/4"
0'-844"
0.042
0.056
0.071
86"
1 '-9"
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0'-71,4"
0.050
0.067
0.084
72"
4'-Olt"
1 2'-344"
0'-744"
0.059
0.078
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DIMENSIONS
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CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
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PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
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3'-6"
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0.222
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NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
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PET GEOGRID REINFORCEMENT
MACHINE DIRECTION ITYP)
4
PET GEOGRID REINFORCEMENT (TYP)
WALL FACE
GALVANIZED SCHEDULE 40
STEEL PIPEWWa (TYPI
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SEGMENTAL RETAINING
WALL (SRW)UNIT (TYP)
3' MIN ITYP) 4' MAX* 2' MIN*
PET GEOGRID REINFORCEMENT
VERTICAL OBSTRUCTION DETAIL - PARTIAL ELEVATION
AFOR LARGER VERTICAL OBSTRUCTIONS OR OBSTRUCTIONS CLOSER
TO WALL FACE.SUBMIT PROPOSED DETAIL FOR APPROVAL.
V " c^ .^ ^^ ^T• WHSEE TABLE FOR BAR AND PIPE DIAMETERS.
GALVANIZED THREADED BAR
THROUGH PIPE WITH
GALVANIZED HEX NUT
ON EACH ENDMO (TYP)
(SEE TABLE FOR BAR DIA.)
SRW UNIT (TYP)
WALL FACE
STEEL PIPE (TYPI DIRECTION (MD) 2'MIN*
)SEE TABLE FOR PIPE DIA.1
PET GEOGRID REINFORCEMENT
VERTICAL OBSTRUCTION DETAIL - PLAN VIEW
WFOR LARGER VERTICAL OBSTRUCTIONS OR OBSTRUCTIONS CLOSER
TO WALL FACE,SUBMIT PROPOSED DETAIL FOR APPROVAL.
CUT PET GEOGRID REINFORCEMENT FOR OBSTRUCTION WIDTH AND DISTANCE
FROM WALL FACE. CUT RIBS IN CD TO WRAP PET GEOGRID AROUND PIPES.
CONCRETE DITCH
CONCRETE COPINGW,
\
TOP OF WALL
LIMITS OF FINISHED GRADE
REINFORCED ZONE END BENT SLOPER
E* \
_ _
CONCRETE SLOPE PROTECTION.
IF APPLICABLE \ '�
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
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SEPARATION GEOTEXTILE
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GRADE ELEVATION
BACKFILL
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IF REQUIRED
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1
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AGGREGATE COARSE ,.
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STEP TOP OF LEVELING PAD IN
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SRW UNITS LEVELING PAD STEP DETAIL
MAX 18"CIA. PILE OR 14"H-PILE
(FOR LARGER PILES,SUBMIT PROPOSED
PILE OBSTRUCTION DETAIL FOR APPROVAL)
POLYESTER TYPE (PET)GEOGRID REINFORCEMENT (TYP)
MACHINE P
DIRECTION (MD) 3-- 3'+/-
PET GEOGRID REINFORCEMENT
PILE OBSTRUCTION DETAIL
CUT PET GEOGRID FROM 3'+/- IN FRONT OF PILE (WALL FACE SIDE)TO END OF GEOGRID REINFORCEMENT
AT CENTERLINE OF PILE. THEN. CUT RIBS IN CD BETWEEN EVERY OTHER RIB IN THE MD FROM 3'+/-
IN FRONT DEFILE TO END OF GEOGRID REINFORCEMENT TO SKEW AND BUNCH UP TWO RIB WIDE GEOGRIDS
AROUND PILE. KEEP TWO RIB WIDE GEOGRIDS PULLED TAUT AROUND PILE AS AGGREGATE IS PLACED.
OBSTRUCTION HEIGHT (FT)
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> 15 - 25
> 25 - 35
NOMINAL BAR DIA.
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IF APPLICABLE
1
' FINISHED GRADE
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1 i BOTTOM (FRONT SLOPE)
I POLYESTER TYPE (PET)OR HOPE GEOGRID REINFORCEMENT (TYP) OF WALL
, BENCH
4' MIN
('.'•.>• AGGREGATE SHOULDER DRAIN IN _ 2%�
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�'+;;:.:.. DRAWING NO. 816.02. IF REQUIRED TOP OF
(SEE NOTE FOR DRAIN) LEVELING PAD
% o
FINISHED GRADE* J
2:1 (H:V) OR FLATTER
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FOUNDATION
MATERIAL
MSE WALL WITH SRW UNITS - TYPICAL SECTION
ISEE COPING DETAILS AND PLANS FOR FINISHED GRADE OR END BENT SLOPE DETAILS.
WWSEE MSE RETAINING WALLS PROVISION AND IF APPLICABLE, MSE WALL NOTES FOR EMBEDMENT AND REINFORCEMENT LENGTH REQUIREMENTS.
GRADE BOND BREAKER
ELEVATION w + OVERHANG
GRADE
\ EXTENSION ELEVATION w + OVERHANG
2"MIN \
FINISHED GRADE OR EXTENSION
END BENT SLOPEW' - b l2"MIN
- - - - - - - - CAST -IN -PLACE FINISHED GRADE OR
REINFORCED END BENT SLOPE#
CONCRETE COPING - - - - - - - -
CAST -IN -PLACE
CONCRETE DITCH AND DOWEL CONCRETE DITCH AND REINFORCED
IF APPLICABLE, CONCRETE IF APPLICABLE,CONCRETE GOWWTE COPING
SLOPE PROTECTIONWHI SRW UNIT WIDTH (w) SLOPE PROTECTIONWW, 4"MIN SRW UNIT
BOND BREAKER WIDTH IWI
COPING DETAILS
AT THE CONTRACTOR'S OPTION, CONNECT COPING TO SRW UNITS
WITH DOWELS OR EXTEND COPING DOWN BACK OF SRW UNITS.
W6EE PLANS FOR FINISHED GRADE OR END BENT SLOPE DETAILS.
WW6EE CONCRETE DITCH BEHIND WALL DETAILS.
WALL FACE
SRW UNIT (TYP)
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
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REVISIONS
REV DATE COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D. SDP
PROJECT:
CC��l�iJ�RIDGJE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, �LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O o O� ���
IEkYCrIIIY]EIERIIiYCr 13C, PILILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)30hierEng.com
SHEET TITLE:
SITE DETAILS
SHEET NUMBER:
C-903
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

LCPW STANDARD DETAa AND SPECDICATIONS 13 D­STANDARD DETAILSU,CPW SS-0I.DWG X:\LCPW STANDARD DETAa AND SPEC-ON-3 D­­STANDARD DETADSU,CPW SS-0l.DWG \:LCPW STANDARD DETAa AND SPECDICATIONS\2013 D­STANDARD DETADSU,CPW SS-0S.DWG G p \ ~ 0 J Q X
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SEE FRAME AND 4 1. WHEN A SADDLE IS USED, THE HOLE C � o
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2. THE FULL LENGTH OF THE SERVICE C� C ® r _ _ U w
COVER DETAIL WS-OS � P4 a z Q
1. BENCH CAN BE PRECAST, OR BRICK AND MORTAR
TROWELED SMOOTH. �j FINISHED IT]
RADE DITCH SHALL BE COMPACTED IN 6" o Q o o
\ \ \ \ \ \ \ \ \ \ LAYERS WITH MECHANICAL TAMP. > o U
FINISH GRADE 2. MANHOLE SHALL BE UNLINED UNLESS IT IS THE
VARIES TO GRADE RECEIVING MANHOLE FOR A FORCE MAIN. IN / / / / r / \rr\/r\r \rr\rr\/r\rr\r/\r/\//\r/\ /\ /\ / // // // / C O w w Q = O o
TWO RINGS MAX SUCH CASE ALL MANHOLES FOR A DISTANCE OF \ / \ \; \ \` /\\ F � � w =
° 800' DOWN STREAM SHALL BE LINED. ALL ` I -I I I-) \ T MINIMUM NATIVE BACKFILL /r\rr\ '`• r\/r\rr\r GUARD STAKE REQUIRED /l/ %:. !/ / [� Q O O w a Q
2a" PROPOSED LINERS MUST BE SUBMITTED TO / ONLY IF MATERIAL IS SUITABLE / /\r�� r�r�r� AT CLEAN OUT LOCATION. / \\\f \ /,\ (� Z m cn z O Ir 5 o
-I -1 1 1- \\\ \, \, .:\, \,/�, UNTIL LANDSCAPING IS
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LINCOLN COUNTY PUBLIC WORKS FOR APPROVAL. / COMPACTED TO 95% /\ r . r / COMPLETED / - z
8" WALL ii i I =_ I I=1 =_- r =1 = I=1 -__- \�� .e . 4 :: �r��r��;, i� w 6 w
3. MANHOLES OVER 14 FT. DEEP SHALL HAVE A 60" \ STANDARD PROCTOR DENSITY / r
° a . THICKNESS MINIMUM INSIDE DIAMETER \\/ 11 I- 1-11 I- I \ 11-1 -) -111- \\/\ /\r/'' s. 4' r/rr�j\N// x\/ w Q a a wp o o
4. A REINFORCED CONCRETE SLAB SHALL BE / / \ / �� / / /tt5
PROVIDED ON MANHOLE OVER IT IN DEPTH OR \/\\ 1- 11-I /\ \ rr rr/ r/ 4" PVC
/\\/
° WHEN A POOR SOIL IS ENCOUNTERED /\ \ \ \
° 5. ALL MAN HOLES SHALL MEET AASHTO M199 / / 12" MIN ` x \r�\r ASTM D 3034, �r\// C� z a C9 Q u) I-
�� \� C rr�rr�� SDR36 OR C w w m> w O a o 0
d e' r\\/r 1-1 1 1-) \\/ \\r/\ �• T-0" r j\rr/\r/ 4" Cl SOIL PIPE PLUG UNTIL HOUSE�j ®� 0 = 0 p
SEE JOINT DETAIL d° \/\\ /\\/ SERVICE CONNECTION [�-� P, U) a Lu a o 5 0
_ _
..
\ IS MADE
BARREL OF PIPE TO _
T d ° BUTYL RUBBER SEALANT \ REST ON UNDISTURBED SOIL w o z
CAREFULLY COMPACTED
d 12"°°.a e.' 2" MINIMUM STANDARD PROCTOR DENSITY
CONCRETE p w z
I/4" PER FT. MIN. w
°.� r�� O 0� �o
1 44Lr Y
5 ' WALL \ \ (COMPACTED IN 6" LIFTS) \ \ I r LU LU z
THICKNESS L a °/\ `'; • II� 18"
SECTIONS " SEAL ALL INSIDE / / / / / r / / / / CORE & NEOPRENE w o Q z - z
BOOT BY DEVELOPER L O
VARY 48" DIAMETER CONWRAP CS-217 a ' JOINTS WITH GROUT / / / ! `+• • . • COMBINATION LONG C z z O O LU o LL
r\r\ �/ \ \r\ o°_ .... •.' :• ..'.'� ON NEW MH TURN PATTERN Y a w O r r
° ° OR r\\ O AND 1/8 BEND a w O w w O
(SEE NOTES) o : BY CONSEAL a' / / SPRING LINE t' + . s • � _
WRAPIDSEAL BY °
\ � HAUNCHING # 57 WASHED STONE CLASS C (TYPICAL FORCEMAIN)
e a CANUSA ON JOINT Jwv. w ; COMPACTED GRANULAR MATERIAL SHAPED BOTTOM N
\\ 95 /o STANDARD PROCTOR DENSITY /
OUTSIDE LOAD FACTOR 1.5 \
d / / PROPERTY ONER'S
//\/ 1/4 D (4" MINIMUM)/ WRESPONSIBILITY FROM
SECTIONS \r\\/\ j M.H. OR MAIN TO REVISIONS
/ / / / / \ \ 1/8 BEND STRUCTURE
VARY
TAPPING SADDLE
l �_�
REV DATE COMMENT BY
SLOPE 1"PER FOOT OR
CLASS B (TYPICAL GRAVITY SEWER) TEE
6" MIN. � F LINCOLN COUNTY PUBLIC WORKS COMPACTED GRANULAR BEDDING 4 LINCOLN COUNTY PUBLIC WORKS °°°" `°° LINCOLN COUNTY PUBLIC WORKS
6" 115 W. MAIN STREET LOAD FACTOR 1.9 115 W. MAIN STREET 450 115 W. MAIN STREET
LINCOLNTON, NC 28092 LINCOLNTON, NC 28092 • . LINCOLNTON, NC 28092
Phone [phone] Fax [phone]°� �• •• Phone [phone] Fax [phone] x4�� �,• m rT Phone [phone] Fax [phone]
12" MINIMUM ""O�` EXISTING.'
CRUSHED MAIN (SEE TAP SPECIFICATIONS)
COMPACTED #57 PRECAST CONCRETE MANHOLE STANDARD BEDDING FOR SEWER PIPE LATERAL CONNECTION TO EXISTING SEWER
STONE
APPROVED: MCN 1 12/31/2013 1 DRAWN BY: JDH APPROVED: MCN 1 12/31/2013 1 DRAWN BY: I JDH APPROVED: MCN 12/31/2013 DRAWN BY: JDH
SCALE: N.T.S. FIGURE: SS-Ol SCALE: N.T.S. FIGURE: SS-04 SCALE: N.T.S. FIGURE, SS-05
X:,LCPW STANDARODETAE•ANDSPECnICATIONS\ 013DRAFT STANDAR =ATUs W w MDWG XALCPW STANDARODETAM-DSPECIFICATIONS\2o13­FT STANDARI =AILSU W we .DWG XALCPW STANDARD DETAIL AND SPECIFICATIONS\2013 DRAFT\04 STANDARD DETAILS\LCPW_WL-05.DWG
NOTES
NOTES:
1. ALL HYDRANTS SHALL BE MUELLER SUPER 1. ALL METERS SHALL BE AMR CAPABLE ULTRASONIC
CENTURION OR KENNEDY K-81A "OCTAVE" MASTER METERS
HOSE
2. ALL HYDRANTS SHALL BE THREE WAY WITH
Y," PUMPER NOZZLE AND 2- 2 Yz 18" + PIPE DIA NE SIZE BELOW SERVICE -Ass
1- 46 MIN. Y 2. LAY LENGTH IS FOR MASTER METER OCTAVE
NOZZLES WITH NST THREAD TYPICALLY CLASS III BACKFILL. USE r METERS. DIMENSIONS MAY VARY SLIGHTLY WITH
3. ALL HYDRANT SHALL OPEN CCW CLASS II BACKFILL WHERE .: TYPES OF FITTINGS USED.
3. THE VAULT SHALL BE CONSTRUCTED WITH 4000 PSI
T-6" UNSUITABLE TRENCH MATERIAL IS
s..
4. ALL HYDRANTS SHALL BE PAINTED WITH ENCOUNTERED OR AS DIRECTED BY \ \ \ \ <, •. ": REINFORCED CONCRETE. USE OF BLOCK MUST BE
ENAMEL HYDRANT PAINT SAFETY YELLOW / / / / DEPTH VARIES
THE ENGINEER. _ APPROVED IN WRITING BY LCPW BEFORE
IN COLOR \ \ \ \ \ \ CONSTRUCTION.
5. ALL HYDRANTS SHALL BE NEW AND 4. IN NON -TRAFFIC AREA USE ALUMINUM LIGHT
MANUFACTURED WITHIN THE CURRENT \ b TRAFFIC (300 PSI) DOOR. IN TRAFFIC AREA USE
YEAR OF CONSTRUCTION. / _ \� 7" MIN. HMCE SIDE 5. DOORS ARE TO BE LOCATED
ALUMIN UM DOOx. KNOW WHAT'S BELOW
ATED SO METER CAN BE
ALWAYS CALL 811
FLANGE SET 2" MIN. 18" MIN. / \\ 12" READ AND BE LIFTED STRAIGHT OUT. USE 3' X 3' BEFORE YOU D I G
#5 @ 6"o.C' DOOR. USE ONLY LCPW APPROVED DOORS BY USF
FABRICATION AND BILCO. HINGES SHALL BE
OVER FINISHED GRADE 24" MAX. REFER TO LCPW \ 6" WIDE MAGNETICALLY LOCATED ON OUTLET SIDE OF DOOR OPENING. It's fast. It's free. It's the law.
DETAIL WS-7 \// __ DETECTABLE TAPE 18" - 24" BELOW SEE DETAIL B
PIPE ZONE CLASS II � DOUBLE SUPPORT AT OPENINGS 6. ALUMINUM LADDER W/SAFETY POST SHALL BE 00
BACKFILL 6" LIFTS
GRADE USE FOR ALL TYPES OF PIPE OR RUN DIAGONALS AT CORNERS 6" SUMP
USED IN VAULTS 5' DEEP OR DEEPER. LADDER SHALL
OF OPENINGS
BE PLACED ON OPPOSITE SIDE OF METER FROM
N O T APPROVED F O R
TOP IS TO BE INDEPENDENT OF VAULT FOR BYPASS.
/
r\ \ \ I \ \ / �, PIPE DIA FUTURE ADJUSTMENTS OR MAJOR REPAIRS W 7. USE NON -SHRINKING HYDRAULIC CEMENT -WATER
O \ /\ : '•' • ' \ \ I STOP AT VAULT PENETRATIONS. CONSTRUCTION
NOTES' I SEE DETAIL A AND
r/. r/X r/� //� //\ //\ //\ //. DETECTION TAPE / / NOTE 6 8. ANY DEVIATION FROM THESE PLANS MUST BE
Q OVER PIPE MATERIAL o APPROVED BY LCPW PRIOR TO INSTALLATION.
/ 1. BACKFILL TO A MINIMUM 95 /o OF MAXIMUM PROJECT NO.: FLB190107
COMPACTED EARTH DENSITY WHRRF, EXCAVATIONS CUT 9. VALVE AND DOOR STATUS AFTER INSTALLATION IS DRAWN BY: TGH
C / \ j \ THROUGH PAVEMENT, CURBS, AND UNDER DMETER ETAIL AT DOOR ;'l' ,j„". AS FOLLOWS: -VALVE BETWEEN MAIN AND VAULT
�y
O c y CUYD MIN' 6" C.I. GATE VALVE UNDISTURBED SOIL' OR ADJACENT TO STRUCTURES. 12" MIN. 6" TYP FULLY OPEN - METER INLET VALVE FULLY CLOSED - CHECKED BY: APL
Z V #57 WASHED 6" D.I. WATER MAIN 12" /\ /\ 2. WELL TAMPED #57 STONE IS REQUIRED TO 6" * BYPASS GATE VALVE FULLY CLOSED - METER DATE: 08/27/19
e STONE BELOW OR HALF THE PIPE DIAMETER 6" MIN. OUTLET VALVE FULLY OPEN -DOOR LOCKED USING SCALE: AS NOTED
\ WHICHEVER IS GREATER WHERE ROCK OR SQUr i : 10. WALLS LOCKING SHABE A BOLT
SINGLE POUR. SEAL WITH
O ARIF CAD I. D.: SDP
WET/UNSUITABLE MATERIAL IS 8' MAX•
ENCOUNTERED.
VARIES '" RAM-NEK OR CONSEAL BETWEEN WALLS AND
3. ALL PIPE SHALL HAVE 36" MINIMUM COVER NLcr OUTLET BOTTOM AND WALLS AND LID CONTINUOUS PROJECT:
4. TRACER WIRE SHALL BE MINIMUM 14 GAUGE 24" MIN CONCRETE 4,a AROUND PERIMETER. CAM
T�� ���
TRACER WIRE MINIMUM 2 W
SUPPORT �\`/ �
NON COATED COPPER SECURED WITH T
/ \ RAPS OF TAPE TO THE MAIN AT
10'INTERVALS 7^MIN. � • •^
\\ \ , VILLAGE
SAFETY
EBBA IRON MEGALUG OR UNDISTURBED SOIL
POST
APPROVED EQUAL VARIABLE \ /\\ /\ ENTIRE BARREL OF PIPE TO #5 @ 12"O.C.
REST ON BOTTOM OF TRENCH MULTIFAMILY
ILY
PI
WALL
- I T_
° I 18 �- FOR
�'`" `°Or LINCOLN COUNTY PUBLIC WORKS �° �;, LINCOLN COUNTY PUBLIC WORKS I z�'`" `°O, LINCOLN COUNTY PUBLIC WORKS
115 W. MAIN STREET BELL HOLES CUT BY HAND 115 W. MAIN STREET LENGT < 115 W. MAIN STREET NORTH
}� /� �Tv KNOB
LINCOLNTON, NC 28092 LINCOLNTON, NC 28092 ° 12"O.C. TO SUITLINCOLNTON, NC 28092 I \\I ®� II II �II II II
ALL CONCRETE BLOCKING PER oq " -_ Phone [phone] Fax [phone] • eT Phone [phone] Fax [phone] oq " Phone [phone] Fax [phone] AAA V JJJLLL�����, JL AAA JJJlll PILOT JJJIIIL O A
LCPW STANDARD DETAIL WS-1 � °""°° " �A"° � °""°°
STANDARD HYDRANT INSTALLATION STANDARD WATER MAIN TRENCH 3" THRU 8" METERS WITH BYPASS®�� 9 ���
APPROVED: MCN 12/31/2013 DRAWN BY: JDH APPROVED: MCN 12/31/2013 DRAWN BY: JDH LADDER APPROVED: MCN 12/31/2013 DRAWN BY: JDH LOCATION OF SITE
SCALE: N.T.S. FIGURE: WL-01 SCALE: N.T.S. FIGURE, WL-02 DETAIL "B" SCALE: N.T.S. FIGURE: WL-05
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
X\LCPW STANDARD DETAa AND SPECDICATIONS\2OI3 DRAFTVI4 STANDARD DETADSU,CPW WL-0fi.DWG X\LCPW STANDARD DETAIL AND SPECDICATIONS\2013 DRAFTVI4 STANDARD DETADSU,CPW WL-0&.DWG
XALCPW STANDARD DETAIL AND SPECIFICATIONS\2013 DRAFT\04 STANDARD DETAILS\LCPW WS-02.DWG LINCOLN COUNTY
NOTES: RESILENT SEAT I0' I0' D
1. STAINLESS TAPPING SADDLES ARE NOT GATE VALVES PROTECTIVE ENCLOSURE 10, 10, o B OZh
PERMITTED FOR SIZE -ON -SIZE TAPS. UNLESS (SEE NOTE 5) ENGNMI6ERENG NC, P LILC
APPROVED IN WRITING BY LCPW. NCBELS P-1132
2. USE MUELLER OR EQULIVENT DUCTILE IRON WATER LINE O
OR 316 STAINLESS STEEL TAPPING SLEEVES o 1927 S. TRYON STREET, SUITE 310
FOR TAP SIZES 3"-24". WATERLINE CHARLOTTE, NC 28203
3. USE THRUST BLOCKING FOR WET TAPS Phone: [phone]
UNLESS OTHERWISE APPROVED BY LCPW. TEST PORTS ❑
4. DEPTH FROM GROUND SURFACE TO TOP OF
BLOCKING SHALL BE GREATER THAN Fax: [phone]
HEIGHT OF BLOCKING.
5. THE END OF THE TAPPING SLEEVE SHALL BE
NO CLOSER THAN 5 FEET TO A JOINT.
6. ALL PRESSURE TESTING SHALL BE WATER
TESTING ONLY. NO AIR TESTING PERMITTED.
TEST DURATION WILL BE 2HRS AT 1.5
TIMES STATIC PRESSURE OF THE LINE M.J. WITH LCPW APPROVED
BEING TAPPED (200 PSI MINIMUM) . RESTRAINING GLAND
CONCRETE SUPPORT BLOCKING UNDER VALVE
METER SIZE
3"
4"
6"
8"
LAY LENGTH
12"
14"
18"
20"
a a NOTES: WATER MAIN CENTER ONE JOINT OF SEWER LINE [e-mail]
OUTLET SIDE -SEWER LINE
INLET SIDE - SEE NOTE #1 1. COPPER, DI, OR BRONZE INLET AND OUTLET STANDARD JOINTS PIPE AT CROSSING
SEE NOTE #1 REQUIRED
2. CONCRETE SLAB AND STABILIZER
b oIV ® SUPPORTS BETWEEN BACKFLOW AND
GROUND TO BE SIZED ACCORDINGLY OR BY PLAN VIEW FOR WATER LINE OVER SEWER PLAN VIEW FOR WATER LINEo o ° °• o°°
MANUFACTURERS' RECOMMENDATIONS. LINE W/LESS THAN 18" CLEARANCE UNDER SEWER LINE
3. RPZ DETECTOR ASSEMBLY MUST BE-
O O O TAPPING VALVE MUELLER RELIEF VALVE CERTIFIED AND TESTED PRIOR TO ,� = o SEAL °
T-2360-16 OR EQUILIVENT
O p o FLANGE JOINT ACTIVATION. CERTIFICATION AND TEST _ 047366 0
\ 12" MIN' RESULTS SHALL BE SUBMITTED TO LCPW
M.J. TAPPING SLEEVE. \ TYPICAL
4. APPROPRIATE THRUST RESTRAINT AND
CLEARANCE SUPPORT MEASURES ARE TO BE
•..:' o.:. '°' WATER LINE SEWER LINE '�. Fib.`•
_IiI
. ` SUPPORT REL EF VALVE DETERMINED BY OWNER/INSTALLER. O
p • \ x AND GROUND 5. LCPW RECOMMENDS THE INSTALLATION OF
'• :. s \ A HEATED PROTECTIVE ENCLOSURE a 10 10'
T_7�
(SEE NOTE 2) d a d e n' AROUND ALL RPZs. DIP o a CIP SHEET TITLE:
r/� ° O SEWER LINE
N. (SEE NOTE#2) WATER LINE
i
MINIMUM CONCRETE STRENGTH ".. , • . ' "p' • > !.. 6 D ° ° e
3000PSI. •a' UTILITY
_T DIP or CIP CENTER ONE JOINT DETAILS
e°. JLl
'A d•. 4
a < ° °. a ' d 12" MIN. NOTES OF PIPE AT
w� X, �� d.. (SEE NOTE#2) CROSSING
LINCOLN COUNTY PUBLIC WORKS ° `°LINCOLN COUNTY PUBLIC WORKS 1. IF DIMENSION "a" IS LESS THAN 18" BOTH WATER AND SEWER LINE SHALL BE `° LINCOLN COUNTY PUBLIC WORKS
W 115 W.MAIN STREET ° 115 W.MAIN STREET DUCTILE IRON PIPE, FOR 10' EACH SIDE OF CROSSING 115 W.MAIN STREET SHEET NUMBER:
_m LINCOLNTON, NC 28092 e , °. OQ p o OQ ° „ LINCOLNTON, NC 28092 2. WHERE WATER MUST CROSS UNDER SEWER ONE JOINT OF DIP WATER MAIN PIPE LINCOLNTON, NC 28092
oR '•••- Phone [phone] Fax [phone] oq Phone [phone] Fax [phone] oR '••- Phone [phone] Fax [phone] C-904
SHALL BE CENTERED AT THE POINT OF CROSSING
'TYPICAL, TAPPING SLEEVE < . d 3. ALL WATER AND SEWER CROSSINGS MUST MEET NCDENR MINIMUM
TYPICAL TAPPING SLEEVE INSTALLATION ° a " "° ° ° a ° °' : ° '. °d ro 3" THRU 12" RPZ DETECTOR ASSEMBLY SEPARATION REQUIREMENTS WATER AND SEWER CROSSING REQUIREMENTS
APPROVED: MCN 12/31/2013 DRAWN BY: JDH °' e' a<' A.
d. ° ' ' 4 ' q'a °• ° e APPROVED: MCN 12/31/2013 DRAWN BY: JDH APPROVED: MCN 12/31/2013 DRAWN BY: JDH
. °. e ° d.q ° • ..
SCALE: N.T.S. FIGURE: WL-06 SCALE: N.T.S. FIGURE: WL-08 SCALE: N.T.S. FIGURE: WS-02
TAP
SIZE
D&UMONS INFM
W
H
D
3" & 4"
1.6
1.2
1.0
6"
2.0
1.4
1.0
8"
3.5
2.0
1.4
10"
4.0
2.5
1.8
12"
5.0
3.0
2.5
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

Practice Standards and Specifications
6.64
Definition
An earthen embankment suitably located to capture runoff, with a trapezoidal
spillway lined with an impermeable geotextile or laminated plastic membrane,
and equipped with a floating skimmer for dewatering.
Purpose
Sediment basins are designed to provide an area for runoff to pool and settle
out a portion ofthe sediment carried down gradient. Past designs used a
perforated riser for dewatering, which allowed water to leave the basin from
all depths. One way to improve the sediment capture rate is to have an outlet
which dewaters the basin from the top of the water column where the water
is cleanest. A skimmer is probably the most common method to dewater a
sediment basin from the surface. The basic concept is that the skimmer does
not dewater the basin as fast as runoff enters it, but instead allows the basin
to fill and then slowly drain over hours or days. This process has two effects.
First, the sediment in the runoff has more time to settle out prior to discharge.
Second, a pool of water forms ear] in a storm event and this further increases
P Y
sedimentation rates in the basin. Many of the storms will produce more
volume than the typical sediment basin capacity and flow rates in excess of
the skimmer capability, resulting in flow over the emergency spillway. This
water is also coming from the top of the water column and has thereby been
"treated" to remove sediment as much as possible. (Adapted from SoilFacts:
Dewatering Sediment Basins Using Surface Outlets. N. C. State University,
Soil Science Department.)
Conditions Where
Skimmer sediment basins are needed where drainage areas are too large
Practice Applies
for temporary sediment traps. Do not locate the skimmer sediment basin in
intermittent or perennial streams.
Planning
Select locations for skimmer basins during initial site evaluation. Install
Considerations
skimmer sediment basins before any site grading takes place within the
drainage area.
Select skimmer sediment basin sites to capture sediment from all areas that are
not treated adequately by other sediment control measures. Always consider
access for cleanout and disposal of the trapped sediment. Locations where
a pond can be formed by constructing a low dam across a natural swale are
generally preferred to sites that require excavation. Where practical, divert
sediment -free runoff away from the basin.
A skimmer is a sedimentation basin dewatering control device that withdraws
water from the basin's water surface, thus removing the highest quality water
for delivery to the uncontrolled environment. A skimmer is shown in Figure
6.64a. By properly sizing the skimmer's control orifice, the skimmer can be
made to dewater a design hydrologic event in a prescribed period. Because the
spillway is actually used relatively frequently, it should be carefully stabilized
using geotextiles, or rock if necessary, that can withstand the expected flows.
The spillway should be placed as far from the inlet ofthe basin as possible to
maximize sedimentation before discharge. The spillway should be located in
natural groundcover to the greatest extent possible
Rev. 5113
6.64.1
Practice Standards and Specifications
Plan View
Inflow
structure
i
Average = Area
Width W L
* Area of basin water surface at
tap of principal spillway elevation
Inflow
Structure
-Dewatering Allow the maximum reasonable detention period before the
basin is completely dewatered (at least 48 hours).
• Inflow rate Reduce the inflow velocity and divert all sediment -free
runoff:
Baffles
s
w
Skimmer
dewatering
device
E nncy
pa it w
I
Baffles
F Freeboard d
Embankment
The casts of usinga skimmers stem are similar, or occasional) less than
Y � Y
a conventional rock outlet or perforated riser. However, the basin is more
efficient in removingsediment. Anotheradvanta e of the skimmer is that it
g
can b reused on future projects. The disad anta e of the skimmer is
e roam v
P 1 g
that it does require frequent maintenance r' 1 in removing debris from e rrnaa7
q q �P Y g
the inlet
A skimmer must dewater the basin from the top of the water surface_ The rate
of dewateringmust be controlled. A dewatering time of 2-5 days is required.
Any skimmer design that dewaters from the surface at a controlled rate
is acceptable.
Arm Assembly
'C' En6-iure
Water Entry
PIcRJ' PEMVE VIEW Unit
PVC End PVC Vent Schedule 40
PVC Elbow
Cap Pipe PVC Pipe
PVC End
Cap
Schedule 40
PVC Tee PVC Pipe PVC Pipe
J" Holes in PVC Tee Orifice
Vnderside Flexible Plate
Hose
6
Battam Surface
EiVD VIEW FRONT VIEW
Figure 6.64a Schematic of a skimmer, from Pennsylvania Erosion and Sediment Pollution Control Manual,
March, 2000,
6.64.2 Rev. 5I13
3ealfneni Cross -Section
Storage zone
View
Figure 6.64c Example of a sediment basin with a skimmer outlet and emergency spillway From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000,
Rev. 5113 6.64.7
6.64.8
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA
< 10 AC.
(ACRES)
MIN.
LENGTH TO
2:1
WIDTH RATIO
MAX.
LENGTH TO
6:1
WIDTH RATIO
MIN.
VOLUME
REQUIRED
P
DATA BLOCK
PLAN VIEW
1 N FLOW
ER AC.
Q. FT.
1800 AVERAGE AREA*
CU. FT. WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
325
ER CFS
Q10) CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Construction L Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter
Specifications and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area. Place temporary sediment control measures below
basin as Deeded
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Overfill the embankment
6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device
from settlinginto the mud b excavating a shallow it under the skimmer or
Y g P
providing a low support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth
foundation of impervious soil. Do not use pervious material such as sand,
gravel, or crushed 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 satire density as the adjacent embankment. Care must
be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place aminimumdepth of 2 feet of compacted backfill overthe 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 embankment
is complete.
5_ Assemble the skimmer following the manufacturers instructions, or as
designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible
joint at the inlet ofthe barrel pipe. Attach the flexible joint to the barrel pipe
and 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 spillwaysInstall the spillway in undisturbed soil to the greatest
extent possible. The achievement of planned elevations, grade, design width,
and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or
impermeable geotextile fabric. The fabric must be wide and long enough to
cover the bottom and sides and extend onto the top ofthe dam for anchoring
in a trench. The edges may be secured with 8-inch staples or pins. The fabric
must be long enough to extend down the slope and exit onto stable ground.
The width of the fabric must be one piece, not joined or spliced; otherwise
water can get under the fabric. I£tbe length of the fabric is insufficient for the
entire length of the spillway, multiple sections, spanning the complete width,
may be used. The upper section(s) should overlap the lower section(s) so
that water cannot flow under the fabric. Secure the upper edge and sides
of the fabric in a trench with staples or pins. (Adapted from "A Manual for
Designing, Installing and Maintaining Skimmer Sediment Basins." February,
1999, L W. Faircloth & Son.).
8. Inlets Discharge water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divertsediment-
ladenwater to the upper end ofthe pool area to improve basin trap efficiency
(References: Runoff Control Measures and Outlet Protection).
Rev. 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H = SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
BAFFLES
Practice Standards and Specifications
SKIMMER ORIFICE DIAMETER
The orifice of a skimmer should be selected in order to achieve the desired
dewatering time. Three days isprobahly the optimal length �oftime fortem or
asy
sediment controls. It allows longer settling time for suspended solids remaining
in the basin after a storm event, while dewatering the basin in less time than
the average interval between rainfall events. Design criteria for permanent
stormwater detention basins in the Division of Water Quality Stormwater BMP
Manual require 2-5 days for dewatering.
Procedure
First determine the desired dewatering time in days (td) and the volume M of
water to be released in that time period. Dividing the volume in cubic feet by the
dewatering time in days gives a flow rate Qd in cubic feet per day.
Qd= V ltd (ft'/day)
Next determine the head on the skimmer orifice. Table 6.64a has the values for
various sizes of the Faircloth skimmer.
Table 6.64a Head on orifice of various skimmer sizes
Skimmer Size (in.) Head on Orifice (ft.)
1.5 0.125
2 0,167
2.5 0.208
3 0.25
4 0.333
5 0.33 3
6 0:417
8 0.5
The desired orifice diameter (D) in inches can now be calculated using the
equation
D = � Qd 1(2310 * N H) (inches)
Example: Select a skimmer that will dewater a 20,000 ft3 skimmer basin in 3
days.
1. Qd = V / td (ft3/day) - 20,000 ft3 / 3 days - 6670 (W/day).
2, Try a 4 inch skimmer, with H - 0,333 ft. (Table 6.64a)
3. D = Qd /(2V 310 * V'11) (in.)= 6676 ft3/day /(2310 * 0V 333 f.) (in.)
= 2.24 inches (Use 2 %inches)
Rev. 5113
6.64.3 6.64.4
Practice Standards and Specifications
9. Erosion comrol�--Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete 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 (References: Surface Stabilization),
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
11. After all the 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 stabilize properly (References: Surface
Stabilization).
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
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 ofthe basin does Dot 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 notwork, pull the skimmer over to
the side ofthe 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 plumber's 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 ofthe 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.
Rev. 5113
6.64.9
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
ACRES (ACRES) Qio (CUBIC CU PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) ) ( ) (SQ FT.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 5.03 4.2 15.81 11862 31832 5138 1025D 2 4 5 12 1.5 5 8 in 1.75 in
PLAN VIEW
I N FLOW
AVERAGE AREA
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
Practice Standards and Specifications
The desired dewatering time can also be achieved by adjusting the skimmer Design Criteria Summary: Skimmer Sediment Basin
size and orifice diameter using the spreadsheet entitled "Sediment Control Pr nary Sp llway: Trapezoidal spillway with mpermeable
Measures" which is available athttP P g :// ortal.nedem.or /web/]r/links
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Figure 6.64b Example Excel Spreadsheet
Minimum Surface Area: 325 square feet,per cfs of Q,d peak inflow
Skimmer Size (inches) Skimmer Size Head on Skinnner Minimum LIW Ratio: 2:1
Maximum L/W Ratio: 6:1
NfWi Head on Skimmer (feet) (Inches) (Feet) Minimum Depth: 2 feet
Orifice Size (I/4 in increment) 1.5 0.125 Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
295 DewateringTime (days) 2 0.167 Baffles Required: 3bafffes*
2.5 0,209 (*Note: Basins less than 20 feet in tength may use 2 baffles)
3 0.25 Drainage areas -Limit drainage areas to 10 acres.
4 0.333 Design basin life -Ensure a design basin life cf 3 years or less.
5 0.333 Dam height Limit dam height to 5 feet
6 0,417 Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
8 Q5 disturbed area as practical;
Exclude runoff from undisturbed areas where practical;
Adapted from training materials developed by Albert R. Jarrett, PhJ). Provide access for sediment removal throughout the life of the project;
for Erosion and Sediment Control/Stormwater Certification for NC Interfere minimally with construction activities.
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007. Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume Ensure that the sediment storage volume ofthe basin, as
measured to the elevation of the crest of the spillway, it least
principal s a s
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to balf an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half ofthe storage
volume has been filled.
Spillway capacity The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevationDetermine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top ofthe stake).
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
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REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
Q10) CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Construction L Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter
Specifications and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area. Place temporary sediment control measures below
basin as Deeded
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Overfill the embankment
6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device
from settlinginto the mud b excavating a shallow it under the skimmer or
Y g P
providing a low support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth
foundation of impervious soil. Do not use pervious material such as sand,
gravel, or crushed 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 satire density as the adjacent embankment. Care must
be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place aminimumdepth of 2 feet of compacted backfill overthe 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 embankment
is complete.
5_ Assemble the skimmer following the manufacturers instructions, or as
designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible
joint at the inlet ofthe barrel pipe. Attach the flexible joint to the barrel pipe
and 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 spillwaysInstall the spillway in undisturbed soil to the greatest
extent possible. The achievement of planned elevations, grade, design width,
and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or
impermeable geotextile fabric. The fabric must be wide and long enough to
cover the bottom and sides and extend onto the top ofthe dam for anchoring
in a trench. The edges may be secured with 8-inch staples or pins. The fabric
must be long enough to extend down the slope and exit onto stable ground.
The width of the fabric must be one piece, not joined or spliced; otherwise
water can get under the fabric. I£tbe length of the fabric is insufficient for the
entire length of the spillway, multiple sections, spanning the complete width,
may be used. The upper section(s) should overlap the lower section(s) so
that water cannot flow under the fabric. Secure the upper edge and sides
of the fabric in a trench with staples or pins. (Adapted from "A Manual for
Designing, Installing and Maintaining Skimmer Sediment Basins." February,
1999, L W. Faircloth & Son.).
8. Inlets Discharge water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divertsediment-
ladenwater to the upper end ofthe pool area to improve basin trap efficiency
(References: Runoff Control Measures and Outlet Protection).
Rev. 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H = SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
BAFFLES
Practice Standards and Specifications
SKIMMER ORIFICE DIAMETER
The orifice of a skimmer should be selected in order to achieve the desired
dewatering time. Three days isprobahly the optimal length �oftime fortem or
asy
sediment controls. It allows longer settling time for suspended solids remaining
in the basin after a storm event, while dewatering the basin in less time than
the average interval between rainfall events. Design criteria for permanent
stormwater detention basins in the Division of Water Quality Stormwater BMP
Manual require 2-5 days for dewatering.
Procedure
First determine the desired dewatering time in days (td) and the volume M of
water to be released in that time period. Dividing the volume in cubic feet by the
dewatering time in days gives a flow rate Qd in cubic feet per day.
Qd= V ltd (ft'/day)
Next determine the head on the skimmer orifice. Table 6.64a has the values for
various sizes of the Faircloth skimmer.
Table 6.64a Head on orifice of various skimmer sizes
Skimmer Size (in.) Head on Orifice (ft.)
1.5 0.125
2 0,167
2.5 0.208
3 0.25
4 0.333
5 0.33 3
6 0:417
8 0.5
The desired orifice diameter (D) in inches can now be calculated using the
equation
D = � Qd 1(2310 * N H) (inches)
Example: Select a skimmer that will dewater a 20,000 ft3 skimmer basin in 3
days.
1. Qd = V / td (ft3/day) - 20,000 ft3 / 3 days - 6670 (W/day).
2, Try a 4 inch skimmer, with H - 0,333 ft. (Table 6.64a)
3. D = Qd /(2V 310 * V'11) (in.)= 6676 ft3/day /(2310 * 0V 333 f.) (in.)
= 2.24 inches (Use 2 %inches)
Rev. 5113
6.64.3 6.64.4
Practice Standards and Specifications
9. Erosion comrol�--Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete 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 (References: Surface Stabilization),
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
11. After all the 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 stabilize properly (References: Surface
Stabilization).
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
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 ofthe basin does Dot 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 notwork, pull the skimmer over to
the side ofthe 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 plumber's 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 ofthe 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.
Rev. 5113
6.64.9
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
ACRES (ACRES) Qio (CUBIC CU PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) ) ( ) (SQ FT.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 5.03 4.2 15.81 11862 31832 5138 1025D 2 4 5 12 1.5 5 8 in 1.75 in
PLAN VIEW
I N FLOW
AVERAGE AREA
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
Practice Standards and Specifications
The desired dewatering time can also be achieved by adjusting the skimmer Design Criteria Summary: Skimmer Sediment Basin
size and orifice diameter using the spreadsheet entitled "Sediment Control Pr nary Sp llway: Trapezoidal spillway with mpermeable
Measures" which is available athttP P g :// ortal.nedem.or /web/]r/links
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Figure 6.64b Example Excel Spreadsheet
Minimum Surface Area: 325 square feet,per cfs of Q,d peak inflow
Skimmer Size (inches) Skimmer Size Head on Skinnner Minimum LIW Ratio: 2:1
Maximum L/W Ratio: 6:1
NfWi Head on Skimmer (feet) (Inches) (Feet) Minimum Depth: 2 feet
Orifice Size (I/4 in increment) 1.5 0.125 Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
295 DewateringTime (days) 2 0.167 Baffles Required: 3bafffes*
2.5 0,209 (*Note: Basins less than 20 feet in tength may use 2 baffles)
3 0.25 Drainage areas -Limit drainage areas to 10 acres.
4 0.333 Design basin life -Ensure a design basin life cf 3 years or less.
5 0.333 Dam height Limit dam height to 5 feet
6 0,417 Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
8 Q5 disturbed area as practical;
Exclude runoff from undisturbed areas where practical;
Adapted from training materials developed by Albert R. Jarrett, PhJ). Provide access for sediment removal throughout the life of the project;
for Erosion and Sediment Control/Stormwater Certification for NC Interfere minimally with construction activities.
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007. Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume Ensure that the sediment storage volume ofthe basin, as
measured to the elevation of the crest of the spillway, it least
principal s a s
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to balf an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half ofthe storage
volume has been filled.
Spillway capacity The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevationDetermine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top ofthe stake).
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
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ri CD
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Z Z Z
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in co
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= J _ -
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o�
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< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
L SKIMMER INVERT
ELEVATION
BAFFLES
Practice Standards and Specifications
SKIMMER ORIFICE DIAMETER
The orifice of a skimmer should be selected in order to achieve the desired
dewatering time. Three days isprobahly the optimal length �oftime fortem or
asy
sediment controls. It allows longer settling time for suspended solids remaining
in the basin after a storm event, while dewatering the basin in less time than
the average interval between rainfall events. Design criteria for permanent
stormwater detention basins in the Division of Water Quality Stormwater BMP
Manual require 2-5 days for dewatering.
Procedure
First determine the desired dewatering time in days (td) and the volume M of
water to be released in that time period. Dividing the volume in cubic feet by the
dewatering time in days gives a flow rate Qd in cubic feet per day.
Qd= V ltd (ft'/day)
Next determine the head on the skimmer orifice. Table 6.64a has the values for
various sizes of the Faircloth skimmer.
Table 6.64a Head on orifice of various skimmer sizes
Skimmer Size (in.) Head on Orifice (ft.)
1.5 0.125
2 0,167
2.5 0.208
3 0.25
4 0.333
5 0.33 3
6 0:417
8 0.5
The desired orifice diameter (D) in inches can now be calculated using the
equation
D = � Qd 1(2310 * N H) (inches)
Example: Select a skimmer that will dewater a 20,000 ft3 skimmer basin in 3
days.
1. Qd = V / td (ft3/day) - 20,000 ft3 / 3 days - 6670 (W/day).
2, Try a 4 inch skimmer, with H - 0,333 ft. (Table 6.64a)
3. D = Qd /(2V 310 * V'11) (in.)= 6676 ft3/day /(2310 * 0V 333 f.) (in.)
= 2.24 inches (Use 2 %inches)
Rev. 5113
6.64.3 6.64.4
Practice Standards and Specifications
9. Erosion comrol�--Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete 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 (References: Surface Stabilization),
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
11. After all the 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 stabilize properly (References: Surface
Stabilization).
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
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 ofthe basin does Dot 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 notwork, pull the skimmer over to
the side ofthe 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 plumber's 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 ofthe 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.
Rev. 5113
6.64.9
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
ACRES (ACRES) Qio (CUBIC CU PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) ) ( ) (SQ FT.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 5.03 4.2 15.81 11862 31832 5138 1025D 2 4 5 12 1.5 5 8 in 1.75 in
PLAN VIEW
I N FLOW
AVERAGE AREA
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
Practice Standards and Specifications
The desired dewatering time can also be achieved by adjusting the skimmer Design Criteria Summary: Skimmer Sediment Basin
size and orifice diameter using the spreadsheet entitled "Sediment Control Pr nary Sp llway: Trapezoidal spillway with mpermeable
Measures" which is available athttP P g :// ortal.nedem.or /web/]r/links
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Figure 6.64b Example Excel Spreadsheet
Minimum Surface Area: 325 square feet,per cfs of Q,d peak inflow
Skimmer Size (inches) Skimmer Size Head on Skinnner Minimum LIW Ratio: 2:1
Maximum L/W Ratio: 6:1
NfWi Head on Skimmer (feet) (Inches) (Feet) Minimum Depth: 2 feet
Orifice Size (I/4 in increment) 1.5 0.125 Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
295 DewateringTime (days) 2 0.167 Baffles Required: 3bafffes*
2.5 0,209 (*Note: Basins less than 20 feet in tength may use 2 baffles)
3 0.25 Drainage areas -Limit drainage areas to 10 acres.
4 0.333 Design basin life -Ensure a design basin life cf 3 years or less.
5 0.333 Dam height Limit dam height to 5 feet
6 0,417 Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
8 Q5 disturbed area as practical;
Exclude runoff from undisturbed areas where practical;
Adapted from training materials developed by Albert R. Jarrett, PhJ). Provide access for sediment removal throughout the life of the project;
for Erosion and Sediment Control/Stormwater Certification for NC Interfere minimally with construction activities.
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007. Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume Ensure that the sediment storage volume ofthe basin, as
measured to the elevation of the crest of the spillway, it least
principal s a s
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to balf an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half ofthe storage
volume has been filled.
Spillway capacity The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevationDetermine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top ofthe stake).
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
The desired orifice diameter (D) in inches can now be calculated using the
equation
D = � Qd 1(2310 * N H) (inches)
Example: Select a skimmer that will dewater a 20,000 ft3 skimmer basin in 3
days.
1. Qd = V / td (ft3/day) - 20,000 ft3 / 3 days - 6670 (W/day).
2, Try a 4 inch skimmer, with H - 0,333 ft. (Table 6.64a)
3. D = Qd /(2V 310 * V'11) (in.)= 6676 ft3/day /(2310 * 0V 333 f.) (in.)
= 2.24 inches (Use 2 %inches)
Rev. 5113
6.64.3 6.64.4
Practice Standards and Specifications
9. Erosion comrol�--Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete 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 (References: Surface Stabilization),
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
11. After all the 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 stabilize properly (References: Surface
Stabilization).
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
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 ofthe basin does Dot 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 notwork, pull the skimmer over to
the side ofthe 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 plumber's 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 ofthe 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.
Rev. 5113
6.64.9
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
ACRES (ACRES) Qio (CUBIC CU PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) ) ( ) (SQ FT.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 5.03 4.2 15.81 11862 31832 5138 1025D 2 4 5 12 1.5 5 8 in 1.75 in
PLAN VIEW
I N FLOW
AVERAGE AREA
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
Practice Standards and Specifications
The desired dewatering time can also be achieved by adjusting the skimmer Design Criteria Summary: Skimmer Sediment Basin
size and orifice diameter using the spreadsheet entitled "Sediment Control Pr nary Sp llway: Trapezoidal spillway with mpermeable
Measures" which is available athttP P g :// ortal.nedem.or /web/]r/links
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Figure 6.64b Example Excel Spreadsheet
Minimum Surface Area: 325 square feet,per cfs of Q,d peak inflow
Skimmer Size (inches) Skimmer Size Head on Skinnner Minimum LIW Ratio: 2:1
Maximum L/W Ratio: 6:1
NfWi Head on Skimmer (feet) (Inches) (Feet) Minimum Depth: 2 feet
Orifice Size (I/4 in increment) 1.5 0.125 Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
295 DewateringTime (days) 2 0.167 Baffles Required: 3bafffes*
2.5 0,209 (*Note: Basins less than 20 feet in tength may use 2 baffles)
3 0.25 Drainage areas -Limit drainage areas to 10 acres.
4 0.333 Design basin life -Ensure a design basin life cf 3 years or less.
5 0.333 Dam height Limit dam height to 5 feet
6 0,417 Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
8 Q5 disturbed area as practical;
Exclude runoff from undisturbed areas where practical;
Adapted from training materials developed by Albert R. Jarrett, PhJ). Provide access for sediment removal throughout the life of the project;
for Erosion and Sediment Control/Stormwater Certification for NC Interfere minimally with construction activities.
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007. Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume Ensure that the sediment storage volume ofthe basin, as
measured to the elevation of the crest of the spillway, it least
principal s a s
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to balf an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half ofthe storage
volume has been filled.
Spillway capacity The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevationDetermine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top ofthe stake).
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
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� J -
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ke <
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� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
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1 0_
er') 4 (� p O in
> o our
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4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
ACRES (ACRES) Qio (CUBIC CU PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) ) ( ) (SQ FT.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 5.03 4.2 15.81 11862 31832 5138 1025D 2 4 5 12 1.5 5 8 in 1.75 in
PLAN VIEW
I N FLOW
AVERAGE AREA
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
Practice Standards and Specifications
The desired dewatering time can also be achieved by adjusting the skimmer Design Criteria Summary: Skimmer Sediment Basin
size and orifice diameter using the spreadsheet entitled "Sediment Control Pr nary Sp llway: Trapezoidal spillway with mpermeable
Measures" which is available athttP P g :// ortal.nedem.or /web/]r/links
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Figure 6.64b Example Excel Spreadsheet
Minimum Surface Area: 325 square feet,per cfs of Q,d peak inflow
Skimmer Size (inches) Skimmer Size Head on Skinnner Minimum LIW Ratio: 2:1
Maximum L/W Ratio: 6:1
NfWi Head on Skimmer (feet) (Inches) (Feet) Minimum Depth: 2 feet
Orifice Size (I/4 in increment) 1.5 0.125 Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
295 DewateringTime (days) 2 0.167 Baffles Required: 3bafffes*
2.5 0,209 (*Note: Basins less than 20 feet in tength may use 2 baffles)
3 0.25 Drainage areas -Limit drainage areas to 10 acres.
4 0.333 Design basin life -Ensure a design basin life cf 3 years or less.
5 0.333 Dam height Limit dam height to 5 feet
6 0,417 Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
8 Q5 disturbed area as practical;
Exclude runoff from undisturbed areas where practical;
Adapted from training materials developed by Albert R. Jarrett, PhJ). Provide access for sediment removal throughout the life of the project;
for Erosion and Sediment Control/Stormwater Certification for NC Interfere minimally with construction activities.
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007. Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume Ensure that the sediment storage volume ofthe basin, as
measured to the elevation of the crest of the spillway, it least
principal s a s
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to balf an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half ofthe storage
volume has been filled.
Spillway capacity The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevationDetermine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top ofthe stake).
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
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Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
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� J -
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ke <
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� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
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W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
PLAN VIEW
I N FLOW
AVERAGE AREA
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
Practice Standards and Specifications
The desired dewatering time can also be achieved by adjusting the skimmer Design Criteria Summary: Skimmer Sediment Basin
size and orifice diameter using the spreadsheet entitled "Sediment Control Pr nary Sp llway: Trapezoidal spillway with mpermeable
Measures" which is available athttP P g :// ortal.nedem.or /web/]r/links
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Figure 6.64b Example Excel Spreadsheet
Minimum Surface Area: 325 square feet,per cfs of Q,d peak inflow
Skimmer Size (inches) Skimmer Size Head on Skinnner Minimum LIW Ratio: 2:1
Maximum L/W Ratio: 6:1
NfWi Head on Skimmer (feet) (Inches) (Feet) Minimum Depth: 2 feet
Orifice Size (I/4 in increment) 1.5 0.125 Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
295 DewateringTime (days) 2 0.167 Baffles Required: 3bafffes*
2.5 0,209 (*Note: Basins less than 20 feet in tength may use 2 baffles)
3 0.25 Drainage areas -Limit drainage areas to 10 acres.
4 0.333 Design basin life -Ensure a design basin life cf 3 years or less.
5 0.333 Dam height Limit dam height to 5 feet
6 0,417 Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
8 Q5 disturbed area as practical;
Exclude runoff from undisturbed areas where practical;
Adapted from training materials developed by Albert R. Jarrett, PhJ). Provide access for sediment removal throughout the life of the project;
for Erosion and Sediment Control/Stormwater Certification for NC Interfere minimally with construction activities.
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007. Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume Ensure that the sediment storage volume ofthe basin, as
measured to the elevation of the crest of the spillway, it least
principal s a s
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to balf an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half ofthe storage
volume has been filled.
Spillway capacity The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevationDetermine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top ofthe stake).
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
Rev, 5113 Rev. 5/13 6.64.5
Reference Jarrett, A. R. Proper Sizing ofthe Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department ofAgricultural and Biological
Engineering Fact Sheet 4252.
http:i/www.age.psu.edu/cxtension/f"actshects/f/F252.pdf
Jarrett A. R. Controlling the Dewatering of Sedimentation Basins. Pennsy-
lvania State University Department of Agricultural and Biological Engine-
ering Fact Sheet #253.
http;i/www.age.psu.cdu/cxteDsion/ftLotsheets/f/F253.pdf
Erosion and Sediment Pollution Control Manual, March, 2000. Common-
wealth ofPenmylvania Dept. of Environmental Protection, Office of Water
Management, Document #3 63-2134-008.
bttp:ilwww.co.centre.pa.usicouservation/esmanual.pdf
McLaughlin, Richard. SoilFacts: Dewatering Sediment Basins Using Surface
Outlets. N. C. State University, Soil Science Department.
AManual for Designing,Installing and Maintaining Skimmer Sediment
g g
Basins. February, 1999. J. W. Faircloth & Son.
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.12, Sodding
6.13, Trees, Shrubs, Vines, and Ground Covers
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Perimeter Dike
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.65, Porous Baffles
Appendices
8.03, Estimating Runoff
8.07, Sediment Basin Design
6.64.10 Rev, 5113
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
LENGTH DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
10BASINS.
MIN. _ 2. REFER TO STD.
#30.19 FOR
BAFFLE SPACING
AND INSTALLATION
SKIMMER 3. SKIMMER INVERT
DEWATERING ELEVATION =
DEVICE BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
L ELEVATION -
SKIMMER INVERT
ELEVATION
BAFFLES
SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN.
LENGTH TO 2:1
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
MIN. 1800
VOLUME (CU. FT.
REQUIRED PER AC.
DISTURBED)
325
SURFACE (SQ. FT,
AREA PER CFS
REQUIRED Q10)
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
1' FREEBOARD W=5' MIN.
6" MAX. DEPTH OF FLOW EMBANKMENT
OVER EMERGENCY SPILLWAY
T=1.5' MIN.
Z=5' MAX.
H=2' MIN.
EMERGENCY
SPILLWAY
SKIMMER ARM
LENGTH =
H x 1.5 ANTI -SEEP
(MIN. 5') COLLAR NOT TO SCALE
DATA BLOCK
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 1.12 2.83 2.69 2016 5592 1170 2442 4 2 6 28.5 1.5 9 1.5 in 0.125 in
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
PLAN VIEW
INFLOW
AVERAGE AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
ZONE
FILTER FABRIC CLEANOUT
DEPTH 1' SEDIM NT
(H/2) STORAGE
10'
MIN.
Basin dewateringThe basin should be provided with a surface outlet. A
floatingskimmer should be attached to a Schedule 40 PVC barrel pipe of the
PP
same diameter as the skimmer arm. The orifice in the skimmer will control
the rate of dewatering The skimmer should be sized to dewaterinthe basin
2-5 days).
Outlet ProtectionDischargevelocities must be within allowable limits for
the receiving stream (References: Outlet Protection).
Basin spillway -Construct the entire flow area ofthe spillway in undisturbed
soil if possible. Make the cross section trapezoidal with side slopes of 3:1 or
flatter.
• Capacity -The minimum design capacity ofthe spillway must be the peak
rate of runoff from the 10-year storm. Maximum depth of flow during the
Y P g
peak runoff should be 6 inches. In no case should the freeboard of the
spillway be less than 1 foot above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin
is nonerosive for the existing conditions. When velocities exceed that
allowable for the receivingareas provide outlet protection (References:
, P P
Outlet Protection).
Embankment Ensure that embankments for skimmer sediment basins do
not exceed 5 feet in height (measured at the center line from the original
ground surface to the top of the embankment). Keep the crest ofthe spillway
outlet a minimum of 1.5 feet below the top of the embankment. Additional
freeboard may be added to the embankment heightwhich allows flow through
a designated bypass location. Construct embankments with a minimum
top width of 5 feet and side slopes of 2:1 or flatter. Machine compact the
embankments.
Exeava ion -Where sod ment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Erosion protection Stabilize all areas disturbed by construction (except
the lower half of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization),
Trap efficiency Improve sediment basin trapping efficiency by employing
the following considerations in the basin design:
• Surface area In the designof the settling pond, allow the largest surface
area possible.
• Length -Maximize the length -to -width ratio of the basin to prevent short
circuiting, and ensure use of the entire design settling area.
• Baffles -Provide a minimum of three porous baffles to evenly distribute
flow across the basin and reduce turbulence.
• Inlets -Area between the sediment inlets and the basin should be stabilized
by geotextile material, with or without rocks (Figure 6.64c shows the area
with rocks). The inlet to basin should be located the greatest distance
possible fromthe principal spillway.
6.64.6 Rev.5/13
SKIMMER
DEWATERING
DEVICE
--Ni-BAFFLES
1' FREEBOA
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY
Z=5' MAX.--�
H x 1.5
(MIN. 5')
NOTES:
1. REFER TO
NCESCPDM
SECTION #6.64
EMBANKMENT FOR ADDITIONAL
DESIGN
SPECIFICATIONS
REGARDING
SKIMMER SEDIMENT
BASINS.
_ 2. REFER TO STD.
- #30.19 FOR
BAFFLE SPACING
AND INSTALLATION
3. SKIMMER INVERT
ELEVATION =
BASIN BOTTOM +
EMERGENCY 1' MIN.
SPILLWAY
4. H =SPILLWAY
ELEVATION -
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
L SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
T=1.5' MIN.
H=2' MIN. EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER
AREA AREA Qio REQUIRED PROVIDED REQUIRED PROVIDED DEPTH (FT.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE
(ACRES) (ACRES) (CUBIC FT.) (CUBIC FT.) (SQ Fr.) (SQ FT.) H/2 DIAMETER DIAMETER
Temporary 4.00 4.00 9.60 7200 30966 3120 12320 1.5 3 6 28.5 1.5 9 3 in 0.25 in
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
P� C)< s
F_ Lii < -
�� �"�°Fl- o
z a F- Q z
C) = Q < O Q
t^� C�® O<atn[T]
o go
o. F < o
J C� z <-
�P., ��(7z Op o,-
Pri 0 - o
ri CD
Z
- - O
O >o
W
Z Z Z
0
>
F-
0_
� J -
O w O
W
ke <
Z
� -==o cj- -
J D Z � w
(� UQ m co Oz U 12�
�our
♦****♦ g�z
<
N � 4 w< a a U
40 �C� �a< za�
in Q w-<
in co
m
= J _ -
C� zac�<co _wc
in in m= w 0
cc
o�
F- < co (7 j O
®� O= in O in a
coa- aJcoa go
C� >
W
1 0_
er') 4 (� p O in
> o our
W r Z< Z z 3 o
in
4 O z z 0 0 W
< W > > _
Z zzmzz_
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3
REVISIONS
REV DATE I COMMENT BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRIDGE
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, L LC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
U o 00 � ���
]ENGNM]E]ERNMG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
SEAL -
0 047366 %
I NEB°
�t it, 11
SHEET TITLE:
E&SCE DETAILS
SHEET NUMBER:
C-906
TEMPORARY SKIMMER BASIN #1
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-0.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN
SKIMMER BASIN #2
SKIMMER BASIN #3

Practice Standards and Specifications
6.62
Definition
A temporary sediment control measure consisting of fabric buried at the
P art' g
bottom, stretched, and supported by posts.
Purpose
To retain sediment from small disturbed areas by reducing the velocity of
sheet flows to allow sediment deposition.
Conditions Where
Below small -disturbed areas that are less then''V, acre per 100 feet of fence.
Practice Applies
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways, or
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where
it can intercept stormwater runoff that is in dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
height.
Planning
A sediment fence is a system to retain sediment on the construction site. The
Considerations
fence retains sediment primarily by retarding flow and promoting deposition.
In operation, generally the fence becomes clogged with fine particles, which
reduce the flow rate. This causes a pond to develop behind the fence. The
designer should anticipate ponding and provide sufficient storage areas and
overflow outlets to prevent flows from overtopping the fence. Since sediment
fences are not designed to withstand high water levels, locate them so that
only shallow pools can form. Tie the ends of a sediment fence into higher
ground to prevent flow around the end of the fence before the pool reaches
design level. Curling each end of the fence uphill in a "J" pattern may be
appropriate to prevent end flow. Provide stabilized outlets to protect the fence
system and release storm flows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of
the fence or by providing an excavated area behind the fence. Plan deposition
areas at accessible points to promote routine cleanout and maintenance. Show
deposition areas in the erosion and sedimentation control plan. A sediment
fence acts as a diversion if placed slightly off the contour. Amaximum slope
oft percent is recommended. This technique may be used to control shallow,
uniform flows from small disturbed areas and to deliver sediment -laden water
to deposition areas. The anchoring of the toe of the fence should be reinforced
with 12 inches of NC DOT 95 or #57 washed stone when flow will ran parallel
to the toe of the fence.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Rev. 5/13 6.62.1
Straw barriers have only a 0-20%trapping efficiency and are inadequate. Straw
bales may notbeused inplace ofsediment fence. Prefabricated sediment fence
with the fabric already stapled to thin wooden posts does not meet minimum
standards specified later in this section.
Anchoring of sedimentfence is critical. The toe of the fabric mustbe anchored
in a trench backfilled with compacted earth. Mechanical compaction must be
provided in order for the fence to effectively pond runoff.
Design Criteria
Ensure that drainage area is no greater than '/4 acre per 100 feet of fence. This
is the maximum drainage area when the sloe is less than 2 percent. Where
g P
all runoff is to be stored behind [tie fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a. The shorter slope length allowed for steeper slopes will greatly
reduce the maximum drainage area. For example, a 10-20 % slope may have
a maximum slope length of 25 feet, For a 100-foot length of sediment fence,
the drainage area would be 25ftX 10041= 2500sq.ft, or 0.06 acres.
Table 6.62a Maximum
Slope Slope Length (ft) Maximum Area (ft2)
Slope Length and Slope for
<2% 100 10,000
which Sediment Fence is
2 to 5% 75 7,500
Applicable
5 to 10% 50 5,000
10 to 20% 25 2,500
>20% 15 1,500
Make the fence stable for the 10-year peak storm runoff.
Ensure that the depth of impounded water does not exceed 1.5 feet at any point
along the fence.
If non -erosive outlets are provided, slope length may be increased beyond
that shown in Table 6.62a, but runoff from the area should be determined and
bypass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Provide a riprap splash pad or other outlet protection device for any point
where flow may overtop the sediment fence, such as natural depressions or
swales. Ensure that the maximumheight of the fence at a protected, reinforced
outlet does not exceed 2 feet and that support post spacing does not exceed 4
feet.
The design life of a synthetic sediment fence should be 6 months.
Construction
MATERIALS
Specifications
1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or
polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6,62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120' F.
6.62.2
Table 6.1 Da
Temporary Seeding
Recommendationsfor Late
Winter and Early Spring
Table 6.10b
Temporary Seeding
Recommendations for
Summer
Seeding mixture
Species Rate (Iblacm)
Rye (grain) 120
Annual lespedeza(Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
broil annual lespedeza when duration of temporary cover is not to
extend beyond Ju ne.
Seeding dates
Mountains -Above 2500 feet: Feb. 15 -May iS
Below 2500 feet Feb. 1- May 1
Piedmont -Jar- 1 - May 1
Coastal Plain-6ec_ 1 -Apr. 15
Soil amendments
Follow recommendstons of soil tests or apply 2,000 Iblaae ground
agricultural limestone and 750 IWacre 10-10-10 fertilizer.
Mulch
Apply 4;000Ihfacre straw. Anchor straw by tacking with asphalt, netting,
one mulch anchoring tool. Adisk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertillze ingrowth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or°ther damage.
Seeding mixture
Species Rate (lWacre(
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass maybe
substituted at a rate of 50 Iblacre_
Seeding dates
Mountains -May 15 - Aug. 15
PiedmontMay1 -Aug. 15
Coastal Plain -Apr. 15-Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 I6lacxe ground
agricultural limestone and 750 Iblacre 10-10A0 fertilizer.
Mulch
Apply 4,00011 straw- Anchor straw by tacking with asphalt, netting,
or a mulch anchoring toot A diskwilh blades set nearly straightcan he
used as a mulch anchoring tool.
Maintenance
Referblize it growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage,
LAST REVISED:
MAY 2013
SOURCE BOX
NCDENR
STANDARD
DETAIL
Rev. 5113
Table 6.10c
Temporary Seeding
Recommendations for Fall
Practice Standards and Specifications
2. Ensure that posts for sediment fences are 1.25lb/hnear ftminimum
steel with a minimum length of 5 feet. Make sure that steel posts have
projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric; use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches,
Table 6.62b Specifications For Sediment Fence Fabric
Temporary Silt Fence Material Property Requirements
Supported'
Un-Supported'Type of
Test Material Units Silt Fence
Silt Fence. Value
Grab Strength
ASTM D 4632 IN(lbs)
Machine Direction
400
550 MARV
(90)
(90)
X-Machine Direction
400
450 MARV
j90)
(90)
Permittivity'
ASTM D 4491 sec-1 0.05
0.05 MARV
Apparent Opening Sizes
PP P 9
ASTM D4751 mm 0.60
0.60 Max. ARV'
(US Sieve#) (30)
(30)
Ultraviolet Stability
% 70 % after
ASTM D 4355 Retained
70% after
Typical
500h of exposure
Strength
500h of exposure
' Silt Fence support shall
consist of 14 gage steel wire with a mesh spacing of 150 min (6 inches), or prefabricated paylmer mesh of
equivalent strength.
z These default values are based on empirical evidence with a variety of sediment.. For environmentally
sensitive areas, a review of
previous experience and/or
site or regionally specific geotextile tests in accordance with Test Method D 5141 shouldbe performed
by the agency to confirm
9 Y
suitability of these
tY requirements.
' As measured in accordance with Test Method D 4632.
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2_ Ensure that the height of the sediment fenee does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
sufficient to cause failure of the structure)
3. 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 strength 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 notrequirewire
mesh support fence. Securely fasten the filter fabric directly to posts. Wire or
plastic zip ties should have minimum 50 pound tensile strength.
Rev. 5/13 6.623
Seeding mixture
Species Rate (1blacre)
Rye (grain) 120
Seeding dates
Moun ---Aug_ 15 - Dec- 15
Coastal Plain and Piedmont --Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 IbJacre ground agricultural limestone
and 1,000lblacre 10-10-10fertil¢er.
Mulch
Apply 4,0001blacre straw. Anchor straw by tacki ng with asphalt, netting,
or a mulch anchoring tool. Adisk with blades set nearlystraightran be
used as a mulch anchoring tool.
Maintenance
Repair .and referiilize damaged areas immediately. Topdress with 50
Wacre of nitrogen in March. If it is necessary to extent temporary
cover beyord Jura 15, overseed with 50 Iblacre Kobe (P'iedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
PLANT SELEMON
Select an appropriate species or species mixture from Tab1c 6.10a. for seeding
in late winter and early spring, Table fi_ 1 Ob for summer, and Table d_ 11 for
fall.
In the Mountains, December and January medings have Parr chances of
success. When it is necessary to plan at these times, use recommendations
for fall and a securely twkEd mulch.
SEEDI\G
Evcaly apply seed using a cyclone seeder(braedcast), drill, cultipacker. seeder,
❑r hydl o der_ Uw wedirg rates given in Tables 6._10a-6-10e,_ R-least
seeding and hydroseeding arc appropriate for steep slopes whcrc equipment
cannot be drivun- Hand broadcasting is nut recommednded because rf the
difficulty in achieving a uniform distribution.
Small rains should be planted no more than 1 inch dee and asses and
8 P P= �
lugumes no more than Ill inch. Broadcast seed must be covered by raking
or chain dragging,. and then li htly firmed with a roller or culti. acker.
g - P
Hydroweded mixtures should include a wood fiber (col llow) mulch_
NOTES:
1. BARE/FIL SLOPES IN EXCESS OF 10 FEET IN HEIGHT
AND WITHIN 30 FEET of SURFACE WATERS SHALL BE
MATTED PER APPROVED 401 PERMIT.
TEMPORARY SEEDING SPECIFICATIONS
N.T.S.
FILTER OF 1 INCH DIAMETER
#57 WASHEDSTONE
a �<
8°
NOTE: p°
SILT FENCE FABRIC TO OVERLAP °
HARDWARE CLOTH BY 12 INCHES ° °°o
0 o
STEEL FENCE POST
WIRE FENCE SILT FENCE FABRIC
ON WIRE FENCE
HARDWARE CLOTH
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
FLOW DIRECTIONo ° 1
°
III )
1-4
II
SIDE VIEW II
II
u
6.62.4
7. Excavate a trench approximately 4 inches wide and 8 inches deep along
the proposed line of posts and upslope from the barrier (Figure 6.62a).
8. Place 12 inches of the fabric along the bottom and side of the trench.
Backfill the trench with soil laced over the filter fabric and compact.
9
P P
Thorough compaction of the backfill is critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench placing fabric d then backfillin trench a a a and g �P g g
sediment fence may be mstalled llmg specialty designed cqm uicwt that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
Installation 1. The base of both end posts should be at least one foot higher than the
middle of the fence. Check with a level if necessary.
Specifications
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on'apost nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3'ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
8. The installation should be checked and corrected for any deviations before
compaction.
9. Compaction is vitally important for effective results. Compact the soil
immediately next to the silt fence fabric with the front wheel of the tractor,
skid steer, or roller exerting at least 60 pounds per square inch. Compact the
upstream side first, and then each side twice for a total of 4 trips.
Rev. 5/13
NOTES:
1. CHECK DAM MAY BE USED IN SLOPING DITCHES OR MAINTENANCE NOTES:
CHANNELS TO SLOW VELOCITY OR TO CREATE 1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH MAJOR
SEDIMENT TRAPS. RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR
2. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS OTHER DEBRIS THAT COULD CLOG CHANNEL WHEN NEEDED.
PLACES THE TOE OF THE UPSTREAM DAM AT THE SAME 2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE CHECK DAM AND EROSION FROM
ELEVATIONS AS THE DOWNSTREAM DAM. HIGH FLOWS AROUND EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE
TO CHANNEL VEGETATION, ALLOW CHANNEL TO DRAIN THROUGH CHECK DAM, AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
CLASS B EROSION
L=THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION CONTROL STONE
A B #57 WASHED STONE ?• J
L d
:-III- Q0
4' TO 6' �I
9" MIN.
PROFILE VIEW CROSS SECTION
1.5' MIN.
FILTER CLOTH' a li
1.�1=
PLAN VIEW
SOURCE BOX �D ROCK CHECK DAM
LAST REVISED: BOHLER
DETAIL
DECEMBER 2014
•• .:�'•��:'7: 10 • ..
HARDWARE CLOTH
ON WIRE FENCE
PLAN VIEW
GRADE i �r 1TE IIFENCEcPOST SoTo�
: : A 1 11aA 11 -1 /l TI :
STEEL FENCE POST
FRONT VIEW AND SILT FENCE FABRIC 6 INCHES INTO
THE TRENCH
STANDARD SILT FENCE OUTLET
CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE
STRUCTURE ON ITS SIDE IN THE BOTTOM
ROW TO ALLOW POOL DRAINAGE. THE
FOUNDATION SHOULD BE EXCAVATED AT
LEAST 2 INCHES BELOW THE CREST OF THE
STORM DRAIN. PLACE THE BOTTOM ROW OF
BLOCKS AGAINST THE EDGE OF THE STORM
DRAIN FOR LATERAL SUPPORT AND TO
AVOID WASHOUTS WHEN OVERFLOW OCCURS.
IF NEEDED, GIVE LATERAL SUPPORT TO
SUBSEQUENT ROWS BY PLACING 2 X 4
WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR
COMPARABLE WIRE MESH WITH 1/2-INCH
OPENINGS OVER ALL BLOCK OPENINGS TO
HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH
IN DIAMETER, PLACED 2 INCHES BELOW
THE TOP OF THE BLOCK ON A 2:1 SLOPE
OR FLATTER AND SMOOTH IT TO AN EVEN
GRADE. DOT #57 WASHED STONE IS
RECOMMENDED.
4. KEEP THE DRAINAGE AREA NO GREATER
THAN 1 ACRE.
5. SHALL BE ACCORDANCE WITH THE
NCDENR "EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL" STANDARD
# 6.52.
MAINTENANCE NOTES:
1. INSPECT BARRIER AT LEAST WEEKLY AND
AFTER EVERY MAJOR RAIN EVENT AND MAKE
REPAIRS AS NEEDED.
2. REMOVE SEDIMENT AS NECESSARY TO
PROVIDE ADEQUATE STORAGE.
3. WHEN CONTRIBUTING DRAINAGE AREA HAS
BEEN STABILIZED, REMOVE ALL MATERIALS
AND UNSTABLE SOIL. BRING DISTURBED AREA
TO PROPER GRADE. STABILIZE ALL BARE
AREAS AROUND INLET.
SOURCE BOX
BOHLER LAST REVISED:
DETAIL
DECEMBER 2014
Practice Standards and Specifications
K x standard e h i e fence
ma . elan ar strength th fabric c with wir f nc
g
U max. extra strength fabric without wire fetus
. -
Steel T„
post z'
11:
. ,
a �LLT
t tz
rtt
Wire 28 2qi�f "Wl
fence at el
TT
ffi„
8'down d4"
forward alcilng
24' the trench
Wire
fence
5teel
post
24"
Figure 6.62a Installation detail of a sediment fence.
Rev. 5113
Plastic or
wire ties
Fi Iter
fabric
Cross -Section
View
Filter
tabric Buckfill trench Natural
f and compact ground
r thoroughly
min, .+• �1
:.�; ::�••��. min
Natural
ground
6.62.5
DEPTH
FLOW LINE LINED TO PREVENT EROSION
FLOW LINE LINED TO PREVENT (SEE TABLE IN THIS DETAIL)
EROSION
NOTES:
1. REMOVE ANY EXISTING VEGETATION AND SCARIFY OR BENCH ADJACENT SOILS PRIOR TO PLACING BERM.
2. BERM MATERIALS MUST BE ADEQUATELY COMPACTED AND IMMEDIATELY STABILIZED. TOP OF BERM ELEVATION SHALL BE
NO LESS THAN 1 FOOT HIGHER THAN RECEIVING SKIMMER SEDIMENT BASIN SPILLWAY AND/OR RISER TOP ELEVATION.
3. DIVERSION DITCHES/BERMS MUST BE IMMEDIATELY STABILIZED TO PREVENT EROSION AND TRANSPORT OF SEDIMENT.
4. FOLLOW 02300 EARTHWORK SPECIFICATION.
5. DIVERSION DITCHES AS RELATED TO THE SEDIMENT AND EROSION CONTROL MEASURES SHALL BE MATTED AND/OR
STABILIZED TO REDUCE SEDIMENT LOSS AND TURBIDITY INCLUDING INTERIOR/EXTERIOR SLOPES OF SEDIMENT BASINS
PER APPROVED 401 PERMIT.
MAINTENANCE NOTES:
1. INSPECT DIVERSION DIKES ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW
AREA AND REPAIR THE DIKE.
2. CHECK INLETS, AND MAKE TIMELY REPAIRS AS NEEDED TO AVOID GULLY FORMATION. WHEN THE AREA ABOVE THE
TEMPORARY DIVERSION DIKE IS PERMANENTLY STABILIZED, REMOVE THE DIKE, AND FILL AND STABILIZE THE CHANNEL
TO BLEND WITH THE NATURAL SURFACE.
LAST REVISED: WAL-MART DD# DIVERSION DIKE
REVISED N.T.S.
JUNE 2012 DETAIL 5/12/14
�DEWATERING CONCRETE BLOCK
TEMPORARY
SEDIMENT POOL
1' MIN.
2' MAX.
T III-1+1 ` ti
SEDIMENT
o&bo CD ob o 6t® ice Go ofio a,
� � IIIIIM � � IIIIIM
o
1 � �
mot_
•. • � t�s• • �tn.. �ts•tut
2:1 SLOPE, GRAVEL FILTER
WIRE SCREEN
DEWATERING
0
-I I I-
-11I-III
-IIV 111 '
1 111=
-U1
BLOCK AND GRAVEL INLET PROTECTION
N.T.S.
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REVISIONS
REV DATE I COMMENT I BY
KNOW WHAT'S BELOW
ALWAYS CALL 811
BEFORE YOU DIG
It's fast. It's free. It's the law.
NOT APPROVED FOR
CONSTRUCTION
PROJECT No.: FLB190107
DRAWN BY: TGH
CHECKED BY: APL
DATE: 08/27/19
SCALE: AS NOTED
CAD 1. D.: SDP
PROJECT:
CAMBIRUDG E
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROADS LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
O TD)o 00 � ���
IENGNMIEIEIRENG NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
\\t\1t II IIIIII�//
o
o o° 000' '
°Q ,
SEALo -
o
0 047366
°�,
°;oNG I NEB°
° oo°000°
oo
SHEET TITLE:
E&SC DETAILS
SHEET NUMBER:
C-906
H:\2019\FLB190107\DRAWINGS\PLAN SETS\FLB190107-SDP-O.DWG PRINTED BY: DELIAS 11.01.19 @ 4:48 PM LAST SAVED BY: THOORN

PLAN VIEW
6"
TRENCH
WIDTH
GRADE
`I I �I I �I I
11
I —I
II
=11
W
a
I
II I
I
w
I II
'F
T
_
4,''
=
O-RING
RCP
DIAMETER
—
i
VARIES)
L._
4.
;....'..
11
.12
ill=nL�;ll��lllll
ANTI -SEEP COLLAR.
CLASS B CONCRETE OR
COMPACTED CLAY WITH
INFILTRATION RATE OF 0.01
INCHES PER HOUR OR LESS. SECTION A -A
ANTI -SEEP CO][,][,AR
FRONT VIEW
BMP Inset Table
Wet Pond
Project Name:
SequencelD:
Surface Area (sq. ft.):
Drainage Area (acres):
Land Use/Development Type:
Percent Built -Upon Area:
Permanent Pool Depth (ft.):
Forebay Permanent Pool Depth (ft.):
Flow Diverter Present (YIN):
Regulated By:
Treatment Effectiveness:
NC State Plane X (easting):
NC State Plane Y (northing):
FRASH RACK TO OUTLET
ROL STRUCTURE WITH
BOTTOM OF FOI
Moores Chapel Subdivision
1
35,615
19.6
Residential
52%
8.0
6.0
N
PCO
Optimal
1,408,500
558,035
AT TOP OF RISER STRUCTURE
PIPE
HICK STRIPES AT V INTERVALS
CK RED STRIPE AT T DEPTH MARKER
SEDIMENT DEPTH MARKER
ER
NOT TO SCALE
SO CAGE CAN BE LIFTED
AINTENANCE SCREW TYPE PLUG
6"
6" PVC PIPE AND TEE
YXY OPENINGS
PERMANENT POOL
SECONDARY ORIFICE TRASH RACK
12"
PVC CAP WITH HOLE DRILLED PER WATER QUALITY
ORIFICE SIZE LISTED FOR WET POND
NOTES:
1. DRAW DOWN ASSEMBLY SHALL NOT BE INSTALLED UNTIL WET DETENTION BASIN IS
STABILIZED.
DRAWDOWN ASSEMBLY
NOT TO SCALE NOT TO SCALE
TOP OF POND = 792.0'
FABRICATED ALUMINUM BAR GRATE DRAINAGE STRUCTURE STEPS (NCDOT FABRICATED ALUMINUM BAR
TRASH RACK WITH 5UM OPENINGS STD 840.66) INSIDE AND OUTSIDE OF _ _ _ _ GRATE TRASH RACK WITH
STRUCTURE SPACED V VERTICALLY (TYP) YXY OPENINGS
24N8" SECONDARY ORIFICE
ELEV = 789.2' TOP OF RISER = 791.0'
24" 0-RING OUTLET CULVERT
ELEV = 788.3'�
1
4'X4' (INT. DIMS) OUTLET
CONTROLSTRUCTURE�
6" PVC DRAWDOWN ASSEMBLY — — — — —
WITH 1.0" WATER QUALITY ORIFICE
ELEV. = 788.3';.Y
I/
I I■■■f
■
SECONDARY ORIFICE
TRASH RACK
PERMANENT POOL = 788.3'
SECONDARY CONTROL ORIFICE
PERMANENT WATER QUALITY
ORIFICE
0-RING OUTLET CULVERT
WITH ANTI -SEEP COLLARS.
5'X5'X2' CONCRETE BALLAST PAD ­"COMPACT
FILL UNDER PIPE
(INCLUDING PRECAST BOX WALLS
6" PVC DRAWDOWN ASSEMBLY
PER GEOTECH REPORT.
AND BOTTOM SLAB, FILL BOTTOM
WITH 1" ORIFICE DRILLED IN
NOTES:
OF STRUCTURE WITH CONCRETE
CAP AT BOTTOM
SEE NCDOT SPECIFICATION SECTION 840 FOR OUTLET
AND PROVIDE SMOOTH FINISH AT
STRUCTURE BOX, GRATE, REINFORCING, ETC.
INVERT OF STRUCTURE) WET POND
#1 OUTLET CONTROLSTRUCTURE DETAIL
TO BE MIN.4,000 PSI COMPRESSIVE
SALL
TREN°GTH.ETE
NTS
CONVERT HOLE USED WITH SKIMMER DURING EROSION
CONTROL TO PERMANENT WATER QUALITY ORIFICE
WITH WET POND WHERE POSSIBLE. IF NOT POSSIBLE,
SEAL AND GROUT FILL HOLE USED FOR SKIMMER.
1
1
1
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1
1
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BTM OF POND: 782.0
1�1
BTM 0 F SEDIMENT STORAGE: 781.5
C
(BTM SEDIMENT STORAGE NOT
REFLECTED IN PROP CONTOURS)\�
I �
op
I 1
BTM OF FOREBAY: 785.0
BTM OF SEDIMENT STORAGE: 784.5 I(O°�/
I /
(BTM SEDIMENT STORAGE NOT
REFLECTED IN PROP CONTOURS)
I 1
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6' WIDE, 6:1 VEGETATED SHELF-
3:1 SLOPES UNDER
PERMANENT POOL
\
1
1
1
1
1
1
3.1 SLOPES ABOVE VEGETATED SHELF
SEDIMENT DEPTH
MARKER
= 100-YR STORM ELEV = 790.63'
= 25-YR STORM ELEV
L 10-YR STORM ELEV = 789.55' —
PIPE INVE T - 776.50' (A1) TOP OF FOREBAY BERM = 787.0'
2-YR STORM ELEV = 789.42'
INFL TEMPORARY POOL (WOV) = 789.2'
L PERMANENT POOL = 788.3' —
= TOTAL VOLUME = 0.504 AC -FT
1
I 787.001
rTOM FOREBAY = 785.0' 1
SEDIMENT STORAGE = 784.5'
a
//
°13
19� /
' 01
' O
,
' O
' O
f /I
N
I 787.501
zz
— w
Of w 3:1 SLOPES ABOVE PERMANENT POOL
o "
m 0
LU w TOP OF RISER STRUCTURE = 791.0'�
0 �
u_ r
� o
0
6' WIDE, 6:1 VEGETATED SHELF
BOTTOM POND = 782.0' -
BOTTOM SEDIMENT STORAGE = 781.5'
I f i
� f 1
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I I j j ~ g IL Ca0 J �O X o
11 I' II 0 w w In
``. o f I I I ` y r� Q a~ a
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2 I ` \ o�o� H ~ W =
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= w m = = m =
w O w a
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z
TM \\ \ \\ r w r w w m
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BTM OF FOREBAY: 785.0 /►� PP z J Y Y z w
BTM OF SEDIMENT STORAGE: 784.5 ~ z zoo w
.� I- U)
(BTM SEDIMENT STORAGE NOT S z m z z
REFLECTED IN PROP CONTOURS)
\
REVISIONS
REV DATE COMMENT BY
STM
B-10 \ `\
1
79 \ \
STM \
8-20
M
NOT APPROVED FOR
\` \` CONSTRUCTION
PROJECT No.: FLB190107
\ \
DRAWN BY: TGH
......... `\ CHECKED BY: APL
/70 DATE: 08/27/19
SCALE: AS NOTED
1 \
CAD I.D.: SW-0
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-EMERGENCY SPILLWAY ELEV = 791.5'
LINED WITH 18" THICK CLASS A RIP -RAP
0-RING OUTFLOW
CULVERT TO RIP -RAP
DISCHARGE POINT
`-COMPACT FILL UNDER OUTLET PIPE
PER GEOTECHNICAL REPORT
ANTI -SEEP COLLARS (REFER TO
DETAIL ON SAME PAGE)
3:1 SLOPES UNDER
PERMANENT POOL
GENERAL NOTES:
1. BOTTOM OF POND AND BOTTOM OF FOREBAY
GRADES SHOWN IN PLAN VIEW DO NOT REFLECT
SEDIMENT STORAGE ELEVATIONS CONTOURS.
PROJECT: }�
CAT BRIDG E
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
0 00 Z �TE H
]ENGINEERING NC, P LILC
NCBELS P-1132
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
[e-mail]
10
\\1111111p111///,/
° SEALo
-
047366 %
°FG
NEB°
I,IFI
SHEET TITLE:
WET POND
DETAILS
SHEET NUMBER:
C-908
H:\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159- SWO.DWG PRINTED BY: DELIAS 11.01.19 @ 4:49 PM LAST SAVED BY: MMOORE
WET
POND q CROSS SECTION AFTER STABILIZATION BUT PRIOR TO PAVING, POND
Y V !1 SJ SECTION TO BE DREDGED AND CONVERTED FROM SKIMMER
NTS (10:1 VLRTICA]L EYAGGERAT1ON) SEDIMENT BASIN TO PERMANENT WET POND.

PLAN VIEW
6"
BMP Inset Table
Wet Pond
Project Name:
Moores Chapel Subdivision
SequencelD:
1
Surface Area (sq. ft.):
35,615
Drainage Area (acres):
19.6
Land Use/Development Type:
Residential
Percent Built -Upon Area:
52%
Permanent Pool Depth (ft.):
8.0
Forebay Permanent Pool Depth (ft.):
6.0
Flow Diverter Present (YIN):
N
Regulated By:
PCO
Treatment Effectiveness:
Optimal
NC State Plane X (easting):
1,408,500
NC State Plane Y (northing):
558,035
TRENCH
WIDTH
I-
1 1—I
_� z a
❑
_
B„
r
Ir
I
O-RING
RCP
(DIAMETER
i
VARIES)
.
a
AN COLLAR. —� I l=
CLASS B CONCRETE OR
COMPACTED CLAY WITH
INFILTRATION RATE OF 0.01
INCHES PER HOUR OR LESS. SECTION A -A
ANTI -SEEP CO][,][,AR
NTs
FRONT VIEW
FRASH RACK TO OUTLET
ROL STRUCTURE WITH
AT TOP OF RISER STRUCTURE
33 PIPE
HICK STRIPES AT V INTERVALS
CK RED STRIPE AT T DEPTH MARKER
BOTTOM OF FOI
SEDIMENT DEPTH MARKER
ER
NOT TO SCALE
SO CAGE CAN BE LIFTED
AINTENANCE SCREW TYPE PLUG
6"
6" PVC PIPE AND TEE
3"X3"OPENINGS � --PERMANENT POOL
SECONDARY ORIFICE TRASH RACK
NOT TO SCALE
12"
PVC CAP WITH HOLE DRILLED PER WATER QUALITY
ORIFICE SIZE LISTED FOR WET POND
NOTES:
1. DRAW DOWN ASSEMBLY SHALL NOT BE INSTALLED UNTIL WET DETENTION BASIN IS
STABILIZED.
DRAWDOWN ASSEMBLY
NOT TO SCALE
TOP OF POND = 783.0'
FABRICATED ALUMINUM BAR GRATE DRAINAGE STRUCTURE STEPS (NCDOT FABRICATED ALUMINUM BAR
TRASH RACK WITH 5"X5"OPENINGS STD 840.66) INSIDE AND OUTSIDE OF __ , GRATE TRASH RACK WITH
STRUCTURE SPACED V VERTICALLY (TYP) i 5"X5" OPENINGS
� � I
/ TOP OF RISER = 780.75'
24"x8" SECONDARY ORIFICE
ELEV = 77822'
4'X4' (INT. DIMS) OUTLET
CONTROL STRUCTURE
6" PVC DRAWDOWN ASSEMBLY
WITH 1.5" WATER QUALITY ORIFICE
ELEV. = 776.5'
5'X5'X14' CONCRETE BALLAST PAD
(INCLUDING PRECAST BOX WALLS
AND BOTTOM SLAB, FILL BOTTOM
OF STRUCTURE WITH CONCRETE
SECONDARY CONTROL ORIFICE
PERMANENT WATER QUALITY
ORIFICE
0-RING OUTLET CULVERT
WITH ANTI -SEEP COLLARS.
24" 0-RING OUTLET CULVERT COMPACT FILL UNDER PIPE
ELEV = 766.7' 6" PVC DRAWDOWN ASSEMBLY PER GEOTECH REPORT.
WITH 1.5" ORIFICE DRILLED IN NOTES:
CAP AT BOTTOM SEE NCDOT SPECIFICATION SECTION 840 FOR OUTLET
STRUCTURE BOX, GRATE, REINFORCING, ETC.
AND PROVIDE SMOOTH FINISH AT INVERT OF STRUCTURE)
CONCRETEALL TO BE MIN. 4,000 PSI COMPRESSIVE
�ETPOND
2JUTLa CONTROL
L STRUCTURE ��TAILSTRENGTH.
NTSCONVERT HOLE USED WITH SKIMMER DURING EROSION
CONTROL TO PERMANENT WATER QUALITY ORIFICE
WITH WET POND WHERE POSSIBLE. IF NOT POSSIBLE,
SEAL AND GROUT FILL HOLE USED FOR SKIMMER.
---------------
24N4" SECONDARY ORIFICE
ELEV =
—SECONDARY
ORIFICE
TRASH RACK - - -
PERMANENT POOL = 776.5'
/ / a
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�:1 SAFETY SHELF ,
2 , NQp`G
`\ 77.62' - 24" RCP @ 0.91 %------------------
/
, PROP-QOAGE WIT
,'PARKING SPACES A
8 STORAGE SPACE
/ 1
,TOP UTILITY: 15" HID STORM ;
BOT. UTILITY: 8" PVC SAN,50
15"HDPE STORM. EL= 777.291
/
8" PVC SAN TOP EL= 776.18 /
c a1 TOP UTILITY: 8" PVC SAN
1 BOT. UTILITY: 24" HE PE STORM
8" PVC SAN BOT. EL= 783.00
°I 24" HDPE STORM TOP EL= 783.52
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_PROP RETAININ
- - - - OTHER) G WALL
(BY S
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10,300 SF
------------------------------
------ ! ' ___ --- 777---------------- -
- - -
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—_—_—_—_—_—_——_-------- ---------------- — —
— 777891
- - -
— — — — — —
NIT
,------
780
----
-------
______
___________
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------------'' ---- 784
- - - - - _ -_
- -
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--- 7 5 -----------
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REVISIONS
REV DATE COMMENT BY
------ -------- L ___ is fast. It's free. It's the law.
T♦- - - - LZ3[S—'L LOD---L LO Ij3 \ - - I
,` - -
`- `- --- -------------- _ _ N R
BTM OF SEDIMENT STORAGE: 773.5 � ,/ ,' ,%
-''"-------- (BTM SEDIMENT STORAGE NOT NOT APPROVED FO
`♦` BTM OF POND: 771.0 - - - REFLECTED IN PROP CONTOURS)CONSTRUCTION
BTM OF SEDIMENT STORAGE: 770.5 _--- / /
/
\ ''',,,,__-'-----------(BTM SEDIMENT STORAGE NOT 9 ' � � --_-
REFLECTED IN PROP CONTOURS) `--------------r, `` `\ � � � � PROJECT No.: FLB190107
--'- DRAWN BY: TGH
---- -----''�-----'' CHECKED BY: APL
------------------------------
/DATE: 08/27/19
-- I < -_ ---- ------- ------
--------------'-_""_-----------,'----------------
-- SCALEAS NOTED
------------------------------ -SWO
'----------------------
1 SLOPES ABOVE VEGETATED SHELF
SEDIMENT DEPTH
MARKER
= 100-YR STORM ELEV
= 781.64'
- 25-YR STORM ELEV
= 781.18'
- V 10-YR STORM ELEV =
780.57' -
TOP OF FOREBAY BERM = 776.0'
PIPE INVE T = 776.50' (A1)
2-YR STORM ELEV =
779.09'
-
-
V TEMPORARY POOL (WQV) = 778.0'
V PERMANENT POOL
= 776.5'
-
= TOTAL VOLUME = 1.59 AC -FT
IC•lY•]�1•P►UE
zLU
-w
W w 3:1 SLOPES ABOVE PERMANENT POOL
o "
co 0
w TOP OF RISER STRUCTURE = 780.8'
LL }
A d
0
6' WIDE, 6:1 VEGETATED SHELF—,
6' WIDE, 6:1 VEGETATED SHELF CLASS BRIP-RAP LINED FOREBAY
BERM/ OVERFLOW SPILLWAY
\_FOREBOFFTH) TH)
3:1 SLOPES UNDER
PERMANENT POOL PUMP TO DRAIN IF
NECESSARY FOR POND
MAINTENANCE
BOTTOM FOREBAY = 774.0'
BOTTOM SEDIMENT STORAGE = 773BOTTOM POND = 771.0'
.5'
SEDIMENT STORAGE = 770.5'
` \
CONCfTE SUPPLY COMPAlL,
791 `\�421, PG 588
P%RCELI 0052
0-RING OUTFLOW
CULVERT TO RIP -RAP
DISCHARGE POINT
COMPACT FILL UNDER OUTLET PIPE
PER GEOTECHNICAL REPORT
ANTI -SEEP COLLARS (REFER TO
DETAIL ON SAME PAGE)
3:1 SLOPES UNDER
PERMANENT POOL
30 15
7.5
0
30
1 "=
30'
GENERAL NOTES:
1. BOTTOM OF POND AND BOTTOM OF FOREBAY
GRADES SHOWN IN PLAN VIEW DO NOT REFLECT
SEDIMENT STORAGE ELEVATIONS CONTOURS.
PROJECT:
CAMBRIDG E
VILLAGE
MULTIFAMILY
FOR
NORTH PILOT KNOB
ROAD, LLC
LOCATION OF SITE
CAMBRIDGE VILLAGE
307 PILOT KNOB RD
DENVER, NC 28037
LINCOLN COUNTY
1927 S. TRYON STREET, SUITE 310
CHARLOTTE, NC 28203
Phone: [phone]
Fax: [phone]
NC@)3ohlerEng.com
\\\1111111p111//
° SEAL -
047366 %
°FG �
A
1Fj
rSHEET TITLE:
WET POND
DETAILS
SHEET NUMBER:
C-909
H:\2019\FLB190107\DRAWINGS\PLAN SETS\NCC172159- SWO.DWG PRINTED BY: DELIAS 11.01.19 @ 4:49 PM LAST SAVED BY: MMOORE
WET POND 2 CROSS SECTION
NTS (10:1 VERTICAL ENAGGERATION)
AFTER STABILIZATION BUT PRIOR TO PAVING, POND
TO BE DREDGED AND CONVERTED FROM SKIMMER
SEDIMENT BASIN TO PERMANENT WET POND.