(L2) 6 D.O.
SCOUR HOLE DIMENSIONS
SCOUR HOLE NUMBERPIPE DIAMETER (IN)L1 (FT)L2 (FT)W1 (FT)W2 (FT)D50 (IN)D50 THICKNESS (IN)DEPTH (IN)
1184.5937.56126
2184.5937.56126
3153.757.52.56.256126
41236256126
NOTE: THICKNESS OF D50 INCLUDES THE USE OF FILTER FABRIC
NOTES:
1. FOR DESIGN INFORMATION, DIMENSIONS AND RIP RAP SIZE SEE CONSTRUCTION PLANS. 2. STONES FOR RIP RAP SHALL BE COMPOSED OF A WELL GRADED MIXTURE OF DURABLE ROCK SUCH THAT 50% OF THE MIXTURE BY WEIGHT SHALL BE LARGER THAN A D50 STONE DIAMETER THE MIXTURE SHALL CONTAIN A SUFFICIENT MIXTURE OF OTHER STONES TO FILL VOIDS. THE DIAMETER OF THE LARGEST STONE SIZE SHALL BE 1.5 D50.
RIPRAP CHANNEL PROTECTION (SCOUR HOLE) DETAIL
NOT TO SCALE
GENERAL NOTES:
ALL CONCRETE TO BE NJDOT CLASS "B".
IF WALL CONSTRUCTION IS NOT PRECAST CONCRETE, WALLS SHALL BE PLASTERED INSIDE AND OUT WITH 1/2" THICK CEMENT PLASTER.
PROVIDE 7/8" DIAMETER STEEL REINFORCED COPOLYMER LADDER RUNGS, 12" ON CENTER.
THE SPACE BELOW THE INVERT OF THE DISCHARGE PIPE MUST BE FILLED WITH GROUTING MATERIAL, SUCH THAT WATER WILL NOT POND IN THE OUTLET STRUCTURE. THIS MATERIAL MUST BE SLOPED TOWARDS THE DISCHARGE PIPE TO FACILITATE DRAINAGE.
OUTLET CONTROL STRUCTURE 6 (S-81) DETAIL
N.T.S.
CONCRETE HEADWALL (WITH WINGWALLS) DETAIL
N.T.S.
UNCOMPACTED SOIL —
MINIMUM AIR TEMPERATURE FOR PAVING: 50 °F.
VEHICULAR USE IS PROHIBITED FOR AT LEAST 48 HOURS ONCE THE PAVEMENT INSTALLATION IS COMPLETE.
POROUS PAVEMENT AREAS SHALL BE PROTECTED FROM SEDIMENT-LADEN RUNOFF AND EXCESSIVE COMPACTION FROM CONSTRUCTION TRAFFIC.
POST-CONSTRUCTION TESTING OF THE PERMEABLE ASPHALT SURFACE COURSE IS REQUIRED AND MUST CONFORM TO THE METHODS OF EITHER ASTM C1701 OR ASTM C1781. AT LEAST THREE LOCATIONS, SPACED EVENLY, MUST BE USED FOR THE TEST.
SURFACE COURSES
THE POROSITY OF THE PERMEABLE ASPHALT SURFACE COURSE MUST BE 15-25%.
SEALANT, PRIME COAT AND OTHER TREATMENTS THAT COULD REDUCE THE RATE OF INFILTRATION MAY NOT BE APPLIED TO THE SURFACE COURSE.
THE MAXIMUM SURFACE COURSE SLOPE IS 5%.
AFTER INSTALLATION, MEASURES MUST BE TAKEN TO ENSURE THE SURFACE COURSE DOES NOT BECOME CLOGGED UNTIL ALL ASPECTS OF THE PROJECT ARE COMPLETED.
THE CHOKER COURSE MUST CONSIST OF CLEAN, WASHED AASHTO NO. 57 BROKEN STONE.
THE CHOKER COURSE MUST CONSIST OF CLEAN, WASHED AASHTO NO. 57 BROKEN STONE.
STORAGE BED
STORAGE BED AGGREGATE MUST BE CLEAN, OPEN-GRADED BROKEN STONE. THE STONE MUST BE WASHED, PRIOR TO PLACEMENT, TO MINIMIZE THE AMOUNT OF STONE DUST AND OTHER FINE PARTICLES.
STORAGE BED AGGREGATE MUST BE PLACED IN LIFTS AND COMPACTED USING PLATE COMPACTORS. THE MAXIMUM RECOMMENDED LOOSE LIFT THICKNESS IS 6 INCHES.
THE POROSITY OF ANY PERMEABLE ASPHALT BASE COURSE MUST BE ≥ 25%.
THE UNDERDRAIN SHALL BE A PERFORATED PIPE WRAPPED IN FILTER FABRIC, CONNECTED TO AN INSPECTION PORT OR OCS.
NON-WOVEN FILTER FABRIC (AASHTO M288 CLASS 2) IS REQUIRED ON THE SIDES AND BENEATH THE UNERDRAINED BASIN. FABRIC SHOULD BE OVERLAPPED AT THE SEAM A MINIMUM OF 16".
POROUS PAVEMENT
POROUS PAVEMENT NUMBERSTONE BEDINVERTORIFICEUNDERDRAIN PIPEGRATECULVERT
PP 1A1.40'97.77'2.5" - 98.023.0" PVC PIPE @0.25%24.0" X 24.0" - 99.4912.0" - 93.71
PP 1B1.53'97.50'2.5" - 97.753.0" PVC PIPE @0.25%24.0" X 24.0" - 99.3512.0" - 94.54
PP 1C2.51'96.00'2.5" - 96.243.0" PVC PIPE @0.25%24.0" X 24.0" - 98.8312.0" - 94.24
PP 1D1.97'96.00'2.5" - 96.253.0" PVC PIPE @0.25%24.0" X 24.0" - 98.3015.0" - 93.63
PP 1E2.23'95.70'2.5" - 95.973.0" PVC PIPE @0.25%24.0" X 24.0" - 98.2815.0" - 93.46
PP 1F1.12'97.40'2.5" - 97.673.0" PVC PIPE @0.25%24.0" X 24.0" - 98.8515.0" - 93.60
PP 2A2.95'97.00'5.0" - 97.243.0" PVC PIPE @0.25%24.0" X 24.0" - 100.5212.0" - 97.00
PP 2B2.26'98.30'2.5" - 98.643.0" PVC PIPE @0.25%24.0" X 24.0" - 101.2312.0" - 97.76
PP 2C2.80'97.16'2.5" - 97.403.0" PVC PIPE @0.25%24.0" X 24.0" - 100.6712.0" - 97.16
PP 2D2.37'97.60'6.0" - 97.993.0" PVC PIPE @0.25%24.0" X 24.0" - 100.6912.0" - 97.54
PP 2E2.6797.80'2.5" - 98.063.0" PVC PIPE @0.25%36.0" X 36.0" - 100.8115.0" - 97.14
OUTFLOW PIPE
POROUS ASPHALT PAVEMENT (WITH UNDERDRAIN) SECTION
N.T.S.
A B C D E
BASIN 1 3" Ø EL: 95.20 93.27 93.65 95.17 93.20
NOTES:
BASIN 3 4.5" Ø EL: 98.80 97.00 97.41 99.11 97.00
GENERAL NOTES:
ALL CONCRETE TO BE NJDOT CLASS "B".
IF WALL CONSTRUCTION IS NOT PRECAST CONCRETE, WALLS SHALL BE PLASTERED INSIDE AND OUT WITH 1/2" THICK CEMENT PLASTER.
PROVIDE 7/8" DIAMETER STEEL REINFORCED COPOLYMER LADDER RUNGS, 12" ON CENTER.
THE SPACE BELOW THE INVERT OF THE DISCHARGE PIPE MUST BE FILLED WITH GROUTING MATERIAL, SUCH THAT WATER WILL NOT POND IN THE OUTLET STRUCTURE. THIS MATERIAL MUST BE SLOPED TOWARDS THE DISCHARGE PIPE TO FACILITATE DRAINAGE.
OUTLET CONTROL STRUCTURE 11 (S-71) DETAIL N T S
GENERAL NOTES:
ALL CONCRETE TO BE NJDOT CLASS "B".
ALL CONCRETE TO BE NJDOT CLASS "B".
IF WALL CONSTRUCTION IS NOT PRECAST CONCRETE, WALLS SHALL BE PLASTERED INSIDE AND OUT WITH 1/2" THICK CEMENT PLASTER.
PROVIDE 7/8" DIAMETER STEEL REINFORCED COPOLYMER LADDER RUNGS, 12" ON CENTER.
THE SPACE BELOW THE INVERT OF THE DISCHARGE PIPE MUST BE FILLED WITH GROUTING MATERIAL, SUCH THAT WATER WILL NOT POND IN THE OUTLET STRUCTURE. THIS MATERIAL MUST BE SLOPED TOWARDS THE DISCHARGE PIPE TO FACILITATE DRAINAGE. OUTLET CONTROL STRUCTURE 12 (S-28) DETAIL
NOTES:
1. FOR INSTALLATION RECOMMENDATIONS, SEE 702 RETENTION-DETENTION SYSTEM (CROSS-SECTION) AND 703 RETENTION-DETENTION SYSTEM (RISER AND CLEANOUTS) 2. IF THE PERMEABILITY RATE OF THE SUBGRADE SOIL IS LESS THAN 20"/HOUR, THE SOIL SHALL BE REPLACED WITH A 2" LAYER OF K-4 SOIL.
UNDERGROUND INFILTRATION SYSTEM PLAN VIEW DETAIL
N.T.S.
UNDERGROUND INFILTRATION BASIN SYSTEM CROSS SECTION DETAIL N.T.S.
SOIL PERMEABILITY TESTS SHALL BE PERFORMED WITHIN THE MOST HYDRAULICALLY RESTRICTIVE SUBSTRATUM BETWEEN THE BOTTOM OF THE BIORETENTION BASIN AND THE SEASONAL HIGH GROUNDWATER TABLE TO ENSURE THAT THE INSTALLED BIORETENTION BASIN FUNCTIONS AS DESIGNED.
IF THE PERMEABILITY RATES OF THE SUBGRADE SOIL IS ABOVE 20 IN.HR, THE SOIL SHALL BE REPLACED WITH A TWO FOOT LAYER OF K-4 SOIL WITH A TESTED PERMEABILITY OF 20 IN.HR, PURSUANT TO PINELANDS REQUIREMENTS.
THE SYSTEM MUST HAVE SUFFICIENT STORAGE VOLUME TO CONTAIN THE WATER QUALITY DESIGN STORM (WQDS) STORMWATER RUNOFF VOLUME WITHOUT OVERFLOW. THE MAXIMUM DEPTH OF RUNOFF IS 24 INCHES.
INFILTRATION BASINS ARE INTENDED TO BE FREE OF STANDING WATER BETWEEN STORM EVENTS; THEREFORE, THE DRAIN TIME MUST NOT EXCEED 72 HOURS AFTER ANY RAIN EVENT.
THE MAXIMUM INTERIOR SLOPE FOR AN EARTHEN DAM, EMBANKMENT OR BERM IS 3:1.
THE BOTTOM OF THE BASIN MUST BE AS LEVEL AS POSSIBLE.
A 6 IN MINIMUM DEPTH SAND LAYER IS REQUIRED. THE SAND MUST MEET ALL THE SPECIFICATIONS FOR CLEAN, MEDIUM-AGGREGATE CONCRETE SAND IN ACCORDANCE WITH AASHTO M-6 OR ASTM C-33, AS CERTIFIED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NEW JERSEY. THE MAXIMUM PERCENTAGE OF FINES IS 15%. THE MINIMUM TESTED PERMEABILITY RATE IS 20 INCHES/HOUR.
THE USE OF TOPSOIL AND VEGETATION IS PROHIBITED.
FILTER FABRIC IS REQUIRED ALONG THE SIDES OF THE INFILTRATION BASIN TO; FILTER FABRIC MAY NOT BE USED ALONG THE BOTTOM OF THE BASIN.
THE SOIL BED MATERIAL MUST BE PLACED IN MAXIMUM 8" LIFTS. ADDITIONAL MATERIALS MAY BE NECESSARY TO ACCOUNT FOR SETTLING OVER TIME.
THE MINIMUM DIAMETER OF ANY OVERFLOW ORIFICE IS 2.5 INCHES.
DURING CLEARING AND GRADING OF THE SITE AND BIORETENTION SYSTEM, MEASURES MUST BE TAKEN TO ELIMINATE SOIL COMPACTION IN THE INFILTRATION BASIN. EXCAVATION AND CONSTRUCTION EQUIPMENT MUST BE PLACED OUTSIDE THE LIMITS OF THE BASIN.
PRIOR TO INSTALLATION OF THE SAND LAYER THE PERMEABILITY RATE OF THE UNDERLYING OR REPLACEMENT SOILS SHALL BE CONFIRMED BY A PROFESSIONAL ENGINEER TO MEET THE MINIMUM DESIGN PERMEABILITY RATE.
EXCAVATE A MINIMUM OF 1' BELOW THE IMPERMEABLE LAYER TO REMOVE HYDRAULICALLY RESTRICTIVE MATERIAL.
THE CONTRIBUTING DRAINAGE AREA MUST BE COMPLETELY STABILIZED PRIOR TO SMALL-SCALE INFILTRATION BASIN USE. SMALL SCALE INFILTRATION BASIN SYSTEM DETAIL
SMALL SCALE INFILTRATION BASIN SYSTEM DETAIL N.T.S.
N.T.S.
BASIN #ABC
BASIN "I"EL. 98.80EL. 97.3025.0 FT.
BASIN "3"EL. 101.50EL. 100.2025.0 FT.
NOTES:
0% SLOPE ACROSS EMERGENCY SPILLWAY.
SPILLWAY TO BE STABILIZED, TOPSOILED, FERTILIZED, SEEDED AND MULCHED. EMERGENCY SPILLWAY DETAIL N T S
N.T.S.
PLAN VIEW
ISOMETRIC VIEW
CONCRETE FLARED END SECTION DETAIL N.T.S.
REVISED PER AGENCY COMMENTS 01/15/26 ZF
REVISED PER COUNTY AND SCD COMMENTS 07/31/25 ZF
REVISED PER COUNTY AND SCD COMMENTS 06/05/25 ZF
NO. REVISION DATE BY
ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ENGINEER AND MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN CONSENT OF THE ENGINEER.
Civil Core
CONSULTING
CIVIL CORE CONSULTING, LLC 1969 RUTGERS UNIVERSITY BLVD. LAKEWOOD, NJ 08701
NJ CERTIFICATE OF AUTHORIZATION NO. 24GA28399400
PROJECT: PRELIMINARY & FINAL MAJOR SITE PLAN FOR BLOCK 22401, LOT 7-12 LOCATION: JACKSON TOWNSHIP OCEAN COUNTY NEW JERSEY
DRAWING TITLE:
SOIL EROSION AND SEDIMENT CONTROL DETAILS
PROJECT NO.DATEDRAWN BYCHECKED BY
2308901/22/25HHYP
YOSEF PORTNOY