15 Ridgeway Ave Minor Subdivision Rev 3 Dated 4 13 26 File 29906

RESTRICTION AND OUTFLOW MAX OUTFLOW 4 Q = 2.26 cfs 563.00 8” FES 6’x12’ 4” Rip Rap Level Spreader STUDY POINT FOR ANALYSIS 10” SDR 35 PVC DRAIN CONNECTED TO PUBLIC STORM SEWER! PRE DEVELOPED Q 2yr = 0.38 cfs Q 10yr = 0.95 cfs Q 100yr= 2.26 cfs Q P 2yr = 0.57 cfs QP 10yr = 1.31 cfs QP 100 yr = 3.17 cfs DEVELOPED Q 100yr= 1.80 LOT 21.01 | Seeeeeneee | PROPOSED 2 STORY, / DWELLING FF ELEV = 570.0 GF ELEV = 568.0 ~~ 2nd FLOOR 2 OVERHANG: PROPOSED carace sis |} CURBED DRIVEWA ELEV = 568.0 24.0° Q 2yr = 0.19 cfs Q 10yr = 0.66 cfs aa \ \ NEW LOT 28.04 < 26,850 SF 2 — + * Post development runoff is reduced for all design storms from what would have occurred if the site was undeveloped and wooded. No credit taken in cfs QP 2yr = 0.26 cfs Q P 10yr = 0.90 cfs QP 100 yr = 2.33 cfs the analysis for existing impervious to remain. / LOT 21 po Top Wall = 566.0 TC. PATH A _PROPOSED BYPASS 5.8 minutes .~” Landscape Block Wall Max Height 36” LUMINUM PICKET FENCE 6a Area(sf) CN Description | oe eo EXISTING DRAINAGE AREA BOUNDARY (—_—— ) ( ee ) UMINUM Runoff = 3.47 cs @ 12.18 hrs, Volume= 0.274 af, Depth= 7.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs NOAA 24-hrD 100-Year-2050 Rainfall=11.52", P2=4.09" 148,843 70 Woods, Good, HSG.C 18,843 7100.00% Pervious Area & STORMWATER PAVED DRIVEWAY EX CONDITIONS \ 8 Lv ) i s Ean on vee Canacty Description L 4 5 “ ¢ \ min) (feet isec) 2 eet Flow, NEW LOT 28.03 \7 68 100 00370 0.25 Sheet Flow, é i ) Grass: Short n= 0.150 P2= 4.09" V < 41 244 0.0400 1.00 Shallow Concentrated Flow, \> a> Woodland Kv=5.0fps i WD 10.9 344 Total we 2 4 KY fs AM < 20" HIGH SW 27 ARBORVITAE ROW | ua i i} ag oeeee nen aa) | 4 4 ¢ i Rae ta) | EXISTING i jog PROPOSED TWO STORY DWELLING | EXISTING & iss zs; RECONSTRUCTED OVER FOOTPRINT | oF=- 4 =! | ia OF DEMOLISHED DWELLING | || i | LOT 28.02 a FF ELEV = 572.1 Le | EXISTING DWELLING “ye | 1 “| 4 oe | | r | ay Li | | PORCH bof \ \ r) | l a \ ina \ / / 8 CE PERE Pic | — \ g { : JTC PATH \ ' PROPOSED CONDITIONS STUDY LAND USE PLANNING AND SOURCE CONTROL PLAN ; x \ EXISTING ALUMINUM '10.9 minutes § por PAVEMENT PICKET FENCE / __ __ _ __ = yj Pond Outlet Structure Precast E Inlet with weir wall 567.30 Grate 566.50 Top Wall 565.10 5” Orifice 564.50 6” Orifice 563.00 2.5” Orifice 563.00 8” Out Device Routing Invert Qutlet

__ = yj Pond Outlet Structure Precast E Inlet with weir wall 567.30 Grate 566.50 Top Wall 565.10 5” Orifice 564.50 6” Orifice 563.00 2.5” Orifice 563.00 8” Out Device Routing Invert Qutlet Devices S [26°22'00”_w Below Grade Detention System ‘——— Bottom Pond Elev = 563.0 Top Pond Elev = 567.0 (66) 360HD Cultec Storage Chambers BASIN SIZING #1 #2 #3 #4 #5 Discarded Outflow Max=0.04 cfs @ 12.20 hrs HW=566.44' (Free Discharge) Discarded 563.00" Primary Primary Primary Primary 563.00" 564.40" 565.10" 566.95" 0.500 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 560.30" 2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 4.0' long x 1.0° breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 250 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 332 |t-4-Exfittration (Controls 0.04 cfs) Primary OutFlow Max=2.26 cfs @ 12.20 hrs HW=566.44" (Free Discharge) /olume Invert___Avail.Storage Storage Description BIA 563.00" 4,582 cf 12.75'Wx 125.50'L x 4.00'H Field A 6,401 cf Overall - 2,444 cf Embedded = 3,956 cf x 40.0% Voids #24 563.50° 2,444 cf Cultec R-360HD x66 Inside #1 Effective Size= 54.9°W x 36.0°H => 9.99 sfx 3.67L = 36.6 of Overall Size= 60.0°W x 36.0°H x 4.17'L with 0.50 Overlap 66 Chambers in 2 Rows Cap Storage= 6.5 cfx 2x2 rows = 25.8 of Storage Group A created with Chamber Wizard 4,027 of Total Available Storage =OrificelGrate (Orifice Controls 0.30 cfs @ 8.79 fps) 3=OrificelGrate (Orifice Controls 1.26 cfs @ 6.44 fps) =OrificelGrate (Orifice Controls 0.70 cfs @ 5.12 fps) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) DRAINAGE AREA BOUNDARY DIRECTED TO THE INFILTRATION SYSTEM (—_—— ) DRAINAGE AREA BOUNDARY BYPASSING INFILTRATION SYSTEM (—_—e ) TC PATH PROPOSED to BASIN 5.0 minutes Runoff = 436 cis@ 12.12hrs, Volume= 0.358 af, Depth=11.28" Routed to Pond 12P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs NOAA 24-hr D 100-Year-2050 Rainfall=11.52", P2=4.09" Area(sf)_ CN Description : 16,609 98 Impervious to Permeable Pavement 16,509 100.00% Impervious Area Te Length Slope Velocity Capacity

t= 0.01 hrs NOAA 24-hr D 100-Year-2050 Rainfall=11.52", P2=4.09" Area(sf)_ CN Description : 16,609 98 Impervious to Permeable Pavement 16,509 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (fut) _(flisec) (cfs) 50 Direct Entry, O 5’ 10'15’ 20°25’ 50° Runoff == 0.10 cfs@ 12.13hrs, Volume= 0.008 af, Depth=11.28" Routed to Reach 12R : Point of Study Inlet at Rear of Lot 21.01 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs INOAA 24-hrD 100-Year-2050 Rainfall=11.52", P2=4.09" Area(sf) CN Description 38498 Misc Impervious To Rear Property 384 100.00% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) __(fut)_(fsec) (cfs) 58 65 0.0600 0.19 Sheet Flow, Grass: Dense n=0.240 P2= 4.09" 100’ GRAPHIC SCALE 4°=20) \ ire HIGH POINT N 65°20’50” W 528.66" LAND _USE PLANNING DISCUSSION The total area of land disturbance is 1.10 Acres In accordance with the goals and standards of Chapter 25—29.3 through 25—29.5 of the West Orange Code this plan has been developed in the following manner. The project construction shall conform to a Soil Erosion and Sediment Contol Plan, to be reviewed and approved by the Conservation District. Green Infrastucture has been implemented into the design through use of permeable pavement systems which collect, store and direct runoff towards an infiltration basin, providing water quality, recharge and volume reduction. Additionally low impact development measures are implemented throughout the unstudied portion of the project which will lessen the overall stormwater runoff from the site to a greater extent. The measures include; preservation of large decidous trees along the site perimeter, lessening of slopes in the rear yard of proposed homes and increasing drainage path routes in order to increase time of concentration. MAJOR STORMWATER DESIGN JUSTIFICATION To ensure that the design complies with the requirements and goals of the Township Stormwater Ordinance a detailed analysis of the site condition was performed. A soils evaluator tested various areas of the site to identify both seasonal high water levels and the ability of the soil to infiltrate runoff. Additionally areas allowing for use of low impact development were identified; including potential preservation of large deciduous TABLE OF BMP INFORMATION trees,

y of the soil to infiltrate runoff. Additionally areas allowing for use of low impact development were identified; including potential preservation of large deciduous TABLE OF BMP INFORMATION trees, lessening the slope of surfaces and elongation of drainage paths. This study focused the design on the area of the site which would allow for use of infiltration. 9 F208 MANAGEMENT FACILITIES MAP Revision Table: 2) TOWNSHIP ZONING/ENGINEERING REVIEW 04-13-26 1) UPDATE FOR NEW HOUSE PLAN 01-06-2026 0) INITIAL ISSUE 11-25-2025 WA VEL WILLIAM S. Professional Enghieer, COTT, P.E. NJ. License N6. GE44863 (Sy Qa NANCY J. SCOTT, P.L.S. A small scale sub-surface extended detention infiltration basin (a system allowing for infiltration and controlled release) was chosen as the green infrastructure BMP to provide infiltration, recharge and reduction BOTTOM S.H.W. INFILTRATION Professional Land Surveyor BMP DESCRIPTION ELEVATION ELEVATION RATE "/HR NJ. License No. GS35875 INFILTRATION BASIN 563.0 560.3 1.00 - PERMABLE PAVEMENT 566.5 560.3/561.0| N/A of runoff quantity. The basin is located at the area of the site where the soils evaluation determined an acceptable infiltration rate for design (A factor of safety was applied to the analysis by utilizing 1 of the measured infiltration rate in all calculations). The basin shall be a shared system, accepting runoff from both lots, therefore an easement allowing for common use and maintenance shall be established. Operations and maintenance requirements and responsibilities shall be filed with the record owner deeds. Permeable pavement, another green infrastructure BMP, is specified for all driveway surfaces. This system is rated for 80% total suspended solids reduction providing water quality treatment for the site. The analysis shows that the runoff from the developed portion of the site directed towards the infiltration basin when combined with the runoff rate from the developed portions of the site which bypass the system, has been reduced to no more than 50% of the two year storm rate, 75% of the 10 year storm rate and 80% of the 100 year storm rate from what would have occurred if the design area were an undeveloped wooded lot when measured at the point at which runoff would leave the site. In addition to the utilization of two green infrastructure BMPs low impact development measures are

rea were an undeveloped wooded lot when measured at the point at which runoff would leave the site. In addition to the utilization of two green infrastructure BMPs low impact development measures are implemented throughout the unstudied portion of the site (not experiencing placement of impervious cover and maintaining existing lawn surfaces) which will serve to lessen the overall stormwater runoff from the site. These measures include; preservation of large trees, lessening of slopes and increasing drainage paths to increase time of concentration. These items are shown on the Land Use Planning and Source Control Plan within the site plan set. ENSURPLAN INC. (Certificate of Authorization No. 24GA27997700) P.O. BOX 4304, WARREN, N.J. 07059 Tel: 732-469-0400 ensurplan@gmail.com LAND USE PLANNING AND SOURCE CONTROL STORMWATER MANAGEMENT FACILITIES MAP 15 RIDGEWAY AVENUE LOT 28.01 (TAX. MAP IN BLOCK 158 SHEET NO. 91) SITUATED IN THE TWP. OF WEST ORANGE, ESSEX COUNTY, Nu SCALE: 1”=20’ ORDER: E-11156 6 DATE: 11-25-2025 FILE: 29906 7

OUTLET CONTROL STRUCTURE PRECAST "E” INLET WITH GRATE AND PRECAST WEIR WALL TOP OF WEIR WALL 566.50 5” ORIFICE INV 565.10 6” ORIFICE INV 564.40 —<z 2.5” ORIFICE INV 563.00 “ fat te 8” HDPE OUT INV 563.00 OUTLET CONTROL STRUCTURE SECTION NOT TO SCALE 4” THICK DRIVEWAY SURFACE, PERMEABLE ASPHALT WITH A MINIMUM 20”/HR TESTED INFILTRATION RATE 12” THICK CLEAN WASHED BROKEN BASIN CONSTRUCTION NOTES: 1.) REFER TO SOILS INVESTIGATION REPORT FOR DATA REGARDING SOIL AND GROUNDWATER CONDITIONS IDENTIFIED AT THE SITE. 2.) NO EQUIPMENT OR CONSTRUCTION ACTIVITIES SHOULD BE PROGRESSED IN THE BASIN WHEN THE BOTTOM SOILS ARE SATURATED OR WET. THIS WILL PREVENT HYDRAULIC COMPACTION OF DEEPER INFILTRATION SOILS. 3.) AT NO TIME DURING THE SITE WORK SHALL A TRI-AXLE (OR TANDEM AXLE) TRUCK OR ARTICULATED RUBBER TIRE VEHICLE BE OPERATED IN THE FOOTPRINT OF THE BASIN. ALL WORK WITHIN THE BASIN SHALL BE PERFORMED BY LOW GROUND PRESSURE TRACK EQUIPMENT POSITIONED OUTSIDE OF THE BASIN BOTTOM AREA. 4.) BASIN CONSTRUCTION SHALL BE PROGRESSED IN A MANNER THAT REDUCES THE OVERALL COMPACTION OF THE BASIN BOTTOM AND PREVENTS EQUIPMENT FROM OPERATING ON CREATED SURFACES. THIS WILL REQUIIRE THE EQUIPMENT TO "WORK IT’S WAY OUT” OF THE BASIN. IT IS STRONGLY ADVISED THAT ALL MASS EARTH MOVING OPERATIONS BE COMPLETED BY TRACK MOUNTED, LOW GROUND PRESSURE (LGP) EQUIPMENT, SUCH AS TRACK MOUNTED SKID-STEER LOADERS, SMALL (CAT D4 SIZED) DOZERS, TRACK LOADERS, AND TRACK MOUNTED EXCAVATORS. 5.) TANDEM AXLE TRUCKS SHOULD NOT OPERATE ON THE BASIN BOTTOM FOR ANY. REASON. THIS WILL REDUCE THE PROPENSITY FOR UNINTENDED COMPACTION OF SUBSOILS. 6.) EXISTING SOILS SHALL BE EXCVATED AS NOTED AND AS DETERMINED IN THE FIELD BY A QUALIFIED GEOTECHNICAL ENGINEER. EXCAVATION SHALL PROGRESS TO A DEPTH NECESSARY TO REMOVE CLAY LENSES/SOILS AND EXPOSE SUITABLE SOILS IDENTIFIED IN THE SOILS INVESTIGATION REPORT. 7.) GEOTEXTILE FABRIC SHALL NOT BE UTILIZED IN VEGETATED INFILTRATION FACILITIES, AS SUCH FABRICS COMMONLY CLOG AND INHIBIT INFILTRATION. 8.) PLANTINGS SHOULD BE INSTALLED WITHOUT EQUIPMENT WHEN POSSIBLE. IF ABSOLUTELY NECESSARY, MANUALLY OPERATED OR WALK—BEHIND UNITS SHOULD BE UTILIZED. HIGH PRESSURE PNEUMATIC TIRE EQUIPMENT SHALL NOT BE OPERATED ON THE BASIN BOTTOM DURING PLANT INSTALLATION. IF MAY BE FEASIBLE TO UTILIZE SKID—STEER LOADERS OR ALL TERRAIN VEHICLES EITHER PNEUMATIC TIRE OR

PRESSURE PNEUMATIC TIRE EQUIPMENT SHALL NOT BE OPERATED ON THE BASIN BOTTOM DURING PLANT INSTALLATION. IF MAY BE FEASIBLE TO UTILIZE SKID—STEER LOADERS OR ALL TERRAIN VEHICLES EITHER PNEUMATIC TIRE OR PREFERABLY TRACK MOUNTED. 9.) BULK DENSITY AND HYDRAULIC CONDUCTIVITY OF THE SOILS BELOW THE BASIN SHALL BE TESTED BELOW THE BASIN IMMEDIATELY PRIOR TO THE INITIATION OF ACTIVITIES TO CONFIRM MATERIALS ARE GENERALLY CONDUCIVE TO INFILTRATION. CULTEC HVLV FC—24 FEED CONNECTOR WHERE SPECIFIED CULTEC NON-WOVEN GEOTEXTILE AROUND STONE. BOTTOM, TOP AND SIDES MANDATORY [ RECHARGER 360HD 1-2 INCH WASHED, CRUSHED STONE SURROUNDING CHAMBERS FINISHED GRADE NOTES PERTAINING TO BASIN CONSTRUCTION: A.) AFTER ALL CONSTRUCTION ACTIVITIES HAVE BEEN COMPLETED ON THE PARCEL AND FINISHED GRADE HAS BEEN ESTABLISHED IN EACH INFILTRATION BASIN, REPLICATE POST—DEVELOPMENT FIELD PERMEABILITY TESTS SHALL BE CONDUCTED TO DETERMINE IF AS—BUILT SOIL PERMEABILITY RATES ARE CONSISTENT WITH DESIGN PERMEABILITY RATES. THE RESULTS OF SUCH TESTS SHALL BE SUBMITTED TO THE REVIEWING ENGINEER. IF THE RESULTS OF THE POST—DEVELOPMENT FIELD PERMEABILITY TESTS FAIL TO ACHIEVE THE MINIMUM REQUIRED DESIGN PERMEABILITY RATE, UTILIZING A FACTOR OF SAFETY OF TWO, THE INFILTRATION BASIN SHALL BE RENOVATED AND RE-TESTED UNTIL SUCH MINIMUM REQUIRED PERMEABILITY RATES ARE ACHIEVED. B. Lo AFTER ALL CONSTRUCTION ACTIVITIES AND REQUIRED FIELD TESTING HAVE BEEN COMPLETED ON THE PARCEL, AS—BUILT PLANS, INCLUDING AS—BUILT ELEVATIONS OF ALL STORMWATER MANAGEMENT MEASURES SHALL BE SUBMITTED TO THE REVIEWING ENGINEER. BASED UPON THE ENGINEER’S REVIEW OF THE AS—BUILT PLANS, ALL CORRECTIONS OR REMEDIAL ACTIONS DEEMED BY THE MUNICIPAL ENGINEER TO BE NECESSARY DUE TO THE FAILURE TO COMPLY WITH DESIGN STANDARDS AND/OR FOR ANY REASON CONCERNING PUBLIC HEALTH AND SAFETY, SHALL BE COMPLETED BY THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE. C.) THE STORMWATER INFILTRATION BASIN SHALL NOT BE PLACED INTO OPERATION UNTIL ITS DRAINAGE AREA HAS BEEN COMPLETELY STABILIZED. INSTEAD, UPSTREAM RUN—OFF SHALL BE DIVERTED AROUND THE BASIN AND INTO SEPARATE, TEMPORARY STORMWATER MANAGEMENT FACILITIES AND SEDIMENT BASINS. SUCH TEMPORARY FACILITIES AND BASINS SHALL BE INSTALLED AND UTILIZED FOR STORMWATER MANAGEMENT AND SEDIMENT CONTROL UNTIL STABILIZATION IS ACHIEVED IN ACCORDANCE WITH N.J.A.C. 1:90, STANDARDS FOR SOIL EROSION

PORARY FACILITIES AND BASINS SHALL BE INSTALLED AND UTILIZED FOR STORMWATER MANAGEMENT AND SEDIMENT CONTROL UNTIL STABILIZATION IS ACHIEVED IN ACCORDANCE WITH N.J.A.C. 1:90, STANDARDS FOR SOIL EROSION AND SEDIMENT CONTROL IN NEW JERSEY. D.) IF, FOR ENGINEERING, ENVIRONMENTAL OR SAFETY REASONS, TEMPORARY STORMWATER MANAGEMENT FACILITIES AND SEDIMENT BASINS CANNOT BE CONSTRUCTED ON THE PARCEL, ITHE STORMWATER INFILTRATION BASIN MAY BE PLACED INTO OPERATION PRIOR TO THE COMPLETE STABILIZATION OF ITS DRAINAGE AREA PROVIDED THAT THE BASIN’S BOTTOM DURING THIS PERIOD IS CONSTRUCTED AT A DEPTH OF AT LEAST TWO FEET HIGHER THAN ITS FINAL ELEVATION. WHEN THE DRAINAGE AREA HAS BEEN COMPLETELY STABILIZED, ALL ACCUMULATED SEDIMENT SHALL BE REMOVED FROM THE INFILTRATION BASIN, WHICH SHALL THEN BE EXCAVATED TO ITS FINAL DESIGN ELEVATION. 1. AMENDMENT OF BASIN SOILS SHOULD OCCUR ONLY AFTER ALL CONSTRUCTION WITHIN DRAINAGE AREA IS COMPLETED AND DRAINAGE AREA IS FULLY STABILIZED. E.) TO AVOID COMPACTING AN INFILTRATION BASIN’S SUBGRADE SOILS, NO HEAVY EQUIPMENT SUCH AS BACK-HOES, DUMP TRUCKS OR BULLDOZERS SHALL BE PERMITTED TO OPERATE WITHIN THE FOOTPRINT OF THE STORMWATER INFILTRATION BASIN. ALL EXCAVATION REQUIRED TO CONSTRUCT A STORMWATER INFILTRATION BASIN SHALL BE PERFORMED BY EQUIPMENT PLACED OUTSIDE THE BASIN. IF THIS IS NOT POSSIBLE, THE SOILS WITHIN THE EXCAVATED AREA SHALL BE RENOVATED AND TILLED AFTER CONSTRUCTION IS COMPLETED. EARTHWORK ASSOCIATED WITH STORMWATER INFILTRATION BASIN CONSTRUCTION, INCLUDING EXCAVATION, GRADING, CUTTING OR FILLING, SHALL NOT BE PERFORMED WHEN SOIL MOISTURE CONTENT IS ABOVE THE LOWER PLASTIC LIMIT. 1. DEEP SCARIFICATION OF UNDERLYING SOILS IS NOTED ON PLANS. F.) PRIOR TO CONSTRUCTION, THE AREA TO BE USED FOR THE INFILTRATION BASINS SHALL BE CORDONED OFF TO PREVENT CONSTRUCTION EQUIPMENT AND STOCKPILED MATERIALS FROM COMPACTING SUBSOILS. DURING BASIN CONSTRUCTION, THE SAME PRECAUTIONS SHALL BE TAKEN TO PREVENT BOTH SUBGRADE SOIL COMPACTION AND SEDIMENT CONTAMINATION. PRE—BASII INSTRUCTION SOIL TESTI 7 1.) ONCE BASINS ARE EXCAVATED TO BOTTOM ELEVATION AND PRIOR TO RESTORATION, A MINIMUM OF ONE (1) TEST PIT AND PERMEABILITY TEST IN EACH STORMWATER BMP AND TWO (2) TEST PITS AND PERMEABILITY TESTS IN EACH BASIN AREA SHALL BE PERFORMED OF THE EXISTING UNDERLYING SAND LAYER AND OF REPLACEMENT SOILS TO DEMONSTRATE COMPLIANCE WITH THE

EACH STORMWATER BMP AND TWO (2) TEST PITS AND PERMEABILITY TESTS IN EACH BASIN AREA SHALL BE PERFORMED OF THE EXISTING UNDERLYING SAND LAYER AND OF REPLACEMENT SOILS TO DEMONSTRATE COMPLIANCE WITH THE DESIGN REQUIREMENTS AND CONFORM DEPTH TO SEASONAL HIGH GROUNDWATER. RESULTS SHALL BE SUBMITTED FOR REVIEW AND ACCEPTANCE BY THE DESIGN ENGINEER. POST—CONSTRUCTION SOIL TESTING NOTES: 1.) UPON STABILIZATION OF THE BASIN AND ITS DRAINAGE AREA, A MINIMUM OF ONE (1) POST CONSTRUCTION IN-SITU INFILTRATION TEST IN EACH STORMWATER BMP AND TWO (2) IN EACH BASIN SHALL BE PERFORMED IN THE PLANTING BED SOIL IN ACCORDANCE WITH THE N.J. STORMWATER BMP MANUAL, APPENDIX E (LATEST REVISIONS) TO VERIFY THE INFILTRATION RATE OF THE CONSTRUCTED BASIN AND COMPLIANCE WTH THE DESIGN CRITERIA. RESULTS SHALL BE SUBMITTED FOR REVIEW AND ACCEPTANCE BY THE DESIGN ENGINEER. 2.) COPIES OF SOIL AND INFILTRATION TESTING SHALL BE PROVIDED TO ENGINEER TO CONFIRM ADEQUATE INFILTRATION CAPABILITY FOLLOWING CONSTRUCTION AND ADEQUATE BASIN CONSTRUCTION. STORMWATER CONSTRUCTION CERTIFICATION NOTE: A CERTIFICATION BY A LICENSED PROFESSIONAL ENGINEER IS REQUIRED, PRIOR TO FINAL RELEASE OF CERTIFICATE OF OCCUPANCY (C.O), STATING THAT ALL STORMWATER MANAGEMENT FACILITIES HAVE BEEN CONSTRUCTED AND ARE OPERATING AS DESIGNED. THE CERTIFICATION SHALL BE ACCOMMODATED BY AS—BUILT PERMEABILITY TEST RESULTS. THE CERTIFICATION SHALL CERTIFY THAT BASINS HAVE BEEN CONSTRUCTED ACCORDING TO APPROVED DESIGN, NOTE ANY APPROVED DEVIATIONS, AND THAT BASINS HAVE BEEN PROPERLY CLEANED AFTER 90 % OF PROJECT COMPLETION. STORMWATER AS—BUILT NOTE: PRIOR TO FINAL RELEASE OF CERTIFICATE OF OCCUPANCY (C.O), THE CONTRACTOR/DEVELOPER APPLICANT SHALL PROVIDE AN AS—BUILT PLAN OF ALL STORMWATER MANAGEMENT BASINS, THE AS—BUILT PLAN SHALL INCLUDE, BUT NOT LIMITED TO, BASIN BOTTOM ELEVATION, BASIN BERM ELEVATION AT 25 FOOT INTERVALS, INVERTS, AND OUTLET STRUCTURES. Revision Table: 2) TOWNSHIP ZONING/ENGINEERING REVIEW 04-13-26 1) UPDATE FOR NEW HOUSE PLAN 01-06-2026 0) INITIAL ISSUE 11-25-2025 Lf (lL. WILLIAM S. SCOTT, P.E. Professional EngMeer, NJ. License Nb. GE44863 AASHTO #57 STONE 6" TOP STONE ELEVATION 567.0 p> x, 36” 4 { f , S eX BO eee \eaal N ZG NOOO OANA A Ah AS . » 40 PVC > PIII D> ys , I ‘ S BOTTOM STONE ELEVATION 563.0 NON-WOVEN GEOTEXTILE FABRIC 1 CER cnreD MERRRRRRRRRARRRRRRA SARKY WHERE DIRECTED WHERE

36” 4 { f , S eX BO eee \eaal N ZG NOOO OANA A Ah AS . » 40 PVC > PIII D> ys , I ‘ S BOTTOM STONE ELEVATION 563.0 NON-WOVEN GEOTEXTILE FABRIC 1 CER cnreD MERRRRRRRRRARRRRRRA SARKY WHERE DIRECTED WHERE DIRE 51”) WIDTH ” EXCEEDS 24” 12 [= 57” CENTER TO CENTER }9———= —_*—— MEASURED SHW ELEVATION 560.3 GREEN INFRASTRUCTURE PERMEABLE PAVEMENT CULTEC WOVEN GEOTEXTILE TO BE PLACED BENEATH INTERNAL NOT TO SCALE MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES (FOR SCOUR PROTECTION) 1. Bottom of stone slope shall be set to follow the slope of pavement above in order to allow runoff to travel through stone towards the infiltration basin. . ; . ; CULTEC RECHARGER 360HD CROSS SECTION 2. 4” PVC SCH 40 pipe shall be included where shown on the grading and utlity plan, pipe shall be perforated within the stone bed and solid outside of stone bed. NOT TO SCALE It may be necessary to increase the depth of stone in certain areas in order to accommodate the increasing depth of sloping 4” PVC. 3. The stone bed shall be underlain with geotextile fabric. In areas where pavement is above the infiltration basin fabric shall not be used and the stone bedding under the pavement shall extend down to meet the stone at the top of the basin to allow transfer of runoff. 135 @ @ e @ e {4 {4 = = = —} CI CI CI CI CI CI ° © \ e ® ® fl i OBSERVATION PORT (CLEAN OUT) CULTEC 360HD (66 UNITS) CULTEC FEED CONNECTOR (6 UNITS) CULTEC S60HD END CAP (4 UNITS) CULTEC SMALL SCALE BELOW GRADE IMFILTRATION BASIN - PLAN VIEW NOT TO SCALE | NANCY J. SCOTT, P.L.S. Professional Land Surveyor NJ. License No. GS35875 ENG/NEE! SURVEY!/ PLAN |\/ ENSURPLAN INC. (Certificate of Authorization No. 24GA27997700) P.O. BOX 4304, WARREN, N.J. 07059 Tel: 732-469-0400 ensurplan@gmail.com /— #1 — STORMWATER MANAGEMENT DETAILS AND NOTES 15 RIDGEWAY AVENUE LOT 28.01 IN BLOCK 158 (TAX MAP SHEET NO. 91) SITUATED IN THE TOWNSHIP OF WEST ORANGE, ESSEX COUNTY, NJ SCALE: 1"=20' ORDER: E—-11156 7 DATE: 11-25-2025 FILE: 29906 7