29906 15 Ridgeway Minor Subdivision R3 5 26 2026

the minimum allowable for stormwater management facilities which are infiltration based systems. The area to the north demonstrated infiltration rates below the minimum allowed for infiltration based systems. PRESSED CURD D: RIDGEWAY AVENUE (VARIABLE WIDTH R.O. w.) Revision Table: 3) 5-26-26 STORMWATER 2) TOWNSHIP ZONING/ENGINEERING REVIEW 04-13-26 1) UPDATE FOR NEW HOUSE PLAN 01-06-2026 0) INITIAL ISSUE 11-25-2025 WA Wihiphh WILLIAM S. SCOTT, P.E. Professional Engfieer, NJ. License N6. GE44863 NANCY J. SCOTT, P.L.S. Professional Land Surveyor N.J. License No. GS35875 ENGIN SUR\ PLAN NV//\\ ENSURPLAN INC. (Certificate of Authorization No. 24GA27997700) P.O. BOX 4304, WARREN, N.J. 07059 Tel: 732-469-0400 ensurplan@gmail.com ENVIRONMENTAL SITE ANALYSIS AND MAP 15 RIDGEWAY AVENUE LOT 28.01 IN BLOCK 158 (TAX MAP SHEET NO. 91) SITUATED IN THE TWP. OF WEST ORANGE, ESSEX COUNTY, Nd SCALE: 1"=20' ORDER: E-11156 5 DATE: 11-25-2025 FILE: 29906 7

BYPASS TO INLET STUDY POINT FOR ANALYSIS PRE DEVELOPED Q 2yr = 0.90 cfs Q 10yr = 2.24 cfs : Q 100yr= 5.34 cfs n QP 2yr = 1.34 cfs Hi Q P 10yr = 3.11 cfs # QP 100 yr = 7.53 cfs Q 10yr = 1.35 cfs Q 100yr= 4.18 cfs | Q P 2yr = 0.64 cfs fq LOT 21 QP 10yr = 2.12 cfs | QP 100 yr = 5.85 cfs \ LOT 21.01 10” SDR 35 PVC DRAIN CONNECTED 10 PUBLIC STORM SEWER™“"¥ MAX OUTFLOW Q = 1.08 cfs 563.00 8” FES 6x12’ 4” Rip Rap Level Spreader * Post development runoff is reduced for all design DEVELOPED storms from what would have occurred if the site was undeveloped and wooded. No credit taken in Q 2yr = 0.42 cfs the analysis for existing impervious to remain. Landscape Block Wall Max Height 36” Top Wall | 566.0 / y | ROW Fo TC PATH Ay YARDS TO BASIN SHEET FLOW 24.7 MIN. 4 3 214' @ 2.1% ; : BYPASS AREA ROOF EAST =; LOT 28.02 DIRECT TO INLET Y asewENt . TO REAR BASIN < | EXISTING DWELLING 7,274 SF 7 Moves _— tc paty 3:867 SF | S | } ROOF WEST. | ROOF TO BASIN E “| “TO REAR BASIN 0.4 MINUTES (PIPE FLOW) | cr ”~”SY | 150 LE @ 2% | | | | : ) | van — \ | wdyeeee | \ Ni \ ° \ \ 2 “Xt \ f ww / e NL raven | & , PROPOSED ee | yee : 2 opRorose> Ml CURBED DRIVEWA i \ | PICKET ELEV = 568.0 x \ 8 568% am — <— a weceeeeeeee joe 4 TC PATH k K=1.00°7He SHWa560.3, EXISTING DRAINAGE AREA BOUNDARY (—_— ) PIORET FENCE EXISTING DRAINAGE AREA 48,268 SF TOTAL 08" GOOD WOODS CN 70 ~. ) ) 5 ee 4 2 PROPOSED CONDITIONS STUDY LAND USE PLANNING AND SOURCE CONTROL PLAN & STORMWATER MANAGEMENT FACILITIES MAP 276.95" i S_65°20'50” EF [ee PAVEMENT oD Ss 231'@26% *& SHEET FLOW..2 24.1 MIN. \ yn - Rw 56! (_UTILITY ko os? fo AND GUY WIRES’ = MAJOR STORMWATER DESIGN JUSTIFICATION/DESCRIPTION This report has been prepared to demonstrate that the runoff from the proposed improvements to the site, which result in an increase of impervious coverage, is properly mitigated in accord with the requirements for a NJ DEP major stormwater project, and will pose no negative impact to any surrounding downstream properties. 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

luator 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 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. Two stormwater management basins were designed for the project. The first, known as the “Front Yard Basin”, a small scale sub-surface extended infiltration basin (a system allowing for infiltration and controlled release) was chosen as the green infrastructure BMP to provide infiltration and recharge as well as reduction 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 8 of the measured infiltration rate in all calculations). The ‘Front Yard Basin” works in conjunction with the proposed permeable pavement, another green infrastructure BMP, which is specified for all driveway surfaces. When rainfall from the Water Quality Storm is filtered by passing through the permeable pavement, conveyed to the basin and infiltrated, the system is rated for 80% total suspended solids reduction providing water quality treatment for the site. Runoff entering the permeable pavement shall be collected within a stone bed below the pavement. It is proposed to allow runoff to travel through the stone bed (supplemented by a series of perforated pipes) and enter the infiltration basin. The second basin, known as the “Rear Yard Basin”, collects runoff from roof surfaces, lawn areas, sidewalks and patios. As these surfaces are not subject to vehicle traffic provision of water quality treatment for this runoff is not required. The “Rear Yard Basin” is located at an area where the measured infiltration rate is less than 1”/hr, therefore although some infiltration will occur, it is not considered within the routing of the basin. The basins shall be shared systems, accepting runoff from both lots, therefore easements allowing for common use and maintenance shall be established. Operations and maintenance requirements and responsibilities shall be filed with the record owner deeds. The analysis shows

ore easements allowing for common use and maintenance shall be established. Operations and maintenance requirements and responsibilities shall be filed with the record owner deeds. The analysis shows that the runoff from the developed portion of the site directed towards the stormwater basins when combined with the runoff rate from the 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% for the 100 year storm rate from what would have occurred if the design area were an undeveloped wooded lot. Additionally, provisions for recharge and water quality have been provided and meet the requirements of the NJ DEP. The project also meets the requirements of the Township of West Orange Stormwater Ordinance with the exception of retaining the design “retention storm”. The limitations of the sub—soil on the property will not allow for infiltration of this volume, which exceeds the NJ DEP requirements, and a waiver will be required. The proposed improvements provide a reduction in runoff rate from what occurs currently, provides water quality for motor vehicle surfaces where none is currently provided, and maintains 100% of the existing infiltration on the site, justifying the requested waiver. N 65°20’50” W 528.66’ TC PATH FOR PERMEABLE PAVEMENT TO INFILTRATION (TRAVEL THROUGH PERFORATED PIPE AND/OR STONE BEDDING 0.4 MINUTES (PIPE FLOW) 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

ll 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. oO 5’ 10°15’ 20’ 25’ a \ eine HIGH POINT 50’ TABLE OF BMP INFORMATION 9 % ey ca APPROXIMATE LOCATION OF WATER LINE O.W.) (VARIABLE. Wit Revision Table: 3) 5-26-26 STORMWATER 2) TOWNSHIP ZONING/ENGINEERING REVIEW 04-13-26 1) UPDATE FOR NEW HOUSE PLAN 01-06-2026 0) INITIAL ISSUE 11-25-2025 WA Wihiphh WILLIAM S. SCOTT, P.E. Professional Engfieer, NJ. License N6. GE44863 h.QSa- NANCY J. SCOTT, P.L.S. BOTTOM S.H.W. INFILTRATION Professional Land Surveyor BMP DESCRIPTION ELEVATION ELEVATION RATE "/HR Nu. License No. GS35875 INFILTRATION BASIN 563.0 560.3 1.00 A PERMABLE PAVEMENT 566.5 560.3/561.0} N/A EN GRAPHIC SCALE 1°=20’ (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 IN BLOCK 158 (TAX MAP SHEET NO. 91) SITUATED IN THE TWP. OF WEST ORANGE, ESSEX COUNTY, Nd 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 Ww Ww _l L . TOP OF WEIR WALL 566.50 Qe 5” ORIFICE INV 565.10 6” ORIFICE INV 564.40 2.5” ORIFICE INV 563.65 7 8” HDPE OUT INV 563.00 OUTLET CONTROL STRUCTURE FRONT YARD OUTLET CONTROL STRUCTURE PRECAST "E” INLET WITH GRATE AND PRECAST WEIR WALL WW WV _ L TOP OF WEIR WALL 565.50 8” ORIFICE INV 564.40 8” ORIFICE INV 563.8 2.5” ORIFICE INV 562.00 8” HDPE OUT INV 56200 OUTLET CONTROL STRUCTURE REAR YARD 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

UIPMENT 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 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. NOT TO SCALE NOT TO SCALE CULTEC HVLV FC-24 FEED CONNECTOR WHERE SPECIFIED CULTEC NON-WOVEN GEOTEXTILE AROUND STONE. 1o2 INCH WASHED, CRUSHED BOTTOM, TOP AND SIDES MANDATORY STONE SURROUNDING CHAMBERS FINISHED GRADE CULTEC RECHARGER 360HD 4” THICK DRIVEWAY SURFACE, PERMEABLE ASPHALT WITH A MINIMUM 20”/HR TESTED INFILTRATION RATE RES TES : z 8” THICK CLEAN WASHED BROKEN : * . S AASHTO. #57 STONE 6° TOP STONE ELEVATION 567.0 y S ; 5 s J S acece ae Sl | 6: xR 36” no O=~- Oss: A lees K LX es SOA, LOMA BAI x ) Re N S ZG MOO YNYQAAA Vie ; t \ 3 ZA » BOTTOM STONE ELEVATION 563.0 NON-WOVEN GEOTEXTILE FABRIC 4” PERF SCH40 PVC D RRA NX CRRRRRRE NN, RRRRRRE RR WHERE DIRECTED WHERE DIRECTED 51°] WIDTH » EXCEEDS 24” 12 57” CENTER TO CENTER 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. 2. 4” PVC SCH 40 pipe shall be included where shown on the grading and utlity plan, CULTEC RECHARGER 360HD CROSS SECTION 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. 85’ | @ @ @ @ | = = Ft = a I I ct I a e ° © \ © | f \ rl \ CULTEC 360HD (44 UNITS) CULTEC 360HD END CAP (4 UNITS) CULTEC

end down to meet the stone at the top of the basin to allow transfer of runoff. 85’ | @ @ @ @ | = = Ft = a I I ct I a e ° © \ © | f \ rl \ CULTEC 360HD (44 UNITS) CULTEC 360HD END CAP (4 UNITS) CULTEC FEED CONNECTOR (6 UNITS) OBSERVATION PORT (CLEAN OUT) CULTEC SMALL SCALE BELOW GRADE INFILTRATION BASIN - PLAN VIEW - FRONT YARD SYSTEM NOT TO SCALE NOTES PERTAINING TO BASIN CONSTRUCTION: Cc. E, 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.) 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. 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 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

RY 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. LL 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-—BASIN CONSTRUCTION SOIL TESTING NOTES: 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 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

TTED 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: 3) 5-26-26 STORMWATER 2) TOWNSHIP ZONING/ENGINEERING REVIEW 04-13-26 1) UPDATE FOR NEW HOUSE PLAN 01-06-2026 0) INITIAL ISSUE 11-25-2025 WA (lL. WILLIAM S. SCOTT, P.E. Professional Engfieer, NJ. License N6. GE44863 NANCY J. SCOTT, P.L.S. Professional Land Surveyor N.J. License No. GS35875 ENSURPLAN INC. (Certificate of Authorization No. 24GA27997700) P.O. BOX 4304, WARREN, N.J. 07059 Tel: 732-469-0400 ensurplan@gmail.com 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, Nu SCALE: 1"=20' ORDER: E-11156 DATE: 11-25-2025 FILE: 29906