Stormwater Management Report 03302026

A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. ® The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, Hazards by Location Search Information _ Noro~~ulk 4' ~Nhite Plains o Address: 525 Northfield Ave, West Orange, NJ 07052, USA o Stamford. New f2ochellc -' Coordinates: 40.7705012, -74.2774591 0 Elevation: 385 ft Long ls;; Timestamp: 2024-08-27T17:48:58.307Z Mown Hazard Type: Seismic Reference Document: ASCE?-16 ~Go gie Princeton Map data ©2024 Google Report a map e«or Risk Category: II Site Class: C MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 0.30 0.20 0.15 0.20 0.10 0.10

0.15 0.20 0.10 0.10 0.05 0.00 0.00 00 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 00 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 0.282 MCER ground motion (period=0.2s) Si 0.059 MCER ground motion (period=1.Os) SMS 0.367 Site-modified spectral acceleration value SM1 0.089 Site-modified spectral acceleration value SDS 0.245 Numeric seismic design value at 0.2s SA SD1 0.059 Numeric seismic design value at 1.Os SA Additional Information Name Value Description SDC B Seismic design category Fa 1.3 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.Os CRS 0.935 Coefficient of risk (0.2s) CR t 0.944 Coefficient of risk (1.Os) PGA 0.173 MCEG peak ground acceleration

FpC,q 1.227 Site amplification factor at PGA PGAM 0.213 Site modified peak ground acceleration T~ 6 Long-period transition period (s) SsRT 0.282 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.302 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.059 Probabilistic risk-targeted ground motion (1.Os) S1UH 0.063 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.Os) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or Coca! amendments to the values or any delineation fines made during fhe building code adoption process. Users should confirm any output obtained from this tool with the local Ruthority Having Jurisdiction before proceeding with design, Please nofe that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ©isclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for

ssume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

FIELD SOIL CLASSIFICATION SYSTEM PARTICLE SIZE IDENTIFICATION COHESIONLESS SOIL (Gravel, Sand, Silt and Combinations) Boulders 8 inch diameter or greater DENSITY Cobbles 3 to 8 inch diameter Very Loose 05 blows I ft or less Gravel Coarse -- 1 to 3 inch Loose 06 to 10 blows / ft Medium -- 1/2 to 1 inch Medium Dense .. ...11 to 30 blows / ft Fine -- 4.75 mm to 1/2 inch Dense 31 to 50 blows / ft Sand Coarse -- 2.0 mm to 4.75 mm Very Dense .. 51 blows / ft or more (dia. of pencil lead) Medium -- 0.425 mm to 2.0 mm (dia. of broom straw) COHESIVE SOIL Fine -- 0.075 mm to 0.425 mm (Clay Silt and Combinations) (dia. of human hair) Silt &Clay Smaller than 0.075 mm CONSISTENCY Very Soft 01 blow / ft or less Soft 02 to 4 blows / ft Medium Stiff 05 to 8 blows / ft RELATIVE PORTIONS Stiff 09 to 15 blows / ft Descriptive Term Percent Very Stiff 16 to 30 blows / ft Trace - tr 1 - 10 Hard 31 blows / ft or greater Some - sm 11 - 20 Adjective - ly 21 - 35 And - & 36 - 50 ROCK R.Q.D. Rock Quality 00 — 25... ... Very Poor 25 - 50% Poor 50 - 75% Fair ABBREVIATIONS 75 - 90% Good Bn -Brown 90 - 100% Excellent Gy -Gray Blk -Black Rd -Red Or -Orange HSA -Hollow Stem Auger BI -Blue SS- Split Spoon Sampler Lt -Light Coarse grained - c WOR -Weight of Rods Dk -Dark Medium grained - m WOH -Weight of Hammer Multi -Multi colored Fine grained- f

lit Spoon Sampler Lt -Light Coarse grained - c WOR -Weight of Rods Dk -Dark Medium grained - m WOH -Weight of Hammer Multi -Multi colored Fine grained- f NR - No Recovery of Sample

Particle Size Distribution Report As per ASTM D 6913 ~~ ~_ _~ ~ f° M N o oo. ono .— ~ ~ M # # # ~ eoe~~ it to # p # # # 100 I I I • I I I I I I I 90 I I I I I l I L I I I I I I • I I I I I I I I I I I I I I I I so I I I I I ~ E I I I----I- I I I I I I I I I I • I I I I 7o I I I I I I` I I w so I I 1 1 I I • I I z I I I I I I I • • I I u- I

I I z I I I I I I I • • I I u- I I I I I I I • I I Z 5o I ! I I I I I I I- ~- I I I I I I I I I I •I I I I U ~ I I I I I I I I I I I I I a 4o I I I I I I I I I r l r -r I I I I I I I I I I I I I so I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I r l l r— r I I I I I I I I I I I I I I o I I I I I I I I I I I I I I 100 10 1 01 0.01 0.001 GRAIN SIZE - mm.

1 01 0.01 0.001 GRAIN SIZE - mm. %Gravel %Sand %Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 12.2 24.1 5.0 8.7 18.9 31.1 SIEVE PERCENT SPEC* PASS? Material Description SIZE FINER PERCENT (X=NO) Brown in color. silty gravel with sand 1.5 100.0 1 93.7 3/4 87.8 1/2 73.3 Atterberg Limits PL= NP LL= NV PI= NP 3/8 69.7 #4 63.7 Coefficients #8 59.5 D90= 20.7274 D85= 17.5640 D60= 2.6310 #10 58.7 D50= 0.4243 D30= D15= #16 56.0 D10= Cu= Cc= #30 52.5 Classification #50 46.7 USCS= GM AASHTO= A-2-4(0) #100 38.2 #200 31.1

CS= GM AASHTO= A-2-4(0) #100 38.2 #200 31.1 Remarks Sample was collected on 08/21/24 and tested on 08/26/24. In-Situ %MC=10.9 F.M.=3?d * (no specification provided) Location: B-1 Sample Number: S-1 Depth: 2'-4' Date: 08/26/2024 ANS CONSULTANTS INC. client: GomesManagement Project: 625 Northfield Avenue, West Orange, NJ Block 159.04, Lot # 1.01, 1.02 & 1.03 South Plainfield, New Jersey Project No: ANV-6549 Figure 1 F 1