General Project Description and Stormwater Management ...

BOHLER ENGINEERING♦ 1600 MANOR DRIVE ♦ SUITE 200 ♦ CHALFONT, PA 18914 ♦ 215.996.9100

General Project Description and Stormwater Management Calculations

Project: Proposed Chase Bank West Chester Pike & S. Newtown Street Road Newtown Township Delaware County, PA Project Number: PC171098 Client: The Carol B. Blank 2012 Trusts for Children dated December 13, 2012 F/B/O Jill, The

Carol B. Blank 2012 Trusts for Children dated December 13, 2012 F/B/O Sally, and the Carol B. Blank 2012 Trusts for Children dated December 13, 2012 F/B/O Phillip, as Tenants in Common

925 West Lancaster Avenue Suite 200 Bryn Mawr, PA 19010 Date: March 15, 2019 Revised: April 2, 2019 Last Revised: July 9, 2019

Professional Engineer: John P. Alejnikov PA License #PE086400

Table of Contents

General Project Description/ Stormwater Management .................................................... 1 General Project Description ............................................................................................ 1 Stormwater Management ............................................................................................... 1 USGS Location Map ....................................................................................................... 2 Soils Map ...................................................................................................................... 3 Point of Interest #1 ............................................................................................................ 6 Hydrograph Summary Reports ........................................................................................ 7 Hydrograph Return Period Recap .................................................................................. 14 BMP Worksheets 4 & 5 ................................................................................................ 15 Pre-Development Runoff Calculations ............................................................................ 17 Post-Development Runoff Calculations .......................................................................... 18 Runoff Volume Summary ............................................................................................. 19 Runoff Rate Summary ................................................................................................. 20 Storm Drainage Calculations ............................................................................................. 21 Plan View ................................................................................................................... 22 Inlet Area Runoff Calculations ...................................................................................... 23 Pipe Report ................................................................................................................. 24 Node Report ............................................................................................................... 25 Combined Pipe/Node Report ........................................................................................ 26 Point of Interest #1 Hydrographs ..................................................................................... 27 Pre-Development ........................................................................................................ 28 Post-Development On-site to UGB-1 ............................................................................. 35 UGB-1 On-site Routing................................................................................................. 42 Post-Development Bypass ............................................................................................ 50 Post-Development Off-site to UGB-1 ............................................................................. 57 Post-Development Total to UGB-1 ................................................................................. 64 UGB-1 Total Routing .................................................................................................... 71 Appendix ................................................................................................................ Attached Stormwater Management Area Evaluation Report by Whitestone Associates Pre-Development Area Plan Post-Development Area Plan Inlet Drainage Area Plan

General Project Description/Stormwater Management GENERAL PROJECT DESCRIPTION The Carol B. Blank 2012 Trusts for Children dated December 13, 2012 F/B/O Jill, The Carol B. Blank 2012 Trusts for Children dated December 13, 2012 F/B/O Sally, and the Carol B. Blank 2012 Trusts for Children dated December 13, 2012 F/B/O Phillip, as Tenants in Common proposes to re-tenant a portion of the existing vacant building located at 3604 West Chester Pike in Newtown Township, PA into a financial institution. The proposal includes the installation of parking, utilities, landscaping and stormwater management controls necessary to support the redevelopment. Pertinent data characterizing the existing and future site conditions are shown on the accompanying Preliminary/Final Land Development Plans. STORMWATER MANAGEMENT The pre-development condition of the site consists of one point of interest, which is indicated on the attached Pre-Development Drainage Area Plan. The areas tributary to this point of interest has been delineated and hydrographs have been generated for the 1, 2, 5, 10, 25, 50, and 100-year storms. The pre-development conditions were analyzed based on existing conditions for all areas tributary to the point of interest. The post-development condition of the site maintains the same point of interest and relative drainage patterns. Although there is a decrease in impervious area of 0.07 acres, 20% of existing impervious coverage was considered meadow to meet Newtown Township Stormwater Management Ordinance requirements. As a result, there is an overall increase in runoff rates and volume. Therefore, one underground stormwater management basin has been designed. The area tributary to the underground basin has been delineated and hydrographs have been generated for the 1, 2, 5, 10, 25, 50, and 100-year storms. These hydrographs have been routed through the basin and added to the hydrographs generated for any bypass areas to determine the total post-development discharge rate. The Dekalb Rational Method was utilized for calculating the peak runoff rates and generating hydrographs for the pre- and post-development conditions as defined in the computer watershed software Hydraflow Hydrographs 2018. The hydrographs were generated based on the precipitation amounts dictated by the NOAA Atlas 14 for each storm event. The results of the analysis indicate that the redevelopment will decrease runoff rates and volume due to the aforementioned implementation of the underground stormwater management basin. The storm drainage system has been designed to intercept runoff at topographic low points and areas of significant runoff quantities and convey stormwater to the stormwater management basin. StormCAD version 8i has been utilized for designing the storm conveyance system. Conveyance design precipitation amounts are based on NOAA Atlas 14 for a 100-year storm event. The proposed stormwater management program described above has been designed to comply with the Newtown Township Stormwater Management Ordinance, NPDES Phase II (where applicable) and the Stormwater Management Act of 1978. R:\17\PC171098\Technical\Reports\SWM\Rev-1\PC171098 SWM-1.docx

1

(LANSDOWNE)

(VALLEY FORGE)

(MARCUS HOOK)

(BRIDGEPORT)

(NORRISTOWN)

(WILMINGTON NORTH)

(MALVERN)

(WEST CHESTER)

Copyright (C) 2009 MyTopo

CONTOUR INTERVAL 10 FEETNATIONAL GEODETIC VERTICAL DATUM 1929

SCALE 1:48000

0 1 2

MILES

0 1000 2000 3000

YARDS

0 1 2 3

KILOMETERS

Declination

MN 12.02° WGN 0.26° W

MNGN

MEDIA, PA1995

075° 21' 31.60" W

075° 21' 31.60" W+ 040° 01' 53.16" N

+ 039° 56' 18.02" N 039° 56' 18.02" N +

040° 01' 53.16" N +

075° 26' 40.35" W

075° 26' 40.35" W

Produced by MyTopo Terrain NavigatorTopography based on USGS 1:24,000 Maps

North American 1983 Datum (NAD83)Lambert Conformal Conic Projection

To place on the predicted North American 1927 move the projection lines 12M N and 30M E

MEDIA QUADRANGLEPENNSYLVANIA

TOPOGRAPHIC SERIES

Printed: Wed Mar 13, 2019

SITE

2

39° 5

9' 2

0'' N

75° 24' 17'' W39

° 5

9' 2

0'' N

75° 23' 40'' W

39° 5

9' 2

'' N

75° 24' 17'' W

39° 5

9' 2

'' N

75° 23' 40'' W

N

Map

pro

ject

ion:

Web

Mer

cato

r C

orne

r coo

rdin

ates

: WGS

84

Edge

tics

: UTM

Zon

e 18

N W

GS84

Feet

Met

ers

Map

Sca

le: 1

:3,9

90 if p

rinte

d on

A la

ndsc

ape

(11"

x 8

.5")

shee

t.

Soi

l Map

may

not

be

valid

at

this

sca

le.

3

4

5

Point of Interest #1

6

Hydrograph Summary Report

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph

No. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 Dekalb 2.267 1 25 2,033 ------ ------ ------ DA-1E

3 Dekalb 1.635 1 25 1,467 ------ ------ ------ DA-1P to UGB-1

4 Reservoir 0.321 1 40 845 3 399.88 1,102 UGB-1 On-site Routing

6 Dekalb 0.550 1 25 493 ------ ------ ------ DA-1P Bypass

9 Dekalb 0.514 1 25 461 ------ ------ ------ DA-1P Offsite to UGB-1

10 Combine 2.149 1 25 1,928 3, 9 ------ ------ DA-1P Total to UGB-1

11 Reservoir 0.608 1 34 1,306 10 400.29 1,335 UGB-1 All Flow Routing

PC171098 Hydraflow_Rev-2.gpw Return Period: 1 Year Tuesday, 07 / 9 / 2019

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

7





1 Dekalb 2.607 1 25 2,338 ------ ------ ------ DA-1E

3 Dekalb 1.880 1 25 1,687 ------ ------ ------ DA-1P to UGB-1

4 Reservoir 0.381 1 39 1,065 3 400.12 1,241 UGB-1 On-site Routing







8





1 Dekalb 3.118 1 25 2,797 ------ ------ ------ DA-1E

3 Dekalb 2.249 1 25 2,017 ------ ------ ------ DA-1P to UGB-1








9





1 Dekalb 3.400 1 25 3,050 ------ ------ ------ DA-1E

3 Dekalb 2.453 1 25 2,200 ------ ------ ------ DA-1P to UGB-1








10





1 Dekalb 3.856 1 25 3,459 ------ ------ ------ DA-1E

3 Dekalb 2.782 1 25 2,495 ------ ------ ------ DA-1P to UGB-1








11





1 Dekalb 4.308 1 25 3,864 ------ ------ ------ DA-1E

3 Dekalb 3.107 1 25 2,787 ------ ------ ------ DA-1P to UGB-1








12





1 Dekalb 4.679 1 25 4,197 ------ ------ ------ DA-1E

3 Dekalb 3.375 1 25 3,028 ------ ------ ------ DA-1P to UGB-1


6 Dekalb 1.136 1 25 1,019 ------ ------ ------ DA-1P Bypass






13

Hydrograph Return Period Recap1

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 Dekalb ------ 2.267 2.607 ------- 3.118 3.400 3.856 4.308 4.679 DA-1E

3 Dekalb ------ 1.635 1.880 ------- 2.249 2.453 2.782 3.107 3.375 DA-1P to UGB-1

4 Reservoir 3 0.321 0.381 ------- 0.724 1.155 1.774 2.331 2.728 UGB-1 On-site Routing

6 Dekalb ------ 0.550 0.633 ------- 0.757 0.825 0.936 1.046 1.136 DA-1P Bypass

9 Dekalb ------ 0.514 0.591 ------- 0.707 0.771 0.875 0.977 1.062 DA-1P Offsite to UGB-1

10 Combine 3, 9 2.149 2.472 ------- 2.956 3.224 3.656 4.084 4.437 DA-1P Total to UGB-1

11 Reservoir 10 0.608 1.195 ------- 2.064 2.521 3.235 3.760 4.118 UGB-1 All Flow Routing

Proj. file: PC171098 Hydraflow_Rev-2.gpw Tuesday, 07 / 9 / 2019


14

3800-PM-BCW0405b 12/2017Checklist

Project Name:Drainage Area:2-Year Rainfall: 3.26 in.

Total Site Area: 0.61 AcresProtected Site Area: 0.00 Acres

Managed Area: 0.61 Acres

Existing Conditions *Q Runoff

Area Ia Runoff1 Volume2

Soil Type (Ac) CN S (0.2 x S) (in) (cuft)D 0.01 78 2.821 0.564 1.317 47.83C 0.08 71 4.085 0.817 0.914 265.54D 0.08 98 0.204 0.041 3.027 879.12C 0.36 98 0.204 0.041 3.027 3,956.03C 0.06 71 4.085 0.817 0.914 199.15D 0.02 78 2.821 0.564 1.317 95.65

Total 0.61 5,443.32

* Per Chapter 3, the following must be implemented:1. Existing non-forested pervious areas must be considered meadow (good condition) or its equivalent.2. Twenty-percent (20%) of existing impervious area, when present, shall be considered meadow (good condition).

Developed ConditionsQ Runoff

Area Ia Runoff1 Volume2

Soil Type (Ac) CN S (0.2 x S) (in) (cuft)D 0.06 80 2.500 0.500 1.448 315.42C 0.08 74 3.514 0.703 1.077 312.83D 0.05 98 0.204 0.041 3.027 549.45C 0.42 98 0.204 0.041 3.027 4,615.37

Total 0.61 5,793.08

2-year Volume Increase = cuft

2-year Volume Increase = Developed Conditions Runoff Volume - Existing Conditions Runoff Volume

1. Runoff (in) = Q = (P - 0.2S)2 / (P + 0.8S) where: 2. Runoff Volume (cf) = Q x Area x 1/12P = 2-year Rainfall (in) Q = Runoff (in)S = (1000/CN) - 10 Area = Land use area (s.f.)

Impervious

Impervious

Worksheet 4 . Change in Runoff Volume for 2-Year Storm Event

Chase Bank - Newtown

Cover Type/ConditionMeadow

Impervious (20% considered meadow)

Cover Type/Condition

Note: Runoff Volume must be calculated for EACH land use type/condition and HSGI. The use of a weighted CN value for volume calculations is not acceptable.

349.76

Impervious

Impervious (20% considered meadow)

MeadowImpervious

Open Space (Lawns), Good ConditionOpen Space (Lawns), Good Condition

15

3800-PM-BCW0405b 12/2017Checklist

Project Name:Sub-Basin:

349.76- 0

350(Required Control Volume minus Non-structural Credit)

Area (ft2)

Volume Reduction Permanently

Removed (ft3)6.4.16.4.2 6116.4.36.4.46.4.56.4.66.4.76.4.86.4.96.4.106.5.16.5.26.6.16.6.26.7.16.7.26.7.36.8.16.8.2Other

611Structural Volume Requirement (ft3): 350

DIFFERENCE 261

Stage storage interpolation for volume reduction:

*Note: The volume reduction is taken from the volume below the orifice invert. See the hydraflow stage storage for supporting values.

Worksheet 5 . Structural BMP Volume Credits

Chase Bank - Newtown

Proposed BMP

Non-structural Volume Credit (ft3) - from Worksheet 3:

Required Control Volume (ft3) - from Worksheet 4:

Structural Volume Requirement (ft3)

Porous PavementInfiltration Basin

Total Structural Volume (ft3):

Constructed WetlandsWet Pond/Retention Basin

Infiltration BedInfiltration TrenchRain Garden/BioretentionDry Well/Seepage PitConstructed FilterVegetated Swale

Special Storage Areas

Riparian Buffer / Riparian Forest Buffer RestorationLandscape Restoration / ReforestationSoil AmendmentLevel Spreader

(Maximum is 25% of Required Volume)

Vegetated Filter StripBermVegetated RoofCapture and Re-Use

. . 0.05 578 = 611cf

16

Project: Chase Bank - Newtown

Description: Pre-Development Drainage Areas

Total Area Weighted(Acres) C

0.99 0.540.44 0.060.61 0.01

Area (Acres)

ImperviousMeadow (C soils)

C

Meadow (D soils)

Runoff Calculations C Worksheet

0.61DA-1E

Land Use DescriptionDrainage Area

0.93

17


Description: Post-Development Drainage Areas


0.99 0.380.51 0.050.65 0.01

0.99 0.090.51 0.030.65 0.05

0.99 0.13

DA-1P Offsite to UGB-1

Impervious

0.13 0.99

DA-1P Bypass

Impervious

0.17 0.81

Open Space (Good Condition) (C Soils)Open Space (Good Condition) (D Soils)

DA-1P to UGB-1

Impervious

0.44 0.93



Drainage Area Land Use Description CArea

(Acres)

18

PROJECT: DATE: 7/2/2019BY: AAK

CHECKED BY: JPASHEET NO.: 1 of 1

REVISION: 2

Total Site

Newtown Township, Delaware County, PA

Proposed Commercial Redevelopment

1,338 66% -695

PRE POST TOTAL PERCENT OF PRE NET CHANGE

2 2,338 1,633 70% -705

1 2,033

2,319 76% -731

5 2,797 2,075 74% -722

25 3,459 2,714 78% -745

10 3,050

-772

50 3,864 3,104 80% -760

West Chester Pike & Newtown Street Road

COMPUTATION SHEET: VOLUME SUMMARY - TOTAL SITE

100 4,197 3,425 82%

19

PROJECT: DATE: 7/2/2019BY: AAK

CHECKED BY: JPASHEET NO.: 1 of 1

REVISION: 2

-1.396

Proposed Commercial RedevelopmentWest Chester Pike & Newtown Street RoadNewtown Township, Delaware County, PA

Total SitePRE POST ALLOWABLE POST TOTAL PERCENT OF PRE

-1.593

1 2.267 - 0.871 38%

NET CHANGE

58%

2 2.607 2.267 1.014 45%

25 3.856 3.856 2.710 70% -1.146

10 3.400

50 4.308 4.308 3.377 78% -0.931

-0.815100 4.679 4.679 3.864 83%

-1.637

-1.420

COMPUTATION SHEET : ALLOWABLE FLOWS-TOTAL SITE

5 3.118 3.118 1.481 47%

3.400 1.980

20

Storm Drainage Calculations

21

Scenario: 100-Year

DA05

DA04

DA03

DA02

DA01

P-02

P-01

P-07P-09

P-05P-08

P-04

P-10MH03

MH05

MH01

WYE1

OS 01

IN01

IN04IN02

IN03

IN05

Chalfont, PA 18914Page 1 of 11600 Manor Drive, Suite 2007/9/2019

Bentley StormCAD V8i (SELECTseries 2)[08.11.02.35]Bohler EngineeringPC171098 StormCAD_Rev-2.stc

22


Description: Inlet Drainage Areas


0.99 0.320.51 0.030.65 0.01

0.99 0.090.51 0.01

0.99 0.030.51 0.01

0.99 0.01

0.99 0.0050.51 0.005

IN05

Impervious

0.01 0.75

Open Space (Good Condition) (C Soils)

IN04

Impervious

0.01 0.99

IN03

Impervious

0.04 0.87


IN02

Impervious

0.10 0.94


IN01

Impervious

0.36 0.94



Drainage Area Land Use Description CArea

(Acres)

23

Scen

ario

: 100

-Yea

rC

urre

nt T

ime

Step

: 0.0

00H

rC

ondu

it Fl

exTa

ble:

Pip

e R

epor

t

R:\1

7\P

C17

1098

\Tec

hnic

al\S

torm

wat

er &

E&

S\R

ev 2

(Wor

king

)\Sto

rmC

AD

\PC

1710

98 S

torm

CA

D_R

ev-2

.stc

Ups

tream

S

truct

.D

owns

tream

S

truct

.S

ize

Mat

eria

lL (ft

)S

(ft/f

t)Q

Fu

ll (ft

³/s)

Sys

tem

Q

(ft

³/s)

Avg

. V

(ft

/s)

Up.

In

vert

(ft)

Up.

C

over

(ft

)

Up.

G

r. E

lev.

(ft

)

HG

L In

(ft)

EG

L In

(ft)

Dow

n.

Inve

rt (ft

)

Dow

n.

Cov

er

(ft)

Dow

n.

Gr.

Ele

v.

(ft)

HG

L O

ut

(ft)

EG

L O

ut

(ft)

IN03

IN02

8 in

chP

VC

32.0

0.00

501.

110.

372.

8540

4.82

2.36

407.

8540

5.10

405.

2140

4.66

2.67

408.

0040

4.92

405.

05IN

02M

H01

18 in

chH

DP

E48

.00.

0513

25.7

61.

437.

8440

4.16

2.34

408.

0040

4.61

404.

7740

1.70

6.44

409.

6440

1.94

402.

90M

H01

WY

E1

18 in

chH

DP

E54

.00.

0269

18.6

71.

436.

2540

1.53

6.61

409.

6440

1.98

402.

1440

0.08

5.23

406.

8140

0.60

400.

71IN

01M

H03

18 in

chH

DP

E37

.00.

0054

8.37

2.78

4.25

398.

580.

9240

1.00

399.

2139

9.45

398.

383.

6240

3.50

398.

9839

9.26

OS

01

MH

0518

inch

HD

PE

18.0

0.00

508.

050.

004.

5839

8.16

7.51

407.

1739

9.45

399.

5539

8.07

9.03

408.

6039

9.44

399.

53IN

04W

YE

18

inch

PV

C19

.00.

0095

1.53

0.41

3.70

400.

267.

4740

8.40

400.

5640

0.67

400.

086.

0640

6.81

400.

6040

0.63

WY

E1

MH

0318

inch

HD

PE

17.0

0.09

9735

.94

1.82

10.6

340

0.08

5.23

406.

8140

0.58

400.

7739

8.38

3.62

403.

5039

8.63

400.

03IN

05IN

024

inch

PV

C9.

00.

0500

0.55

0.14

5.33

405.

112.

8940

8.33

405.

3240

5.41

404.

663.

0140

8.00

404.

7840

5.16

Page

1of

1

7/9/

2019

file:

///C

:/Use

rs/a

krep

pel/A

ppD

ata/

Loca

l/Tem

p/B

entle

y/St

orm

CA

D/v

trzh1

gl.x

ml

24

Scen

ario

: 100

-Yea

rC

urre

nt T

ime

Step

: 0.0

00H

rC

atch

Bas

in F

lexT

able

: Nod

e R

epor

t

R:\1

7\P

C17

1098

\Tec

hnic

al\S

torm

wat

er &

E&

S\R

ev 2

(Wor

king

)\Sto

rmC

AD

\PC

1710

98 S

torm

CA

D_R

ev-2

.stc

Labe

lIn

let

Inle

t D

A

(acr

es)

Inle

t C

Loca

l C

A

(acr

es)

Inle

t Tc

(m

in)

Loca

l In

tens

ity

(in/h

)

Sys

tem

C

A

(acr

es)

I (in

/h)

Sys

tem

Tc

(m

in)

Sys

tem

R

atio

nal

Q (f

t³/s)

Rim

(ft

)

Ele

vatio

n (In

vert)

(ft

)

Sum

p (ft

)H

GL

In (f

t)

HG

L O

ut

(ft)

EG

L In

(ft)

EG

L O

ut

(ft)

IN01

PA

DO

T Ty

pe 'M

'0.

360

0.94

00.

338

5.00

08.

140

0.33

88.

140

5.00

02.

7840

1.00

398.

580.

0039

9.21

399.

2139

9.45

399.

45IN

02P

AD

OT

Type

'C'

0.12

00.

950

0.11

45.

000

8.14

00.

176

8.14

05.

000

1.43

408.

0040

4.16

0.00

404.

6140

4.61

404.

9940

4.77

IN03

Gra

te 1

5 N

ylop

last

0.05

00.

890

0.04

55.

000

8.14

00.

045

8.14

05.

000

0.37

407.

8540

4.82

0.00

405.

1040

5.10

405.

2140

5.21

IN04

Gra

te 1

5 N

ylop

last

0.05

00.

990

0.04

95.

000

8.14

00.

049

8.14

05.

000

0.41

408.

4040

0.26

0.00

400.

5640

0.56

400.

6740

0.67

IN05

Gra

te 1

5 N

ylop

last

0.02

00.

870

0.01

75.

000

8.14

00.

017

8.14

05.

000

0.14

408.

3340

5.11

0.00

405.

3240

5.32

405.

4140

5.41

OS

01

PA

DO

T Ty

pe 'M

'(N

/A)

(N/A

)0.

000

0.00

08.

140

0.00

08.

140

5.00

00.

0040

7.17

398.

160.

0039

9.45

399.

4539

9.55

399.

55

Page

1of

1

7/9/

2019

file:

///C

:/Use

rs/a

krep

pel/A

ppD

ata/

Loca

l/Tem

p/B

entle

y/St

orm

CA

D/e

3trii

0h.x

ml

25

Scen

ario

: 100

-Yea

rC

urre

nt T

ime

Step

: 0.0

00H

rC

ondu

it Fl

exTa

ble:

Com

bine

d Pi

pe/N

ode

Rep

ort

R:\1

7\PC

1710

98\T

echn

ical

\Sto

rmw

ater

& E

&S\R

ev 2

(Wor

king

)\Sto

rmC

AD\P

C17

1098

Sto

rmC

AD

_Rev

-2.s

tc

Labe

lSt

art

Nod

eSt

op

Nod

eBr

anch

IDBr

anch

El

emen

t ID

Leng

th

(Uni

fied)

(ft

)U

pstre

am

Inle

t C

Ups

tream

In

tens

ity

(in/h

)

Ups

tream

In

let A

rea

(acr

es)

Ups

tream

St

ruct

ure

Flow

(Tot

al

Surfa

ce)

(ft³/s

)

Syst

em

CA

(acr

es)

Syst

em

Inte

nsity

(in

/h)

Syst

em

Rat

iona

l Fl

ow (f

t³/s)

Tota

l Fl

ow

(ft³/s

)

Ris

e (U

nifie

d)

(in)

Cap

acity

(F

ull F

low

) (ft

³/s)

Velo

city

(A

vera

ge)

(ft/s

)

Inve

rt (U

pstre

am)

(ft)

Inve

rt (D

owns

tream

) (ft

)Sl

ope

(ft/ft

)N

otes

P-01

IN03

IN02

31

32.0

0.89

08.

140

0.05

00.

370.

045

8.14

00.

370.

378.

01.

112.

8540

4.82

404.

660.

0050

-P-

02IN

02M

H01

22

48.0

0.95

08.

077

0.12

00.

940.

176

8.07

71.

431.

4318

.025

.76

7.84

404.

1640

1.70

0.05

13-

P-07

MH

01W

YE1

23

54.0

(N/A

)8.

043

(N/A

)0.

000.

176

8.04

31.

431.

4318

.018

.67

6.25

401.

5340

0.08

0.02

69-

P-04

IN01

MH

035

137

.00.

940

8.14

00.

360

2.78

0.33

88.

140

2.78

2.78

18.0

8.37

4.25

398.

5839

8.38

0.00

54-

P-05

OS

01M

H05

11

18.0

(N/A

)8.

140

(N/A

)0.

000.

000

8.14

00.

004.

1218

.08.

054.

5839

8.16

398.

070.

0050

-P-

09IN

04W

YE1

41

19.0

0.99

08.

140

0.05

00.

410.

049

8.14

00.

410.

418.

01.

533.

7040

0.26

400.

080.

0095

-P-

08W

YE1

MH

032

417

.0(N

/A)

7.99

4(N

/A)

0.00

0.22

57.

994

1.82

1.82

18.0

35.9

410

.63

400.

0839

8.38

0.09

97-

P-10

IN05

IN02

21

9.0

0.87

08.

140

0.02

00.

140.

017

8.14

00.

140.

144.

00.

555.

3340

5.11

404.

660.

0500

-Page

1of

1

7/9/

2019

file:

///C

:/Use

rs/a

krep

pel/A

ppD

ata/

Loca

l/Tem

p/B

entle

y/St

orm

CA

D/lt

xn1g

4h.x

ml

26

Point of Interest #1 Hydrographs

27

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 9 / 2019

Hyd. No. 1

DA-1E

Hydrograph type = Dekalb Peak discharge = 2.267 cfsStorm frequency = 1 yrs Time to peak = 25 minTime interval = 1 min Hyd. volume = 2,033 cuftDrainage area = 0.610 ac Runoff coeff. = 0.93*Intensity = 3.995 in/hr Tc by User = 5.00 minIDF Curve = Region5.IDF Asc/Rec limb fact = n/a

* Composite (Area/C) = [(0.540 x 0.99) + (0.060 x 0.44) + (0.010 x 0.61)] / 0.610

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)

DA-1EHyd. No. 1 -- 1 Year

Hyd No. 1

28


Hyd. No. 1

DA-1E



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)


Hyd No. 1

29


Hyd. No. 1

DA-1E



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)


Hyd No. 1

30


Hyd. No. 1

DA-1E



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)


Hyd No. 1

31


Hyd. No. 1

DA-1E



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)


Hyd No. 1

32


Hyd. No. 1

DA-1E



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (min)


Hyd No. 1

33


Hyd. No. 1

DA-1E



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (min)


Hyd No. 1

34


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)

DA-1P to UGB-1Hyd. No. 3 -- 1 Year

Hyd No. 3

35


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (min)


Hyd No. 3

36


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)


Hyd No. 3

37


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)


Hyd No. 3

38


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (min)


Hyd No. 3

39


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)


Hyd No. 3

40


Hyd. No. 3

DA-1P to UGB-1



0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)


Hyd No. 3

41


Hyd. No. 4

UGB-1 On-site Routing

Hydrograph type = Reservoir Peak discharge = 0.321 cfsStorm frequency = 1 yrs Time to peak = 0.67 hrsTime interval = 1 min Hyd. volume = 845 cuftInflow hyd. No. = 3 - DA-1P to UGB-1 Max. Elevation = 399.88 ftReservoir name = UGB-1 Max. Storage = 1,102 cuft

Storage Indication method used.

0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

UGB-1 On-site RoutingHyd. No. 4 -- 1 Year

Hyd No. 4 Hyd No. 3 Total storage used = 1,102 cuft

42

Pond ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 9 / 2019

Pond No. 1 - UGB-1

Pond DataUG Chambers -Invert elev. = 398.38 ft, Rise x Span = 2.00 x 2.00 ft, Barrel Len = 45.00 ft, No. Barrels = 5, Slope = 0.00%, Headers = YesEncasement -Invert elev. = 397.88 ft, Width = 3.42 ft, Height = 3.00 ft, Voids = 40.00%

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 397.88 n/a 0 00.30 398.18 n/a 106 1060.60 398.48 n/a 116 2220.90 398.78 n/a 167 3891.20 399.08 n/a 189 5781.50 399.38 n/a 198 7761.80 399.68 n/a 198 9752.10 399.98 n/a 189 1,1642.40 400.28 n/a 167 1,3312.70 400.58 n/a 116 1,4463.00 400.88 n/a 106 1,553

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 18.00 4.00 Inactive 0.00Span (in) = 18.00 4.00 0.00 0.00No. Barrels = 1 1 0 0Invert El. (ft) = 398.16 399.13 0.00 0.00Length (ft) = 9.00 1.00 0.00 0.00Slope (%) = 0.50 0.00 0.00 n/aN-Value = .013 .013 .013 n/aOrifice Coeff. = 0.60 0.60 0.60 0.60Multi-Stage = n/a Yes No No

Crest Len (ft) = 11.54 2.00 0.00 0.00Crest El. (ft) = 407.75 400.20 0.00 0.00Weir Coeff. = 3.33 3.33 3.33 3.33Weir Type = 1 Rect --- ---Multi-Stage = Yes Yes No No

Exfil.(in/hr) = 0.000 (by Wet area)TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00

Stage (ft)

0.00 397.88

1.00 398.88

2.00 399.88

3.00 400.88

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

43


Hyd. No. 4


Hydrograph type = Reservoir Peak discharge = 0.381 cfsStorm frequency = 2 yrs Time to peak = 0.65 hrsTime interval = 1 min Hyd. volume = 1,065 cuftInflow hyd. No. = 3 - DA-1P to UGB-1 Max. Elevation = 400.12 ftReservoir name = UGB-1 Max. Storage = 1,241 cuft


0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)



44


Hyd. No. 4




0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



45


Hyd. No. 4




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



46


Hyd. No. 4




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



47


Hyd. No. 4




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



48


Hyd. No. 4




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



49


Hyd. No. 6

DA-1P Bypass

Hydrograph type = Dekalb Peak discharge = 0.550 cfsStorm frequency = 1 yrs Time to peak = 0.42 hrsTime interval = 1 min Hyd. volume = 493 cuftDrainage area = 0.170 ac Runoff coeff. = 0.81*Intensity = 3.995 in/hr Tc by User = 5.00 minIDF Curve = Region5.IDF Asc/Rec limb fact = n/a


0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

DA-1P BypassHyd. No. 6 -- 1 Year

Hyd No. 6

50


Hyd. No. 6

DA-1P Bypass



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 6

51


Hyd. No. 6

DA-1P Bypass



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 6

52


Hyd. No. 6

DA-1P Bypass



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 6

53


Hyd. No. 6

DA-1P Bypass



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 6

54


Hyd. No. 6

DA-1P Bypass



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)


Hyd No. 6

55


Hyd. No. 6

DA-1P Bypass

Hydrograph type = Dekalb Peak discharge = 1.136 cfsStorm frequency = 100 yrs Time to peak = 0.42 hrsTime interval = 1 min Hyd. volume = 1,019 cuftDrainage area = 0.170 ac Runoff coeff. = 0.81*Intensity = 8.248 in/hr Tc by User = 5.00 minIDF Curve = Region5.IDF Asc/Rec limb fact = n/a


0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)


Hyd No. 6

56


Hyd. No. 9


Hydrograph type = Dekalb Peak discharge = 0.514 cfsStorm frequency = 1 yrs Time to peak = 0.42 hrsTime interval = 1 min Hyd. volume = 461 cuftDrainage area = 0.130 ac Runoff coeff. = 0.99Intensity = 3.995 in/hr Tc by User = 5.00 minIDF Curve = Region5.IDF Asc/Rec limb fact = n/a

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

DA-1P Offsite to UGB-1Hyd. No. 9 -- 1 Year

Hyd No. 9

57


Hyd. No. 9



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 9

58


Hyd. No. 9



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 9

59


Hyd. No. 9



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 9

60


Hyd. No. 9



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 9

61


Hyd. No. 9



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 9

62


Hyd. No. 9



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)


Hyd No. 9

63


Hyd. No. 10

DA-1P Total to UGB-1

Hydrograph type = Combine Peak discharge = 2.149 cfsStorm frequency = 1 yrs Time to peak = 0.42 hrsTime interval = 1 min Hyd. volume = 1,928 cuftInflow hyds. = 3, 9 Contrib. drain. area = 0.570 ac

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

DA-1P Total to UGB-1Hyd. No. 10 -- 1 Year

Hyd No. 10 Hyd No. 3 Hyd No. 9

64


Hyd. No. 10



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



65


Hyd. No. 10



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



66


Hyd. No. 10



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



67


Hyd. No. 10



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



68


Hyd. No. 10



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)



69


Hyd. No. 10



0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)



70


Hyd. No. 11

UGB-1 All Flow Routing

Hydrograph type = Reservoir Peak discharge = 0.608 cfsStorm frequency = 1 yrs Time to peak = 0.57 hrsTime interval = 1 min Hyd. volume = 1,306 cuftInflow hyd. No. = 10 - DA-1P Total to UGB-1 Max. Elevation = 400.29 ftReservoir name = UGB-1 Max. Storage = 1,335 cuft


0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

UGB-1 All Flow RoutingHyd. No. 11 -- 1 Year


71

Pond ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 07 / 9 / 2019

Pond No. 1 - UGB-1

Pond DataUG Chambers -Invert elev. = 398.38 ft, Rise x Span = 2.00 x 2.00 ft, Barrel Len = 45.00 ft, No. Barrels = 5, Slope = 0.00%, Headers = YesEncasement -Invert elev. = 397.88 ft, Width = 3.42 ft, Height = 3.00 ft, Voids = 40.00%

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 397.88 n/a 0 00.30 398.18 n/a 106 1060.60 398.48 n/a 116 2220.90 398.78 n/a 167 3891.20 399.08 n/a 189 5781.50 399.38 n/a 198 7761.80 399.68 n/a 198 9752.10 399.98 n/a 189 1,1642.40 400.28 n/a 167 1,3312.70 400.58 n/a 116 1,4463.00 400.88 n/a 106 1,553

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 18.00 4.00 Inactive 0.00Span (in) = 18.00 4.00 0.00 0.00No. Barrels = 1 1 0 0Invert El. (ft) = 398.16 399.13 0.00 0.00Length (ft) = 9.00 1.00 0.00 0.00Slope (%) = 0.50 0.00 0.00 n/aN-Value = .013 .013 .013 n/aOrifice Coeff. = 0.60 0.60 0.60 0.60Multi-Stage = n/a Yes No No

Crest Len (ft) = 11.54 2.00 0.00 0.00Crest El. (ft) = 407.75 400.20 0.00 0.00Weir Coeff. = 3.33 3.33 3.33 3.33Weir Type = 1 Rect --- ---Multi-Stage = Yes Yes No No

Exfil.(in/hr) = 0.000 (by Wet area)TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00

Stage (ft)

0.00 397.88

1.00 398.88

2.00 399.88

3.00 400.88

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

72


Hyd. No. 11




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



73


Hyd. No. 11




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)



74


Hyd. No. 11




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



75


Hyd. No. 11




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



76


Hyd. No. 11




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)



77


Hyd. No. 11




0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)



78

Appendix

79

NEW BRITAIN CORPORATE CENTER 1600 MANOR DRIVE

SUITE 220 CHALFONT, PA 18914

215.712.2700 whitestoneassoc.com

Celebrating 25 Years 1994 – 2019

Other Office Locations: WARREN, NJ

908.668.7777 SOUTHBOROUGH, MA

508.485.0755 ROCKY HILL, CT 860.726.7889

WALL, NJ 732.592.2101

STERLING, VA 703.464.5858

EVERGREEN, CO 303.670.6905

June 14, 2019 via email BOHLER ENGINEERING PA, LLC New Britain Corporate Center 1600 Manor Drive, Suite 200 Chalfont, Pennsylvania 18914 Attention: Adam S. Benosky, RLA Principal Regarding: STORMWATER MANAGEMENT AREA EVALUATION

PROPOSED COMMERCIAL SITE REDEVELOPMENT 3604 WEST CHESTER PIKE NEWTOWN TOWNSHIP, DELAWARE COUNTY, PENNSYLVANIA

WHITESTONE PROJECT NO.: GP1916361.000 Dear Mr. Benosky: Whitestone Associates, Inc. (Whitestone) is pleased to submit this Stormwater Management Area Evaluation report for the proposed stormwater management (SWM) facilities at the site referenced above. The investigation was performed in general accordance with Whitestone’s April 25, 2019 proposal to Bohler Engineering PA, LLC (Bohler). The test locations and elevations were based on information provided by Bohler, which included a March 21, 2019 (last revised April 2, 2019) Preliminary/Final Land Development Plan Set prepared by Bohler. PROJECT DESCRIPTION At the time of the field investigation, the site was developed with a single-story vacant restaurant/convenience store building with associated pavements and utilities. The proposed site improvements pertinent to this report include construction of a SWM subsurface basin associated with the proposed site redevelopment. The proposed subsurface basin is located in the southern/central portion of the site with an approximate bottom elevation of 397.50 feet, as referenced from the North American Vertical Datum of 1988 (NAVD88). The area of the proposed SWM facility is shown on the Test Location Plan included as Figure 1. FIELD INVESTIGATION The investigation included an evaluation of three soil borings (identified as B-1 through B-3) and performing three in-situ infiltration tests utilizing cased-borehole methodology. The subsurface investigation and infiltration testing program was performed in general accordance with standards presented in the Pennsylvania Department of Environmental Protection (PADEP) Stormwater Best Management Practices Manual (BMP Manual).

Bohler Engineering PA, LLC/Carol B. Blank SWM Area Evaluation

Proposed Commercial Site Redevelopment 3604 West Chester Pike

Newtown Township, Pennsylvania June 14, 2019

Page 2

ENVIRONMENTAL & GEOTECHNICAL ENGINEERS & CONSULTANTS

LABORATORY TESTING PROGRAM In addition to the field investigation, a representative sample of the strata encountered was subjected to a laboratory testing program that included Atterberg limits determination (ASTM D-4318), moisture content determination (ASTM D-2216) and washed gradation analysis (ASTM D-422) in order to perform supplementary engineering soil classification in general accordance with ASTM D-2487. The soil strata tested was classified by the Unified Soil Classification System (USCS). Results of the laboratory testing are summarized in the following table and quantitative test results are provided in Appendix B.

PHYSICAL/TEXTURAL ANALYSES SUMMARY

Test No. Sample Depth (fbgs)

% Passing No. 200

Sieve

Moisture Content

(%)

Liquid Limit

Plastic Index

USCS Classification

B-2 S-2 8.0 to 10.0 41.5 12.8 Non-Plastic SM

fbgs: feet below ground surface

SUMMARY OF FINDINGS Subsurface Profile: The subsurface conditions encountered at and below the proposed levels of infiltration included residual soils consisting of United States Department of Agriculture (USDA) classification Sandy Loam with varying amounts of fines and sub-angular gravel-size rock fragments, with gravel content and relative density generally increasing with depth. Boring locations B-2 and B-3 encountered weathered rock consisting of micaceous schist at an approximate depth of 10.5 feet below ground surface (fbgs). Boring B-1 was terminated within the residual soils at the approximate depth of 16.0 fbgs. Borings B-2 and B-3 were terminated within weathered rock materials at approximate depths of 12.3 fbgs and 10.8 fbgs, respectively. Static groundwater was not encountered within the test locations to the depths explored. Indications of seasonal high groundwater level, (i.e., continuous soil mottling) were not encountered within the test locations. Detailed subsurface conditions are presented on the enclosed Records of Subsurface Exploration included in Appendix A. Infiltration Test Results: The results of the in-situ infiltration testing and limiting zones encountered are summarized in the table below. Detailed infiltration test results are included in Appendix C.

SUMMARY OF INFILTRATION TESTING

Test Location Approximate Test

Elevation (feet NAVD88)

Soil Type Tested (USDA)

Limiting Zone Type/ Elevation

(feet NAVD88)

Field Infiltration Rate*(iph)

I-1 at B-1 397.5 Sandy Loam NE to 391.5 0.25

I-2 at B-2 397.5 Sandy Loam WR / 395.5 0.75

I-3 at B-3 397.5 Sandy Loam WR / 393.5 0.50 NE: Not Encountered iph: inches per hour WR: Weathered Rock *Does not include applicable safety factor

Bohler Engineering PA, LLC/Carol B. Blank SWM Area Evaluation

Proposed Commercial Site Redevelopment 3604 West Chester Pike

Newtown Township, Pennsylvania June 14, 2019

Page 3

ENVIRONMENTAL & GEOTECHNICAL ENGINEERS & CONSULTANTS

CONCLUSION AND RECOMMENDATIONS Design Infiltration Rates: Based on the subsurface conditions encountered and results obtained from field infiltration testing, the natural soils encountered at the proposed infiltration level for the underground basin generally are suitable for infiltration. Whitestone recommends a design infiltration rate of 0.20 inches per hour (iph) for the granular soils encountered. This design infiltration rate was calculated in accordance with the BMP Manual and includes a safety factor of at least 2.0. Design Considerations: In accordance with the BMP Manual, the bottom of basins should be at least two feet above any limiting zones, including weathered rock and bedrock, where encountered. Infiltration rates decrease over time and on-going maintenance, such as preventing the accumulation of sediment, should be performed to extend the capacity of the infiltration system. Construction Considerations: Construction of the SWM facilities should be witnessed by a geotechnical engineer that is familiar with the subsurface investigation and SWM design to ensure that any materials not suitable for infiltration have been properly removed from the bottom of the proposed SWM facility and that any imported backfill materials will not impede drainage. Due to variability in the field infiltration rates and in accordance with the BMP manual, the above recommended design infiltration rates should be verified during construction by conducting in-situ infiltration testing at the bottom of the SWM facility. During basin construction, compaction/densification of subgrade soils and underlying materials should be avoided. Accordingly, contractors should use track-mounted equipment and excavators with toothed-buckets for basin construction. Additionally, contractors should avoid unnecessarily traversing the basin footprint with large/heavy equipment during basin construction to the extent possible. Whitestone’s geotechnical division appreciates the opportunity to be of service to Bohler Engineering PA, LLC and The Carol B. Blank. Please contact us at (215) 712-2700 with any questions regarding this report. Sincerely, WHITESTONE ASSOCIATES, INC. James M. Morgan Laurence W. Keller, P.E. Senior Project Manager Principal, Geotechnical Services CAW/kf M:\Job Folders\2019\1916361GP\Reports and Submittals\16361 SWM.docx Enclosures Copy: John Alejnikov, P.E., Bohler Engineering PA, LLC Jessica Sutherland, Bohler Engineering PA, LLC

FIGURE 1 Test Location Plan

FIGURE:DATE:

PROJECT #:

SCALE:

Envi

ronm

enta

l & G

eote

chni

cal E

ngin

eers

& C

onsu

ltant

s

WH

ITEST

ON

EA

SSO

CIA

TES,

IN

C.

CLI

ENT:

DESIGNED BY: PROJ. MGR.:

GP1916361.000

6/12/19

1" = 30'1

BOH

LER

ENG

INEE

RIN

G P

A, L

LC

PRO

POSE

D C

OM

MER

CIA

L SI

TE R

EDEV

ELO

PMEN

T

3604

WES

T C

HES

TER

PIKE

NEW

TOW

N T

OW

NSH

IP, D

ELAW

ARE

CO

UN

TY, P

A

GR

PRO

JEC

T:

DRA

WIN

G T

ITLE

:

JMM

160

0 M

AN

OR

DR

IVE, S

UIT

E 2

20, C

HA

LFO

NT

, PA

1891

421

5.71

2.27

00

W

HIT

EST

ON

EA

SSO

C.C

OM

LEGEND

REFERENCE

SUBJECT PROPERTY BOUNDARY (APPROX.)

THIS PLAN IS BASED ON A MARCH 21, 2019 (LAST REVISED APRIL 2, 2019)EXISTING CONDITIONS/DEMO PLAN PREPARED BY BOHLER ENGINEERING PA, LLC.

TEST

LO

CAT

ION

PLA

N

BORING LOCATION (APPROX.)

WEST CHESTER PIKE

NEW

TOW

N STREET RO

AD

AutoCAD SHX Text

1 inch = ft.

AutoCAD SHX Text

0

AutoCAD SHX Text

30

AutoCAD SHX Text

30

AutoCAD SHX Text

B-1

AutoCAD SHX Text

B-1

AutoCAD SHX Text

B-2

AutoCAD SHX Text

B-3

APPENDIX A Records of Subsurface Exploration

NOTES: bgs = below ground surface, NA = Not Applicable, NE = Not Encountered, NS = Not Surveyed, P = Perched RECORD OF SUBSURFACE EXPLORATION 16361 logs 6/14/2019

1 1

Project:Location:Surface Elevation: ± |Termination Depth: Date Completed: | |Proposed Location: | --- |

At Completion: | --- NE || ---

No Type0.0

4.0

5.0

10.0

15.0

16.0

20.0

25.0

84/10"

40

Augered Through to 4.0 fbgs

50/4"

Soil Description Based on Auger Cutting Return

As Above, No Roots, No Mottling, Moist, Medium Dense (SM)

As Above, No Roots, 25% Gravel-Size Rock Fragments, No Mottling, Moist, Very Dense (SM)

As Above, No Roots, No Mottling, Moist, Dense (SM)

Gravel-Sized Quartz Fragments

As Above, Moist, No Roots, No Mottling, Moist, Medium Dense (SM)

Brown (7.5YR 5/4) Micaceous SANDY LOAM with 5% Gravel, Dry, Single-Grain, No Roots, No Mottling, Moist, Medium Dense (SM)

-

- 20 - 34

7

22

15 -

-19S-614 - 16

34

20

10 - 12 S-4 9 - 10

12 - 14 S-5

Proposed Commercial Site Redevelopment WAI Project No.: GP1916361.000

Drill / Test Method: HSA / SPT Contractor: BW NE At Completion: ---

SWM Logged By: NC During: NE

RECORD OF Boring No.: B-1

SUBSURFACE EXPLORATION Page of

16.0 feet bgs 5/17/2019 (feet bgs) (feet) Elevation

3604 West Chester Pike; Newtown Township, Delaware County, Pennsylvania Client: Bohler Engineering PA, LLC

407.5 feet Date Started: 5/17/2019 Water Depth Elevation

Equipment: CME-55 24 Hours: ---

DEPTHSTRATA DESCRIPTION OF MATERIALS REMARKSDepth

(feet) Blows Per 6"Rec. (in.) N (feet) (Classification)

3" Asphalt, 3" Stone Subbase

Light Gray Sandy Silt with Gravel, Moist (FILL)

PAVEMENT

FILL

4 - 6 S-1 4 - 5 - 6 - 10 16 11

RESIDUAL

8 - 10 S-3 7 -

9 13 256 - 8 S-2 10 - 13 - 12 -

188 - 10 - 11 12

13 8 22

As Above, Light Brown (7.5YR 6/4), No Roots, No Mottling, Moist, Medium Dense (SM)

- 12 -

Estimated Seasonal HighGroundwater Depth

(feet bgs) (feet)

Boring Log B-1 Terminated at a Depth of 16.0 Feet Below Ground Surface

SAMPLE INFORMATION


1 1


At Completion: | --- At Completion: NE || ---

No Type0.0

5.0

6.0

10.0

10.5

12.3

15.0

20.0

25.0

(feet bgs)

1 50/3"12 - 12.3 S-4 50/3"

As Above, Light Brown (7.5YR 6/4), No Roots, Moist, Medium Dense (SM)

WEATHERED ROCK

Heavy Auger Grinding 10.5 fbgs to 12.3 fbgs- 6 50/2"10 - 12 S-3 13 50/2"

As Above, No Roots, No Mottling, Moist, Dense (SM)- 33 - 35 10 628 - 10 S-2 19 - 29

RESIDUAL

Light Brown (7.5YR 6/4) SANDY LOAM, Moist, No Roots, No Mottling, Moist, Medium Dense (SM)

- 12 - 15 13 216 - 8 S-1 6 - 9

PAVEMENT 3" Asphalt, 3" Stone Subbase


Augered Through to 6.0 fbgsFILL

Light Gray Sandy Silt with Gravel, Moist (FILL)

SAMPLE INFORMATION DEPTHSTRATA DESCRIPTION OF MATERIALS REMARKSDepth

(feet) Blows Per 6"Rec. (in.) N (feet) (Classification)




12.3 feet bgs 5/17/2019 (feet bgs) (feet)Estimated Seasonal High


406.0 feet Date Started: 5/17/2019 Water Depth ElevationGroundwater Depth Elevation

Boring Log B-2 Terminated at a Depth of 12.3 Feet Below Ground Surface Due to Spoon Refusal

Dark Gray (7.5YR 4/1) Weathered Micaceous Schist, Dry, Hard (WR)

As Above, Dry, Hard (WR)


Drill / Test Method: HSA / SPT Contractor: BW NE ---

SWM Logged By: NC During: NE (feet)


1 1


At Completion: | --- At Completion: NE || ---

No Type0.0

5.0

10.0

10.8

15.0

20.0

25.0





404.0 feet Date Started: 5/17/2019 Water Depth Elevation Estimated Seasonal HighElevation

SWM Logged By: NC During: NE (feet bgs) (feet)10.8 feet bgs 5/17/2019 (feet bgs) (feet) Groundwater Depth

---


Drill / Test Method: HSA / SPT Contractor: BW NE

Blows Per 6"Rec. (in.) N (feet) (Classification)

SAMPLE INFORMATION DEPTHSTRATA DESCRIPTION OF MATERIALS REMARKSDepth

(feet)


PAVEMENT 3" Asphalt, 3" Stone Subbase Augered Through to 4.0 fbgsFILL

Light Gray Sandy Silt with Gravel and Brick, Moist (FILL)

- 33 -50/3"

30

- 14 - 1412

Light Brown (7.5YR 6/4) SANDY LOAM, Moist, No Roots, No Mottling, Moist, Medium Dense (SM)

4 - 5 S-1 11 50/2" NR 50/2"Poor Recover Due to Debris in Spoon Tip

5 - 7 S-2 6 - 6 - 8 - 10

RESIDUAL

-

16 14

7 - 9

9 - 10.8

S-3

S-4

9

24

-

-

16

10

26

63WEATHERED

ROCK

Boring Log B-3 Terminated at a Depth of 10.8 Feet Below Ground Surface Due to Spoon Refusal

Dark Gray (7.5YR 4/1) Weathered Micaceous Schist, Dry, Hard (WR)

As Above, No Roots, No Mottling, Moist, Very Dense (SM)

As Above, No Roots, No Mottling, Moist, Medium Dense (SM)

APPENDIX B Laboratory Analysis

WHITESTONEASSOCIATES, INC.Warren, New Jersey

05/31/2019

(no specification provided)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Silty Sand32

1.51

.75.375#4#10#20#40#60

#140#200

100.0100.0100.0100.0100.0100.0

99.698.994.081.970.550.741.5

NP NP NP

0.6480 0.4944 0.15610.1033

SM A-4(0)

Wn = 12.8 %

Bohler Engineering PA, LLC

Proposed Commercial Site Redevelopment3604 West Chester Pike, Newtown Township, Delaware County, PA

GP1916361.000

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: B-2 Depth: 8.0' - 10.0'Sample Number: S-2 Date:

Client:Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% GravelFine Coarse Medium

% SandFine Silt

% FinesClay

0.0 0.0 0.4 0.7 17.0 40.4 41.5

6 in

.

3 in

.

2 in

.1½

in.

1 in

.¾

in.

½ in

.3/

8 in

.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

APPENDIX C Infiltration Testing Results

NOTES: PS = Pre Soak; NS = Not Surveyed INFILTRATION TEST LOG1916361.000 Infiltration Test Log 6/14/2019

Client:

Project:

Location:

File No.

Surf. Elev.

Start Finish Start Finish

PS 9:36 AM 10:06 AM 24.0 22.0 2.0 0.5

PS 10:06 AM 10:36 AM 24.0 23.75 0.25 0.5

1 10:36 AM 11:36 AM 24.0 23.625 0.375 1.0

2 11:36 AM 12:36 PM 24.0 23.75 0.25 1.0

3 12:36 PM 1:36 PM 24.0 23.75 0.25 1.0

Field i = 0.25 in/hr

4.0

0.5

0.375

0.25

WaterLevel Fall(Inches)

Time Interval(Hours)

Rate of Flow(Inches/Hour)

I-1 @ B-1

5/17/2019

Sunny 65ºF

N. Calvanese

TimeWater Level Reading

(inches)

Proposed Site Redevelopment

GP1916361.000

±407.5 feet

ReadingNo.

0.25

Test Hole No.:

Date:

INFILTRATION TEST

±10.0 fbgs / ±397.5 feet

3604 West Chester Pike, Newtown Twp, Delaware Co, PA

Bohler Engineering PA, LLC

Weather:

Field Engineer:

Test Depth Ft. | Elev.:


Client:

Project:

Location:

File No.

Surf. Elev.


PS 10:27 AM 10:57 AM 24.0 23.0 1.0 0.5

PS 10:57 AM 11:27 AM 24.0 23.50 0.5 0.5

1 11:27 AM 11:57 AM 24.0 23.625 0.375 0.5

2 11:57 AM 12:57 PM 24.0 23.25 0.75 1.0

3 12:57 PM 1:57 PM 24.0 23.25 0.75 1.0

±8.5 fbgs / ±397.5 feet

INFILTRATION TEST

Bohler Engineering PA, LLC Test Hole No.: I-2 @ B-2

Proposed Site Redevelopment Date: 5/17/2019

Weather: Sunny 67ºF3604 West Chester Pike, Newtown Twp, Delaware Co, PA


GP1916361.000 Field Engineer: N. Calvanese

±406.0 feet Test Depth Ft. | Elev.:

ReadingNo.


(inches) WaterLevel Fall(Inches)


2.0

1.0

0.75

0.75

0.75

Field i = 0.75 in/hr


Client:

Project:

Location:

File No.

Surf. Elev.


PS 11:33 AM 12:03 PM 24.0 23.5 0.5 0.5

PS 12:03 PM 12:33 PM 24.0 23.5 0.5 0.5

1 12:33 PM 1:03 PM 24.0 23.5 0.5 1.0

2 1:03 PM 2:03 PM 24.0 23.5 0.5 1.0

±6.5 fbgs / ±397.5 feet

INFILTRATION TEST

Bohler Engineering PA, LLC Test Hole No.: I-3 @ B-3

Proposed Site Redevelopment Date: 5/17/2019

Weather: Sunny 68ºF3604 West Chester Pike, Newtown Twp, Delaware Co, PA


GP1916361.000 Field Engineer: N. Calvanese

±404.0 feet Test Depth Ft. | Elev.:

ReadingNo.


(inches) WaterLevel Fall(Inches)


1.0

1.0

0.5

0.5

Field i = 0.5 in/hr

APPENDIX D Supplemental Information (USCS, Terms and Symbols)






508.485.0755 ROCKY HILL, CT 860.726.7889

WALL, NJ 732.592.2101



UNIFIED SOIL CLASSIFICATION SYSTEM SOIL CLASSIFICATION CHART

MAJOR DIVISIONS

LETTER SYMBOL

TYPICAL DESCRIPTIONS

COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE

GRAVEL AND

GRAVELLY SOILS

MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4

SIEVE

CLEAN GRAVELS

(LITTLE OR NO FINES)

GW WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES

GP POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES

GRAVELS WITH FINES

(APPRECIABLE AMOUNT OF

FINES)

GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES

GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES

SAND AND SANDY

SOILS

MORE THAN 50% OF COARSE FRACTION

PASSING NO. 4 SIEVE

CLEAN SAND (LITTLE OR NO

FINES)

SW WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES

SP POORLY-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES

SANDS WITH FINES

(APPRECIABLE AMOUNT OF

FINES)

SM SILTY SANDS, SAND-SILT MIXTURES

SC CLAYEY SANDS, SAND-CLAY MIXTURES

FINE GRAINED

SOILS

MORE THAN 50% OF

MATERIAL IS SMALLER THAN NO. 200 SIEVE

SIZE

SILTS AND

CLAYS

LIQUID LIMITS LESS THAN 50

ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY

CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY

SILTS AND

CLAYS

LIQUID LIMITS GREATER THAN 50

MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS

CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS

HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS FOR SAMPLES WITH 5% TO 12% FINES

GRADATION* COMPACTNESS* Sand and/or Gravel

CONSISTENCY* Clay and/or Silt

% FINER BY WEIGHT RELATIVE DENSITY

RANGE OF SHEARING STRENGTH IN POUNDS PER SQUARE FOOT

TRACE........... 1% TO 10% LITTLE.......... 10% TO 20% SOME............ 20% TO 35% AND............... 35% TO 50%

LOOSE. .................. 0% TO 40% MEDIUM DENSE.... 40% TO 70% DENSE................... 70% TO 90% VERY DENSE........ 90% TO 100%

VERY SOFT....... LESS THAN 250 SOFT.................... ..... 250 TO 500 MEDIUM................... 500 TO 1000 STIFF..................... 1000 TO 2000 VERY STIFF.......... 2000 TO 4000 HARD...... GREATER THAN 4000

* VALUES ARE FROM LABORATORY OR FIELD TEST DATA, WHERE APPLICABLE. WHEN NO TESTING WAS PERFORMED, VALUES ARE ESTIMATED.

L:\Geotechnical Forms and References\Reports\USCSTRMSSYM PA.docx






508.485.0755 ROCKY HILL, CT 860.726.7889

WALL, NJ 732.592.2101



GEOTECHNICAL TERMS AND SYMBOLS SAMPLE IDENTIFICATION The Unified Soil Classification System is used to identify the soil unless otherwise noted. SOIL PROPERTY SYMBOLS N: Standard Penetration Value: Blows per ft. of a 140 lb. hammer falling 30" on a 2" O.D. split-spoon. Qu: Unconfined compressive strength, TSF. Qp: Penetrometer value, unconfined compressive strength, TSF. Mc: Moisture content, %. LL: Liquid limit, %. PI: Plasticity index, %. δd: Natural dry density, PCF.

▾: Apparent groundwater level at time noted after completion of boring. DRILLING AND SAMPLING SYMBOLS NE: Not Encountered (Groundwater was not encountered). SS: Split-Spoon - 1 ⅜” I.D., 2" O.D., except where noted. ST: Shelby Tube - 3” O.D., except where noted. AU: Auger Sample. OB: Diamond Bit. CB: Carbide Bit WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Term (Non-Cohesive Soils) Standard Penetration Resistance Very Loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense Over 50 Term (Cohesive Soils) Qu (TSF) Very Soft 0 - 0.25 Soft 0.25 - 0.50 Firm (Medium) 0.50 - 1.00 Stiff 1.00 - 2.00 Very Stiff 2.00 - 4.00 Hard 4.00+ PARTICLE SIZE Boulders 8 in.+ Coarse Sand 5mm-0.6mm Silt 0.074mm-0.005mm Cobbles 8 in.-3 in. Medium Sand 0.6mm-0.2mm Clay -0.005mm Gravel 3 in.-5mm Fine Sand 0.2mm-0.074mm L:\Geotechnical Forms and References\Reports\USCSTRMSSYM PA.docx

General Project Description and Stormwater Management ...

Documents