PRELIMINARY DRAINAGE ANALYSIS - Granicus

PRELIMINARY DRAINAGE ANALYSIS

FOR

NorthShore 770Dundee Rd. & Skokie Blvd.

Northbrook, IL

PREPARED FOR:

Morningside Crossroads Partners, LLC.770 N. Skokie Blvd.

Northbrook, IL 60062

PREPARED BY:

Terra Consulting Group, Ltd.600 Busse Highway

Park Ridge, IL 60068847-698-6400

JOB #1391MSE

REVISION: 05-28-13

STORMWATER DETENTION

PROJECT - NORTHSHORE 770LOCATION - NORTHBROOK, IL

TERRA CONSULTING GROUPDATE: 03-12-13REVISED: 05-28-13

CALCULATE COMPOSITE "c"

TOTAL AREA = 15.7800 ACREIMPERVIOUS AREA = 12.8300 ACRE

PERVIOUS AREA = 2.9500 ACRE

COMPOSITE "c" = 12.83 0.95 2.95 0.5015.78 15.78

"c" = 0.87

ALLOWABLE RELEASE RATE

Q100 = 1.77 CFS

The site has a drainage divide. Under existing conditions approximately 11.78 acres goes to Skokie Blvd.The balance of the site goes to the north.The release rate has been established using the 11.78 acreagebut the entire site will be stored and released to Skokie Blvd.Detention has been provided at 115% the required storageplus a 1:1 storage of any lost depressional storage areas.

6.38 x Ac-ft x 115% storage = 7.337 Ac-ft + 1.258 Ac-ft for depressional storage

Required Detention = 8.595 Ac-ft.

100 YR. Allowable = 0.15 CFS/AC x 11.78 AC. = 1.77 CFS

2 YR. Allowable = 0.04 CFS/AC x 11.78 AC. = 0.47 CFS

CALCULATE RESTRICTOR SIZE - 2 YR A = Q/C(2GH)1/2Q = 0.47 CFS C = 0.61 (SHARP EDGE FLUSH WITH STRUCTURE)H = 2.95 FEET (622.30 - 619.35)

2G = 64.4 FT/SEC SQUAREDA = 0.056 SQUARE FEETA = 8.050 SQUARE INCHESA = 1.60 INCH RADIUS

USE AN 3.20" DIA. RESTRICTOR

CALCULATE 100 YR FLOW RATE THROUGH 2 YR ORIFICEA = Q/C(2GH)1/2Q = 0.93 CFSC = 0.61 (SHARP EDGE FLUSH WITH STRUCTURE)H = 11.65 FEET (631.00 - 619.35)


2 YR = 3.20" DIA. RESTRICTOR

CALCULATE RESTRICTOR SIZE - 100 YR A = Q/C(2GH)1/2Q = 0.84 CFS (1.77 CFS - 0.93 CFS)C = 0.61 (SHARP EDGE FLUSH WITH STRUCTURE)H = 8.36 FEET (631.00 - 622.64)


USE AN 3.30" DIA. RESTRICTOR

REFER TO THE VILLAGE RESTRICTOR DETAIL IN THE PLANS

DETENTION REQUIRED (BUL 70 RAINFALL DATA)

DURATION I 100 INFLOW STORED RESERVOIR(HOURS) (IN/HR) (CFS) (CFS) (AC-FT)

0.50 5.600 76.516 74.7456 3.114

1.00 3.560 48.642 46.87206 3.906

2.00 2.240 30.606 28.83624 4.806

3.00 1.600 21.862 20.0916 5.023

4.00 1.300 17.763 15.99255 5.331

5.00 1.100 15.030 13.25985 5.525

6.00 0.970 13.254 11.4836 5.742

7.00 0.860 11.751 9.98061 5.822

8.00 0.780 10.658 8.88753 5.925

9.00 0.710 9.701 7.931085 5.948

10.00 0.650 8.881 7.111275 5.926

11.00 0.600 8.198 6.4281 5.892

12.00 0.560 7.652 5.88156 5.882

13.00 0.550 7.515 5.744925 6.224 100-YR

14.00 0.530 7.242 5.471655 6.384 MAX

15.00 0.490 6.695 4.925115 6.156

16.00 0.440 6.012 4.24194 5.656

17.00 0.420 5.739 3.96867 5.622

18.00 0.390 5.329 3.558765 5.338

DETENTION REQUIRED (BUL 70 RAINFALL DATA)

DURATION I 2 INFLOW STORED RESERVOIR(HOURS) (IN/HR) (CFS) (CFS) (AC-FT)

0.50 2.240 30.606 30.136 1.256

1.00 1.430 19.539 19.069 1.589

2.00 0.895 12.229 11.759 1.960

3.00 0.647 8.840 8.370 2.093

4.00 0.513 7.009 6.539 2.180

5.00 0.433 5.916 5.446 2.269

6.00 0.380 5.192 4.722 2.361

7.00 0.334 4.564 4.094 2.388

8.00 0.300 4.099 3.629 2.419

9.00 0.273 3.730 3.260 2.445

10.00 0.252 3.443 2.973 2.478

11.00 0.235 3.211 2.741 2.513 2-YR

12.00 0.220 3.006 2.536 2.536 MAX

13.00 0.205 2.801 2.331 2.525

14.00 0.192 2.623 2.153 2.512

15.00 0.181 2.473 2.003 2.504

16.00 0.171 2.336 1.866 2.489

17.00 0.163 2.227 1.757 2.489

18.00 0.155 2.118 1.648 2.472

PROFESSIONAL STAMP:

DESIGNED: M.S.E.

TITLE SHEET:

SHEET NUMBER:

TERRA C.G. JOB NUMBER: 1391

DEVELOPER INFO:

DATE:

TYPE: DATE:

DATE:NUMBER:

PERMIT SUBMISSION

DRAWN: K.S.B.

DEVELOPER INFO:

77O

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03-01-13

CIVIL ENGINEERING BY:

6 0 0 B u s s e H i g h w a y

P a r k R i d g e , I L 6 0 0 6 8

Ph: 8 4 7 / 6 9 8 - 6 4 0 0

F a x : 8 4 7 / 6 9 8 - 6 4 0 1

03-14-2013

VILLAGE REV #1 05-28-2013

0

SCALE: 1" = 80'

40 80 160

SKOKIE

BLVD

D

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REGIONAL TOPOGRAPHIC AND

AERIAL DATA FROM GOOGLE

EARTH DATED 05-27-2010

1.

NOTES:

TOTAL SITE AREA = 15.78 AC.

ONSITEDRAINAGE

PLAN

A=43.55 AC.

A=50.50 AC.

A=8.08 AC.

A=

7.83 A

C.

DETN.

DUNDEE ROAD

DRAINAGE

BYPASSES SITE

SKOKIE BLVD.

DRAINAGE

BYPASSES SITE.

BASINSDUNDEE RD.

S

K

O

K

I

E

3

6

"

DIA

.

4

2

"

D

IA

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A=11.80 AC.

A=1.23

A=

3.9

7

A=

7.07

A

=

1

.

6

2

D

R

A

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N

A

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36"

DIA

.3

6

"

D

I

A

.

4.5'x2'

BOX CULVERT

P

A

T

H

FLO

W

OVERFLOW SWALE

TO 15" FES TIED TO

IDOT STORM PER

RECORDS

3

6

"

D

I

A

.

3

6

"

D

IA

.

53"x83"

BYPASS

B

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D

.

PROFESSIONAL STAMP:

DESIGNED: M.S.E.

TITLE SHEET:

SHEET NUMBER:

TERRA C.G. JOB NUMBER: 1391

DEVELOPER INFO:

DATE:

TYPE: DATE:

DATE:NUMBER:

PERMIT SUBMISSION

DRAWN: K.S.B.

DEVELOPER INFO:

77O

SK

OK

IE B

LVD

. RO

AD

NO

RT

HB

RO

OK

ILL

INO

IS

03-01-13

CIVIL ENGINEERING BY:

6 0 0 B u s s e H i g h w a y

P a r k R i d g e , I L 6 0 0 6 8

Ph: 8 4 7 / 6 9 8 - 6 4 0 0

F a x : 8 4 7 / 6 9 8 - 6 4 0 1

03-14-2013

VILLAGE REV #1 05-28-2013

OFFSITE DRAINAGEPLAN

U.S.G.S. QUAD: HIGHLAND PARK

DATE: 2000

3

666 DUNDEE RD. MWRDGC PERMIT #78-585

Q =4.23 CFS

D =1.58 AC-FT (ROOF + GROUND)

Q =19.69 CFS

650 DUNDEE RD. MWRDGC PERMIT #86-567

Q =16.70 CFS

Q =2.84 CFS (ACTUAL=2.57 CFS)

D =1.24 AC-FT (ACTUAL BASIN=1.95 AC-FT)

450 SKOKIE BLVD.

NORTH Q =2.28 CFS

SOUTH Q =0.99 CFS

NORTH D =0.50 AC-FT (ACTUAL=0.57 AC-FT)

SOUTH D =0.18 AC-FT (ACTUAL=0.29 AC-FT)

Q =24.93 CFS

V

10 YR.

BYPASS

100

3

V

BYPASS

10 YR.

3

V

V

EXISTING SITE DATA

3

6" DIA. RESTRICTOR @ NORTHEAST CORNER

CONNECTING TO OFFSITE 42" DIA.

Technical Design Submission

Northshore Project Northbrook, IL

Prepared

12/12/2006

Hydroworks, LLC

Center of the Northshore, Northbrook, IL 1

Hydroworks Technical Submission for the Northshore Project in Northbrook, IL

Hydroworks is pleased to make a submission regarding the stormwater treatment structures for the Northshore project in Northbrook, IL. There are four Hydroguard separators proposed for the Northshore project in Illinois, Hydroguard is manufactured by Wausau Concrete/County Materials. Hydroworks HG Operation The Hydroworks HG separator is unique since it treats both high and low flows in one device, but maintains separate flow paths for low and high flows. Accordingly, high flows do not scour out the fines that are settled in the low flow path since they are treated in a separate area of the device as shown in Figure 1. The HG separator consists of three chambers :

1. an inner chamber that treats low or normal flows 2. a middle chamber that treats high flows 3. an outlet chamber where water is discharged to the downstream storm system

Under normal or low flows, water enters the middle chamber and is conveyed into the inner chamber by momentum. Since the inner chamber is offset to one side of the structure the water strikes the wall of the inner chamber at a tangent creating a vortex within the inner chamber. The vortex motion forces solids and floatables to the middle of the inner chamber. The water spirals down the inner chamber to the outlet of the inner chamber which is located below the inlet of the inner chamber and adjacent to the wall of the structure but above the floor of the structure. Floatables are trapped since the outlet of the inner chamber is submerged. The design maximizes the retention of settleable solids since solids are forced to the center of the inner chamber by the vortex motion of water while the outlet of the inner chamber draws water from the wall of the inner chamber. The water leaving the inner chamber continues into the middle chamber, again at a tangent to the wall of the structure. The water is then conveyed through an outlet baffle wall (high and low baffle). This enhances the collection of any floatables or settleable solids not removed by the inner chamber. Water flowing through the baffles then enters the outlet chamber and is discharged into the downstream storm drain.


Figure 1. Hydroworks HG Operation – Plan View During high flows, the flow rate entering the inner chamber is restricted by the size of the inlet opening to the inner chamber. This restriction of flow rate into the inner chamber minimizes the potential for the scour and resuspension of solids from the inner chamber during periods of high flow. Initial laboratory testing indicates significant removal of TSS fines (> 40%) at the maximum flow rates that were tested suggesting that scour and resuspension was not significant in the tests that were conducted. This is important since fines, which are typically considered highly polluted, are conveyed during low/normal flows. The excess flow is conveyed directly into the middle chamber where it receives treatment for floatables and suspended solids via the baffle system. This treatment of the higher flow rates is important since trash and heavier solids are typically conveyed during periods of higher flow rates. The Hydroworks HG separator is revolutionary since it incorporates low and high flow treatment in one device while maintaining separate low and high flow paths to prevent the scour and resuspension of fines. Figure 2 is a profile view of the HG separator showing the flow patterns for low and high flows.


Figure 2. Hydroworks HG Operation – Profile View Although the inner chamber and outlet baffle wall are designed not to be overtopped, they typically do not extend to the top of the structure for installations with significant invert to grade elevation. If the inner chamber and outlet baffle wall do not extend to the top of the structure, and the structure is subjected to flows in excess of the design flow, the top of the outlet baffle will act as an emergency overflow if there is excess head in unit due to surcharging or an obstruction in the device itself. Any overflow will result in the loss of floatables. In these situations an external upstream by-pass around the structure can be implemented. Hydroworks™ should be called for design assistance for cases where water is expected to overflow the inner chamber and outlet baffle wall. Construction Materials The inner chamber and outlet baffle are made out of a copolymer plastic. The shell of the structure is pre-cast concrete. Pre-cast concrete is readily accepted by all municipalities since it has the following advantages:

• long service life • ease of installation (less dependent on backfill (contractor proficiency) for structural integrity) • concrete structures are designed for both anti-buoyancy and traffic loading without any field

requirements (such as structural loading slabs in traffic areas and anti-buoyancy slabs to prevent groundwater uplift).

• low maintenance requirements


Hydroworks HG Separator Dimensions and Capacities The HG separator is manufactured in a variety of sizes from 4 ft inside diameter to 12 ft inside diameter as shown in Table 1. Larger sizes may not be available in all areas. Please check with Hydroworks to ensure availability of the larger model sizes.

Table 1. Hydroworks HG Separator Dimensions Model Structure

Inside Diam.

(SID) (ft)

Inner Chamber (ICID)

Diam. (in)

Structure Depth (ft)*

Sediment/ Sinking Trash

Volume (ft3)

Oil/Floating Trash

Volume (ft3) [gal]

Permanent Pool Wet

Volume (gal)

HG 4 4 31.5 5 37 9 [70] 450 HG 5 5 40 5.5 63 16 [121] 805 HG 6 6 48 6 91 28 [208] 1230 HG 7 7 56 6.3 130 37 [273] 1780 HG 8 8 63 6.7 178 48 [362] 2450

HG 10 10 78 7.6 305 90 [677] 4375 HG 12 12 96 8.5 449 130 [974] 7085

Although the inlet and outlet pipe diameters are only limited by the structural integrity of the outer structure itself, it is recommended that the maximum inlet pipe diameter be limited to the values given in Table 2 since these allow the full width of flow from the pipe to enter the inner chamber. Following this recommendation ensures that water enters the inner chamber prior to the middle chamber for normal flow conditions.

Table 2. Maximum Recommended Inlet Pipe Diameter Model Max. Inlet Pipe Diameter (in) HG 4 15 HG 5 18 HG 6 24 HG 7 27 HG 8 30

HG 10 36 HG 12 48

The inner chamber and baffle wall generally extend 1.5 to 2 times the inlet pipe diameter above the inlet invert. Hydroworks should be contacted for applications with inlet pipe diameters greater than 48” or shallow applications where the height of the inner chamber and outlet baffle wall need to be reduced.


TSS Removal Calculations for the Specified System Hydroworks sizes separators based on continuous modeling of rainfall, runoff, TSS buildup, TSS washoff, TSS settling and TSS transport through the system. The continuous simulation model is based on SWMM 4.4. The model uses the buildup and washoff models directly from SWMM. Settling was calculated using the washoff load and flow rate from SWMM each timestep (5 minutes) and theoretical settling (Stokes Law) of TSS for both dynamic (flowing water) and quiescent (inter-event) time periods with a particle size distribution recommended by the APWA for the comparison of stormwater quality treatment structures. The APWA particle size distribution can be found on the Municipal Research Services Center web site at http://www.mrsc.org/subjects/environment/water/apwa/protocol.aspx. Ranges are provided for each particle size class. Hydroworks has used the most conservative size for each class in developing its default particle size distribution (Table 4).

Table 4. Default Theoretical Particle Size Distribution (APWA) Diameter (�m) Percentage by Mass Specific Gravity

50 50 2.65 150 25 2.65 250 10 2.65 500 10 2.65

1000 5 2.65 TSS removal calculations in the sizing program are based on the Hydroguard being a completely mixed reactor vessel. The removal calculations solve a first order differential equation for the concentration of solids in the tank at any time. The first order differential equation is for continuity of mass. C’V = QCi - QCt - rcV C’ = the change in concentration of solids in the tank with time Q = flow rate through the tank Ci = solids concentration in the influent to the tank Ct = solids concentration in the tank V = tank volume rc = reduction in solids in the tank (theoretical (Stokes law) settling or laboratory performance curve Continuous simulation requires historical rainfall data. Ten years of rainfall data (1948-2002) from Chicago University, IL was used to analyze the Northshore project. Results of these simulations are also attached with this submission. Users familiar with SWMM will recognize the format of the output since much of the output is straight from SWMM itself. Continuous simulation provides the most accurate way of estimating performance possible since it takes into account:

• The effect of flow rate (detention time) on settling • Back to back storms


• Pollutant buildup and washoff • Inter-event settling.

The laboratory testing conducted on the Hydroguard indicates that the separator performs considerably better than a gravity separator (Figure 4). Since the computer model uses Stokes law (gravity), the specific gravity of the 50 μm particle size in Table 4 was increased to 5.0 to mimic the laboratory performance. Only the specific gravity of the 50 μm particle size was modified since the laboratory testing was done with Sil-Co-Sil 106 which is predominantly less than 50 μm (approx. 80% by mass <= 50 μm). Figure 5 provides a comparison of the laboratory performance with Stokes law settling if the specific gravity for 64 μm or smaller particles is increased from 2.65 to 5. Figure 5 shows that the calculation of performance using a modified Stokes specific gravity of 5 for the smaller particles will still be conservative compared to the laboratory testing results.

Hydroworks Lab TSS Removal vs. Hydroworks Model Results (Stokes Law) for Sil-Co-Sil 106

y = -0.0772Ln(x) + 0.5531

R2 = 0.974

y = -0.1531Ln(x) + 0.2596

R2 = 0.9862

0%

10%

20%

30%

40%

50%

60%

70%

80%

0.00 1.00 2.00 3.00 4.00 5.00

Flow (cfs)

TSS R

emova

l (%

)

Lab Results Stokes Law (Model)

Figure 4. Laboratory TSS Removal Performance Versus Stokes Law


Approvals The Hydroworks Hydroguard is on the list of approved storm water quality separators for both ConnDOT and MDC (Metropolitan District of Connecticut – Hartford). Hydroworks separators have been used on state projects by ConnDOT, NJDOT, WIDOT and MNDOT. The Hydroworks Hydroguard is listed in the MASTEP database for MA and is approved by the Wisconsin Department of Commerce. Hydroguard is approved by the City of Virginia Beach and Newport News. Hydroworks Hydroguard units have been approved as alternate equals to Downstream Defender, Baysaver, Vortechnics, V2B1, CDS, and Stormceptor. Numerous private clients including Wal-Mart, Kwik Trip, Dunkin Donuts, Lowe’s, Jiffy Lube, Wendy’s, Walgreens, CVS and McDonalds have had Hydroguard installed on their projects. Hydroworks units have been installed in RI, CT, MA, NJ, PA, WI, IL, IN, MN, CO, and TX. Local Production Hydroworks units are made Wausau Concrete/County Materials in MN and WI. Wausau/County Materials are well known concrete producers with strong ties to the Minnesota economy. Summary Four Hydroguard separators have been sized to provide 80% TSS removal for the Center of the Northshore project in Northbrook, IL. These separators have been sized to remove TSS prior to the underground storage vault. Please do not hesitate to call us at 888-290-7900 if you require clarification or have any questions regarding this submission. Thank you for your time and consideration of this submission.

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PRELIMINARY DRAINAGE ANALYSIS - Granicus

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