Basis_of_Design_Report_Attachment_7.pdf

ATTACHMENT G

Slope/W Output Files

Reviewed by L. Tracy

Glacial Till

Lacustrine Clay (Upland, Drained)

Lacustrine Clay (River, Drained)

Embankment Soil

Sediments (Drained)

Bedrock 1.2

1.2

.4

1.4

.6

1.8

1.1

Name: Embankment Soil Unit Weight: 120 pcf Phi': 32 °

Name: Sediments (Drained) Unit Weight: 105 pcf Phi': 28 °

Name: Lacustrine Clay (Upland, Drained) Unit Weight: 125 pcf Phi': 23 °

Name: Lacustrine Clay (River, Drained) Unit Weight: 125 pcf Phi': 23 °

Name: Glacial Till Unit Weight: 130 pcf Phi': 35 °

Name: Bedrock

Title: STA. 121+50 Ferriss Marine

File Name: 01a_Existing Conditions_Drained.gsz

Date: 6/3/2016

Method: Spencer

F of S: 1.1

Distance (ft)

-200 -150 -100 -50 0 50 100 150 200

E le v a ti o n ft

Embankment Soil

Sediment (Undrained)

Bedrock

Clay 400 psf River

Clay 450 psf River

Clay 550 psf River

Clay 600 psf Upland

Clay 700 psf Upland

Clay 900 psf Upland

Clay 1100 psf Upland

1.2

1.

1.8

1.2

Name: Embankment Soil Unit Weight: 120 pcf Phi': 32 °

Name: Glacial Till Unit Weight: 130 pcf Phi': 35 °

Name: Sediment (Undrained) Unit Weight: 105 pcf

Name: Clay 600 psf Upland Unit Weight: 125 pcf

Name: Clay 700 psf Upland Unit Weight: 125 pcf

Name: Clay 900 psf Upland Unit Weight: 125 pcf

Name: Clay 1100 psf Upland Unit Weight: 125 pcf

Name: Clay 400 psf River Unit Weight: 125 pcf

Name: Clay 450 psf River Unit Weight: 125 pcf

Name: Clay 550 psf River Unit Weight: 125 pcf

Name: Bedrock

Title: STA. 121+50 Ferriss Marine

File Name: 01b_Existing Conditions_Undrained.gsz

Date: 6/3/2016

Method: Spencer

F of S: 1.2

Distance (ft)

-200 -150 -100 -50 0 50 100 150 200

E le v a ti o n ft

Lacustrine Clay (River, Drained)

Bedrock

Proposed Fill Embankment Soil

Sediments (Drained)

.8

1.7

Name: Embankment Soil Unit Weight: 120 pcf Phi': 32 °

Name: Sediments (Drained) Unit Weight: 105 pcf Phi': 28 °

Name: Lacustrine Clay (Upland, Drained) Unit Weight: 125 pcf Phi': 23 °

Name: Lacustrine Clay (River, Drained) Unit Weight: 125 pcf Phi': 23 °

Name: Glacial Till Unit Weight: 130 pcf Phi': 35 °

Name: Bedrock

Name: Proposed Fill Unit Weight: 120 pcf Phi': 32 °

Title: STA. 121+50 Ferriss Marine

File Name: 02a_Post Construction_Drained.gsz

Date: 6/3/2016

Method: Spencer

F of S: 1.7

Sheetpile Toe Elevation +518'

Distance (ft)

-200 -150 -100 -50 0 50 100 150 200

E le v a ti o n ft

Bedrock

Proposed Fill Embankment Soil

Sediment (Undrained)

Clay 600 psf Upland

Clay 700 psf Upland

Clay 900 psf Upland

Clay 1100 psf Upland

Clay 400 psf River

Clay 450 psf River

Clay 550 psf River

.2

.2

1.6

.8

1.1

Name: Embankment Soil Unit Weight: 120 pcf Phi': 32 °

Name: Glacial Till Unit Weight: 130 pcf Phi': 35 °

Name: Sediment (Undrained) Unit Weight: 105 pcf

Name: Clay 600 psf Upland Unit Weight: 125 pcf

Name: Clay 700 psf Upland Unit Weight: 125 pcf

Name: Clay 900 psf Upland Unit Weight: 125 pcf

Name: Clay 1100 psf Upland Unit Weight: 125 pcf

Name: Clay 400 psf River Unit Weight: 125 pcf

Name: Clay 450 psf River Unit Weight: 125 pcf

Name: Clay 550 psf River Unit Weight: 125 pcf

Name: Bedrock

Name: Proposed Fill Unit Weight: 120 pcf Phi': 32 °

Title: STA. 121+50 Ferriss Marine

File Name: 02b_Post Construction_Undrained.gsz

Date: 6/3/2016

Method: Spencer

F of S: 1.1

Sheetpile Toe Elevation +518'

Distance (ft)

-200 -150 -100 -50 0 50 100 150 200

E le v a ti o n ft

Lacustrine Clay (River, Drained)

Bedrock

Proposed Fill Embankment Soil

Sediments (Drained)

2.5

Name: Embankment Soil Unit Weight: 120 pcf Phi': 32 °

Name: Sediments (Drained) Unit Weight: 105 pcf Phi': 28 °

Name: Lacustrine Clay (Upland, Drained) Unit Weight: 125 pcf Phi': 23 °

Name: Lacustrine Clay (River, Drained) Unit Weight: 125 pcf Phi': 23 °

Name: Glacial Till Unit Weight: 130 pcf Phi': 35 °

Name: Bedrock

Name: Proposed Fill Unit Weight: 120 pcf Phi': 32 °

Title: STA. 121+50 Ferriss Marine

File Name: 02a_Post Construction_Drained.gsz

Date: 6/3/2016

Method: Spencer

F of S: 2.5

Sheetpile Toe 2' into Glacial Till

Distance (ft)

-200 -150 -100 -50 0 50 100 150 200

E le v a ti o n ft

Bedrock

Proposed Fill Embankment Soil

Sediment (Undrained)

Clay 600 psf Upland

Clay 700 psf Upland

Clay 900 psf Upland

Clay 1100 psf Upland

Clay 400 psf River

Clay 450 psf River

Clay 550 psf River

1.9

Name: Embankment Soil Unit Weight: 120 pcf Phi': 32 °

Name: Glacial Till Unit Weight: 130 pcf Phi': 35 °

Name: Sediment (Undrained) Unit Weight: 105 pcf

Name: Clay 600 psf Upland Unit Weight: 125 pcf

Name: Clay 700 psf Upland Unit Weight: 125 pcf

Name: Clay 900 psf Upland Unit Weight: 125 pcf

Name: Clay 1100 psf Upland Unit Weight: 125 pcf

Name: Clay 400 psf River Unit Weight: 125 pcf

Name: Clay 450 psf River Unit Weight: 125 pcf

Name: Clay 550 psf River Unit Weight: 125 pcf

Name: Bedrock

Name: Proposed Fill Unit Weight: 120 pcf Phi': 32 °

Title: STA. 121+50 Ferriss Marine

File Name: 02b_Post Construction_Undrained.gsz

Date: 6/3/2016

Method: Spencer

F of S: 1.9

Sheetpile Toe 2' into Glacial Till

Distance (ft)

-200 -150 -100 -50 0 50 100 150 200

E le v a ti o n ft

ATTACHMENT H

Deadman Calculations

ATTACHMENT H-1

Deadman Calculations – Coke

ATTACHMENT H-2

Deadman Calculations – Tar (East)

ATTACHMENT H-3

Deadman Calculations – Tar (West)

ATTACHMENT H-4

Deadman Calculations – Ferriss Marine

ATTACHMENT I

Settlement Calculations

ATTACHMENT J

Structural Calculations

ATTACHMENT J-1

Structural Calculations – Sheetpile Wall Deflections

Coke AZ50 - 65 ksi

File: P:\Projects\Honeywell\Lower Rouge River Sediment\4.0 Deliverables\4.4 Calc and Analysis\4.4.2 Bulkhead Design\90% Design\STA. 105+00 (Coke)\01_STA. 105+00_Long-Term_Design Dredge_Drained.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input Pile, AZ50: E (ksi)=29000.0, I (in4)/foot=886.5

19.8 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=18.71 kip

18.71 kip 0

Shear Diagram

Max. Moment=282.69 kip-ft

282.69 kip-ft 0

Moment Diagram

Top Deflection=-2.70(in) Max Deflection=7.32(in)

7.318(in) 0

Deflection Diagram

Tar - East

File: P:\Projects\Honeywell\Lower Rouge River Sediment\4.0 Deliverables\4.4 Calc and Analysis\4.4.2 Bulkhead Design\90% Design\STA. 112+00 (Tar - East)\01_STA. 112+00_Long-Term_Design Dredge_Drained.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input Pile, AZ50: E (ksi)=29000.0, I (in4)/foot=886.5

16.1 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=15.43 kip

15.43 kip 0

Shear Diagram

Max. Moment=226.17 kip-ft

226.17 kip-ft 0

Moment Diagram

Top Deflection=-1.68(in) Max Deflection=4.94(in)

4.944(in) 0

Tar - West

File: P:\Projects\Honeywell\Lower Rouge River Sediment\4.0 Deliverables\4.4 Calc and Analysis\4.4.2 Bulkhead Design\90% Design\STA. 118+00 (Tar - West)\01_STA. 118+00_Long-Term_Design Dregde_Drained.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input Pile, AZ50: E (ksi)=29000.0, I (in4)/foot=886.5

21.7 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=19.82 kip

19.82 kip 0

Shear Diagram

Max. Moment=266.70 kip-ft

266.70 kip-ft 0

Moment Diagram

Top Deflection=-2.04(in) Max Deflection=6.16(in)

6.164(in) 0

Ferriss AZ32-750 - 50 ksi

File: P:\Projects\Honeywell\Lower Rouge River Sediment\4.0 Deliverables\4.4 Calc and Analysis\4.4.2 Bulkhead Design\90% Design\STA. 121+50 (Ferriss)\01_STA. 121+50_Long-Term_Design Dredge_Drained.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input Pile, AZ32-750: E (ksi)=29000.0, I (in4)/foot=599.0

12.3 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=11.42 kip

11.42 kip 0

Shear Diagram

Max. Moment=126.28 kip-ft

126.28 kip-ft 0

Moment Diagram

Top Deflection=-1.42(in) Max Deflection=3.06(in)

3.056(in) 0

Ferriss AZ50 (65 ksi)

File: P:\Projects\Honeywell\Lower Rouge River Sediment\4.0 Deliverables\4.4 Calc and Analysis\4.4.2 Bulkhead Design\100% Design\STA. 124+90 (New Dredge - Ferriss)\01_STA. 124+90_Long-Term_Design-Dredge_Drained.sh8

Licensed to 4324324234 3424343

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS

Based on pile spacing: 1.0 foot or meter

User Input Pile, AZ50: E (ksi)=29000.0, I (in4)/foot=886.5

21.3 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)

Depth(ft) Max. Shear=19.57 kip

19.57 kip 0

Shear Diagram

Max. Moment=287.25 kip-ft

287.25 kip-ft 0

Moment Diagram

Top Deflection=-2.17(in) Max Deflection=6.69(in)

6.691(in) 0

ATTACHMENT J-2

Structural Calculations – Sheetpile Corrosion

© ArcelorMittal Commercial RPS, Sheet Piles, 2003-2012

Version 6/2/2016 , 12:37:36 PM

DURABILITY

Section : AZ 50

Section modulus Wx,ini : 93.28 in³/ft

Steel area Ax,ini : 15.22 in²/ft

Reduced section modulus Wx,red : 77.19 in³/ft

Reduced steel area Ax,red : 12.34 in²/ft

Reduced moment of inertia Ix,red : 731.6 in4/ft

Reduced flange thickness tf,red : 0.638 in

Reduced web thickness tw,red : 0.480 in

Steel grade : A572 Gr.65

Yield point: 65.0 ksi

Bending moment M: 283.0 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 7.0 in

Safety factor Sf,ini: 1.79

Safety factor Sf,red: 1.48

Weight: 51.8 lb/ft²

Number of pairs of ssp: 552

Length of ssp: 85.00 ft

Total wall length: 2100.8 ft

Total ssp quantities: 4625.0 net t

NOTES :

Service life : 50 years

Front :

environment : Very polluted fresh water (sewage, industrial effluent,...) in the zone of high attack (water line) loss of steel : 91 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Total loss of steel thickness: 150 mils

Results not valid for 'class 4' sections according to EN 1993 - Part 5

Version 6/2/2016 , 2:52:58 PM

DURABILITY

Section : PU 32

Section modulus Wx,ini : 59.52 in³/ft

Steel area Ax,ini : 11.43 in²/ft

Reduced section modulus Wx,red : 46.59 in³/ft

Reduced steel area Ax,red : 8.75 in²/ft

Reduced moment of inertia Ix,red : 413.7 in4/ft

Reduced flange thickness tf,red : 0.618 in

Reduced web thickness tw,red : 0.283 in

Steel grade : A572 Gr.50

Yield point: 50.0 ksi

Bending moment M: 127.0 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 4.0 in

Safety factor Sf,ini: 1.95

Safety factor Sf,red: 1.53

Weight: 39.0 lb/ft²

Number of pairs of ssp: 127

Length of ssp: 85.00 ft

Total wall length: 500.0 ft

Total ssp quantities: 828.0 net t

NOTES :

Service life : 50 years

Front :

environment : Very polluted fresh water (sewage, industrial effluent,...) in the zone of high attack (water line) loss of steel : 91 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Total loss of steel thickness: 150 mils

Section modulus similar to AZ32-750

Version 3/2/2017 , 11:00:14 AM

DURABILITY

Section : AZ 50

Section modulus Wx,ini : 93.28 in³/ft

Steel area Ax,ini : 15.22 in²/ft

Reduced section modulus Wx,red : 77.19 in³/ft

Reduced steel area Ax,red : 12.34 in²/ft

Reduced moment of inertia Ix,red : 731.6 in4/ft

Reduced flange thickness tf,red : 0.638 in

Reduced web thickness tw,red : 0.480 in

Steel grade : A572 Gr.65

Yield point: 65.0 ksi

Bending moment M: 288.0 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 0.0 in

Safety factor Sf,ini: 1.75

Safety factor Sf,red: 1.45

Weight: 51.8 lb/ft²

NOTES :

Service life : 50 years

Front :

environment : Very polluted fresh water (sewage, industrial effluent,...) in the zone of high attack (water line) loss of steel : 91 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Total loss of steel thickness: 150 mils

ATTACHMENT J-3

Structural Calculations – Sheetpile Deadman Deflections

Depth (Zp) from Pile Top-ft

Elevation from Pile Top-ft

0 582

5 577

10 572

15 567

20 562

25 557

30 552

Pile below Ground (not to scale)

0-1.00 +1.00

Lateral Moment Axial yt Slope Max.

No. Load Load Load at Top at Top Moment

(kip) (kip-ft) (kip) (in) (in/in) (kip-ft)

1 2.3 0.0 0.0 0.0 0.00 5.1

2 6.8 0.0 0.0 0.1 0.00 15.3

3 11.2 0.0 0.0 0.2 0.00 25.7

4 15.8 0.0 0.0 0.4 -0.01 38.7

5 18.0 0.0 0.0 0.4 -0.01 45.3

6 20.2 0.0 0.0 0.5 -0.01 52.3

7 22.5 0.0 0.0 0.6 -0.01 59.7

DEFLECTION, yt -in

Single Pile, Khead=2, Kbc=1 PILE DEFLECTION vs LOADING

ALL-PILE CivilTech Software www.civiltech.com Licensed to

Amec Foster Wheeler Portland, ME

Coke Deadman Deflection - AZ20-700

Pile Top-ft

Elevation from Pile Top-ft

0 581

5 576

10 571

15 566

20 561

25 556

30 551

Pile below Ground (not to scale)

0-1.00 +1.00

Lateral Moment Axial yt Slope Max.

No. Load Load Load at Top at Top Moment

(kip) (kip-ft) (kip) (in) (in/in) (kip-ft)

1 2.1 0.0 0.0 0.1 0.00 5.2

2 6.2 0.0 0.0 0.2 0.00 15.7

3 10.4 0.0 0.0 0.3 0.00 26.3

4 14.6 0.0 0.0 0.4 -0.01 39.7

5 16.6 0.0 0.0 0.5 -0.01 46.7

6 18.7 0.0 0.0 0.6 -0.01 54.3

7 20.8 0.0 0.0 0.7 -0.01 62.4

DEFLECTION, yt -in

Single Pile, Khead=2, Kbc=1 PILE DEFLECTION vs LOADING

ALL-PILE CivilTech Software www.civiltech.com Licensed to

Amec Foster Wheeler Portland, ME

Tar (East) Deadman Deflection - AZ20-700

Pile Top-ft

Elevation from Pile Top-ft

0 580

10 570

20 560

30 550

40 540

50 530

60 520

Pile below Ground (not to scale)

0-1.00 +1.00

Lateral Moment Axial yt Slope Max.

No. Load Load Load at Top at Top Moment

(kip) (kip-ft) (kip) (in) (in/in) (kip-ft)

1 2.5 0.0 0.0 0.1 0.00 7.2

2 7.5 0.0 0.0 0.2 0.00 21.5

3 12.5 0.0 0.0 0.3 0.00 35.9

4 17.5 0.0 0.0 0.4 0.00 53.8

5 20.0 0.0 0.0 0.5 -0.01 62.9

6 22.5 0.0 0.0 0.6 -0.01 72.7

7 25.0 0.0 0.0 0.7 -0.01 83.1

DEFLECTION, yt -in

Single Pile, Khead=2, Kbc=1 PILE DEFLECTION vs LOADING

ALL-PILE CivilTech Software www.civiltech.com Licensed to

Amec Foster Wheeler Portland, ME

Tar (West) Deadman Deflection - AZ38-700N

Pile Top-ft

Elevation from Pile Top-ft

0 581

10 571

20 561

30 551

40 541

50 531

60 521

Pile below Ground (not to scale)

0-1.00 +1.00

Lateral Moment Axial yt Slope Max.

No. Load Load Load at Top at Top Moment

(kip) (kip-ft) (kip) (in) (in/in) (kip-ft)

1 2.2 0.0 0.0 0.1 0.00 5.8

2 6.5 0.0 0.0 0.2 0.00 17.5

3 10.8 0.0 0.0 0.3 0.00 29.2

4 15.1 0.0 0.0 0.4 0.00 43.4

5 17.3 0.0 0.0 0.5 -0.01 50.9

6 19.4 0.0 0.0 0.5 -0.01 58.8

7 21.6 0.0 0.0 0.6 -0.01 67.2

DEFLECTION, yt -in

Single Pile, Khead=2, Kbc=1 PILE DEFLECTION vs LOADING

ALL-PILE CivilTech Software www.civiltech.com Licensed to

Amec Foster Wheeler Portland, ME

Ferriss Marine Deadman Deflection - AZ28-700

Pile Top-ft

Elevation from Pile Top-ft

0 580

10 570

20 560

30 550

40 540

50 530

60 520

Pile below Ground (not to scale)

0-1.00 +1.00

Lateral Moment Axial yt Slope Max.

No. Load Load Load at Top at Top Moment

(kip) (kip-ft) (kip) (in) (in/in) (kip-ft)

1 2.6 0.0 0.0 0.1 0.00 6.9

2 7.7 0.0 0.0 0.2 0.00 20.6

3 12.8 0.0 0.0 0.3 0.00 35.1

4 17.9 0.0 0.0 0.5 0.00 52.3

5 20.5 0.0 0.0 0.6 -0.01 61.4

6 23.0 0.0 0.0 0.7 -0.01 71.8

7 25.6 0.0 0.0 0.8 -0.01 84.2

DEFLECTION, yt -in

Single Pile, Khead=2, Kbc=1 PILE DEFLECTION vs LOADING

ALL-PILE CivilTech Software www.civiltech.com Licensed to

Amec Foster Wheeler Portland, ME

Ferriss Marine Deadman Deflection - AZ40-700N

ATTACHMENT J-4

Structural Calculations – Sheetpile Deadman Corrosion

Version 6/2/2016 , 3:06:03 PM

DURABILITY

Section : AZ 20-700

Section modulus Wx,ini : 36.18 in³/ft

Steel area Ax,ini : 7.18 in²/ft

Reduced section modulus Wx,red : 27.53 in³/ft

Reduced steel area Ax,red : 5.33 in²/ft

Reduced moment of inertia Ix,red : 227.1 in4/ft

Reduced flange thickness tf,red : 0.276 in

Reduced web thickness tw,red : 0.276 in

Steel grade : A572 Gr.50

Yield point: 50.0 ksi

Bending moment M: 78.0 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 1.0 in

Safety factor Sf,ini: 1.93

Safety factor Sf,red: 1.47

Weight: 24.4 lb/ft²

Number of pairs of ssp: 327

Length of ssp: 35.00 ft

Total wall length: 1502.0 ft

Total ssp quantities: 642.2 net t

NOTES :

Service life : 50 years

Front :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Total loss of steel thickness: 118 mils

Version 6/2/2016 , 3:05:26 PM

DURABILITY

Section : AZ 38-700N

Section modulus Wx,ini : 70.59 in³/ft

Steel area Ax,ini : 10.87 in²/ft

Reduced section modulus Wx,red : 58.68 in³/ft

Reduced steel area Ax,red : 8.80 in²/ft

Reduced moment of inertia Ix,red : 574.8 in4/ft

Reduced flange thickness tf,red : 0.512 in

Reduced web thickness tw,red : 0.362 in

Steel grade : A572 Gr.50

Yield point: 50.0 ksi

Bending moment M: 169.0 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 1.0 in

Safety factor Sf,ini: 1.74

Safety factor Sf,red: 1.45

Weight: 37.0 lb/ft²

Number of pairs of ssp: 109

Length of ssp: 35.00 ft

Total wall length: 500.7 ft

Total ssp quantities: 324.0 net t

NOTES :

Service life : 50 years

Front :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Version 6/2/2016 , 3:03:41 PM

DURABILITY

Section : AZ 28-700

Section modulus Wx,ini : 51.34 in³/ft

Steel area Ax,ini : 9.46 in²/ft

Reduced section modulus Wx,red : 41.48 in³/ft

Reduced steel area Ax,red : 7.52 in²/ft

Reduced moment of inertia Ix,red : 374.5 in4/ft

Reduced flange thickness tf,red : 0.402 in

Reduced web thickness tw,red : 0.402 in

Steel grade : A572 Gr.50

Yield point: 50.0 ksi

Bending moment M: 120.0 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 1.0 in

Safety factor Sf,ini: 1.78

Safety factor Sf,red: 1.44

Weight: 32.2 lb/ft²

Number of pairs of ssp: 109

Length of ssp: 35.00 ft

Total wall length: 500.7 ft

Total ssp quantities: 282.1 net t

NOTES :

Service life : 50 years

Front :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Version 3/2/2017 , 11:23:31 AM

DURABILITY

Section : AZ 40-700N

Section modulus Wx,ini : 74.31 in³/ft

Steel area Ax,ini : 11.54 in²/ft

Reduced section modulus Wx,red : 62.40 in³/ft

Reduced steel area Ax,red : 9.47 in²/ft

Reduced moment of inertia Ix,red : 613.1 in4/ft

Reduced flange thickness tf,red : 0.551 in

Reduced web thickness tw,red : 0.402 in

Steel grade : A572 Gr.50

Yield point: 50.0 ksi

Bending moment M: 179.2 kips*ft/ft

Compression load N: 0.0 kips/ft

Deflection f: 0.0 in

Safety factor Sf,ini: 1.73

Safety factor Sf,red: 1.45

Weight: 39.3 lb/ft²

NOTES :

Service life : 50 years

Front :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

Back :

environment : Polluted natural soils and industrial grounds loss of steel : 59 mils

ATTACHMENT J-5

Structural Calculations – Tieback Bars

ATTACHMENT J-6

Structural Calculations – Walers, Connections, Reinforcing

APPENDIX E

SITE SUPPORT FACILITIES TECHNICAL

MEMORANDUM

FINAL

Site Support Facilities Technical Memorandum Lower Rouge River Old Channel Site

Rouge River Area of Concern, Detroit, Michigan

Great Lakes Architect-Engineer Services Contract: EP-R5-11-10

Prepared for

U.S. Environmental Protection Agency Region 5

77 West Jackson Boulevard Chicago, Illinois 60604-3507

Prepared by

EA Engineering, Science, and Technology, (MI) PLC and its Affiliate EA Science and Technology1

5918 Meridian Blvd, Suite 4 Brighton, Michigan 48116

September 2016 Revision: 0

EA Project No. 62561.17

1EA Engineering, Science, and Technology, (MI) PLC is affiliated with EA Engineering, Science, and Technology, Inc., PBC who does business as EA Science and Technology in the State of Michigan.

EA Project No.: 62561.17

EA Engineering, Science, and Technology, (MI) PLC Page i and its Affiliate EA Science and Technology September 2016

Lower Rouge River Old Channel Site Technical Memorandum Rouge River Area of Concern, Detroit, Michigan Site Support Facilities

TABLE OF CONTENTS

Page

LIST OF FIGURES ........................................................................................................................ ii LIST OF ACRONYMS AND ABBREVIATIONS ...................................................................... iii

1. INTRODUCTION

PURPOSE OF MEMORANDUM

EXISTING CONDITIONS

1.2.1 Honeywell Property

1.2.2 Point Mouillee CDF Disposal Facility

2. BASIS OF DESIGN

STAGING AREA

2.1.1 Site Access

MATERIAL STORAGE

DECONTAMINATION PAD

WASTEWATER TREATMENT

WATERFRONT

2.5.1 Moorings

2.5.2 Conveyor

2.5.3 Crane

2.5.4 Spill Plate

BARGE SELECTION

2.6.1 Barge Size

2.6.2 Number of Barges

SITE RESTORATION

3. REFERENCES

ATTACHMENT A: ENGINEERING CALCULATIONS

EA Engineering, Science, and Technology, (MI) PLC Page ii and its Affiliate EA Science and Technology September 2016

Lower Rouge River Old Channel Site Technical Memorandum Rouge River Area of Concern, Detroit, Michigan Site Support Facilities

LIST OF FIGURES

Number Title

1 Honeywell Property

2 Pointe Mouillee CDF

EA Engineering, Science, and Technology, (MI) PLC Page iii

LIST OF ACRONYMS AND ABBREVIATIONS

AOC Area of concern

BODR Basis of Design Report

CDF Confined disposal facility CY Cubic yards

GLWA Great Lakes Water Authority

EA EA Engineering, Science, and Technology, (MI) PLC and its Affiliate EA

Science and Technology EPA United States Environmental Protection Agency ft Foot (feet)

GAC Granular activated carbon GLNPO Great Lakes National Program Office

LRROC Lower Rouge River Old Channel

NAPL Non-aqueous phase liquid

PAH Polycyclic aromatic hydrocarbon

SY Square Yards

USACE United States Army Corps of Engineers

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1. INTRODUCTION

EA Engineering, Science, and Technology, (MI) PLC and its Affiliate EA Science and Technology (EA), on behalf of the U.S. Environmental Protection Agency (EPA) Great Lakes National Program Office (GLNPO), has prepared this Site Support Facilities Technical Memorandum to describe the analysis and design of material handling and disposal of sediments and debris for the Lower Rouge River Old Channel (LRROC) (site) Remedial Design, located within the Rouge River Area of Concern, Detroit, Michigan.

PURPOSE OF MEMORANDUM

The purpose of this memorandum is to provide the basis of design assumptions, calculations, and resulting decisions made to address site support facilities for work at the LRROC site. The project will include two phases of construction: 1) installation of a permanent bulkhead along a short portion of the LRROC, and 2) sediment remediation dredging and capping activities. Site support facilities will be required for both phases; however, this memorandum only includes the detailed design for the sediment remediation phase. Site support facilities for permanent bulkhead installation are being designed by the project partner. Additionally, the contract documents for construction will be separated such that the permanent bulkhead wall will be a separate Contractor, with work performed ahead of the sediment remediation phase. Site support facilities necessary for remediation include:

Staging areas to accommodate daily activities of construction and oversight personnel

Receipt and storage of sheet pile and other materials for temporary shoreline stabilization

Handling of oversized debris and demolition material within a lined containment area removed in preparation for dredging, including decontamination of limited debris types for recycling facilities

Water treatment area for decontamination area and incidental stormwater

Receipt and storage of capping and backfill materials

Positioning of the equipment to receive and handle debris from dredging and to separately load barges with granular capping and backfill materials

Temporary office facilities for managing construction and planning for vessel operations as part of dredged material transport to the CDF

Access and egress facilities to barge or boat vessels.

This memorandum is included as an appendix in the LRROC Basis of Design Report (BODR).

Drawings and Technical Specifications developed in association with this memorandum have been include as a separate appendix to the BODR, and are referenced as such. The process descriptions for how material will be handled, transported, and disposed is provided as a separate

EA Engineering, Science, and Technology, (MI) PLC Page 2 document, the Dredged Material Handling, Transportation, and Disposal Plan (BODR Appendix H).

The Engineering Drawings and Technical Specifications for Site Support do not require specific sizes of equipment other than constraints on load limits; means and methods for achieving project requirements will generally be left up to the GLNPOCS Contractor within the constraints of the Contract Documents (Engineering Drawings, Technical Specifications, and EPA Contract). This approach provides flexibility to the Contractor for optimization of their technical approach to provide best value to the Government. The means and methods presented in this design are for support of the basis of design only.

EXISTING CONDITIONS

1.2.1 Honeywell Property

The Honeywell property is approximately 12 acres of land adjacent to the LRROC located on Zug Island Road in Detroit, Michigan. The property has been identified as a staging and storage area during the Remedial Action. Currently, the site is paved asphalt with a work trailer and one other industrial building onsite. The industrial building is used to store and operate wastewater pumping equipment and other equipment for the site. The existing property has known groundwater contamination and groundwater extraction wells exist at the site which are sampled monthly. The contaminated groundwater is pumped via the wastewater pumping system and treated to prevent contaminated groundwater from travelling offsite. The entire property is surrounded by a fence with an approximate 25-foot (ft) buffer of un-paved land between the pavement and the LRROC. Two docks exists at the property: the first larger dock is in poor condition and is located approximately midway on parcel boundary adjacent to the LRROC with four mooring posts nearby; the second smaller dock with two mooring posts is located to the east near the Zug Island Bridge and is also in poor condition. It is anticipated that these docks will be demolished prior to the start of sediment remediation activities. The existing Honeywell property is shown in Figure 1.

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Figure 1. Honeywell Property

1.2.2 Point Mouillee CDF Disposal Facility

The Point Mouillee CDF is a crescent shaped CDF constructed in 1981 under the authority of Section 123 of the River and Harbor Act of 1970, Public Law 91-611, as amended. The facility is operated and maintained by the Detroit District U.S. Army Corps of Engineers (USACE), and it is owned by the Michigan Department of Natural Resources as the nearby marshes and upland area are managed as part of the Pointe Mouillee State Game Area. A constructed dike totaling

3.5 miles and 1,400 ft wide encloses 700 acres, which is split into five separate cells, and is used to contain up to 18 million cubic yards (CY) of navigational dredging material removed from the Detroit and Rouge Rivers. Currently, contaminated sediment is being placed in Cell 5, and the approximate remaining total capacity of the CDF is 3.9 million CY (USACE 2015). Any non-federal projects may use the facility for disposal if approved by USACE based upon capacity, project purposes, material contamination, and disposal fee payment. Access to the CDF is available via roadway or by the USACE-maintained entrance channel connected to the federal navigation channel associated with the Detroit River. Figure 2 shows the CDF and the surrounding area.

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Figure 2. Pointe Mouillee CDF

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2. BASIS OF DESIGN

The following sections discuss the basis of design for support facilities, with sections specific to the staging area, material storage, decontamination facilities, wastewater treatment, waterfront features, barge selection, and site restoration.

STAGING AREA

After construction of the permanent bulkhead at the Honeywell property is complete, the sediment remediation will begin. A second mobilization will occur for the sediment remediation phase, and additional staging areas will be prepared. The full Honeywell site, approximately 12 acres, will be available for site support facilities, except for the constraints detailed below. The staging area will be used for equipment storage, field offices, contractor parking, material storage, barge loading, sheet pile storage, and debris handling. The anticipated staging area layout for the sediment remediation phase is shown in the Engineering Drawings (BODR Appendix A).

The primary constraint on the use of the staging area is a recommended setback from the permanent bulkhead wall. For this BODR it was assumed that all equipment and stockpiles will be offset from the permanent bulkhead wall by 20 to 75 ft, as shown in the Drawings, to comply with maximum loading requirements for the bulkhead. The maximum allowable contact stress within the setback area is 575 pounds per square ft. These offsets are the design criteria for the permanent bulkhead, and are necessary to protect it from anticipated surcharge loads from nearshore equipment and material storage. The setbacks will apply to any material stockpiles and heavy equipment such as cranes, conveyors, loaded trucks, excavators, and dozers.

The existing site is paved with a 2- to 4-inch thick asphalt cap. It is generally 4 inches thick with a rock subgrade on the west side, and 2 inches thick with no subgrade on the east side of the site.

Tieback anchors and groundwater collection trenches will be installed up to 150 ft behind the permanent bulkhead wall. These will be fully installed before beginning sediment remediation, and the disturbed area will be covered with a temporary gravel surface. It has been assumed that the working surface for the sediment remediation Contractor for material and equipment would be placed on this gravel surface above the tiebacks, but outside the limits of the setbacks.

Appropriate waste containment, etc., is recommended as part of the design for any handling of contaminated materials.

An additional constraint for use of the staging area is an existing overhead power line. The north side of the Honeywell site has an existing overhead power line which zig zags across the site.

The overhead power line will limit use of heavy equipment in that area. It will be solely the Contractor’s responsibility to operate equipment with setbacks and safe work practices to avoid health and safety risks associated with the overhead power line. Regarding the design approach, this particular area will be largely unused. The temporary office trailers for the Contractor and Oversight Engineer, and Contractor parking will be located adjacent to the overhead power lines, EA Engineering, Science, and Technology, (MI) PLC Page 6 away from the waterfront. Also, the existing treatment building is centrally located within the site, and will limit use of the waterfront in that area.

2.1.1 Site Access

The existing site entrances will be used for site access. There are two existing gates, one at the north end of the site, and another along the east side. Haul trucks will use the north gate for an entrance, and the east gate for an exit, in this way the traffic will follow a loop through the site as shown in the Engineering Drawings (BODR Appendix A) allowing for unimpeded traffic flow in one direction. The intention is that all construction traffic will access the Honeywell properties from Zug Island Road. Traffic will access the site along Zug Island Road because this road is large enough for heavy trucking traffic, though this road has frequent truck travel related to surrounding industrial operations. Nearby roads, Cary Street and Barnes Street, while potentially closer to the waterfront, are narrow and in poor condition, and would not support construction trucking traffic.

MATERIAL STORAGE

Materials, including those used for backfill and capping operations will be transported from quarries or commercial suppliers using haul trucks. This design assumes upland handling for backfill and capping material, but the construction Contractor will also have the option to transport the materials directly to the site by barge if it provides a cost savings. If transporting material by barge, the GLNPOCS Contractor will be responsible for management of vessels in a manner that does not impact remediation productivity of in-water operations and does not impede navigation of other users. Stockpiles of materials will include capping materials, post-dredge residual cover/backfill, habitat enhancement material, granular backfill material to be used for shoreline stabilization, and sheet piling. Clean material storage will be located on the west side of the staging area. The clean material storage area has capacity for up to 5,000 CY of material. There is not adequate room to store clean backfill and capping material needed for the entire project and there is only one transloading area along the shore on the Honeywell properties as shown in the Engineering Drawings (Appendix A), as the remaining shoreline area has larger offsets for equipment due to load limits for the permanent bulkhead. It is expected that the provided footprint will give enough flexibility for stockpiling and completion of capping and backfill in phases throughout construction. Design calculations for the available storage volume and a summary of estimated backfill and capping material volumes are available in the Engineering Calculations (Attachment A).

Clean granular material will likely come from quarries along the western shore of Lake Erie, within 55 miles of the site. These clean materials will be physically offset and separated from the debris stockpiles and other materials removed from the LRROC using jersey barriers. The jersey barriers will be underlined with silt socks to provide erosion and sedimentation controls.

An additional equipment and material storage area will be available on the east side of the staging area. This will be space for other clean materials such as temporary sheet piling and

EA Engineering, Science, and Technology, (MI) PLC Page 7 marine mattresses. Regarding assumptions for the basis of design, the additional area does not include any silt barriers, and will not be equipped for granular material storage.

DECONTAMINATION PAD

Debris, including cars, trees, wood piles, and concrete slabs, will be removed from the dredge surface and loaded onto transportation barges bound for the CDF. However, the Dredged Material Handling, Transportation, and Disposal Plan (LRROC BODR Appendix H) allows for oversized debris, especially cars, to be offloaded to the upland staging area for handling and disposal if this is preferred by the selected Contractor. Also, materials and equipment that are used in the sediment remediation (e.g., temporary sheet piling, silt curtains, and sediment booms) will be returned to the upland staging area to be handled and cleaned before leaving the site.

Decontamination of the dredge bucket before leaving the site and any other similar activities are assumed to occur at the decontamination pad to contain wastewater and sediment. Therefore, a decontamination pad has been designed and included in the staging area design.

Debris and contaminated equipment will be handled on the decontamination pad. The designed pad will be 20 ft by 115 ft, providing room for the 13 anticipated cars. 13 cars is a basis of design assumption and the GLNPOCS Contractor will be responsible for verifying debris type and sizes. This pad size is also large enough to layout and clean sheet piling used for temporary shoreline stabilization between each shoreline stabilization alignment.

The pad will be designed to collect wash water and prevent stormwater runoff from travelling directly into the LRROC. The pad will be graded and sloped to drain using a layer of sand, and the perimeter of the pad will be constructed with concrete bin blocks stacked two high. The sand and bin blocks will be covered with an impervious synthetic liner, and 1 ft of coarse aggregate will be placed within the pad as a drainage collection system to collect infiltrating water. Upon disposal of all large debris and decontamination of equipment, the decontamination pad will be dismantled and removed from the site, and disposed of at appropriate disposal facilities. During use, the pad will be periodically inspected and maintained.

WASTEWATER TREATMENT

Adjacent to the decontamination pad will be a wastewater treatment pad. These pads are designed to be connected, with the decontamination pad directly draining through the rock media into the wastewater treatment pad. The wastewater treatment pad will be constructed from the same materials as the decontamination pad, including sand, concrete bin blocks, rock, and a synthetic liner. The wastewater treatment pad has been sized conservatively large to allow adequate space for storage tanks and equipment, allowing room for maneuvering around tanks and accessing the treatment system. This design for the wastewater treatment pad is shown in the Engineering Drawings (BODR Appendix A).

Wash water generated by power-washing sediment from select debris types, river water draining from wet debris, and stormwater will be treated before discharge—effectively pre-treating water to meet public water treatment facility influent requirements where final water treatment occurs.

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Water will not be discharged to the river. All water generated on the decontamination pad will be conveyed to the wastewater treatment pad, where the water will be pre-treated to levels provided by the Great Lakes Water Authority (GLWA) and discharged directly to the sanitary sewer system. This will minimize the amount of onsite wastewater treatment required.

The wastewater will be treated by a package wastewater treatment system placed within the limits of the wastewater treatment pad, and with capacity for 100 gallons per minute, and capacity to contain and treat runoff from the average weekly rainfall. This is expected to be enough capacity to treat water draining off of wet debris or wash water from a power-washer.

Water from an average weekly storm event will be collected within the bin block walls and treated within 1 day. Water volume estimates are included in the Engineering Calculations (Appendix A). Treatment will likely be a combination of batch treatment and continuous water treatment, predominantly treating water after some collection in storage tanks occurs. The Contractor may provide other equivalent means and methods for disposal of wastewater, including batch tank storage and offsite treatment, subject to Owner approval.

After treatment in the package plant, a temporary above-ground pipeline will provide conveyance of treated water to the point of discharge on an existing sanitary sewer on the northwest side of the staging area. An existing water treatment system at the site, the Groundwater Treatment Facility, currently discharges treated water to a manhole on this sanitary sewer under a permit which was used as a basis for this design. Also, an inactive water treatment system, the Wastewater Treatment Plant, has a 4 inch pipeline which discharges to a different manhole on the same sanitary sewer. For this design, the treated water discharge will be tapped into a manhole on the sanitary sewer, and the pipeline is shown in the Engineering Drawings (BODR Appendix A). The Contractor will also have the option to tap into the inactive 4 inch Wastewater Treatment Plant discharge pipeline. However the condition of the existing pipe is uncertain and any unanticipated costs resulting from using the existing pipe will be the responsibility of the Contractor. EPA has obtained the required GLWA permit for discharge from this temporary treatment system. The conveyance pipeline will be aligned by the Contractor across the staging area, and the design has assumed two temporary pipe ramps will be installed to allow truck access over the pipe.

Potential contaminants expected to be present in the LRROC and requiring wastewater treatment may include polycyclic aromatic hydrocarbons (PAHs) and non-aqueous phase liquid (NAPL).

There are additional contaminants—including benzene, ethylbenzene, toluene, 1,2,4-trimethylbenzene, and xylene—present at the Honeywell site, which are being treated by the existing groundwater treatment system. Metals are present in sediment at levels that have not required sediment remediation but may still be of concern to GLWA in relation to discharge standards. Any of these contaminants may be present in debris gathered from the site. The wastewater treatment system will require treatment for all of these potential contaminants.

The wastewater treatment system will include an oil-water separator for NAPL, a bag filter, a weir tank, a holding tank, and an activated carbon filter. The existing groundwater treatment system includes some unused components, including two 20,000-lb carbon vessels, which may be used as a part of this temporary treatment system, but are not a requirement.

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A typical treatment train may be as follows:

Raw influent water is pumped to weir tanks for storage and initial solids removal.

Effluent from the storage tanks is pumped into an oil/water separator to remove free-phase oil.

Effluent from the oil/water separator is pumped through bag filters and potential sand filters, for additional suspended solids removal, and then through granular activated carbon (GAC) vessels for treatment of remaining organic compounds.

Effluent from the GAC vessels is pumped through post-filters to remove remaining fine particulates.

Treated water is pumped into an effluent holding tank that will provide capacity for a small volume of treated water.

o Water will be held in this tank as needed, particularly during the initial testing of the treatment system, while awaiting sampling results confirming that the treatment meets the permit requirements for discharge to the sanitary sewer manhole.

o Regular sampling will be conducted to verify that the requirements for discharge are met according to permit requirements.

The ultimate sizing, order, layout, and design of the treatment system will be the responsibility of the Contractor to meet the performance specifications outlined in the Contract Documents and any requirements identified in the GLWA discharge permit.

WATERFRONT

Access to the waterfront of the staging area will occur to place backfill and capping materials on barges and remove debris from barges. The 20- to 75-ft setback from the permanent bulkhead, as previously described and as shown in the Drawings, will be enforced for all equipment and material handling from barges to shore so as to not overload the structure. The Contractor will be required to provide safe access and egress facilities for all Contractor, Oversight Engineer, and Owner personnel to barge or boat vessels. An example layout plan in shown on the Engineering Drawings (BODR Appendix A), and it is the responsibility of the GLNPOCS Contractor to size equipment and determine the final layout of the staging area.

2.5.1 Moorings

The existing timber piers and docks will have been removed for construction of the bulkhead.

Therefore, piers will not be available and an alternative docking methodology will be used for the sediment remediation. Four steel mooring piles designed by the GLNPOCS Contractor for

EA Engineering, Science, and Technology, (MI) PLC Page 10 their vessels will be driven into the river bank along the Honeywell staging area as shown in the Engineering Drawings (BODR Appendix A). They will be setback from the bulkhead by approximately 20 ft to protect the existing structure from vessel impacts, and provide sufficient water depth for vessel draft requirements, etc. Barges will moor to these steel piles during material or debris transfers. The steel piles will provide protection for the bulkhead wall and will also limit the amount of barge spudding within the adjacent dredge units.

2.5.2 Conveyor

To place sand and gravel material from their respective stockpiles onto the barges (such as capping materials), dozers is anticipated to be used for moving material from the clean material storage area to a material hopper which will feed a truck-mounted tele-belt conveyor belt (or equivalent). The conveyor will move material from sand up to 4-inch diameter rock. The conveyor truck will be positioned outside the 20-ft bulkhead setback, supported on a 24 ft by 24 ft timber crane mat to reduce contact stress on the bulkhead tiebacks and will have a minimum reach of over 100 ft; allowing it to reach over the setback and fill a barge. The conveyor truck will be provided by the Contractor for conveyance of backfill and capping materials.

2.5.3 Crane

The conveyor will be used to convey material 4 inches and smaller. Larger materials, such as riprap and cars, will be handled by crane. A 100-ton truck-mounted or crawler type crane has been assumed in the design. This class of crane is expected to provide the reach length and lifting capacity needed, however the Contractor will be responsible for selecting the appropriate equipment for their work. The designed crane was sized to safely lift a 16-ton load at a 100-ft reach. This provides a safety factor of 2, for the most conservative condition, when lifting a sediment filled car body. The crane has been assumed to be positioned adjacent to the decontamination pad, and outside of the 20-ft bulkhead setback. It will be supported on a 24 ft by 24 ft timber crane mat to reduce contact stress on the bulkhead tiebacks.

For transfer of riprap to barges or debris from barges into the staging area, the crane will be used with grapple, chains, or similar attachments providing suitable construction aids for safe transfer of materials up to the size and weight of expected oversized debris (cars, large metal pieces, large timbers, etc.). Riprap should be transferred using fully closing “rock boxes” or other method to safely contain the materials for transfer. Larger capping material will be stored adjacent to the crane so it can be used for conveying larger rock material to barges. The crane will be provided by the Contractor and available on site meet the projects oversized debris and large material handling needs.

2.5.4 Spill Plate

As debris and used equipment are transferred from barges to the decontamination pad, water and sediment are expected to drop or spill from the crane bucket. Drips and sediment loss will be unavoidable and contamination to the waterfront will not be allowed. All drips and sediment loss while transferring debris or equipment from barges to decontamination pad will need to be

EA Engineering, Science, and Technology, (MI) PLC Page 11 collected and processed for treatment and/or disposal. This design assumed that a custom fabricated spill plate will be fitted between the decontamination pad and the steel moorings posts. This spill plate was designed to be 20 feet wide and over 44 feet long to span across the 20-foot wide bulkhead wall setbacks on each side, plus at least 2 feet on each end for overhang.

It has 1-foot high side walls, and it is drawn to be sloped at a 2 percent grade back into the barge, where a spill collection pad must contain drips, etc. For this design it was assumed that GLNPOCS Contractor will design and custom fabricate an approved spill plate (or approved and equal alternative) in accordance with Contract Documents. The detailed structural design of the spill plate will be completed by the GLNPOCS Contractor’s steel fabricator. A typical detail for the assumed spill plate is provided in the Engineering Drawings (BODR Appendix A).

BARGE SELECTION

Many barges will be used throughout the project to move material and debris around the project site, provide a working platform for dredging equipment, to transport dredged material to the CDF, and to offload dredged material at the CDF. The dredging equipment barge will be designed by the project partner and is described within the BODR. The remaining barges used for site support are described in this section.

A capping barge recommended within the LRROC backfill material and capping material loading and offloading at the staging area. This will be a deck barge with capacity for 500 CY of material; smaller than the sediment transport barges and only used within the LRROC. A Debris barge may also be used and will be similar to the capping barge. It will have side walls that will be sealed to hold in liquids if transporting debris.

An offloading barge will be moored at the CDF. This will be a deck barge housing the hydraulic pump for offloading material. The offloading barge will remain staged at the CDF throughout the duration of the work for the sole purpose of transferring materials and storing equipment and materials facilitating Contractor dredged material offloading operations, unless otherwise required for logistical coordination with USACE and with other CDF users. When a sediment transport barge arrives at the CDF, it will spud alongside this offloading barge, and offloading can begin immediately. No time will be spent setting up the pump or other offloading equipment. Using this one offloading barge with one hydraulic pump will reduce the number of pumps needed for offloading as the one pump will remain at the CDF and can be used for all barges that go to the CDF. The offloading barge will also include a crane or articulated fixed-arm excavator with grapple attachment and bucket attachment which can remove debris or clay from the barge that is not removed by hydraulic offloading. The debris will be stockpiled within the CDF within Cell 5, immediately adjacent to the offloading barge. The CDF surface near the offloading barge is expected to support the loading from stockpiles of debris and low ground pressure equipment, which the Contractor will coordinate with USACE.

Large transportation barges will be used to transport material from the LRROC to the CDF. As an environmental bucket is being utilized, the water collected during dredging will be placed within the transportation barges. To ensure that the barge meets requirements, the most recent

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U.S. Coast Guard certificate of inspection shall be provided.