P678 Spec Appendices Volume 2_20220118 (1).pdf

PDF 44 MB Posted Jan 27, 2022

Attached to: P-678 Dry Dock 8 Saltwater System for CVN-78, Norfolk Naval Shipyard, Portsmouth, Virginia
Solicitation number: N40085-22-R-2598
Issued by: Department of the Navy Naval Facilities Engineering Command

About this file

Written by GovTribe AI · Dec 27, 2023

This document provides details for a special notice regarding solicitation number N40085-22-R-2598 for P-678 Dry Dock 8 Saltwater System for CVN-78 at Norfolk Naval Shipyard in Portsmouth, Virginia. The Naval Facilities Engineering Command Mid-Atlantic is seeking industry feedback on the complete drawings and specifications for the project through submission of comments on an attached spreadsheet. Feedback is due via email by the specified date. While the government is not obligated to incorporate any feedback received, it may choose to do so if deemed in the best interest of the government. A pre-solicitation notice will be issued 15 days prior to release of the solicitation, which will include the final requirements documents that take precedence over this notice. This special notice does not represent a binding procurement action by the government.

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P678 Part 3 Phase 2 Specs_20220118.pdf	PDF	Jan 27, 2022
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P-678 DRY DOCK 8 SALTWATER SYSTEM FOR CVN-78

NORFOLK NAVAL SHIPYARD, PORTSMOUTH, VIRGINIA

VOLUME 2

SPECIFICATION APPENDICES

100% FINAL BACKCHECK SUBMITTAL

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND MIDLANT

eProject Number: 1364315

18 January 2022

P-678 DRY DOCK 8

SALTWATER SYSTEM

SPECIFICATION APPENDICES

100% FINAL BACKCHECK

SUBMITTAL

Prepared for

NAVFAC MIDLANT

NORFOLK, VA

Contract No. N40085-18-D-1100 eProject #1364315

18 January 2022

P678 Dry Dock 8 Saltwater System for CVN-78 Norfolk Naval Shipyard, Portsmouth VA

WO#: 1364315

PROJECT TABLE OF CONTENTS Page 6

SPECIFICATION APPENDICES

TABLE OF CONTENTS

Appendix A – Reference Drawings A1 – 1941 Dry Dock 8 Discharge Header and Culvert A2 – 1942 Dry Dock 8 Pumpwell A3 - 1941 Quay Wall North of Entrance Pile Plan A4 – 1961 Dry Dock 8 Pump Stations A5 – 1961 Utilities Increment – Dry Dock 8 Sheets A6 – 2009 Dry Dock 8 Repair Walls and Floor – Typical Sections A7 – 2016 Dry Dock 8 Stop Log Seat Repair A8 – 1998 NNSY Drawings – Pumpwell 8 Schematic Flooding & Dewatering Isometric A9 – 2020 Pumpwell 8 – Replace MDP-2 Appendix B – Historical Geotechnical data Appendix C – Project Geotechnical Data Appendix D – Soils Chemical and Environmental Analytical Results Appendix E – HAZMAT Inspection Drawing and Laboratory Reports Appendix F – Utility Test Hole Logs Appendix G – Electric Manhole Survey Appendix H - Stormwater Management Plan Appendix I – Permits and Approvals Appendix J – NNSY Instructions P5090 Appendix K – Five-Year Site Management Plan

APPENDIX ‘G’

Electric Manhole Survey

Date:

Manhole:

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 6”

59” 44”

EMH-S5

M. Case

5Nov2020

44”

22”

13” 13”

” 13

78”

120”

17”9

W. R. O’Neal Electric Inc.

Norfolk Naval Shipyard Manhole Surveys

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

EMH S5 M. Case

#10

#11

#12

#13

#14

#15

5Nov2020

6” PVC

Empty

6” PVC

(3) 750MCM, 35KVA

(1) 4/0 Ground, (1) Fiber

#15

#14

#12

#11

#10

DD8 PMSG-S1 PMSG-S2

DD8 GTS-4 PMSG-S2

(1) 4/0 Ground, (1) Fiber #13

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

1 2

36”

24”

36”

24”

18”

EMH-631

M. Case

5Nov2020

33”

72”

13”

3 4 5 6 7 8 9 10

11 12 13 14 15 16 17 18 19 20 21 22

4”4”

24”

36”

3” 8”

60”

23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42

6” 6”

434410” 10”

10”

1/ 2”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

EMH 631 M. Case

#10

#11

#12

#13

#14

#15

#16

#17

#18

#19

#20

#21

#22

#23

#24

4” PVC

5Nov2020

(40) #6, (5) #10

(40) #6

(1) 1 1/2”, (3) 1” Cables

(3) 350 MCM/ N9S1

(3) 350 MCM/ CC-3S5

(1) 1 1/2”, (2) 3/4” Cables

(3) 350 MCM/ N9S1

(3) 350 MCM

Inaccessible

(3) 350 MCM

(3) 1” Cables

(3) 350 MCM

(3) 1” Cables

(1) 750 MCM 35KV

#57, #2, #44

#26, #23

#38

#34

#42

#30

#34

#35

#50

#36

#49

#62

Inaccessible

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

#25

#26

#27

#28

#29

#30

#31

#32

#33

#34

#35

#36

#37

#38

#39

#40

#41

#42

#43

#44

#45

#46

#47

#48

4” PVC

EMH 6315Nov2020 M. Case

(1) 1/2” Cable

(3) 350 MCM/ N8

4” PVC

(1) 750 MCM 35KV

(3) 350 MCM

(3) 350 MCM/ CC-3S5

(3) 1”, (1) 1/2” Cables

(2) 1/2” Cables

(3) 350 MCM/ N9S1

(1) 1 1/2”, (2) 3/4” Cables

(5) #10

(3) 350 MCM/ N05

(1) 3/4”, (1) 1/2” Cable

Empty

#56

#64

#54

#65

#55

#11

#19

#23

Inaccessible

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4” PVC

EMH 6315Nov2020 M. Case

3” PVC

(1) 1” Cable

(3) 350 MCM

Empty

(1) 1” Cable

(1) 750 MCM 35KV

(3) #10, (2) #6

(1) 1/2” Fiber

Empty

(6) #6

(1) 1/2” Cable

(1) 750 MCM 35KV

Empty

#15

#29

#33

#25

#24

#28

#32

#49

#50

#51

#52

#53

#54

#55

#56

#57

#58

#59

#60

#61

#62

#63

#64

#65

#66

#67

Inaccessible

Inspector:

Cover-

Ceiling Height- 72”

Top Thickness-

Conduits- 2”, 3”, 4”

35”

16”

EMH-631S

S. Irwin

5Nov2020

33”

12”

11”

52”

20”

54”

63” 7”

2 3 4 5

3”

17”

11”

28”

11”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

5Nov2020 EMH 631S S. Irwin

#1 8/3 UF, (2) 1/2” Fibers, (5) 3/4” Fiber2”

1” Communication#1 2”

Unknown

Splice Box

3”

(2) 3/4” Fibers, 3/8 Fiber

(5) 3/4” Communication

Unknown

Splice Box

(2) 3/4” Fiber

1” Communication

1/2” Fiber

Unknown

Splice Box

Unknown

#13

Unknown3/8” Fiber

(2) 1” Communication Splice Box

2”

(2) 1/4” Fibers, (3) 1/2” Fibers, (2) 3/8” Fibers

1” Communication Splice Box

Unknown

3”

(3) 1” Communication Splice Box

(2) 3/8” Fiber Unknown

8/3 UF Cable #1

3”

1 1/2” Communication

2” Smurftube

(2) 1/2” Fiber

Splice Box

#14

Unknown

#10

#11

#12

4”

3” Communication

(4) 3/4” Fiber

1” Communication

Splice Box

#15-19 4” Inaccessible

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

36” 10”

EMH-632

M. Case

4Nov2020

33”

12”

8” 8”

” 8” 8”

71”

36”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

EMH 632 M. Case4Nov2020

#10

#11

#12

#13

#14

#15

#16

#17

#18

#19

#20

#21

#22

#23

#24

4” PVC

(3) 3/4”, (4) 1/2”, (1) 1/4” Cable

(1) 2 1/2” Cable

(1) 1 1/2”, (1) 1” Cable

(3) 1 1/2” Cable

(1) 2 1/2” Cable

(3) 1 1/2” Cables

(4) 3/4”, (1) 1/2”, (4) 1/4” Cables

(1) 1 1/2”, (1) 1”

#32

#23

#22

#21

#28

#27

#34

#25

#31

#26

Inaccessible

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

EMH 632 M. Case4Nov2020

4” PVC

(3) 1 1/2” Cables

#25

#26

#27

#28

#29

#30

#31

#32

#33

#34

#35

#36

#37

#38

#39

#40

(3) 1” Cables

Inaccessible

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

50” 16”

EMH-632S

S. Irwin

4Nov 2020

33”

71”

12”

18”

8”

20”

28”

8”

42” 20”

8” 8”

28”

42”

14”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

3” Comm

1/2” Fiber

1 1/2” Comm

3/4” Fiber

1 1/2” Comm

3/4” Fiber

1” Comm

1/2” Fiber

LV Tubing

3/8” Fiber

3/4” Fiber

1” Comm

UF Cable

4” PVC

Unknown

4Nov2020 EMH 632S S. Irwin

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

1 2

24” 8”

36”

20 21 22 23 24 25 26 27 28 29 30 3132

36”

20”

6”

EMH-634

M. Case

4Nov2020

33”

72”

15”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

EMH 634 M. Case

#10

#11

#12

#13

#14

#15

#16

#17

#18

#19

#20

#21

#22

#23

#24

4” PVC

(40) 1/4” Cables

(2) 3/4”, (1) 1/4”, (2) 1/2”, (1) 1” Cables

(4) 1”, (1) 3/4”, (1) 1/2”

(1) 2 1/2” Cable

(2) 1 1/2” Cable

(6) 1/2”, (1) 3/4” Cable

(3) 1 1/2” Cable

(1) 2” Cable

(3) 1 1/2”, (1) 1/2”

(1) 2 1/2” Cables

(3) 1 1/2” Cables

(1) 2 1/2” Cables

(3) 1 1/2” Cables

(1) 2 1/2” Cables

(3) 1 1/2” Cables

(25) 1/4” Cables, (1) 1/2” Cables

(1) 1 1/2”, (2) 3/4”, (2) 1/2”

(3) 1 1/2” Cables

(2) 1/2” Cables

Empty

4Nov2020

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

#25

#26

#27

#28

4” PVC

Empty

EMH 6344Nov2020 M. Case

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

66”

15”53

EMH-634S

S. Irwin

4Nov 2020

33”

67”

16”

6”

33”

18”

13”

48”

19”

14”

5”

17” 8

19”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4Nov2020 EMH 634S S. Irwin

#1 4” PVC 3/4” Fiber

(2) 1/2” Fiber

Unknown

#2 4” PVC (2) 3/4” Fiber Unknown

#13

Junction Box

Unknown

4” PVC 3/4” Fiber

1 1/4” Comm

(5) 1/2” Fiber

4” PVC 3/4” Comm

3/4” Comm '

(20) 3/4” Fiber

4” PVC LV Tubing (Smurftube)

(20) 3/4” Fiber

1/4” Fiber Unknown

#11 #6

4” PVC (2) 3/4” Fiber

3/8” Fiber

Unknown

#7 4” PVC 3/4” Comm Unknown

(2) 8/3 Conn. UF Cable

1” Fiber

#10 Ground

#11

Unknown

#9 3” Comm Junction Box

#10

#11

4” PVC

LV Tubing (Smurftube)

2” Comm

(2) 8/3 Conn. UF Cable

1/2” Fiber

1” Fiber

Junction Box

4” PVC

#12

#11

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4Nov2020 EMH 634S S. Irwin

4” PVC 4

Unknown

4” PVC

Junction Box

#12

3/4” Fiber

1” Comm

3/4” Fiber

3/4”Fiber

#13

4” PVC 1” Comm

3/4” Fiber

1/2” Fiber

(2) 3/4’ Fiber

Unknown

#11

#14

1” Comm

1 1/4” Comm

1” Fiber

(11) 3/4” Fibers

4” PVC

Inspector:.N

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

24”

48”

36”

33”

EMH-635

M. Case

5Nov 2020

33”

72”

15”

36”

1710”

12”

6” 6”

Cable Rack

41 10”

12”

16”

16” 10”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4” PVC

#10

#11

#12

#13

#14

#15

#16

#17

#18

#19

#20

#21

#22

#23

#24

4” PVC

EMH 635 M. Case5Nov2020

(4) 3/4”, (1) 1/4” Cables

(3) 1 1/2” Cables

Empty

(1) 1”, (2) 1/2”, (4) 1/4” Cables

(1) 1 1/4”, (1) 3/4” Cables

(2) 3/4”, (3) 1/4” Cables

(1) 2 1/2” Cable

(3) 1 1/2” Cables

(3) 1 1/2” Cables (N04 Label)

(1) 2 1/2” Cables (35R1 Label)

(3) 1 1/2” Cables

(3) 1 1/2’ Cables

(1) 2 1/2” Cales 12KV (N9/S1 Label)

(3) 1 1/2” Cables

(1) 2” Cables

(3) 1 1/2” Cables

(1) 3/4” Cables

Empty

#29

#34

#29, #32

#27

#33

#34

#30

#35

#38

#33

#41

#28

#36

Inaccessible

#41

#32

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4” PVC

EMH 635 M. Case5Nov2020

#25

#26

#27

#28

#29

#30

#31

#32

#33

#34

#35

#36

#37

#38

#39

#40

#41

Empty

(1) 1 1/4” Cables, (1) 3/4” Cable

(3) 1 1/2” Cables

(5) 1”, (3) 3/4”, (1) 1/2” Cables

(1) 2 1/2” Cables

(3) 1 1/2” Cable

(2) 1”, (1) 3/4”, (3) 1/2”, (4) 1/4” Cables

(1) 2” Cables

(3) 1 1/2’ Cables

(3) 1 1/2” Cables

(1) 2 1/2” Cables

(3) 1 1/2’ Cables

(3) 1 1/2” Cales

(1) 2”

(3) 1 1/2” Cables

#18

#17

#12

#13

Inaccessible

#14

Inaccessible

#10

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

63”

13”52

EMH-635S

S. Irwin

5Nov 2020

33”

68”

16”

36”

26”

33”

6” 20”

10”

48”

6”

34”

14”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

#11

4” PVC

1 1/2” PVC

4” PVC

2” LV Tubing

(1) 3/8” & (1) 1/2” Fiber

(6) 3/8” Fiber

1/2” Fiber

(17) 1/4” Fiber

1/8” Fiber

3/4” Fiber

(19) 1/4” Fiber

2” Comm

.1 3/4” Comm

(2) 3/4” Fiber

1/2” Fiber

1” Comm

3/8” Fiber

2” Comm

3” Fiber

3/4” Fiber

1/4” Fiber

1/8” Fiber

1 1/2” Comm

4” PVC

4”

PVC

4” PVC

#10

Unknown

#10

Junction Box

JUnction Box

5Nov2020 EMH 635S S. Irwin

Inspector:N

Cover-

Ceiling Height-

Top Thickness-

Conduits- 4”

36”

14”

24”

60”

36”

22. 23 24

28 29 30 31 32 33

60”

EMH-636

M. Case

32”

48”

16”

6”6”

7 8 9 10 11 13 14 15

17 18 20 21

30”

34 35 36

25 26 27 6”6”

6”

Cable Racks

C able

R acks

C able

R acks

C ab le

R ac ks

5Nov 2020

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

5Nov2020 EMH 636 M. Case

4” PVC

#10

#11

#12

#13

#14

#15

#16

#17

#18

#19

#20

#21

#22

#23

#24

4” PVC

(1) 1/2’ Cable

(3) 1 1/2” Cables (Spliced)

(3) 1/2’ Cables

(1) 1/2’ Cables

(1) 3/4” Cable

(3) 1” Cable, (1) 1 1/2” Cable

(1) 1 1/2”, (3) 1/2”, (1) 1/4” Cables

(1) 1 1/2”, (3) 1/2” Cables

(2) 3/4”, (2) 1/2”, (4) 1/4” Cables

(3) 1 1/2” Cables

(1) 2 1/2” Cable

(3) 1 1/2” Cables

(1) 2 1/2” Cable

(1) 2 1/2” Cable (Spliced)

(3) 1 1/2” Cable

(1) 2 1/2” Cable

(3) 1 1/2’ Cable (Spliced)

(3) 1 1/2’ Cable

(3) 1 1/2” Cable

(1) 1 1/2”, (1) 3/4” Cable

(2) 3/4”, (2) 1/2”, (4) 1/4” Cables

Empty

Inaccessible

#23

#36

#22

#22, #27

#22, #23, #27

#29

#32

#25

#30

#26

#31, #28

#33

#2, #36

#34

Inaccessible

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

5Nov2020 EMH 636 M. Case

4” PVC

#28

#29

#30

#31

#32

#33

#34

#35

#36

#25

#26

#27

4” PVC

(1) 2 1/2” Cable

(1) 3/4”, (3) 1/2” Cables

#12

#14

#8, #9

#15, #31

#10

#13

#15, #28

#16

#21

#2, #19

Inaccessible

(1) 2 1/2” Cable (Spliced)

(3) 1 1/2” Cables

(1) 2 1/2” Cable (Spliced)

(3) 1 1/2” Cables

(3) 1 1/2” Cable

(1) 2” Cable

(3) 1 1/2’ Cables (Spliced)

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 2”, 4”

49”

51”

49”

EMH-636S

S. Irwin

5Nov 2020

33”

70”

16”

1 20”

10” 14”

16”

56 7

8 9

” 30

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

5Nov2020 EMH 636S S. Irwin

1 1/2” Comm

1” Comm

3/8” Fiber

2” Comm

(6) 1/2” Fibers

(2) 1/4” Fibers

1” Comm

3/4” Fiber

1/2” Fiber

4/0 Ground

#10 Ground

2” Comm

3/4” Fiber

1/2” Fiber

1 1/4” Comm

1” Comm

(6) 1/2’ Fiber

2 1/2” Comm

2” PVC

4” PVC

Junction Box

Unknown

Junction Box

Inspector:

Cover-

Ceiling Height-

Top Thickness-

Conduits- 1”, 2” & 4”

1 2

36”

28”

36”

60”

18”

EMH-640

M. Case

4Nov2020

33”

71”

12”

28”

Cable Rack

8” 10”

C able

R ack

18 19 20 21 22 23 24 25 26

4”8”

28”

8”

14”14”

12”

36”

3” 3”

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4Nov2020 M. CaseEMH 640

4” PVC

#10

#11

#12

#13

#14

#15

#16

#17

#18

#19

#20

#21

#22

#23

#24

4” PVC

1” PVC

2” PVC

4” PVC

Empty

(2) 3/4” Cables

(6) 1/2” Cables

(3) 1 1/2” Cables

(1) 1 1/2”, (1) 1” Cables

(4) 1/4’ Cables

(2) 1” Cables

(1) 2 1/2’ Cables

(3) 1 1/2” Cables

Empty

(1) 2 1/2’ Cables

(3) 1 1/2’ Cables

(3) 1 1/2” Cables

(1) 2 1/2” Cable

(3) 1 1/2’ Cables

(3) 1 1/2” Cables

(1) 2” Cable

(1) 2 1/2” Cable

(2) 1” Cables, (1) 1/2” Cables

(1) 2 1/2” Cable

(1) 2 1/2” Cables

#31

#18

#28

#32

#39

#44

#30

#29

#34

#33

#35

Inaccessible

Date: Manhole Number: Inspected By:

Conduit # Conduit Size Conductor Quantity, Size, & Type Conduit # at opposite end

4” PVC

#25

#26

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45”

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120”

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(3) 750MCM, 35KVA Ckt. DD8 PMSG-1, PMSG-N1 #22

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APPENDIX ‘H’

Stormwater Management Plan

Naval Facilities Engineering Systems Command

P-678 Dry Dock 8 – Saltwater System Norfolk Naval Ship Yard

EProject No. 1364315

Revision 1 1/18/2022 prepared for

Naval Facilities Engineering Systems Command P-678 Dry Dock 8 – Saltwater System

Norfolk Naval Ship Yard Portsmouth, Virginia

EProject No. 1364315

Revision 1 1/18/2022 prepared by

Burns & McDonnell Chesapeake, Virginia

TABLE OF CONTENTS

Page No.

1.0 PROJECT OVERVIEW

1.1 Location and Project Summary

1.2 Geotechnical Investigations

1.3 Soils

1.4 Floodplain and Tidal Data

1.5 Pre-Development Site Conditions

1.6 Post-Development Site Conditions

2.0 HYDROLOGY AND HYDRAULICS

2.1 Methodology and Design Criteria

2.1.1 Rainfall Data

2.1.2 Runoff Data

2.1.3 Pre-Development Drainage Areas

2.1.4 Post-Development Drainage Areas

3.0 STORMWATER MODELING RESULTS

3.1 Hydrology

3.2 UFC Low Impact Development Requirements

3.3 Water Quality

3.4 Water Quantity

3.5 Flood Protection / Ten Year Storm Event

3.6 Storm Drainage Design

3.7 Temporary Erosion Controls

3.8 Permanent Erosion Controls

APPENDIX A: DRAINAGE AREA MAPS

APPENDIX B: 2013 VRRM WORKSHEET

APPENDIX C: FEMA FLOOD INSURANCE RATE MAP

APPENDIX D: NRCS WEB SOIL SURVEY

APPENDIX E: GEOTECHNICAL REPORT

APPENDIX F: HYDROLOGY MODELS

APPENDIX G: STORM DRAIN DATA COMPILATION - INLET AND PIPE SIZING CALCULATIONS

APPENDIX H: POST-DEVELOPMENT STORMWATER WAIVER REQUEST

APPENDIX I: P678 DD8 WATERSHED AREA

1.0 PROJECT OVERVIEW

1.1 Location and Project Summary

The Moffatt & Nichol and Burns & McDonnell Joint Venture (MN+BMCD JV) is contracted with

NAVFAC MIDLANT to provide full design services for the P-678 Dry Dock 8 Saltwater System at Norfolk Naval Shipyard, Portsmouth, VA. The project site is located immediately adjacent to the Southern Branch of the Elizabeth River Basin, see Figure 1. The Saltwater System project will increase the dry dock saltwater supply and discharge systems pumping capacity to serve the increased saltwater cooling requirements needed to support the CVN-78 Class aircraft carrier reactor cooling, provide firefighting capability, and satisfy component and personnel cooling for the vessel while in dry dock. The project will be constructed in two (2) phases to allow for the scheduled dry docking of a CVN-69 class aircraft carrier for required maintenance and repairs.

Figure 1 – Southern Branch Elizabeth River Basin

The first phase of work is the installation of linear underground electrical and telecommunications ductbank, to improve and standardize the current electrical system for the dry dock. In addition to the linear ductbank, Phase 1 electrical improvements include the installation of two substations and operating system upgrades to existing Pumpwell 8, which pumps down saltwater from the dry dock. As part of the pumpwell upgrades, a replacement saltwater drain pipe for the pumpwell will be installed. Exterior electrical improvements to Pumpwell 8 include the installation of a switchgear pad with emergency generator and associated fuel tank. These items, as well as the substations, will be installed on elevated equipment pads. Upon stabilization of the Phase 1 construction, the dry dock will return to normal operational conditions for approximately 18 months while the CVN-69 Carrier is dry docked.

The second phase of work will provide two replacement saltwater pumping stations (Pump Station

6 and Pump Station 8) that will increase the saltwater supply and discharge pumping capacity. A

36” diameter linear underground saltwater main will be installed to carry the increased flow around the dry dock.

1.2 Geotechnical Investigations

A subsurface site investigation program was performed by GET Solutions Inc. on January 21, 2021. The field exploration included 22 borings made around Dry Dock 8, one (1) thin-walled

Shelby tube sample, one (1) seismic cone penetration test with pore pressure and shear wave velocity measurements, and pavement section cores.

Strata encountered at the site in order of increasing depth below pavements or mudline typically consist of uncontrolled fill, loose to medium dense sand, and the Yorktown Formation consisting of sand with varying amounts of silt, clay, and shell fragments. The thickness, depth, and properties of the strata vary by area locations.

The initial groundwater level was observed based upon the wetness of the recovered soil samples and measured. It was noted that the estimated seasonal high-water table fluctuates between years based upon drainage, tidal patterns, and rainfall. Based upon current and historical groundwater data, the seasonal high groundwater table is determined and provided within the geotechnical report.

1.3 Soils

The soils are defined as Urban Soils per the NRCS Web Soil Survey, with an assumed hydrologic soil group D (area was unable to be determined). The NRCS Web Soil Survey information is located in Appendix D.

1.4 Floodplain and Tidal Data

The site is located within a Special Flood Hazard Area, with Base Flood Elevation (BFE) of 8-feet

(NAVD88), Zone AE, as determined by FEMA Flood Insurance Rate Map (FIRM) 5155290083 and 5155290091D effective 8/3/15. When adjusted to NNSY Datum, the BFE is 103.08-feet. See

Appendix C for FEMA FIRM. The Mean High Water (MHW) Elevations at the Base is 96.18 and the Mean Higher High Water (MHHW) Elevation is 96.39, which were utilized with the stormwater design, to ensure no impacts to starting tailwater conditions occurred in calculations.

Using the Department of Defense (DoD) Regionalized Sea Level (DRSL) approach to determine the Design Flood Elevation (DFE), the DFE has been determined to be elevation 107.00 (rounded).

Exterior electrical and mechanical equipment are elevated to DFE of 107.00. Main level finish floor elevations of the pump station buildings and their operating systems are at elevation 109.00 to provide an additional factor of safety above the DFE.

1.5 Pre-Development Site Conditions

The pre developed site condition for the Dry Dock 8 Site conditions consists of 100% impervious surface materials including concrete and asphalt pavement and structures.

Existing pump station Building 829, 828, 1490, and 1528 will be demolished and removed from the site. The remainder of the site consists of asphalt and concrete pavement where prefabricated temporary buildings reside; these buildings, including a nuclear gear room will be removed by the government prior to construction. Crane rails and train rails are within the site area. Several underground utility tunnels traverse the site; they will be removed and replaced with direct bury utilities. Stormwater is collected by an existing stormwater conveyance system which discharges directly to the river to the east.

1.6 Post-Development Site Conditions

The post developed site condition for the Dry Dock 8 Site conditions consists of 100% impervious surface materials including concrete and asphalt pavement and structures.

Post-development improvements include construction of two electrical and telecommunication substations, Pumpwell 8 exterior electrical improvements (a switchgear pad with emergency generator and associated fuel tank), and two replacement saltwater pump station buildings, each provided with an emergency generator and associated fuel tank. On the north of the dry dock, Pump Station 6 replaces Building 829. On the south of the dry dock, Pump Station 8 replaces

Building 828. The remainder of the site areas will be restored and stabilized with concrete and asphalt pavement. Upgrades to the storm sewer system will be made at Pumpwell 8 as well as at each pump station. Stormwater quality treatment will be provided for Pumpwell 8 and Pump

Station 8 drainage areas before the runoff is conveyed downstream.

Post-development water quality treatment will be met in accordance with VADEQ regulations.

Utilizing the Virginia Runoff Reduction Method, Stormwater Quality design takes into account the combined project Phases 1 and 2 disturbed area of 7.25 acres, which excludes areas of linear utility trenching limits of 2.17 acres.

A request to waive the stormwater management requirements for the linear underground utility improvements is included in Appendix H. The waiver request is in accordance with VADEQ

Guidance Memo No. 15-2003.

Phase 1 Post-development stormwater improvements are focused on the south side of the dry dock, where the new Pumpwell 8 exterior electrical equipment and replacement saltwater drain pipe will be constructed. Stormwater improvements include replacing portions of the undersized existing underground stormwater conveyance network, as well as augmenting the network with new inlets and piping; this, in combination with adjustments to surface grading allowing for a more effective collection and conveyance of stormwater runoff to be treated by proposed inline water quality filtering device structures prior to discharge.

Phase 2 Post-development Stormwater improvements are focused on the Pump Station 6 and Pump

Station 8 drainage areas. Improvements for the pump stations include re-grading the areas directly adjacent to the proposed pump stations and the incorporation of a new underground storm sewer system, including new inlets and piping to capture and convey stormwater runoff, prior to discharge to the river. Pump Station 8 includes an inline water quality filtering device structure prior to discharge to the river.

2.0 HYDROLOGY AND HYDRAULICS

The project has been developed to minimize the downstream effects of re-development of the project site. The stormwater requirements set forth by the Virginia Department of Environmental

Quality (VADEQ) Stormwater Management Handbook Parts 1, 2, & 3, 2013 Draft and the Unified

Facilities Criteria (UFC) 3-210-10 Low Impact Development (July 1, 2015) with Change 3 (March

1, 2020) were followed as applicable in the development of the stormwater management design.

Proposed grading and drainage improvements maintain the existing drainage patterns to the greatest extent practical. The proposed storm drainage conveyance piping has been sized to account for the 10-year storm event.

The development of the site results in no change to the landcover type and no net change in impervious area, as a result, there will be no increase in runoff volume or rate with this project.

VADEQ approved manufactured filtering devices are provided at Pumpwell 8 and Pump Station

8 to meet the water quality requirements for stormwater runoff from the 7.25 acres of applicable land disturbance in accordance with VADEQ guidelines.

2.1 Methodology and Design Criteria

2.1.1 Rainfall Data

Type II 24-hour rainfall depths and intensity data for the project site were obtained for the Norfolk

Naval Station, Portsmouth, Virginia from NOAA Atlas 14. The design storms in Virginia are the

1-year, 2-year, 10-year, and 100-year storm events.

Table 2-1 lists the rainfall depth for all storms studied.

Table 2-1: 24-Hour Type II Rainfall Data

Return Frequency (yr) 24 Hour Depth (in)

1 3.00

2 3.60

10 5.60

100 9.30

2.1.2 Runoff Data

The stormwater runoff calculations were completed using the USDA NRCS/SCS TR-55 runoff curve number method.

Table 2-2 lists SCS runoff curve numbers used in the hydrology models.

Table 2-2: Standard SCS Runoff Curve Numbers

Land Type Hydrologic Soil Group Curve Number

Impervious D 98

2.1.3 Pre-Development Drainage Areas

Pre-development drainage areas were defined by dividing the site into drainage areas based on existing drainage inlets and existing grades. Portions of the three existing storm drainage networks will be removed within the project site area limit of disturbance and replaced / realigned for improved hydraulic performance and for required treatment of stormwater runoff.

Existing Network A comprises the Pump Station 6 site area. Network A contains 8 drainage areas with inlets connected by underground piping that discharges at Design Point A-1, utilizing a 12” pipe outfall at the bulkhead of Pier 6 to the Southern Branch of the Elizabeth River.

Existing Network B comprises the Pump Station 8 site area. Network B contains 3 drainage areas with inlets connected by underground piping that discharge at Design Point B-1, utilizing an 8” pipe connection to a 36” storm main that discharges to the river approximately 400-feet east of the

8” connection.

Existing Network C comprises the Pumpwell 8 site area. Network C contains 8 drainage areas with inlets connected by underground piping that discharge at via a 12” and 4” Pipe connection to an existing manhole at Design Point C-1, and an 8” pipe connection to an existing Storm Drainage

Manhole 546. These Manholes are connection to the 36” storm main that discharges to the river approximately 650-feet east.

2.1.4 Post-Development Drainage Areas

Proposed Network A comprises the Pump Station 6 site area. Network A surface grading was refined and contains 10 drainage areas and inlets (within limits of disturbance) connected by portions of existing and proposed underground piping that discharges at Design Point A-1, utilizing a new 15” pipe outfall at the bulkhead of Pier 6 to the Southern Branch of the Elizabeth

River.

Proposed Network B comprises the Pump Station 8 site area. Network B surface grading was refined and contains 7 drainage areas and inlets connected by underground piping that include an inline manufactured filtering device BMP, prior to discharge at Design Point B-1, via. a 15” pipe connection to a new manhole at the 36” storm main that discharges to the Southern Branch

Elizabeth River approximately 400-feet east of the 15” connection.

Proposed Network C comprises the Pumpwell 8 site area. Network C contains 14 drainage areas and inlets connected by underground piping that include two inline manufactured filtering device

BMPs, prior to discharge at Design Point C-1 via 24” pipe connection at Storm Drainage Manhole

556, which is tied to the 36” storm main that discharges to the Southern Branch Elizabeth River approximately 650-feet east of the 24” connection.

See Appendix A for drainage area maps.

3.0 STORMWATER MODELING RESULTS

3.1 Hydrology

HydroCAD Build 10 was used to calculate runoff quantities for each of the pre-development and post-development drainage areas for the Pump Stations. The SCS/NRCS TR-55 method was used for the calculations. Tables 3-1 below provides a summary of the pre-development and post-development hydrology for drainage network areas.

Table 3-1: Peak Discharge Summary

(24 Hour Storm Event)

Drainage Network Area Peak Discharge (cfs)

1 Year

(Pre / Post)

2 Year

(Pre / Post)

10 Year

(Pre / Post)

100 Year

(Pre / Post)

Network A 1.08 / 1.08 1.30 / 1.30 2.04 / 2.04 3.39 / 3.39

Network B 2.24 / 2.24 2.70 / 2.70 4.23 / 4.23 7.04 / 7.04

Network C 4.84 / 4.84 5.83 / 5.83 9.11 / 9.11 15.18 / 15.18

Drainage Network Area Runoff Volume (af)

1 Year

(Pre / Post)

2 Year

(Pre / Post)

10 Year

(Pre / Post)

100 Year

(Pre / Post)

Network A 0.066 / 0.066 0.080 / 0.080 0.126 / 0.126 0.211 / 0.211

Network B 0.137 / 0.137 0.166 / 0.166 0.262 / 0.262 0.439 / 0.439

Network C 0.326 / 0.326 0.395 / 0.395 0.624 / 0.624 1.045 / 1.045

3.2 UFC Low Impact Development Requirements

UFC 3-210-01 Low Impact Development (LID) requires that post-development discharge rate, volume, and temperature be less than or equal to pre-development conditions. To meet this requirement, the LID guidelines require the retention of the 95th percentile 24-hour design storm onsite through retention, infiltration, or rainwater harvesting. Given the nature of the project site being located on an industrial shipyard facility with poorly draining urban fill soils and extensive existing underground utility networks, the project cannot comply with UFC low impact development guidelines to reduce runoff from the 95th percentile storm.

3.3 Water Quality

The 2013 Virginia Department of Environmental Quality (VADEQ) Virginia Runoff Reduction

Method (VRRM) spreadsheet for Re-Development was utilized for stormwater runoff quantity calculations to determine the required water quality treatment for the applicable 7.25 acres of disturbed area. Filtering device structures awarded a VADEQ 50% Total Phosphorus (TP) load reduction are located in-line, at the end of drainage networks B and C. Based on the total applicable disturbed area of 7.25 acres, the Total Phosphorus (TP) load reduction required is 3.14 pounds for the project.

The Pump Station 8 water quality structure treats a portion of the disturbed area, as well as a portion of area undisturbed by the project, which drains to the Network B inlets and piping.

Utilizing a 50% TP load reduction on the piped runoff yields a greater than 20% improvement in water quality. The water quality structure for Network B provides 0.69 pounds of TP load reduction as part of the re-development (within acceptable margin).

The two inline Pumpwell 8 water quality structures treat the portion of the disturbed area, as well as a portion of undisturbed area, which drains to the Network C inlets and piping. Utilizing a 75%

(combined from two inline filtering device structures) TP load reduction on the piped runoff yields a greater than 20% improvement in water quality. The water quality structure for Network C provides 2.48 pounds of TP load reduction as part of the re-development.

The total combined Total Phosphorus (TP) load reduction provided by the project is 3.18 pounds, exceeding the required reduction by 0.03+ pounds of removal.

See Appendix B for the VRRM worksheets.

3.4 Water Quantity

In conformance with 9VAC25-870-66 part B.1.a for Channel Protection, the proposed stormwater conveyance systems carries the post-development peak flow rate from the two-year 24-hour storm event via manmade underground piping, directly discharging to the Southern Branch of the

Elizabeth River, without causing erosion of the storm drainage system.

Compliance with channel protection criteria has been analyzed to a point where the project site's contributing drainage area to the Southern Branch of the Elizabeth River is less than 1.0% of the total watershed area. The upstream watershed area to the river adjacent to Dry Dock 8 is calculated as 51.5 square miles (32,960 acres) using the USGS Stream Stats website. The project area contributes 0.004% to the total watershed area.

By inspection, the proposed system in relation to the total watershed area indicates compliance with the Channel Protection requirements.

See Appendix I for the watershed area calculated by USGS Stream Stats.

3.5 Flood Protection / Ten Year Storm Event

In conformance with 9VAC25-870-66, part C.2.1 for Flood Protection, the design points of the project release a post-development peak flow rate for the 10-year 24-hour storm event that confines the flow within the existing stormwater conveyance system for the 10-year 24-hour storm event.

3.6 Storm Drainage Design

HydroCAD Build 10 was used to calculate runoff quantities for each of the pre / post development drainage areas for Pump Station 6 and 8. The SCS/NRCS TR-55 method was used for the calculations. The 1, year, 2-year, 10-year, and 100-year 24-hour storms were used as the design storm events based on precipitation data from NOAA Atlas 14 rainfall data.

Proposed storm drainage networks were analyzed using the Rational Method. The drainage area, runoff coefficient, and time of concentration for each drainage area can be seen in Appendix G.

Hydraulic grade lines (maintained at or below the crown of pipe) were calculated using Hydraflow

Storm Sewers and Hydraflow Express.

Table 3-6 summarizes the Manning’s roughness coefficients used in the analysis. Refer to Table

3-6A for outfall pipe flows and pipe capacities.

Table 3-6: Manning’s Roughness Coefficients

Surface Description Manning’s n

Asphalt/Concrete/Ductile Iron .012

Table 3-6A: Post-Development Outfall Pipe Discharge

Drainage Network 10 Year Flow, cfs Pipe Capacity, cfs

Network A 1.70 4.01

Network B 4.06 46.55

Network C 9.78 26.59

See Appendix G for pipe sizing, inlet sizing and hydraulic grade line computations.

3.7 Temporary Erosion Controls

During construction, the Contractor will be responsible for installation, implementation, and maintenance of temporary erosion and sedimentation control measures. Existing and proposed drainage inlets each receive less than one (1) acre in contributing area. Inlet protection will be utilized to prevent sediment from entering the storm drainage system. Construction entrances will prevent off-site tracking at points of construction vehicle ingress and egress. Compost sock sediment barriers will be installed for perimeter controls to prevent sediment runoff. The specific measures can be found in the Civil Demolition and Erosion Control Plans, CD100 series of the construction plan set.

Temporary erosion and sedimentation controls will not be removed until construction is complete and site stabilization is achieved.

3.8 Permanent Erosion Controls

Upon completion of construction, the site will be stabilized with new paved surfaces. The water quality structures will provide pollutant removal from the site.

APPENDIX A

DRAINAGE DIVIDE MAPS

DI D

W Q

DIDI

W Q

PUMPWELL 8

PUMP STATION 8

PUMP STATION 6

SUBSTATION

NORTH

PLAN

SCALE: 1" = 100'

POST DEVELOPMENT - OVERALL DISTURBED AREA EXHIBIT MAP

100' 200'0

P-678 DRY DOCK 8 SALTWATER SYSTEM

POST DEVELOPMENT - OVERALL

DISTURBED AREA EXHIBIT MAP

EX - A

NETWORK A

DRAINAGE AREA

0.31 ACRES

NETWORK B

DRAINAGE AREA

0.64 ACRES

NETWORK C

DRAINAGE AREA

1.53 ACRES

LEGEND

APPLICABLE DISTURBED AREA (7.25 ACRES)

DRAINAGE NETWORK AREA

LINEAR UTILITY DISTURBED AREA (2.17 ACRES)

OVERALL LIMIT OF DISTURBANCE

x X

EXISTING 12" OUTFALL

TO RIVER

0.31 ACRES

SOUTHERN BRANCH

ELIZABETH RIVER

DRY DOCK 8

NORTH

PLAN

KEY PLAN

P-678 DRY DOCK 6 SALTWATER SYSTEM

NETWORK A - PRE - DEVELOPMENT

DRAINAGE AREA EXHIBIT MAP

EX - 3

DRY DOCK 8

20' 40'0

NORTH

PLAN

SCALE: 1" = 20'

NETWORK A - PRE - DEVELOPMENT DRAINAGE AREA EXHIBIT MAP

EX-DA-A-1

EX-DA-A-3

EX-DA-A-4

EX-DA-A-5

EX-DA-A-6

EX-DA-A-7

EX-DA-A-2

DRAINAGE

FLOW ARROW

(TYP)

NETWORK A DRAINAGE AREA

LEGEND

DRAINAGE AREA BOUNDARY

G x

PUMP STATION 6

109.00

103.20

SOUTHERN BRANCH

ELIZABETH RIVER

DRY DOCK 8

103.2±

103.09

102.94

103.1±

103.05

FL 102.98

103.2±

FL 103.10

103.00

103.35

103.05

103.15

103.10

103.11

103.05

HP 103.05

103.05

103.20

102.90

103.05

HP 103.00

103.05

103.00

103.10

103.16

103.10

103.00

NORTH

PLAN

KEY PLAN

NETWORK A DRAINAGE AREA

DA-A-6

P-678 DRY DOCK 6 SALTWATER SYSTEM

NETWORK A - POST - DEVELOPMENT

DRAINAGE AREA EXHIBIT MAP

EX - 4

DESIGN POINT A-1

NEW 15" OUTFALL

0.31 ACRES

DRY DOCK 8DA-A-3.3

DA-A-3.2

DA-A-3.2.2

DA-A-3.2.3

DA-A-3.2.4

DA-A-3.1

DA-A-3

DA-A-4

20' 40'0

NORTH

PLAN

SCALE: 1" = 20'

NETWORK A - POST - DEVELOPMENT DRAINAGE AREA EXHIBIT MAP

DRAINAGE

FLOW ARROW

(TYP)

NETWORK A Total Pervious Impervious C Factor TOC

SF AC SF AC SF AC min

DA A-3 2,838 0.065 0 0.000 2838 0.065 0.90 5

DA A-3.1 1,886 0.043 0 0.000 1886 0.043 0.90 5

DA A-3.2 176 0.004 0 0.000 176 0.004 0.90 5

DA A-3.2.1 498 0.011 0 0.000 498 0.011 0.90 5

DA A-3.2.2 679 0.016 0 0.000 679 0.016 0.90 5

DA A-3.2.3 406 0.009 0 0.000 406 0.009 0.90 5

DA A-3.2.4 1,816 0.042 0 0.000 1816 0.042 0.90 5

DA A-3.3 868 0.020 0 0.000 868 0.020 0.90 5

DA A-4 930 0.021 0 0.000 930 0.021 0.90 5

DA A-5 2,463 0.057 0 0.000 2463 0.057 0.90 5

DA A-6 913 0.021 0 0.000 913 0.021 0.90 5

TOTALS 13,473 0.309 0 0.00 13,473 0.309 0.90 5

LEGEND

DRAINAGE AREA

DRAINAGE AREA BOUNDARY

DA-A-5

DA-A-3.2.1

A-3.2

RIM 103.07

RIM 103.03

RIM 103.09

RIM 102.96

RIM 103.01

A-3.3

RIM 103.07

A-3.3.1

RIM 102.85

A-3

RIM 102.85

A-2

RIM 103.11

A-4

RIM 102.95

A-5

RIM 102.85

A-6

RIM 103.07

X X

SDx SDxSDx

SDx

BASE ROADWAY

MCCAWLEY STREET

SD x

EXISTING 8"

CONNECTION TO 36"

STORM PIPE

0.64 ACRES

SOUTHERN BRANCH

ELIZABETH RIVER

20' 40'0

NORTH

PLAN

KEY PLAN

NORTH

PLAN

SCALE: 1" = 20'

NETWORK B - PRE - DEVELOPMENT DRAINAGE AREA EXHIBIT MAP

DRY DOCK 8

P-678 DRY DOCK 8 SALTWATER SYSTEM

NETWORK B - PRE - DEVELOPMENT

DRAINAGE AREA EXHIBIT MAP

EX - 5

EX DA-B-2

EX DA-B-1

EXISTING 36"

OUTFALL TO

RIVER

DRAINAGE

FLOW

ARROW (TYP)

EX DA-B-3

NETWORK B DRAINAGE AREA

LEGEND

DRY DOCK 8

BASE ROADWAY

MCCAWLEY STREET

SOUTHERN BRANCH

ELIZABETH RIVER

103.12

102.52

102.80103.00103.20 103.42

103.4±

103.3±

103.04

103.05

HP 103.10

103.50

HP 103.20 103.20

HP 103.10 103.10 103.20 103.10 102.90

103.20

102.90 103.00

103.12

102.85 103.00

107.00

TOC

107.35

TOC

103.35

103.30

103.1±

103.2±

103.25 103.1±

103.1±

103.4±

102.79

103.10

103.00

HP 102.79

102.82

103.0±

MG 103.0±

103.30

103.20

102.90

102.75

103.00

103.05

103.00

103.30

103.35

103.15

103.30

102.90

DI DI

W Q

20' 40'0

NORTH

PLAN

KEY PLAN

NORTH

PLAN

SCALE: 1" = 20'

NETWORK B - POST - DEVELOPMENT DRAINAGE AREA EXHIBIT MAP

DA-B-2.1

DA-B-4

DA-B-3 DA-B-2

DESIGN POINT B-1

NEW MANHOLE

0.64 ACRES

DRY DOCK 8

P-678 DRY DOCK 8 SALTWATER SYSTEM

NETWORK B - POST - DEVELOPMENT

DRAINAGE AREA EXHIBIT MAP

EX - 6

EXISTING 36"

OUTFALL TO

RIVER

DRAINAGE

FLOW

ARROW (TYP)

PUMP STATION 8

FFE = 109.00

DA-B-2.2

DA-B-2.3

DA-B-2.4

NETWORK B TOTAL PERVIOUS IMPERVIOUS C FACTOR TOC

SF AC SF AC SF AC min

DA B-2 2,440 0.056 0 0.000 2440 0.056 0.90 5

DA B-2.1 4,647 0.107 0 0.000 4647 0.107 0.90 5

DA B-2.2 760 0.017 0 0.000 760 0.017 0.90 5

DA B-2.3 730 0.017 0 0.000 730 0.017 0.90 5

DA B-2.4 12,282 0.282 0 0.000 12282 0.282 0.90 5

DA B-3 3,205 0.074 0 0.000 3205 0.074 0.90 5

DA B-4 3,917 0.090 0 0.000 3917 0.090 0.90 5

TOTALS 27,981 0.642 0 0.000 27,981 0.64 0.90 5

DRAINAGE NETWORK C. SEE EX-2

LEGEND

DRAINAGE AREA

DRAINAGE AREA BOUNDARY

NETWORK B DRAINAGE AREA

DRY DOCK 8

B-2.1

RIM 102.65

B-2.2

RIM 102.70

B-2.3

RIM 102.90B-2.4

RIM 102.70

B-4

RIM 102.80 B-3

RIM 102.80

B-2

RIM 103.03

B-2

RIM 103.32

B-1

RIM 103.21

SDx SDxSDx

BASE ROADWAY

PUMPWELL 8

EX DA-C-1

EX DA-C-2

EX DA-C-3

EX DA-C-4

EX DA-C-5

EX DA-C-6

EX DA-C-7

DESIGN POINT C-1

EXISTING MANHOLE

DA = 1.53 AC

EXISTING MANHOLE

EX DA-C-8

DRY DOCK 8

20' 40'0

NORTH

PLAN

KEY PLAN

NORTH

PLAN

SCALE: 1" = 20'

NETWORK C - PRE - DEVELOPMENT DRAINAGE AREA EXHIBIT MAP

DRY DOCK 8

P-678 DRY DOCK 8 SALTWATER SYSTEM

NETWORK C - PRE - DEVELOPMENT

DRAINAGE AREA EXHIBIT MAP

EX - 1

SITE

NETWORK C DRAINAGE AREA

LEGEND

BASE ROADWAY

" S

C-3.11

RIM 102.75

C-4

RIM 103.05

15" SD

C-3.12

RIM 102.95

C-3.14

RIM 102.85

15" SD

" S

18" SD

W Q

24" SD

C-3.23

RIM 103.20

C-3.21

R…

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File details come from the government source that posted it. Updated Jan 27, 2022.