Report2_Drainage.pdf

FHWA I-95 DAR Ramps EA Citizen Information Meeting

June 2008

I - 9 5 R A M P F R O M

F O R T B E L V O I R N O R T H A R E A ( F B N A ) F o r t B e l v o i r , V i r g i n i a

C o n s t r u c t i o n o f A c c e s s t o t h e F B N A ( F o r m e r l y k n o w n a s E n g i n e e r i n g P r o v i n g G r o u n d s )

Project AAD-VA 95 (1)

DRAINAGE REPORT

Including MS-19 Adequate Outfall Analysis Final PS&E 100% Submission

AUGUST 2011

I-95 RAMP FROM

FORT BELVOIR NORTH AREA (FBNA)

Fort Belvoir, Virginia

Construction of Access to the FBNA

(Formerly known as Engineering Proving Grounds)

DRAINAGE REPORT

Including MS-19 Adequate Outfall Analysis Final PS&E 100% Submission

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division

Hydrology Summary

Robert G. Reed, PE

Project Manager

Date of Approval

COOPERATING AGENCIES

U.S. Army Garrison Fort Belvoir Virginia Department of Transportation

Original PDF version signed and sealed by Robert G. Reed, P.E.

72968 New Stamp

DRAINAGE

REPORT

i

CONTENTS

1. PROJECT DESCRIPTION - GENERAL 1

2. DRAINAGE – EXISTING CONDITIONS 1

3. PROPOSED DRAINAGE 1

4. ADEQUATE OUTFALL ANALYSES 2

4.1 Outfall (“A”) 2

4.2 Outfall (“B”) 2

5. CONCLUSIONS 3

APPENDIX A – HYDROLOGY SUMMARY AND DRAINAGE AREA MAP

APPENDIX B – DITCH COMPUTATIONS

APPENDIX C – INLET COMPUTATIONS

APPENDIX D – STORM SEWER PIPE COMPUTATIONS

APPENDIX E – HYDRAULIC GRADE LINE COMPUTATIONS (LD-347)

APPENDIX F – D.C. SAND FILTER COMPUTATIONS

APPENDIX G – TEMPORARY VEHICULAR WATERCOURSE CROSSING

COMPUTATIONS

APPENDIX H – PHOTOS

1. PROJECT DESCRIPTION - GENERAL

This project consists of the construction of reversible, single-lane approach ramp to the Army’s Fort Belvoir North Area (formerly known as EPG). A bridge structure will span over Backlick Road, the southbound I-95 general purpose lanes and I-95 High Occupancy Toll (HOT) reversible lanes, while the second bridge will span over Field lark Branch. Phase I of the project will provide a PM exit only. Phase II will add AM entrance. This project is located in Fairfax County between the Fairfax County Parkway/I-95 interchange and the Franconia-Springfield Parkway/I-95 HOV Interchange.

2. DRAINAGE – EXISTING CONDITIONS

Existing drainage is a combination of a closed system on Backlick Road (Route 617) and a combination of pipes and ditches (both median roadside) on I-95. Runoff from the I-95 mainline and Backlick Road is collected into an existing storm drain system and it outfalls into Field Lark Branch. Runoff from areas north and south side of the project site are collected by existing ditches, inlets and pipes and ultimately outfall into Field Lark Branch at various locations. The existing drainage system for Heller Road catches the runoff from drainage areas on the west side of Field Lark Branch and discharge into existing stormwater management ponds. Discharge from the stormwater management ponds outfall into Field Lark Branch at different locations depending on the locations of the pond. As shown in the attached outfall drainage area map, the project area drains generally from north to south, collected existing inlet and flows in existing storm sewer pipes and outfalls at Field Lark Branch – a small tributary to Accotink Creek.

Information on existing drainage systems provided in this report relies on supplied survey information.

The outfalls into existing drainage systems are analyzed based on invert and pipe information shown on the surveys (where available).

3. PROPOSED DRAINAGE

For proposed conditions, the project’s drainage area is approximately the same as for existing conditions. The percentage of imperviousness is increased due to construction of the ramp. The existing storm drain system will be relocated under I-95 in order to construct piers for the new ramp.

Provisions and locations of manholes, inlets and storm drain pipe are shown on plan sheet. A scupper is proposed on the new ramp which will collect runoff from the high point to Station 612+58 and will be connected to a proposed manhole in HOV lane of I-95.

Stormwater management sand filters are provided for water quality control. Discharge from the sand filter outfalls into Field Lark Branch through a proposed pipe and ditch system. An inlet is proposed on the ramp at Station 604+90 to collect the runoff from high point to Station 604+90. Runoff from the ramp beyond Station 604+90 will be collected in the existing storm sewer system for Heller Road (South Loop Road), which outfalls to an existing stormwater management pond. The proposed system was designed and evaluated in accordance with the latest VDOT Drainage Manual and Hydraulic Design Advisory (HDA), including an adequate outfall analysis. The findings of all technical analyses are included in the appendices to this report. These include:

Appendix A: Hydrology Summary and Drainage Area Map

Appendix B: Ditch Computations

Appendix C: Inlet Computations

Appendix D: Storm Sewer Pipe Computations

Appendix E: Hydraulic Grade Line Computations

Appendix F: D.C. Sand Filter Computations

Appendix G: Temporary Vehicular Watercourse Crossing Computations

Appendix H: Photos

The proposed design will ensure that off-site areas are adequately drained through the site.

4. OUTFALL ANALYSIS

The results of the outfall analyses are described in the following:

4.1 Outfall (“A”)

Description. Outfall “A” is an existing 24” reinforced concrete pipe at southwest corner of the proposed ramp.

Drainage Area. The proposed drainage area to outfall channel “A” is 9.09 acres with value of C=0.80.

There is 0.15 acres decrease in drainage area contributing to the outfall A.

Outfall Discharge. The peak discharge (10-year) at outfall “A” is 46.4 cfs and Velocity (10- year) is

18.50 fps.

Capacity of Outfall A. The existing 24” reinforced concrete pipe is analyzed using FlowMaster. The capacity of the pipe is calculated to be 51.3 cfs. (See Appendix D for Pipe Calculations)

Limit of Study. The limits of study are depicted on the drainage area map.

Final Opinion. Because the existing reinforced concrete pipe, has higher capacity than the peak discharge (10-year), requirements of MS-19 are satisfied and capacity of pipe is considered adequate.

It is our professional opinion that this is an adequate outfall.

4.2 Outfall (“B”)

Channel Adequacy of Field Lark Branch. In addition to the 1% rule from the Virginia Department of Transportation Drainage Manual, further analysis was done to calculate the adequacy of Field Lark Branch at the proposed project.

Existing Channel Capacity. The outfall at this point is less than 1% of the overall runoff area. The following were used to determine the capacity of Field Lark Branch at the proposed project:

• N (roughness coefficient) = 0.07

• S (channel slope) = 2.00%

• Cross section at the proposed bridge (Plan sheet D02)

• Existing Drainage Area = 209.80 acres

Placing the above into the Manning’s Formula, a channel discharge capacity of 1,869 cubic feet per second was determined. The 2-year storm discharge is 242 cubic feet per second with a velocity of

2.95 feet per second. Below is a comparison between the capacity of Field Lark Branch and the 2-year storm.

1,869 cfs (capacity) > 242 cfs (2-year storm)

Since the discharge capacity of Field Lark branch is greater than the 2-year discharge, we can conclude that Field Lark Branch is adequate to convey the runoff from the proposed project.

Permissible Velocity for 2-year Storm. In order to determine the maximum permissible velocity at the proposed bridge, the soil survey map by the Natural Resources Conservation Service was used. The soil type at the proposed bridge was designated Urban Land. The soil designation was equated to Coarse Gravel (noncolloidal) in the Virginia Department of Transportation Drainage Manual, (Appendix 7D-6). Furthermore, photos 1 through 4 were taken upstream and downstream of the proposed ramp to show that the soil type/lining of the channel is consistent with the Coarse Gravel designation. The photos show water carrying fine silts, so the maximum permissible velocity was 6 feet per second (VDOT Drainage Manual, Appendix 7D-6). Below is a comparison of the maximum permissible velocity for the designated soil type/lining and the 2-year storm velocity generated by the proposed project.

6.00 fps (Max permissible velocity) > 2.95 fps (2-year design velocity)

Based on the maximum permissible velocity being higher than the 2-year storm velocity, it is determined that Field Lark Branch does not erode due to the 2-year storm.

5. CONCLUSIONS

Since the capacity and maximum permissible velocity of Field Lark Branch are greater than the proposed project 2-year discharge and velocity, it is determined that Field Lark Branch is an adequate receiving natural channel.

A-1

APPENDIX A – HYDROLOGY SUMMARY AND DRAINAGE AREA MAP

Hydrology Summary Drainage Area

ROUTE: I-95 Ramp from FBNA

COUNTY:

DESCRIPTION:

EXISTING DRAINAGE PROPOSED DRAINAGE

AREA AREA RUN-OFF RUN-OFF INLET DESIGN RAIN RUN- AREA AREA RUN-OFF RUN-OFF INLET DESIGN RAIN RUN- DRAINAGE DRAIN DRAIN COEF. SUM CA COEF. TIME STORM FALL OFF Structure DRAINAGE DRAIN DRAIN COEF. SUM CA COEF. TIME STORM FALL OFF Structure

REGION "A" "A" Cumulative Tc i Q REGION "A" "A" Cumulative Tc i Q sf ac. C Cc min in/hr cfs sf ac. C Cc min in/hr cfs

26e 11444 0.26 0.90 0.24 55p 4322 0.10 0.90 0.09

21e1 14393 0.33 0.90 0.30 26p1 2997 0.07 0.90 0.06

21e2 1681 0.04 0.90 0.03 26p2 9975 0.23 0.90 0.21

20e 4842 0.11 0.80 0.09 21p1 14393 0.33 0.90 0.30

28e 24533 0.56 0.42 0.24 21p2 1681 0.04 0.90 0.03

27e1 1242 0.03 0.90 0.03 54p 2892 0.07 0.80 0.05

27e2 4890 0.11 0.90 0.10 28p 24533 0.56 0.42 0.24

23e 33218 0.76 0.86 0.66 27p1 1242 0.03 0.90 0.03

19e 17258 0.40 0.86 0.34 27p2 4890 0.11 0.90 0.10

18e 11263 0.26 0.90 0.23 23p 33218 0.76 0.86 0.66

17e 19272 0.44 0.90 0.40 19p 17258 0.40 0.86 0.34

16e 6442 0.15 0.90 0.13 18p 11263 0.26 0.90 0.23

15e 43965 1.01 0.76 0.77 17p 19273 0.44 0.90 0.40

22e 6815 0.16 0.90 0.14 16p 6442 0.15 0.90 0.13

24e 8469 0.19 0.90 0.17 15p 43965 1.01 0.76 0.77

25e 3365 0.08 0.90 0.07 22p1 4272 0.10 0.90 0.09

13e 17706 0.41 0.65 0.26 22p2 2543 0.06 0.90 0.05

14e 23024 0.53 0.75 0.40 24p1 5249 0.12 0.90 0.11

6e 12838 0.29 0.65 0.19 24p2 3220 0.07 0.90 0.07

3e 3961 0.09 0.90 0.08 25p1 2061 0.05 0.90 0.04

7e 1063 0.02 0.90 0.02 25p2 1304 0.03 0.90 0.03

4e 1435 0.03 0.90 0.03 13p 17706 0.41 0.65 0.26

38e 8639 0.20 0.80 0.16 14p1 10714 0.25 0.62 0.15

10e1 21044 0.48 0.87 0.42 14p2 9373 0.22 0.80 0.17

10e2 24993 0.57 0.72 0.41 6p1 5528 0.13 0.56 0.07

9e 6910 0.16 0.90 0.14 6p2 4952 0.11 0.76 0.09

2e 46242 1.06 0.82 0.87 3p 3961 0.09 0.90 0.08

1e 21613 0.50 0.84 0.42 7p 1063 0.02 0.90 0.02

4p 1435 0.03 0.90 0.03

38p 8639 0.20 0.80 0.16

10p1 21044 0.48 0.87 0.42

10p2 21993 0.50 0.72 0.36

9p 6910 0.16 0.90 0.14

2p1 17309 0.40 0.85 0.34

2p2 22076 0.51 0.82 0.42

1p 21613 0.50 0.84 0.42

A Total 9.24 7.34 0.79 6.20 10-YR 6.39 46.9 Outfall A A Total 8.98 7.15 0.80 6.20 10-YR 6.39 45.7 Outfall A

DAR Calcs.xls Drainage Areas 8/22/2011 10:10 AM

NRCS PEAK FLOW METHOD (formerly SCS, for 200 acres and above)

Weighted Curve Number

HYDROLOGIC GROUP LAND USE CN ACRES ACRES*CN

B OPEN SPACE 61 34.28 2091.08

C OPEN SPACE 74 26.06 1928.44

D COMMERCIAL 95 25.65 2436.75

D COMMERCIAL 95 13.18 1252.10

D RESIDENTIAL-2 85 74.60 6341.00

D PAVED W/ DITCH 93 36.03 3350.79

209.80 17400.16

TOTAL DA (Acres)= 209.80

WEIGHTED CN= 82.94

TIME OF CONCENTRATION

SHEET FLOW (TC1)

TR-55 EQ. 3-3

TC1=(0.007(nL)^0.8)/(P2)^0.5 * s^0.40 L (ft) = 162 s (ft/ft) = 0.028 n (Woods, light) = 0.4

TC1(hours) = 0.47

CHANNEL FLOW (TC2)

TR-55 EQ. 3-4

V=1.49r^0.67 * s^0.5 / n

TC2= L/(3600V)

V (ft/s) = 2.43 r (ft) = 0.90 L (ft) = 319.00 s (ft/ft) = 0.02 n = 0.07

TC2 (hours) = 0.04

PIPE FLOW (TC3)

TC3 = L/(V*3600)

L (ft) = 3404 V (fps) = 10

TC3 (hours) = 0.09

CHANNEL FLOW (TC4)

TR-55 EQ. 3-4

V=1.49r^0.67 * s^0.5 / n

TC4= L/(3600V)

V (ft/s) = 2.67 r (ft) = 0.87 L (ft) = 3229.20 s (ft/ft) = 0.02 n = 0.07

TC4 (hours) = 0.34

TC= TC1+TC2+TC3+TC4

TC (hours) = 0.93

PEAK DISCHARGE

Qp (cfs)=Qu * Ak * Qd HEC-22 Eq. 3-17

Qp (cfs) = Peak flow Qu (ft^3 / s / mi^2 / in) = Unit peak flow

Ak (mi^2) = Basin area Qd (in) = Runoff depth

Qu = Ku * 10^(Co+C1*LOG(TC) + C2*(LOG(TC))^2) HEC-22 Eq. 3-18

Ku = 1 For English units LOG (TC) = -0.03 Table 3-7 in HEC-22 for Type II Rainfall

Co = 2.55323 C1 = -0.61512 C2 = -0.16403

Qu (ft^3/s/mi^2/in) = 372.59 Ak (mi^2) = 0.328

Qd (in) = [(P-Ia)^2]/(P+0.8S) HEC-22 Eq. 3-15

S = 1000/CN - 10 = 1.27

Ia = 0.2 S = 0.25

Ia/P = 0.10

Qd (in) = Runoff depth P (in) = Depth of 24 hr precipitation Ia (in) = Initial abstraction Ia (in) = 0.2 S S (in) = Potential maximum retention after runoff begins

P2 (in) = 3.11 Appendix 11C-3 VDOT Drainage Manual P5 (in) = 4.00

P10 (in) = 4.78 P25 (in) = 5.98 P50 (in) = 7.05

P100 (in) = 8.25

Qd = 1.98 2 YEAR

2.80 5 YEAR

3.54 10 YEAR

4.69 25 YEAR

5.73 50 YEAR

6.90 100 YEAR

Qp (OHW) = (DA / 640) x 1.1 0.4 cfs (OHW) Qp (2 year) = 242 cfs Qp (5 year) = 342 cfs

Qp (10 year) = 432 cfs Qp (25 year) = 573 cfs Qp (50 year) = 700 cfs

Qp (100 year) = 844 cfs

Qp (500 year)= Qp(100 year) * 1.7

Qp (500 year) = 1434 cfs

28p

21p1

21p2

23p

27p1

27p2

22p1

24p1

24p2

22p2

25p1

25p2

13p

14p1

14p2

7p4p

1p

2p1

3p

6p1

6p2

2p2

10p1

38p

10p2 15p

16p

17p

18p

19p

55p

54p

9p

66p

26p1

26p2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATE

TOTAL

SHEETS

VA

I-95 RAMP FROM FBNA

SHEET

NO.

AAD-VA 95(1)

FHWA PROJECT VDOT PROJECT

0095-029-888, RW201

EV

EJ

EH

EH

EH

EH

EH

EH

EH

EV

EJ

EH

EH

EH

EH

EH

EH

EH

SCALE IN FEET

0 100 200

DRAINAGE AREA MAP

B-1

APPENDIX B – DITCH COMPUTATIONS

Exhibit B-1: Ditch Design Form (LD-268) Exhibit B-2: Flow Master Worksheets

ROUTE: I-95 Ramp from FBNA PROJ:

COUNTY: DISTRICT:

DESCRIPTION:

SHEET

Roadside and Median Ditch Design Form (VDOT LD-268 )

Earth

DRAINAGE 0.9 0.5 0.3 DESIGN n=.03 DESIGN

REGION WS/CA WS/CA WS/CA INCR. ACC. STORM VEL. (fps) Qn (cfs) VEL. (fps) DEP (in) VEL. (fps) DEP (in) STORM

604+57 604+00 66p 0.46 0.46 6.60 2-YR 4.84 2.23 C 0.3744 4 8.87 6.05 5.2 10-YR 6.27 2.89 5.7 8.0 4.0 Proposed EC-3B Grass Lining is

Adequate.

As per MS 19, Proposed Grass Lining is Adequate (Velocity <10.0; Ditch depth > 10 year

Flow depth.)

604+00 603+69 66p 0.46 0.46 6.60 2-YR 4.84 2.23 C 0.1376 4 6.10 4.16 6.2 10-YR 6.27 2.89 6.9 8.0 4.0 Proposed EC-3B Grass Lining is

Adequate.

As per MS 19, Proposed Grass Lining is Adequate (Velocity <10.0; Ditch depth > 10 year

Flow depth.)

n=.03 per VDOT Drainage Manual Table 7-1 ----- Used minimum for bare earth

C or F

Slope Ft/Ft

A

LL

O W

V E

L. I (10) (in/hr)

Q (10) (cfs) n=.05 n=.05

STA TO STA

F

LO

W CA

Tc I (2) (in/hr)

Q (2) (cfs)

ANALYSIS

FLOW

DEPTH

(in)

DITCH

DEPTH

(in)

FREE

BOARD

(in)

REMARKS

Protective Lining

EC-2 EC-3

DAR Calcs.xls Ditch Calcs 8/23/2011 8:36 AM

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Roughness Coefficient 0.030

Channel Slope 0.37440 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 2.23 ft³/s

Results

Normal Depth 4.25 in

Flow Area 0.25 ft²

Wetted Perimeter 1.59 ft

Top Width 1.42 ft

Critical Depth 7.19 in

Critical Slope 0.02275 ft/ft

Velocity 8.87 ft/s

Velocity Head 1.22 ft

Specific Energy 1.58 ft

Froude Number 3.72

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 4.25 in

Critical Depth 7.19 in

Channel Slope 0.37440 ft/ft

Critical Slope 0.02275 ft/ft

Worksheet for Triangular Channel - (62 to 61) Bare Earth

2/23/2011 3:58:50 PM

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page

Solve For Normal Depth

Input Data

Roughness Coefficient 0.050

Channel Slope 0.37440 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 2.23 ft³/s

Results

Normal Depth 5.15 in

Flow Area 0.37 ft²

Wetted Perimeter 1.92 ft

Top Width 1.72 ft

Critical Depth 7.19 in

Critical Slope 0.06318 ft/ft

Velocity 6.05 ft/s

Velocity Head 0.57 ft

Specific Energy 1.00 ft

Froude Number 2.30

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 5.15 in

Critical Depth 7.19 in

Channel Slope 0.37440 ft/ft

Critical Slope 0.06318 ft/ft

Worksheet for Triangular Channel - (62 to 61)_2 Yrs_0.05

2/23/2011 3:59:34 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.050

Channel Slope 0.37440 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 2.89 ft³/s

Results

Normal Depth 5.68 in

Flow Area 0.45 ft²

Wetted Perimeter 2.12 ft

Top Width 1.89 ft

Critical Depth 7.98 in

Critical Slope 0.06102 ft/ft

Velocity 6.46 ft/s

Velocity Head 0.65 ft

Specific Energy 1.12 ft

Froude Number 2.34

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 5.68 in

Critical Depth 7.98 in

Channel Slope 0.37440 ft/ft

Critical Slope 0.06102 ft/ft

Worksheet for Triangular Channel -(62 to 61) _10 Yrs_0.05

2/23/2011 4:00:34 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.030

Channel Slope 0.13760 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 2.23 ft³/s

Results

Normal Depth 5.13 in

Flow Area 0.37 ft²

Wetted Perimeter 1.91 ft

Top Width 1.71 ft

Critical Depth 7.19 in

Critical Slope 0.02274 ft/ft

Velocity 6.10 ft/s

Velocity Head 0.58 ft

Specific Energy 1.01 ft

Froude Number 2.33

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 5.13 in

Critical Depth 7.19 in

Channel Slope 0.13760 ft/ft

Critical Slope 0.02274 ft/ft

Worksheet for Triangular Channel - (61 to 60) Bare Earth

2/23/2011 4:01:01 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.050

Channel Slope 0.13760 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 2.23 ft³/s

Results

Normal Depth 6.21 in

Flow Area 0.54 ft²

Wetted Perimeter 2.32 ft

Top Width 2.07 ft

Critical Depth 7.19 in

Critical Slope 0.06317 ft/ft

Velocity 4.16 ft/s

Velocity Head 0.27 ft

Specific Energy 0.79 ft

Froude Number 1.44

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 6.21 in

Critical Depth 7.19 in

Channel Slope 0.13760 ft/ft

Critical Slope 0.06317 ft/ft

Worksheet for Triangular Channel - (61 to 60) _2 Yrs_0.05

2/23/2011 4:01:31 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.050

Channel Slope 0.13760 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 2.89 ft³/s

Results

Normal Depth 6.85 in

Flow Area 0.65 ft²

Wetted Perimeter 2.55 ft

Top Width 2.28 ft

Critical Depth 7.98 in

Critical Slope 0.06103 ft/ft

Velocity 4.44 ft/s

Velocity Head 0.31 ft

Specific Energy 0.88 ft

Froude Number 1.46

Flow Type Supercritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 6.85 in

Critical Depth 7.98 in

Channel Slope 0.13760 ft/ft

Critical Slope 0.06103 ft/ft

Worksheet for Triangular Channel - (61 to 60)_10 Yrs_0.05

2/23/2011 4:02:03 PM

C-1

APPENDIX C – INLET COMPUTATIONS

Exhibit C-1: Inlet Design Form (LD-204) Exhibit C-2: Flow Master Worksheets

Designed by: BA Checked by: OE

STORM WATER INLET COMPUTATIONS (VDOT LD-204)

INLET

N U

M B

ER

TY

PE

LE

N

G

TH

(F T)

ST

A

TI

O

N

D R

A

IN

A G

E A

R

EA

(A C

C C A

W C

A

IN

/H

R

Q

IN

C R

(C

FS

Q C

A R

R

YO

VE

R

(C

FS

Q t G

U

TT

ER

F

LO

W

S G

U

TT

ER

S

LO

PE

(F

T/

FT

Sx C

R O

SS

S

LO

PE

(F

T/

FT

T (S

PR

EA

D

W (F

T)

W

T

Sw (F

T/

FT

Sw

Sx

Eo a

S' w

=a /1

2W

Se (F

T/

FT

Sx

+S 'w

Eo

Lt (F

T)

P E

FF

EC

LE

N G

TH

F

T

L / L t d (F

T)

E

) H

(F T)

Q

:IN

TE

R

C

EP

TE

D

C

FS

d/ h

Q b

C A

R R

YO

VE

R C

FS

T

SP

R

EA

D

S A

G F

T

REMARKS

66 DI-2B 16 604+90 0.46 0.90 0.41 6.77 2.80 2.80 0.0500 0.0200 5.55 2.80

Depth of flow at edge of curb is 3 inches, this retains a 1 inch freeboard.

55 4 612+58 0.10 0.90 0.09 6.77 0.61 0.61 0.0500 0.0200 4.10 0.61 Scupper treated as Grate Inlet.

Ex 26 DI-2B 18 613+38 0.30 0.90 0.27 6.77 1.83 1.83 0.0400 0.0200 4.47 1.83 Exiting Inlet

54 DI-12 4 616+50 0.07 0.80 0.06 6.77 0.38 0.38 0.65 0.38

I:\50Waples\Drainage\DAR Calcs.xls LD-204 Inlet Comp 4/21/2011 2:51 PM

Solve For Efficiency

Input Data

Discharge 2.80 ft³/s

Slope 0.05000 ft/ft

Gutter Width 2.00 ft

Gutter Cross Slope 0.08 ft/ft

Road Cross Slope 0.02 ft/ft

Roughness Coefficient 0.013

Curb Opening Length 16.00 ft

Local Depression 2.00 in

Local Depression Width 2.00 ft

Results

Efficiency 99.94 %

Intercepted Flow 2.80 ft³/s

Bypass Flow 0.00 ft³/s

Spread 5.55 ft

Depth 2.84 in

Flow Area 0.43 ft²

Gutter Depression 0.13 ft

Total Depression 0.29 ft

Velocity 6.45 ft/s

Equivalent Cross Slope 0.14464 ft/ft

Length Factor 0.98

Total Interception Length 16.26 ft

Worksheet for Curb Inlet On Grade - 66

4/21/2011 2:39:05 PM

Input Data

Discharge 0.61 ft³/s

Slope 0.05000 ft/ft

Gutter Width 0.00 ft

Gutter Cross Slope 0.00 ft/ft

Road Cross Slope 0.02 ft/ft

Roughness Coefficient 0.013

Grate Width 4.00 ft

Grate Length 1.33 ft

Grate Type P-50 mm (P-1-7/8")

Clogging 0.00 %

Options

Grate Flow Option Exclude None

Results

Efficiency 100.00 %

Intercepted Flow 0.61 ft³/s

Bypass Flow 0.00 ft³/s

Spread 4.10 ft

Depth 0.98 in

Flow Area 0.17 ft²

Gutter Depression 0.00 ft

Total Depression 0.00 ft

Velocity 3.63 ft/s

Splash Over Velocity 6.56 ft/s

Frontal Flow Factor 1.00

Side Flow Factor 0.02

Grate Flow Ratio 1.00

Active Grate Length 1.33 ft

Worksheet for Grate Inlet On Grade - 55

4/21/2011 2:49:44 PM

Input Data

Discharge 1.83 ft³/s

Slope 0.04000 ft/ft

Gutter Width 2.00 ft

Gutter Cross Slope 0.08 ft/ft

Road Cross Slope 0.02 ft/ft

Roughness Coefficient 0.013

Curb Opening Length 18.00 ft

Local Depression 2.00 in

Local Depression Width 2.00 ft

Results

Efficiency 100.00 %

Intercepted Flow 1.83 ft³/s

Bypass Flow 0.00 ft³/s

Spread 4.47 ft

Depth 2.59 in

Flow Area 0.33 ft²

Gutter Depression 0.13 ft

Total Depression 0.29 ft

Velocity 5.61 ft/s

Equivalent Cross Slope 0.15503 ft/ft

Length Factor 1.48

Total Interception Length 12.20 ft

Worksheet for Curb Inlet On Grade - Ex 26

4/21/2011 2:50:07 PM

Solve For Spread

Input Data

Discharge 0.38 ft³/s

Left Side Slope 6.00 ft/ft (H:V)

Right Side Slope 6.00 ft/ft (H:V)

Bottom Width 0.00 ft

Grate Width 2.00 ft

Grate Length 4.00 ft

Local Depression 0.00 in

Local Depression Width 0.00 ft

Grate Type P-50 mm (P-1-7/8")

Clogging 50.00 %

Results

Spread 0.65 ft

Depth 0.65 in

Wetted Perimeter 0.66 ft

Top Width 0.65 ft

Open Grate Area 3.60 ft²

Active Grate Weir Length 10.00 ft

Worksheet for Ditch Inlet In Sag - 54

4/21/2011 2:50:53 PM

D-1

APPENDIX D – STORM SEWER PIPE COMPUTATIONS

Exhibit D-1: Storm Sewer Pipe Computations (LD-229) Exhibit D-2: Flow Master Worksheets

LD-229 STORM SEWER DESIGN COMPUTATIONS

LD-229 ROUTE: I-95 Ramp from FBNA PROJ: Designed by: BA

STORM SEWER DESIGN COUNTY: DISTRICT: Checked by: OE

COMPUTATIONS DESCRIPTION: 25 YR STORM

SHEET

STORM SEWER PIPE COMPUTATIONS (VDOT LD-229)

AREA RUN-OFF INLET DESIGN RAIN RUN- INVERT CAPA- FLOW

FROM TO DRAINAGE DRAIN COEF. CA TIME STORM FALL OFF ELEVATIONS LENGTH SLOPE DIA. CITY VEL. TIME REMARKS POINT POINT REGION "A" Incr. Accum. Tc i Q UPPER LOWER

ac. C min in/hr cfs ft. ft. ft. ft./ft. in. cfs fps min

52 51 26p,21p1,21p2 0.65 0.90 0.59 0.59 5.40 25-YR 7.53 4.8 208.85 208.64 34 0.0062 18 8.2 4.8 0.12 51 50 0.00 0.00 0.00 0.59 5.52 25-YR 7.48 4.8 208.54 208.18 57 0.0063 18 8.1 4.8 0.20

53 50 55p 0.10 0.90 0.09 0.09 5.00 25-YR 7.69 0.8 214.50 214.30 5 0.0400 10 2.7 4.3 0.02 10" Fiberglass Pipe from Scupper.

50 Ex 18 0.00 0.00 0.00 0.68 5.72 25-YR 7.41 5.5 208.08 207.26 130 0.0063 18 8.5 5.1 0.42

66 65 66p 0.46 0.90 0.41 0.41 5.00 25-YR 7.69 3.5 213.50 213.20 18 0.0167 15 8.1 6.4 0.05 64 63 0.00 0.00 0.00 0.41 5.05 25-YR 7.67 3.5 206.00 205.94 10 0.0060 15 5.0 4.4 0.04 63 62 0.00 0.00 0.00 0.41 5.08 25-YR 7.65 3.5 198.63 198.37 25 0.0104 15 6.6 5.5 0.08 Prop. Pipe is Adequate.

I:\646846 I-95 DAR to EPG\Drainage\DAR Calcs.xls LD-229- 25 YR 8/23/2011, 8:28 AMI:\646846 I-95 DAR to EPG\Drainage\DAR Calcs.xls LD-229- 25 YR 8/23/2011, 8:28 AM

LD-229 STORM SEWER DESIGN COMPUTATIONS

LD-229 ROUTE: I-95 Ramp from FBNA PROJ: Designed by: BA

STORM SEWER DESIGN COUNTY: DISTRICT: Checked by: OE

COMPUTATIONS DESCRIPTION: MS-19

SHEET

STORM SEWER PIPE COMPUTATIONS (VDOT LD-229)

AREA RUN-OFF INLET DESIGN RAIN RUN- INVERT CAPA- FLOW

FROM TO DRAINAGE DRAIN COEF. CA TIME STORM FALL OFF ELEVATIONS LENGTH SLOPE DIA. CITY VEL. TIME REMARKS POINT POINT REGION "A" Incr. Accum. Tc i Q UPPER LOWER

ac. C min in/hr cfs ft. ft. ft. ft./ft. in. cfs fps min

Ex 26 Ex 21 26p1, 26p2 0.30 0.90 0.27 0.27 5.00 10-YR 6.77 1.8 212.01 210.38 13 0.1254 18 37.2 10.9 0.02 Ex 21 52 21p1,21p2 0.35 0.90 0.32 0.59 5.02 10-YR 6.77 4.0 209.43 208.95 98 0.0049 18 7.3 4.3 0.38

52 51 0.00 0.00 0.00 0.59 5.40 10-YR 6.64 3.9 208.85 208.64 34 0.0062 18 8.2 4.6 0.12 51 50 0.00 0.00 0.00 0.59 5.52 10-YR 6.60 3.9 208.54 208.18 57 0.0063 18 8.1 4.6 0.21

53 50 55p 0.10 0.90 0.09 0.09 5.00 10-YR 6.77 0.6 214.50 214.30 5 0.0400 10 2.7 4.0 0.02 10" Fiberglass Pipe from Scupper.

50 Ex 18 0.00 0.00 0.00 0.68 5.73 10-YR 6.53 4.4 208.08 207.26 130 0.0063 18 8.5 4.8 0.45 54 Ex 19 54p 0.07 0.80 0.06 0.15 5.00 10-YR 6.77 1.0 208.20 207.58 83 0.0075 18 9.1 3.4 0.41

Ex 19 Ex 18 28p,27p1,27p2,23p,19p 1.86 0.73 1.36 1.50 5.41 10-YR 6.64 10.0 207.46 207.31 20 0.0075 24 19.6 6.3 0.05 Ex 18 Ex 17 18p 0.26 0.90 0.23 2.41 6.18 10-YR 6.40 15.4 207.16 206.94 46 0.0048 24 15.7 5.7 0.13 Ex 17 Ex 16 17p 0.44 0.90 0.40 2.81 6.31 10-YR 6.36 17.9 206.82 206.13 6 0.1150 24 76.7 19.9 0.01 Ex 16 Ex 15 16p 0.15 0.90 0.14 2.94 6.32 10-YR 6.36 18.7 206.03 201.25 109 0.0439 24 47.4 13.1 0.14 Ex 15 Ex 14 15p 1.01 0.76 0.77 3.71 6.46 10-YR 6.31 23.4 201.13 194.72 212 0.0302 24 39.3 13.0 0.27

Ex 14 Ex 1 22p1,22p2,24p1,24p2,25p1, 25p2,13p,14p1,14p2 1.37 0.76 1.04 4.75 6.73 10-YR 6.24 29.6 193.50 186.81 125 0.0535 24 52.3 17.2 0.12

Ex 1 Ex 11 10p1,10p2,9p,6p1,6p2,7p,4 p,3p,2p1,2p2,38p,1p 3.13 0.82 2.57 7.32 6.85 10-YR 6.20 45.4 186.66 171.45 296 0.0514 24 51.3 18.4 0.27 Exist. Pipe is Adequate.

I:\646846 I-95 DAR to EPG\Drainage\DAR Calcs.xls LD-229- MS-19 8/23/2011, 8:29 AM

66 65 66p 0.46 0.90 0.41 0.41 5.00 10-YR 6.77 2.8 213.50 213.20 18 0.0167 15 8.1 6.0 0.05 64 63 0.00 0.00 0.00 0.41 5.05 10-YR 6.76 2.8 206.00 205.94 10 0.0060 15 5.0 4.2 0.04 63 62 0.00 0.00 0.00 0.41 5.09 10-YR 6.74 2.8 198.63 198.37 25 0.0104 15 6.6 5.2 0.08 Prop. Pipe is Adequate.

I:\646846 I-95 DAR to EPG\Drainage\DAR Calcs.xls LD-229- MS-19 8/23/2011, 8:29 AM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00610 ft/ft

Diameter 1.50 ft

Discharge 4.80 ft³/s

Results

Normal Depth 9.89 in

Flow Area 1.00 ft²

Wetted Perimeter 2.51 ft

Top Width 1.49 ft

Critical Depth 10.11 in

Percent Full 55.0 %

Critical Slope 0.00570 ft/ft

Velocity 4.82 ft/s

Velocity Head 0.36 ft

Specific Energy 1.19 ft

Froude Number 1.04

Maximum Discharge 8.82 ft³/s

Discharge Full 8.20 ft³/s

Slope Full 0.00209 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 54.96 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -52 to 51_25 YR

4/21/2011 1:44:47 PM

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page

GVF Output Data

Normal Depth 9.89 in

Critical Depth 10.11 in

Channel Slope 0.00610 ft/ft

Critical Slope 0.00570 ft/ft

Worksheet for Circular Pipe -52 to 51_25 YR

4/21/2011 1:44:47 PM

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00600 ft/ft

Diameter 1.50 ft

Discharge 4.80 ft³/s

Results

Normal Depth 9.94 in

Flow Area 1.00 ft²

Wetted Perimeter 2.51 ft

Top Width 1.49 ft

Critical Depth 10.11 in

Percent Full 55.2 %

Critical Slope 0.00570 ft/ft

Velocity 4.79 ft/s

Velocity Head 0.36 ft

Specific Energy 1.19 ft

Froude Number 1.03

Maximum Discharge 8.75 ft³/s

Discharge Full 8.14 ft³/s

Slope Full 0.00209 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 55.24 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -51 to 50_25 YR

4/21/2011 1:46:11 PM

Normal Depth 9.94 in

Critical Depth 10.11 in

Channel Slope 0.00600 ft/ft

Critical Slope 0.00570 ft/ft

Worksheet for Circular Pipe -51 to 50_25 YR

4/21/2011 1:46:11 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.021

Channel Slope 0.04000 ft/ft

Diameter 0.83 ft

Discharge 0.80 ft³/s

Results

Normal Depth 3.73 in

Flow Area 0.18 ft²

Wetted Perimeter 1.09 ft

Top Width 0.80 ft

Critical Depth 4.75 in

Percent Full 37.4 %

Critical Slope 0.01673 ft/ft

Velocity 4.33 ft/s

Velocity Head 0.29 ft

Specific Energy 0.60 ft

Froude Number 1.59

Maximum Discharge 2.89 ft³/s

Discharge Full 2.68 ft³/s

Slope Full 0.00355 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 37.42 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -53 to 50_25 YR_From Scupper

4/21/2011 1:46:50 PM

Normal Depth 3.73 in

Critical Depth 4.75 in

Channel Slope 0.04000 ft/ft

Critical Slope 0.01673 ft/ft

Worksheet for Circular Pipe -53 to 50_25 YR_From Scupper

4/21/2011 1:46:50 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00650 ft/ft

Diameter 1.50 ft

Discharge 5.50 ft³/s

Results

Normal Depth 10.57 in

Flow Area 1.08 ft²

Wetted Perimeter 2.62 ft

Top Width 1.48 ft

Critical Depth 10.85 in

Percent Full 58.7 %

Critical Slope 0.00599 ft/ft

Velocity 5.10 ft/s

Velocity Head 0.40 ft

Specific Energy 1.28 ft

Froude Number 1.05

Maximum Discharge 9.11 ft³/s

Discharge Full 8.47 ft³/s

Slope Full 0.00274 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 58.70 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -50 to Ex 18_25 YR

4/21/2011 1:47:43 PM

Normal Depth 10.57 in

Critical Depth 10.85 in

Channel Slope 0.00650 ft/ft

Critical Slope 0.00599 ft/ft

Worksheet for Circular Pipe -50 to Ex 18_25 YR

4/21/2011 1:47:43 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.01580 ft/ft

Diameter 1.25 ft

Discharge 3.50 ft³/s

Results

Normal Depth 6.88 in

Flow Area 0.55 ft²

Wetted Perimeter 1.86 ft

Top Width 1.25 ft

Critical Depth 9.06 in

Percent Full 45.9 %

Critical Slope 0.00637 ft/ft

Velocity 6.37 ft/s

Velocity Head 0.63 ft

Specific Energy 1.20 ft

Froude Number 1.69

Maximum Discharge 8.73 ft³/s

Discharge Full 8.12 ft³/s

Slope Full 0.00294 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 45.87 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 66 to 65_25 YR

4/21/2011 2:35:26 PM

Normal Depth 6.88 in

Critical Depth 9.06 in

Channel Slope 0.01580 ft/ft

Critical Slope 0.00637 ft/ft

Worksheet for Circular Pipe - 66 to 65_25 YR

4/21/2011 2:35:26 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00600 ft/ft

Diameter 1.25 ft

Discharge 3.50 ft³/s

Results

Normal Depth 9.24 in

Flow Area 0.79 ft²

Wetted Perimeter 2.26 ft

Top Width 1.22 ft

Critical Depth 9.06 in

Percent Full 61.6 %

Critical Slope 0.00637 ft/ft

Velocity 4.41 ft/s

Velocity Head 0.30 ft

Specific Energy 1.07 ft

Froude Number 0.96

Maximum Discharge 5.38 ft³/s

Discharge Full 5.00 ft³/s

Slope Full 0.00294 ft/ft

Flow Type SubCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 61.63 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 64 to 63_25 YR

4/21/2011 2:36:18 PM

Normal Depth 9.24 in

Critical Depth 9.06 in

Channel Slope 0.00600 ft/ft

Critical Slope 0.00637 ft/ft

Worksheet for Circular Pipe - 64 to 63_25 YR

4/21/2011 2:36:18 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.01040 ft/ft

Diameter 1.25 ft

Discharge 3.50 ft³/s

Results

Normal Depth 7.78 in

Flow Area 0.64 ft²

Wetted Perimeter 2.01 ft

Top Width 1.25 ft

Critical Depth 9.06 in

Percent Full 51.8 %

Critical Slope 0.00637 ft/ft

Velocity 5.45 ft/s

Velocity Head 0.46 ft

Specific Energy 1.11 ft

Froude Number 1.34

Maximum Discharge 7.09 ft³/s

Discharge Full 6.59 ft³/s

Slope Full 0.00294 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 51.84 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 63 to 62_25 YR

4/21/2011 2:36:55 PM

Normal Depth 7.78 in

Critical Depth 9.06 in

Channel Slope 0.01040 ft/ft

Critical Slope 0.00637 ft/ft

Worksheet for Circular Pipe - 63 to 62_25 YR

4/21/2011 2:36:55 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.12540 ft/ft

Diameter 1.50 ft

Discharge 1.80 ft³/s

Results

Normal Depth 2.69 in

Flow Area 0.17 ft²

Wetted Perimeter 1.19 ft

Top Width 1.07 ft

Critical Depth 6.06 in

Percent Full 15.0 %

Critical Slope 0.00492 ft/ft

Velocity 10.86 ft/s

Velocity Head 1.83 ft

Specific Energy 2.06 ft

Froude Number 4.87

Maximum Discharge 40.01 ft³/s

Discharge Full 37.20 ft³/s

Slope Full 0.00029 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 14.97 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 26 to Ex 21

2/23/2011 4:16:54 PM

Normal Depth 2.69 in

Critical Depth 6.06 in

Channel Slope 0.12540 ft/ft

Critical Slope 0.00492 ft/ft

Worksheet for Circular Pipe -Ex 26 to Ex 21

2/23/2011 4:16:54 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00490 ft/ft

Diameter 1.50 ft

Discharge 4.00 ft³/s

Results

Normal Depth 9.46 in

Flow Area 0.94 ft²

Wetted Perimeter 2.43 ft

Top Width 1.50 ft

Critical Depth 9.19 in

Percent Full 52.6 %

Critical Slope 0.00541 ft/ft

Velocity 4.25 ft/s

Velocity Head 0.28 ft

Specific Energy 1.07 ft

Froude Number 0.94

Maximum Discharge 7.91 ft³/s

Discharge Full 7.35 ft³/s

Slope Full 0.00145 ft/ft

Flow Type SubCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 52.57 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 21 to 52

2/23/2011 4:17:30 PM

Normal Depth 9.46 in

Critical Depth 9.19 in

Channel Slope 0.00490 ft/ft

Critical Slope 0.00541 ft/ft

Worksheet for Circular Pipe -Ex 21 to 52

2/23/2011 4:17:30 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00610 ft/ft

Diameter 1.50 ft

Discharge 3.90 ft³/s

Results

Normal Depth 8.74 in

Flow Area 0.85 ft²

Wetted Perimeter 2.31 ft

Top Width 1.50 ft

Critical Depth 9.07 in

Percent Full 48.5 %

Critical Slope 0.00538 ft/ft

Velocity 4.59 ft/s

Velocity Head 0.33 ft

Specific Energy 1.05 ft

Froude Number 1.07

Maximum Discharge 8.82 ft³/s

Discharge Full 8.20 ft³/s

Slope Full 0.00138 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 48.53 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -52 to 51

2/23/2011 4:02:46 PM

Normal Depth 8.74 in

Critical Depth 9.07 in

Channel Slope 0.00610 ft/ft

Critical Slope 0.00538 ft/ft

Worksheet for Circular Pipe -52 to 51

2/23/2011 4:02:46 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00600 ft/ft

Diameter 1.50 ft

Discharge 3.90 ft³/s

Results

Normal Depth 8.78 in

Flow Area 0.86 ft²

Wetted Perimeter 2.32 ft

Top Width 1.50 ft

Critical Depth 9.07 in

Percent Full 48.8 %

Critical Slope 0.00538 ft/ft

Velocity 4.56 ft/s

Velocity Head 0.32 ft

Specific Energy 1.05 ft

Froude Number 1.06

Maximum Discharge 8.75 ft³/s

Discharge Full 8.14 ft³/s

Slope Full 0.00138 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 48.76 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -51 to 50

2/23/2011 4:03:17 PM

Normal Depth 8.78 in

Critical Depth 9.07 in

Channel Slope 0.00600 ft/ft

Critical Slope 0.00538 ft/ft

Worksheet for Circular Pipe -51 to 50

2/23/2011 4:03:17 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.021

Channel Slope 0.04000 ft/ft

Diameter 0.83 ft

Discharge 0.60 ft³/s

Results

Normal Depth 3.20 in

Flow Area 0.15 ft²

Wetted Perimeter 1.00 ft

Top Width 0.78 ft

Critical Depth 4.09 in

Percent Full 32.2 %

Critical Slope 0.01605 ft/ft

Velocity 3.99 ft/s

Velocity Head 0.25 ft

Specific Energy 0.51 ft

Froude Number 1.60

Maximum Discharge 2.89 ft³/s

Discharge Full 2.68 ft³/s

Slope Full 0.00200 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 32.16 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -53 to 50_From Scupper

2/23/2011 4:18:44 PM

Normal Depth 3.20 in

Critical Depth 4.09 in

Channel Slope 0.04000 ft/ft

Critical Slope 0.01605 ft/ft

Worksheet for Circular Pipe -53 to 50_From Scupper

2/23/2011 4:18:44 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00650 ft/ft

Diameter 1.50 ft

Discharge 4.40 ft³/s

Results

Normal Depth 9.21 in

Flow Area 0.91 ft²

Wetted Perimeter 2.39 ft

Top Width 1.50 ft

Critical Depth 9.66 in

Percent Full 51.1 %

Critical Slope 0.00555 ft/ft

Velocity 4.84 ft/s

Velocity Head 0.36 ft

Specific Energy 1.13 ft

Froude Number 1.10

Maximum Discharge 9.11 ft³/s

Discharge Full 8.47 ft³/s

Slope Full 0.00175 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 51.14 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -50 to Ex 18

2/23/2011 4:18:08 PM

Normal Depth 9.21 in

Critical Depth 9.66 in

Channel Slope 0.00650 ft/ft

Critical Slope 0.00555 ft/ft

Worksheet for Circular Pipe -50 to Ex 18

2/23/2011 4:18:08 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00750 ft/ft

Diameter 1.50 ft

Discharge 1.00 ft³/s

Results

Normal Depth 4.03 in

Flow Area 0.30 ft²

Wetted Perimeter 1.48 ft

Top Width 1.25 ft

Critical Depth 4.48 in

Percent Full 22.4 %

Critical Slope 0.00493 ft/ft

Velocity 3.38 ft/s

Velocity Head 0.18 ft

Specific Energy 0.51 ft

Froude Number 1.23

Maximum Discharge 9.79 ft³/s

Discharge Full 9.10 ft³/s

Slope Full 0.00009 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 22.39 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -54 to Ex 19

2/23/2011 4:04:03 PM

Normal Depth 4.03 in

Critical Depth 4.48 in

Channel Slope 0.00750 ft/ft

Critical Slope 0.00493 ft/ft

Worksheet for Circular Pipe -54 to Ex 19

2/23/2011 4:04:03 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00750 ft/ft

Diameter 2.00 ft

Discharge 10.00 ft³/s

Results

Normal Depth 12.15 in

Flow Area 1.59 ft²

Wetted Perimeter 3.17 ft

Top Width 2.00 ft

Critical Depth 13.58 in

Percent Full 50.6 %

Critical Slope 0.00520 ft/ft

Velocity 6.27 ft/s

Velocity Head 0.61 ft

Specific Energy 1.62 ft

Froude Number 1.24

Maximum Discharge 21.07 ft³/s

Discharge Full 19.59 ft³/s

Slope Full 0.00195 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 50.60 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 19 to Ex 18

2/23/2011 4:06:03 PM

Normal Depth 12.15 in

Critical Depth 13.58 in

Channel Slope 0.00750 ft/ft

Critical Slope 0.00520 ft/ft

Worksheet for Circular Pipe -Ex 19 to Ex 18

2/23/2011 4:06:03 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00480 ft/ft

Diameter 2.00 ft

Discharge 15.40 ft³/s

Results

Normal Depth 19.30 in

Flow Area 2.71 ft²

Wetted Perimeter 4.45 ft

Top Width 1.59 ft

Critical Depth 16.98 in

Percent Full 80.4 %

Critical Slope 0.00643 ft/ft

Velocity 5.69 ft/s

Velocity Head 0.50 ft

Specific Energy 2.11 ft

Froude Number 0.77

Maximum Discharge 16.86 ft³/s

Discharge Full 15.67 ft³/s

Slope Full 0.00463 ft/ft

Flow Type SubCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 80.43 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 18 to Ex 17

2/23/2011 4:05:12 PM

Normal Depth 19.30 in

Critical Depth 16.98 in

Channel Slope 0.00480 ft/ft

Critical Slope 0.00643 ft/ft

Worksheet for Circular Pipe -Ex 18 to Ex 17

2/23/2011 4:05:12 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.11500 ft/ft

Diameter 2.00 ft

Discharge 17.80 ft³/s

Results

Normal Depth 7.86 in

Flow Area 0.90 ft²

Wetted Perimeter 2.44 ft

Top Width 1.88 ft

Critical Depth 18.25 in

Percent Full 32.8 %

Critical Slope 0.00722 ft/ft

Velocity 19.88 ft/s

Velocity Head 6.14 ft

Specific Energy 6.80 ft

Froude Number 5.08

Maximum Discharge 82.52 ft³/s

Discharge Full 76.71 ft³/s

Slope Full 0.00619 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 32.76 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 17 to Ex 16

2/23/2011 4:06:39 PM

Normal Depth 7.86 in

Critical Depth 18.25 in

Channel Slope 0.11500 ft/ft

Critical Slope 0.00722 ft/ft

Worksheet for Circular Pipe -Ex 17 to Ex 16

2/23/2011 4:06:39 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.04390 ft/ft

Diameter 2.00 ft

Discharge 18.70 ft³/s

Results

Normal Depth 10.48 in

Flow Area 1.32 ft²

Wetted Perimeter 2.89 ft

Top Width 1.98 ft

Critical Depth 18.68 in

Percent Full 43.6 %

Critical Slope 0.00757 ft/ft

Velocity 14.19 ft/s

Velocity Head 3.13 ft

Specific Energy 4.00 ft

Froude Number 3.07

Maximum Discharge 50.98 ft³/s

Discharge Full 47.40 ft³/s

Slope Full 0.00683 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 43.65 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 16 to Ex 15

2/23/2011 4:12:17 PM

Normal Depth 10.48 in

Critical Depth 18.68 in

Channel Slope 0.04390 ft/ft

Critical Slope 0.00757 ft/ft

Worksheet for Circular Pipe -Ex 16 to Ex 15

2/23/2011 4:12:17 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.03020 ft/ft

Diameter 2.00 ft

Discharge 23.40 ft³/s

Results

Normal Depth 13.33 in

Flow Area 1.79 ft²

Wetted Perimeter 3.36 ft

Top Width 1.99 ft

Critical Depth 20.62 in

Percent Full 55.6 %

Critical Slope 0.00992 ft/ft

Velocity 13.06 ft/s

Velocity Head 2.65 ft

Specific Energy 3.76 ft

Froude Number 2.42

Maximum Discharge 42.29 ft³/s

Discharge Full 39.31 ft³/s

Slope Full 0.01070 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 55.55 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 15 to Ex 14

2/23/2011 4:12:48 PM

Normal Depth 13.33 in

Critical Depth 20.62 in

Channel Slope 0.03020 ft/ft

Critical Slope 0.00992 ft/ft

Worksheet for Circular Pipe -Ex 15 to Ex 14

2/23/2011 4:12:48 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.05350 ft/ft

Diameter 2.00 ft

Discharge 29.60 ft³/s

Results

Normal Depth 12.92 in

Flow Area 1.72 ft²

Wetted Perimeter 3.30 ft

Top Width 1.99 ft

Critical Depth 22.27 in

Percent Full 53.8 %

Critical Slope 0.01482 ft/ft

Velocity 17.17 ft/s

Velocity Head 4.58 ft

Specific Energy 5.66 ft

Froude Number 3.26

Maximum Discharge 56.28 ft³/s

Discharge Full 52.32 ft³/s

Slope Full 0.01712 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 53.83 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 14 to Ex 1

2/23/2011 4:13:19 PM

Normal Depth 12.92 in

Critical Depth 22.27 in

Channel Slope 0.05350 ft/ft

Critical Slope 0.01482 ft/ft

Worksheet for Circular Pipe -Ex 14 to Ex 1

2/23/2011 4:13:19 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.05140 ft/ft

Diameter 2.00 ft

Discharge 45.40 ft³/s

Results

Normal Depth 17.56 in

Flow Area 2.46 ft²

Wetted Perimeter 4.10 ft

Top Width 1.77 ft

Critical Depth 23.65 in

Percent Full 73.2 %

Critical Slope 0.03654 ft/ft

Velocity 18.43 ft/s

Velocity Head 5.28 ft

Specific Energy 6.74 ft

Froude Number 2.76

Maximum Discharge 55.17 ft³/s

Discharge Full 51.29 ft³/s

Slope Full 0.04028 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 73.16 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe -Ex 1 to Ex 11

2/23/2011 4:13:50 PM

Normal Depth 17.56 in

Critical Depth 23.65 in

Channel Slope 0.05140 ft/ft

Critical Slope 0.03654 ft/ft

Worksheet for Circular Pipe -Ex 1 to Ex 11

2/23/2011 4:13:50 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.01580 ft/ft

Diameter 1.25 ft

Discharge 2.80 ft³/s

Results

Normal Depth 6.08 in

Flow Area 0.47 ft²

Wetted Perimeter 1.72 ft

Top Width 1.23 ft

Critical Depth 8.06 in

Percent Full 40.5 %

Critical Slope 0.00590 ft/ft

Velocity 6.01 ft/s

Velocity Head 0.56 ft

Specific Energy 1.07 ft

Froude Number 1.72

Maximum Discharge 8.73 ft³/s

Discharge Full 8.12 ft³/s

Slope Full 0.00188 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 40.51 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 66 to 65

2/23/2011 4:16:03 PM

Normal Depth 6.08 in

Critical Depth 8.06 in

Channel Slope 0.01580 ft/ft

Critical Slope 0.00590 ft/ft

Worksheet for Circular Pipe - 66 to 65

2/23/2011 4:16:03 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.00600 ft/ft

Diameter 1.25 ft

Discharge 2.80 ft³/s

Results

Normal Depth 8.02 in

Flow Area 0.67 ft²

Wetted Perimeter 2.05 ft

Top Width 1.25 ft

Critical Depth 8.06 in

Percent Full 53.5 %

Critical Slope 0.00590 ft/ft

Velocity 4.19 ft/s

Velocity Head 0.27 ft

Specific Energy 0.94 ft

Froude Number 1.01

Maximum Discharge 5.38 ft³/s

Discharge Full 5.00 ft³/s

Slope Full 0.00188 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 53.48 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 64 to 63

2/23/2011 4:15:22 PM

Normal Depth 8.02 in

Critical Depth 8.06 in

Channel Slope 0.00600 ft/ft

Critical Slope 0.00590 ft/ft

Worksheet for Circular Pipe - 64 to 63

2/23/2011 4:15:22 PM

Solve For Normal Depth

Input Data

Roughness Coefficient 0.013

Channel Slope 0.01040 ft/ft

Diameter 1.25 ft

Discharge 2.80 ft³/s

Results

Normal Depth 6.83 in

Flow Area 0.54 ft²

Wetted Perimeter 1.85 ft

Top Width 1.25 ft

Critical Depth 8.06 in

Percent Full 45.5 %

Critical Slope 0.00590 ft/ft

Velocity 5.15 ft/s

Velocity Head 0.41 ft

Specific Energy 0.98 ft

Froude Number 1.37

Maximum Discharge 7.09 ft³/s

Discharge Full 6.59 ft³/s

Slope Full 0.00188 ft/ft

Flow Type SuperCritical

GVF Input Data

Downstream Depth 0.00 in

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 in

Profile Description

Profile Headloss 0.00 ft

Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 45.54 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 63 to 62

2/23/2011 4:14:21 PM

Normal Depth 6.83 in

Critical Depth 8.06 in

Channel Slope 0.01040 ft/ft

Critical Slope 0.00590 ft/ft

Worksheet for Circular Pipe - 63 to 62

2/23/2011 4:14:21 PM

E-1

APPENDIX E – HYDRAULIC GRADE LINE COMPUTATIONS (LD-347)

LD-347 ROUTE: I-95 Ramp from FBNA Designrd by: BA

HYDRAULIC GRADE LINE Checked by: OE

10-YEAR STORM

Outlet JUNCTION LOSS Inlet

IN…