SP-6_Technical_Memorandum.pdf

2060 Briargate Parkway, Suite 120, Colorado Springs, CO 80920-1045 T 719.272.8800 hdrinc.com

Cross Section Design Storm Q Total (cfs) WS Elev. (ft) EG Elev. (ft) Channel Velocity (fps)

192.0350 100-year 310 6381.49 6381.82 4.62

178.3575 100-year 310 6381.32 6381.76 5.36

151.0332 100-year 310 6380.79 6381.54 7.03

PROPOSED MODEL

The proposed crossing is a 10’ x 10’ RCBC. The opening height is 9-ft with one foot of backfill placed in the culvert for animal crossing purposes. The top of crown of roadway is being raised approximately 5-ft between existing and proposed conditions. Just upstream and downstream of the proposed culvert the channel will be regraded. Table 2 presents the difference in channel bottom elevation at the affected cross sections.

Table 2 Channel Elevation Comparison

Existing Cross Section

Proposed Cross Section

Existing Channel Bottom Elevation

Proposed Channel Bottom Elevation

416.2318 295.4376 6381.39 6381.26

374.9392 254.0881 6381.02 6380.33

178.3575 67.4321 6377.78 6378.07

The channel is changing to meet the inverts of the proposed structure. The channel bottom is being flattened and the channel will typically be wider than the existing, giving it a greater cross sectional area. The proposed structure also is being placed at a skew to the roadway to better align with the natural channel.

The proposed structure conveys the 100-year event without overtopping County Road 5. The paved road to the west of stock pass 6 is still expected not to overtop during the 100-year event. It should be noted that the warnings located within the existing model are only warnings and not model errors.

Proposed model outputs are summarized in Table 3 below.

Table 3 HEC-RAS Output – Proposed Model

Cross Section Design Storm Q Total (cfs) WS Elev. (ft) EG Elev. (ft) Channel Velocity (fps)

313.5036 100-year 310 6385.08 6385.95 7.46

295.4376 100-year 310 6384.45 6385.3 7.42

254.0881 100-year 310 6383.01 6384.65 3.72

97.0597 100-year 310 6380.63 6381.48 6.34

67.4321 100-year 310 6380.76 6381.27 5.72

40.3434 100-year 310 6380.29 6380.29 6.73

CONCLUSION

The proposed crossing structure and regrading of the channel will improve hydraulics and lower or maintain water surface elevations in the vicinity of County Road 5 Stock Pass 6. The proposed conditions meet the requirements for a No-Rise Certification. A Base Flood Elevation (BFE) comparison (Table 4) shows the difference in water surface elevation of the proposed and existing models.

Table 4 BFE Comparison Table

BFE Comparison Table Project Name : CR-5 Stock Pass 6 Flooding Source: Collins Gulch Company: HDR Completed By: Matthew Johnson

Existing Stream Station

Existing Cross- Section ID

Proposed Cross-

Section ID

Proposed Stream Station

EXISTING PROPOSED

PP.

vs.

EX

BFE BFE BFE

433.7735 313.5036 6385.08 6385.08 0.00

416.2318 295.4376 6385.11 6384.45 -0.66

374.9392 254.0881 6385.21 6384.44 -0.77

362.6606 6385.16

339.5117 6385.00

316.8676 6385.10

291.3776 BR 208.7831 CV 6385.10 6384.44 -0.66

253.0176 6382.58

227.756 6381.83

192.035 6381.49

97.0597 6380.86

178.3575 67.4321 6381.32 6380.76 -0.56

151.0332 40.3434 6380.79 6380.29 -0.50

Two plans exist in the HEC-RAS file. They are as follows:

1. Existing: Existing floodplain model

2. Proposed: Proposed floodplain model

REFERENCES

1. “County Road 5 Improvements, Hydrology and Hydraulics Report”, prepared by HDR, January 2011.

2. “HEC-RAS 4.1” U.S. Army Corps of Engineers, Hydraulics Engineering Center, Version 4.1, January 2010.

APPENDICES

APPENDIX A – FEMA FIRM PANEL

APPENDIX B – EXCERPT FROM REFERENCE 1, HYDROLOGY

Table 2. 100-year peak flows at specific crossings along CR5. Method 1 = TR-55, Method 2 = USGS Regression (Vaill, 2000), Method 3 = HEC-SSP, Method 4 = Q vs. A relationship (see Appendix A1).

Milepost Station Drainage Area (ac) Method

Q2 (cfs)

Q5 (cfs)

Q100 (cfs)

15.3 2545+14.51 21 1 10 11 18

15.36 2548+60.16 3.9 1 2 2 4

15.61 2561+52.14 48.5 1 21 24 39

15.69 2565+93.22 10.7 1 6 7 11

15.81 SP 05 3,135 2 155 175 282

17.43 2655+89.19 13.6 4 9 10 16

17.67 SP 06 3,639 2 171 192 310

17.72 2672+65.36 10.3 1 5 6 10

17.81 2677+62.34 5.4 1 3 3 5

17.88 2681+66.12 21.6 1 11 12 19

19.04 SP 07 1,840 1 378 426 687

19.65 SP 08 157 4 52 58 94

21.5 SP 09 993 1 236 266 429

22.89 3192+84.82 7 1 4 4 7

22.95 SP 10 1,012 1 222 250 403

24.3 SP 11 491 1 153 173 279

25.32 3322+65.00 65.6 4 25 28 45

25.44 SP 12 1,184 1 322 363 585

26.61 3390+41.42 68.2 1 27 31 50

27.03 3412+78.91 216 1 60 68 109

27.35 3429+59.54 75.1 1 27 30 49

27.82 SP 13 3,719 2 173 195 314

29.28 4433+89.83 16.2 1 6 7 11

29.44 SP 14 3,078 2 153 173 279

29.62 4451+52.88 23.2 1 11 13 20

30.55 SP 15 1,394 1 319 360 580

31.85 BRIDGE - 3 (See Table 3 on next page)

32.78 4619+02.24 24.6 1 12 13 21

32.93 SP 16 579 1 172 194 313

34.5 4709+93.36 108 1 49 55 89

34.79 4725+47.70 26.5 1 14 15 25

35.08 4740+74.65 21.2 1 9 11 17

35.14 4743+61.48 8.2 1 4 5 8

35.32 4753+20.30 79.9 1 36 40 65

35.39 4756+79.60 1 1 1 1 1

35.54 4765+09.03 654 1 144 162 262

35.68 4772+29.95 43.8 1 20 23 37

35.82 4780+63.33 1,011 1 190 215 346

36.11 4794+89.87 1,539 1 270 304 491

36.23 4801+40.05 1,859 1 349 394 635

36.34 4807+18.35 9.4 1 5 5 8

36.67 SP 17 1312 1 281 317 511

mattjohn Highlight

APPENDIX C – FIELD SURVEY OF EXISTING BRIDGE

APPENDIX D – EXISTING HEC-RAS MODEL

CountyRoad5StockPass6.txt

HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California

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PROJECT DATA

Project Title: County Road 5 - Stock Pass 6 Project File : CountyRoad5StockPass6.prj Run Date and Time: 5/16/2014 2:22:55 PM

Project in English units

Project Description:

County Road Stock Pass 6

PLAN DATA

Plan Title: Existing Plan File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.p03

Geometry Title: Existing Geometry File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.g02

Flow Title : Stock Pass 6 Flow Existing Flow File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.f02

Plan Description:

HDR - 5/16/2014

Plan Summary Information:

Number of: Cross Sections = 11 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 1 Lateral Structures = 0

Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001

Computation Options

Critical depth computed at all cross sections Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: Stock Pass 6 Flow Existing Flow File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.f02

Flow Data (cfs)

* River Reach RS * Q100 *

* Collins Gulch Reach 1 433.7735* 310 *

Boundary Conditions

* River Reach Profile * Upstream Downstream *

* Collins Gulch Reach 1 Q100 * Normal S = 0.02 Normal S = 0.017 *

GEOMETRY DATA

Geometry Title: Existing Geometry File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.g02

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 433.7735

INPUT

Description:

Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6387 5.1 6386.5 9.65 6384.67 15.04 6383.19 20.84 6381.56

24.39 6382.77 27.29 6383.71 33.96 6385.33 41.04 6387.04 41.13 6387.03

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 9.65 .03 33.96 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

9.65 33.96 17.53 18.06 20.82 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.95 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.86 * Wt. n-Val. * 0.033 * 0.030 *

* W.S. Elev (ft) * 6385.08 * Reach Len. (ft) * 17.53 * 18.06 *

20.82 *

* Crit W.S. (ft) * 6385.08 * Flow Area (sq ft) * 0.21 * 41.51 *

* E.G. Slope (ft/ft) *0.011070 * Area (sq ft) * 0.21 * 41.51 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 0.33 * 309.67 *

* Top Width (ft) * 24.32 * Top Width (ft) * 1.03 * 23.29 *

* Vel Total (ft/s) * 7.43 * Avg. Vel. (ft/s) * 1.57 * 7.46 *

* Max Chl Dpth (ft) * 3.52 * Hydr. Depth (ft) * 0.21 * 1.78 *

* Conv. Total (cfs) * 2946.3 * Conv. (cfs) * 3.2 * 2943.2 *

* Length Wtd. (ft) * 18.07 * Wetted Per. (ft) * 1.11 * 24.23 *

* Min Ch El (ft) * 6381.56 * Shear (lb/sq ft) * 0.13 * 1.18 *

* Alpha * 1.01 * Stream Power (lb/ft s) * 41.13 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.12 * Cum Volume (acre-ft) * 0.07 * 0.38 *

0.09 *

* C & E Loss (ft) * 0.12 * Cum SA (acres) * 0.05 * 0.15 *

0.07 *

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 416.2318

INPUT

Description:

Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6387.01 3.25 6386.71 12.6 6386.39 13.96 6386.34 22.09 6384.33

26.98 6383.21 29.55 6382.63 33.54 6381.39 39.91 6382.74 44.2 6383.68

47.226384.291 56.07 6386.08

Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val 0 .033 22.09 .03 47.22 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

22.09 47.22 45.17 41.29 39.81 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.58 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.46 * Wt. n-Val. * 0.033 * 0.030 *

0.033 *

* W.S. Elev (ft) * 6385.11 * Reach Len. (ft) * 45.17 * 41.29 *

39.81 *

* Crit W.S. (ft) * 6384.61 * Flow Area (sq ft) * 1.24 * 55.60 *

1.68 *

* E.G. Slope (ft/ft) *0.004419 * Area (sq ft) * 1.24 * 55.60 *

1.68 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 1.96 * 305.31 *

2.74 *

* Top Width (ft) * 32.37 * Top Width (ft) * 3.17 * 25.13 *

4.07 *

* Vel Total (ft/s) * 5.30 * Avg. Vel. (ft/s) * 1.57 * 5.49 *

1.63 *

* Max Chl Dpth (ft) * 3.72 * Hydr. Depth (ft) * 0.39 * 2.21 *

0.41 *

* Conv. Total (cfs) * 4663.4 * Conv. (cfs) * 29.4 * 4592.8 *

41.2 *

* Length Wtd. (ft) * 41.25 * Wetted Per. (ft) * 3.27 * 25.81 *

4.15 *

* Min Ch El (ft) * 6381.39 * Shear (lb/sq ft) * 0.11 * 0.59 *

0.11 *

* Alpha * 1.06 * Stream Power (lb/ft s) * 56.07 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.10 * Cum Volume (acre-ft) * 0.07 * 0.36 *

0.09 *

* C & E Loss (ft) * 0.08 * Cum SA (acres) * 0.05 * 0.14 *

0.07 *

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 374.9392

INPUT

Description:

Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6386.99 5.15 6386.68 19.08 6385.98 24.08 6385.75 36.11 6385.47

38.84 6385.31 47.91 6385.49 47.93 6385.49 47.97 6385.49 49.62 6385.27

56.73 6383.99 60.69 6382.37 64.43 6381.02 74.84 6382.5 75.85 6382.69

85.11 6384.46 91.7 6384.54 96.59 6384.42 100.45 6384.38 105.51 6384.48

110.16 6384.08 119.02 6386.13 120.22 6386.39 121.15 6386.31

Sta n Val Sta n Val Sta n Val 0 .033 56.73 .03 85.11 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

56.73 85.11 12.17 11.76 11.73 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.39 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.18 * Wt. n-Val. * 0.033 * 0.030 *

0.033 *

* W.S. Elev (ft) * 6385.21 * Reach Len. (ft) * 12.17 * 11.76 *

11.73 *

* Crit W.S. (ft) * 6384.09 * Flow Area (sq ft) * 4.12 * 74.81 *

22.33 *

* E.G. Slope (ft/ft) *0.001544 * Area (sq ft) * 4.12 * 74.81 *

22.33 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 5.17 * 272.43 *

32.40 *

* Top Width (ft) * 65.07 * Top Width (ft) * 6.76 * 28.38 *

29.92 *

* Vel Total (ft/s) * 3.06 * Avg. Vel. (ft/s) * 1.26 * 3.64 *

1.45 *

* Max Chl Dpth (ft) * 4.19 * Hydr. Depth (ft) * 0.61 * 2.64 *

0.75 *

* Conv. Total (cfs) * 7890.1 * Conv. (cfs) * 131.7 * 6933.8 *

824.6 *

* Length Wtd. (ft) * 11.77 * Wetted Per. (ft) * 6.87 * 29.22 *

30.07 *

* Min Ch El (ft) * 6381.02 * Shear (lb/sq ft) * 0.06 * 0.25 *

0.07 *

* Alpha * 1.27 * Stream Power (lb/ft s) * 121.15 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.02 * Cum Volume (acre-ft) * 0.07 * 0.30 *

0.08 *

* C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.04 * 0.12 *

0.06 *

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 362.6606

INPUT

Description:

Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6384.55 8.24 6384.24 13.57 6384.45 22.09 6384.6 28.1 6384.37

29.08 6384.36 29.59 6384.5 30.57 6384.56 37.51 6381.74 39.34 6381

42.1 6381.4 53.54 6383.05 57.46 6383.52 58.14 6383.6 59.98 6383.67

64.25 6383.79 80.43 6383.68 83.1 6383.57 87.95 6383.4 93.02 6383.42

95.62 6383.39 98.54 6383.44 104.23 6383.3

0 .033 30.57 .03 58.14 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

30.57 58.14 23.63 23.66 33.05 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 22.09 6386 F

64.25 104.23 6386 F

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.37 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.21 * Wt. n-Val. * 0.033 * 0.030 *

0.033 *

* W.S. Elev (ft) * 6385.16 * Reach Len. (ft) * 23.63 * 23.66 *

33.05 *

* Crit W.S. (ft) * 6384.06 * Flow Area (sq ft) * 5.86 * 73.94 *

8.94 *

* E.G. Slope (ft/ft) *0.001643 * Area (sq ft) * 22.00 * 73.94 *

73.09 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 8.34 * 280.65 *

21.01 *

* Top Width (ft) * 104.23 * Top Width (ft) * 30.57 * 27.57 *

46.09 *

* Vel Total (ft/s) * 3.49 * Avg. Vel. (ft/s) * 1.42 * 3.80 *

2.35 *

* Max Chl Dpth (ft) * 4.16 * Hydr. Depth (ft) * 0.69 * 2.68 *

1.46 *

* Conv. Total (cfs) * 7648.1 * Conv. (cfs) * 205.8 * 6924.0 *

518.4 *

* Length Wtd. (ft) * 23.98 * Wetted Per. (ft) * 8.51 * 28.45 *

6.11 *

* Min Ch El (ft) * 6381.00 * Shear (lb/sq ft) * 0.07 * 0.27 *

0.15 *

* Alpha * 1.10 * Stream Power (lb/ft s) * 104.23 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.05 * Cum Volume (acre-ft) * 0.06 * 0.28 *

0.07 *

* C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.04 * 0.11 *

0.05 *

Warning: The cross-section end points had to be extended vertically for the computed water surface.

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 339.5117

INPUT

Description:

Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

0 6382.55 13.03 6383.04 15 6383.07 16.13 6383.08 26.28 6385.99

28.39 6386.62 28.44 6386.6 30.2 6385.68 40.25 6380.19 43.31 6380.67

46.13 6381.07 46.64 6381.13 56.35 6384.82 61.64 6386.36 63.03 6386.69

66.41 6387.17 66.45 6387.17 71.91 6386.3 75.6 6385.48 80.01 6384.56

84.34 6383.84 92.7 6383.46 93.42 6383.42

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 30.2 .03 56.35 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

30.2 56.35 24.15 22.65 24.12 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 28.44 F

66.45 93.42 F

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.31 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.32 * Wt. n-Val. * * 0.030 *

0.033 *

* W.S. Elev (ft) * 6385.00 * Reach Len. (ft) * 24.15 * 22.65 *

24.12 *

* Crit W.S. (ft) * 6383.66 * Flow Area (sq ft) * * 68.34 *

0.05 *

* E.G. Slope (ft/ft) *0.002416 * Area (sq ft) * 41.06 * 68.34 *

16.32 *

* Q Total (cfs) * 310.00 * Flow (cfs) * * 309.98 *

0.02 *

* Top Width (ft) * 63.80 * Top Width (ft) * 22.81 * 24.90 *

16.10 *

* Vel Total (ft/s) * 4.53 * Avg. Vel. (ft/s) * * 4.54 *

0.42 *

* Max Chl Dpth (ft) * 4.81 * Hydr. Depth (ft) * * 2.74 *

0.09 *

* Conv. Total (cfs) * 6307.4 * Conv. (cfs) * * 6306.9 *

0.5 *

* Length Wtd. (ft) * 22.81 * Wetted Per. (ft) * * 26.87 *

0.63 *

* Min Ch El (ft) * 6380.19 * Shear (lb/sq ft) * * 0.38 *

0.01 *

* Alpha * 1.00 * Stream Power (lb/ft s) * 93.42 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.02 * Cum Volume (acre-ft) * 0.05 * 0.24 *

0.03 *

* C & E Loss (ft) * 0.12 * Cum SA (acres) * 0.02 * 0.10 *

0.02 *

Warning: Divided flow computed for this cross-section.

Warning: The cross-section end points had to be extended vertically for the computed water surface.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 316.8676

INPUT

Description: XS channel bottom raised to represent assumed aggradation.

Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

21.09 6382.19 34.39 6382.21 35.03 6382.31 36.46 6382.44 42.61 6382.96

43.1 6383.02 45.39 6382.38 60.02 6379.93 71.55 6383.51 71.98 6383.57

72.9 6383.66 75.3 6383.78 78.66 6383.67 80.39 6383.71 80.81 6383.71

86.19 6383.57 90.12 6383.56 93.34 6383.47 101.01 6383.49 105.18 6383.35

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

21.09 .033 43.1 .03 71.55 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

43.1 71.55 69.78 63.85 65.48 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent

21.09 37.2 6386 F

95.84 105.18 6386 F

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.17 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.08 * Wt. n-Val. * 0.033 * 0.030 *

0.033 *

* W.S. Elev (ft) * 6385.10 * Reach Len. (ft) * 25.49 * 25.49 *

25.49 *

* Crit W.S. (ft) * 6383.07 * Flow Area (sq ft) * 13.83 * 102.10 *

35.98 *

* E.G. Slope (ft/ft) *0.000437 * Area (sq ft) * 60.02 * 102.10 *

51.32 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 22.92 * 243.09 *

43.99 *

* Top Width (ft) * 84.09 * Top Width (ft) * 22.01 * 28.45 *

33.63 *

* Vel Total (ft/s) * 2.04 * Avg. Vel. (ft/s) * 1.66 * 2.38 *

1.22 *

* Max Chl Dpth (ft) * 5.17 * Hydr. Depth (ft) * 2.34 * 3.59 *

1.48 *

* Conv. Total (cfs) * 14828.9 * Conv. (cfs) * 1096.4 * 11628.1 *

2104.4 *

* Length Wtd. (ft) * 25.49 * Wetted Per. (ft) * 5.92 * 29.28 *

24.31 *

* Min Ch El (ft) * 6379.93 * Shear (lb/sq ft) * 0.06 * 0.10 *

0.04 *

* Alpha * 1.17 * Stream Power (lb/ft s) * 105.18 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.03 * Cum Volume (acre-ft) * 0.02 * 0.20 *

0.02 *

* C & E Loss (ft) * 0.44 * Cum SA (acres) * 0.01 * 0.08 *

0.01 *

Warning: The cross-section end points had to be extended vertically for the computed water surface.

Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

BRIDGE

RIVER: Collins Gulch REACH: Reach 1 RS: 291.3776

INPUT

Description:

Distance from Upstream XS = 25.49 Deck/Roadway Width = 29.15 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 6386.67 54.59 6386.6 54.69 6386.6 6384.8

65.31 6386.6 6384.8 65.41 6386.6 128.05 6386.43

Upstream Bridge Cross Section Data Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6385.79 10.49 6383.01 12.09 6382.27 15.87 6381.85 21.09 6382.19

34.39 6382.21 35.03 6382.31 36.46 6382.44 42.61 6382.96 43.1 6383.02

45.39 6382.38 55.73 6380.52 60.02 6379.42 71.55 6383.51 71.98 6383.57

72.9 6383.66 75.3 6383.78 78.66 6383.67 80.39 6383.71 80.81 6383.71

86.19 6383.57 90.12 6383.56 93.34 6383.47 101.01 6383.49 105.18 6383.35

109.16 6383.4 110 6383.37 111.02 6383.55 123.97 6385.7 128.05 6386.27

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 45.39 .03 71.55 .033

Bank Sta: Left Right Coeff Contr. Expan.

45.39 71.55 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 37.2 6386 F

95.84 128.05 6386 F

Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 6386.67 17.77 6386.6 17.87 6386.6 6384.8

28.49 6386.6 6384.8 28.59 6386.6 36.34 6386.43

Downstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6384.33 .22 6384.32 .74 6384.21 5.29 6383.51 18.72 6380.38

23.18 6378.92 26.17 6379.13 27.73 6379.22 34.66 6380.62 35.5 6380.82

36.08 6382.09 36.25 6383.28 36.34 6383.3

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 5.29 .03 34.66 .033

Bank Sta: Left Right Coeff Contr. Expan.

5.29 34.66 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 3.58 6384.8 F

31.15 36.34 6384.8 F

Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested

Number of Bridge Coefficient Sets = 1

Low Flow Methods and Data Energy Selected Low Flow Methods = Highest Energy Answer

High Flow Method Energy Only

Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line

BRIDGE OUTPUT Profile #Q100

* E.G. US. (ft) * 6385.17 * Element *Inside BR US *Inside BR DS *

* W.S. US. (ft) * 6385.10 * E.G. Elev (ft) * 6384.70 *

6383.92 *

* Q Total (cfs) * 310.00 * W.S. Elev (ft) * 6383.15 *

6382.44 *

* Q Bridge (cfs) * 310.00 * Crit W.S. (ft) * 6383.15 *

6382.44 *

* Q Weir (cfs) * * Max Chl Dpth (ft) * 3.73 *

3.52 *

* Weir Sta Lft (ft) * * Vel Total (ft/s) * 9.99 *

9.76 *

* Weir Sta Rgt (ft) * * Flow Area (sq ft) * 31.02 *

31.76 *

* Weir Submerg * * Froude # Chl * 0.91 *

0.92 *

* Weir Max Depth (ft) * * Specif Force (cu ft) * 142.77 *

142.74 *

* Min El Weir Flow (ft) * 6386.44 * Hydr Depth (ft) * 2.92 *

2.99 *

* Min El Prs (ft) * 6384.80 * W.P. Total (ft) * 15.31 *

15.81 *

* Delta EG (ft) * 2.17 * Conv. Total (cfs) * 2461.1 *

2504.1 *

* Delta WS (ft) * 2.52 * Top Width (ft) * 10.62 *

10.62 *

* BR Open Area (sq ft) * 48.57 * Frctn Loss (ft) * 0.45 *

0.05 *

* BR Open Vel (ft/s) * 9.99 * C & E Loss (ft) * 0.04 *

0.53 *

* Coef of Q * * Shear Total (lb/sq ft) * 2.01 *

1.92 *

* Br Sel Method *Energy only * Power Total (lb/ft s) * 0.00 *

0.00 *

Warning: For the final momentum answer at the bridge, the upstream energy was computed lower than the downstream energy.

This is not physically possible, the momentum answer has been disregarded.

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 253.0176

INPUT

Description: XS channel bottom raised to represent assumed aggradation.

Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6384.33 .22 6384.32 .74 6384.21 5.29 6383.51 9.96382.092

18.72 6379.38 23.18 6378.76 26.17 6378.97 27.73 6379.06 34.66 6380.62

35.5 6380.82 36.08 6382.09 36.25 6383.28 36.34 6383.3

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 9.9 .03 34.66 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

9.9 34.66 28.95 25.26 19.2 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 3.58 6384.8 F

31.15 36.34 6384.8 F

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6383.00 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.42 * Wt. n-Val. * 0.033 * 0.030 *

* W.S. Elev (ft) * 6382.58 * Reach Len. (ft) * 28.95 * 25.26 *

19.20 *

* Crit W.S. (ft) * 6381.58 * Flow Area (sq ft) * 0.38 * 59.21 *

* E.G. Slope (ft/ft) *0.002941 * Area (sq ft) * 0.38 * 67.46 *

2.23 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 0.35 * 309.65 *

* Top Width (ft) * 27.82 * Top Width (ft) * 1.57 * 24.76 *

1.49 *

* Vel Total (ft/s) * 5.20 * Avg. Vel. (ft/s) * 0.92 * 5.23 *

* Max Chl Dpth (ft) * 3.82 * Hydr. Depth (ft) * 0.24 * 2.79 *

* Conv. Total (cfs) * 5716.0 * Conv. (cfs) * 6.4 * 5709.6 *

* Length Wtd. (ft) * 25.26 * Wetted Per. (ft) * 1.64 * 21.80 *

* Min Ch El (ft) * 6378.76 * Shear (lb/sq ft) * 0.04 * 0.50 *

* Alpha * 1.01 * Stream Power (lb/ft s) * 36.34 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.13 * Cum Volume (acre-ft) * 0.00 * 0.13 *

0.00 *

* C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.00 * 0.06 *

0.00 *

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 227.7560

INPUT

Description: XS channel bottom raised to represent assumed aggradation.

Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6384.46 3.04 6384.65 3.29 6384.59 10.596381.812 17.53 6379.59

20.32 6378.83 22.44 6378.33 33.66 6382 34.22 6382.19 34.88 6382.41

35.15 6382.4 40.7 6382.74 41.62 6382.98

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 10.59 .03 33.66 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

10.59 33.66 39.6 35.72 33.88 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6382.73 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.90 * Wt. n-Val. * 0.000 * 0.030 *

* W.S. Elev (ft) * 6381.83 * Reach Len. (ft) * 39.60 * 35.72 *

33.88 *

* Crit W.S. (ft) * 6381.83 * Flow Area (sq ft) * 0.00 * 40.83 *

* E.G. Slope (ft/ft) *0.011331 * Area (sq ft) * 0.00 * 40.83 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 0.00 * 310.00 *

* Top Width (ft) * 22.61 * Top Width (ft) * 0.06 * 22.56 *

* Vel Total (ft/s) * 7.59 * Avg. Vel. (ft/s) * 0.22 * 7.59 *

* Max Chl Dpth (ft) * 3.50 * Hydr. Depth (ft) * 0.01 * 1.81 *

* Conv. Total (cfs) * 2912.3 * Conv. (cfs) * 0.0 * 2912.3 *

* Length Wtd. (ft) * 35.72 * Wetted Per. (ft) * 0.06 * 23.62 *

* Min Ch El (ft) * 6378.33 * Shear (lb/sq ft) * * 1.22 *

* Alpha * 1.00 * Stream Power (lb/ft s) * 41.62 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.19 * Cum Volume (acre-ft) * 0.00 * 0.09 *

0.00 *

* C & E Loss (ft) * 0.17 * Cum SA (acres) * 0.00 * 0.05 *

0.00 *

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 192.0350

INPUT

Description:

Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6381.56 1.06 6381.76 5.48 6380.28 10.22 6378.67 13.51 6378.35

20.02 6377.82 296380.408 32.41 6381.39 39.85 6383.46 40.66 6383.44

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 1.06 .03 32.41 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

1.06 32.41 14.62 13.16 12.71 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6381.82 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.33 * Wt. n-Val. * * 0.030 *

0.033 *

* W.S. Elev (ft) * 6381.49 * Reach Len. (ft) * 14.62 * 13.16 *

12.71 *

* Crit W.S. (ft) * 6380.62 * Flow Area (sq ft) * * 67.10 *

0.02 *

* E.G. Slope (ft/ft) *0.003182 * Area (sq ft) * * 67.10 *

0.02 *

* Q Total (cfs) * 310.00 * Flow (cfs) * * 309.99 *

0.01 *

* Top Width (ft) * 30.91 * Top Width (ft) * * 30.55 *

0.36 *

* Vel Total (ft/s) * 4.62 * Avg. Vel. (ft/s) * * 4.62 *

0.34 *

* Max Chl Dpth (ft) * 3.67 * Hydr. Depth (ft) * * 2.20 *

0.05 *

* Conv. Total (cfs) * 5495.9 * Conv. (cfs) * * 5495.8 *

0.1 *

* Length Wtd. (ft) * 13.16 * Wetted Per. (ft) * * 31.55 *

0.38 *

* Min Ch El (ft) * 6377.82 * Shear (lb/sq ft) * * 0.42 *

0.01 *

* Alpha * 1.00 * Stream Power (lb/ft s) * 40.66 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.05 * Cum Volume (acre-ft) * 0.00 * 0.05 *

0.00 *

* C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.00 * 0.03 *

0.00 *

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 178.3575

INPUT

Description:

Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6380.78 2.89 6381.39 5.87 6380.41 11.02 6378.6 18.43 6377.81

18.59 6377.78 19.1 6377.93 38.66 6383.08

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 2.89 .03 38.66 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

2.89 38.66 29.4 27.32 26.05 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6381.76 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.45 * Wt. n-Val. * 0.033 * 0.030 *

* W.S. Elev (ft) * 6381.32 * Reach Len. (ft) * 29.40 * 27.32 *

26.05 *

* Crit W.S. (ft) * 6380.75 * Flow Area (sq ft) * 0.68 * 57.69 *

* E.G. Slope (ft/ft) *0.004852 * Area (sq ft) * 0.68 * 57.69 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 0.77 * 309.23 *

* Top Width (ft) * 31.37 * Top Width (ft) * 2.53 * 28.84 *

* Vel Total (ft/s) * 5.31 * Avg. Vel. (ft/s) * 1.13 * 5.36 *

* Max Chl Dpth (ft) * 3.54 * Hydr. Depth (ft) * 0.27 * 2.00 *

* Conv. Total (cfs) * 4450.4 * Conv. (cfs) * 11.0 * 4439.4 *

* Length Wtd. (ft) * 27.34 * Wetted Per. (ft) * 3.13 * 29.80 *

* Min Ch El (ft) * 6377.78 * Shear (lb/sq ft) * 0.07 * 0.59 *

* Alpha * 1.02 * Stream Power (lb/ft s) * 38.66 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.19 * Cum Volume (acre-ft) * 0.00 * 0.03 *

* C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.00 * 0.02 *

Warning: Divided flow computed for this cross-section.

Warning: The cross-section end points had to be extended vertically for the computed water surface.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

CROSS SECTION

RIVER: Collins Gulch REACH: Reach 1 RS: 151.0332

INPUT

Description:

Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6380.25 1.38 6380.33 5.15 6380.41 12.97 6378.82 19.08 6377.54

34.38 6381.98 35.33 6382.25 35.57 6382.2 35.77 6382.17

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 5.15 .03 34.38 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

5.15 34.38 0 0 0 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6381.54 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.76 * Wt. n-Val. * 0.033 * 0.030 *

* W.S. Elev (ft) * 6380.79 * Reach Len. (ft) * * *

* Crit W.S. (ft) * 6380.79 * Flow Area (sq ft) * 2.27 * 43.30 *

* E.G. Slope (ft/ft) *0.010145 * Area (sq ft) * 2.27 * 43.30 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 5.56 * 304.44 *

* Top Width (ft) * 30.27 * Top Width (ft) * 5.15 * 25.12 *

* Vel Total (ft/s) * 6.80 * Avg. Vel. (ft/s) * 2.45 * 7.03 *

* Max Chl Dpth (ft) * 3.25 * Hydr. Depth (ft) * 0.44 * 1.72 *

* Conv. Total (cfs) * 3077.7 * Conv. (cfs) * 55.2 * 3022.5 *

* Length Wtd. (ft) * * Wetted Per. (ft) * 5.69 * 25.88 *

* Min Ch El (ft) * 6377.54 * Shear (lb/sq ft) * 0.25 * 1.06 *

* Alpha * 1.05 * Stream Power (lb/ft s) * 35.77 * 0.00 *

0.00 *

* Frctn Loss (ft) * * Cum Volume (acre-ft) * * *

* C & E Loss (ft) * * Cum SA (acres) * * *

Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth).

Water surface set to critical depth.

SUMMARY OF MANNING'S N VALUES

River:Collins Gulch

* Reach * River Sta. * n1 * n2 * n3 *

*Reach 1 * 433.7735 * .033* .03* .033* *Reach 1 * 416.2318 * .033* .03* .033* *Reach 1 * 374.9392 * .033* .03* .033* *Reach 1 * 362.6606 * .033* .03* .033* *Reach 1 * 339.5117 * .033* .03* .033* *Reach 1 * 316.8676 * .033* .03* .033* *Reach 1 * 291.3776 *Bridge * * * *Reach 1 * 253.0176 * .033* .03* .033* *Reach 1 * 227.7560 * .033* .03* .033* *Reach 1 * 192.0350 * .033* .03* .033* *Reach 1 * 178.3575 * .033* .03* .033* *Reach 1 * 151.0332 * .033* .03* .033*

SUMMARY OF REACH LENGTHS

River: Collins Gulch

* Reach * River Sta. * Left * Channel * Right * *Reach 1 * 433.7735 * 17.53* 18.06* 20.82* *Reach 1 * 416.2318 * 45.17* 41.29* 39.81* *Reach 1 * 374.9392 * 12.17* 11.76* 11.73* *Reach 1 * 362.6606 * 23.63* 23.66* 33.05* *Reach 1 * 339.5117 * 24.15* 22.65* 24.12* *Reach 1 * 316.8676 * 69.78* 63.85* 65.48* *Reach 1 * 291.3776 *Bridge * * * *Reach 1 * 253.0176 * 28.95* 25.26* 19.2* *Reach 1 * 227.7560 * 39.6* 35.72* 33.88* *Reach 1 * 192.0350 * 14.62* 13.16* 12.71* *Reach 1 * 178.3575 * 29.4* 27.32* 26.05* *Reach 1 * 151.0332 * 0* 0* 0*

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS

River: Collins Gulch

* Reach * River Sta. * Contr. * Expan. * *Reach 1 * 433.7735* .1* .3* *Reach 1 * 416.2318* .1* .3* *Reach 1 * 374.9392* .1* .3* *Reach 1 * 362.6606* .1* .3* *Reach 1 * 339.5117* .3* .5* *Reach 1 * 316.8676* .3* .5* *Reach 1 * 291.3776*Bridge * * *Reach 1 * 253.0176* .3* .5* *Reach 1 * 227.7560* .1* .3* *Reach 1 * 192.0350* .1* .3* *Reach 1 * 178.3575* .1* .3* *Reach 1 * 151.0332* .1* .3*

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County Road 5 - Stock Pass 6 Plan: Existing 5/16/2014

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APPENDIX E – PROPOSED HEC-RAS MODEL

CountyRoad5StockPass6.rep

HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California

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PROJECT DATA

Project Title: County Road 5 - Stock Pass 6 Project File : CountyRoad5StockPass6.prj Run Date and Time: 5/16/2014 2:28:14 PM

Project in English units

Project Description:

County Road Stock Pass 6

PLAN DATA

Plan Title: Proposed Plan File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.p02

Geometry Title: Proposed Geometry File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.g03

Flow Title : Stock Pass 6 Flow Flow File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\Flow Data\CountyRoad5StockPass6.f01

Plan Description:

HDR - 5/16/2014

Plan Summary Information:

Number of: Cross Sections = 6 Multiple Openings = 0 Culverts = 1 Inline Structures = 0 Bridges = 0 Lateral Structures = 0

Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001

Computation Options

Critical depth computed at all cross sections Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: Stock Pass 6 Flow Flow File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\Flow Data\CountyRoad5StockPass6.f01

Flow Data (cfs)

* River Reach RS * Q100 *

* Collins Gulch PrReach 1 313.5036* 310 *

Boundary Conditions

* River Reach Profile * Upstream Downstream *

* Collins Gulch PrReach 1 Q100 * Normal S = 0.224 *

GEOMETRY DATA

Geometry Title: Proposed Geometry File : C:\Users\mattjohn\Documents\Projects\CR5 Stock Pass\SP-6\HEC-RAS\CountyRoad5StockPass6.g03

CROSS SECTION

RIVER: Collins Gulch Pr REACH: Reach 1 RS: 313.5036

INPUT

Description:

Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6387 5.1 6386.5 9.65 6384.67 15.04 6383.19 20.84 6381.56

24.39 6382.77 27.29 6383.71 33.96 6385.33 41.04 6387.04 41.13 6387.03

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 9.65 .03 33.96 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

9.65 33.96 17.53 18.06 20.82 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.95 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.86 * Wt. n-Val. * 0.033 * 0.030 *

* W.S. Elev (ft) * 6385.08 * Reach Len. (ft) * 17.53 * 18.06 *

20.82 *

* Crit W.S. (ft) * 6385.08 * Flow Area (sq ft) * 0.21 * 41.51 *

* E.G. Slope (ft/ft) *0.011070 * Area (sq ft) * 0.21 * 41.51 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 0.33 * 309.67 *

* Top Width (ft) * 24.32 * Top Width (ft) * 1.03 * 23.29 *

* Vel Total (ft/s) * 7.43 * Avg. Vel. (ft/s) * 1.57 * 7.46 *

* Max Chl Dpth (ft) * 3.52 * Hydr. Depth (ft) * 0.21 * 1.78 *

* Conv. Total (cfs) * 2946.3 * Conv. (cfs) * 3.2 * 2943.2 *

* Length Wtd. (ft) * 18.07 * Wetted Per. (ft) * 1.11 * 24.23 *

* Min Ch El (ft) * 6381.56 * Shear (lb/sq ft) * 0.13 * 1.18 *

* Alpha * 1.01 * Stream Power (lb/ft s) * 41.13 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.19 * Cum Volume (acre-ft) * 0.00 * 0.33 *

0.00 *

* C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.01 * 0.20 *

0.02 *

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

CROSS SECTION

RIVER: Collins Gulch Pr REACH: Reach 1 RS: 295.4376

INPUT

Description: Manually edited to combine existing and proposed surfaces Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6387.05 8.13 6385.04 12.5 6384.03 21.06 6381.7 22.38 6381.27

23.16 6381.26 23.21 6381.26 23.25 6381.26 24.05 6381.26 24.07 6381.26

24.19 6381.3 26.43 6382.02 26.95 6382.19 29.54 6382.74 33.82 6383.68

45.69 6386.08

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

0 .033 12.5 .03 33.82 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

12.5 33.82 42.81 41.35 40.15 .1 .3

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6385.30 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.84 * Wt. n-Val. * 0.033 * 0.030 *

0.033 *

* W.S. Elev (ft) * 6384.45 * Reach Len. (ft) * 42.81 * 41.35 *

40.15 *

* Crit W.S. (ft) * 6384.45 * Flow Area (sq ft) * 0.39 * 41.23 *

1.48 *

* E.G. Slope (ft/ft) *0.009717 * Area (sq ft) * 0.39 * 41.23 *

1.48 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 0.60 * 305.97 *

3.43 *

* Top Width (ft) * 26.97 * Top Width (ft) * 1.83 * 21.32 *

3.82 *

* Vel Total (ft/s) * 7.19 * Avg. Vel. (ft/s) * 1.55 * 7.42 *

2.32 *

* Max Chl Dpth (ft) * 3.19 * Hydr. Depth (ft) * 0.21 * 1.93 *

0.39 *

* Conv. Total (cfs) * 3144.8 * Conv. (cfs) * 6.1 * 3103.9 *

34.8 *

* Length Wtd. (ft) * 41.34 * Wetted Per. (ft) * 1.88 * 22.01 *

3.90 *

* Min Ch El (ft) * 6381.26 * Shear (lb/sq ft) * 0.13 * 1.14 *

0.23 *

* Alpha * 1.05 * Stream Power (lb/ft s) * 45.69 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.14 * Cum Volume (acre-ft) * 0.00 * 0.32 *

0.00 *

* C & E Loss (ft) * 0.19 * Cum SA (acres) * 0.01 * 0.19 *

0.02 *

Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations.

Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.

This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth.

CROSS SECTION

RIVER: Collins Gulch Pr REACH: Reach 1 RS: 254.0881

INPUT

Description: Manually edited to combine existing and proposed surfaces

Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6385.99 5.27 6385.75 17.31 6385.47 19.99 6385.31 28.25 6385.34

30.85 6384.69 36.99 6383.01 37.48 6382.86 45.94 6380.34 47.43 6380.34

49.51 6380.34 51.17 6380.33 53.12 6380.33 56.5 6381.44 57.08 6381.63

61.72 6383.18 64.08 6383.97 64.49 6384.1 66.34 6384.45 72.97 6384.53

77.69 6384.42 81.69 6384.38 86.74 6384.48

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 30.85 .03 64.49 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

30.85 64.49 158.94 157.03 153.07 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 27.37 F

71.65 86.74 F

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6384.65 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.21 * Wt. n-Val. * * 0.030 *

0.033 *

* W.S. Elev (ft) * 6384.44 * Reach Len. (ft) * 158.94 * 157.03 *

153.07 *

* Crit W.S. (ft) * 6383.01 * Flow Area (sq ft) * * 83.27 *

0.30 *

* E.G. Slope (ft/ft) *0.001704 * Area (sq ft) * * 83.27 *

0.55 *

* Q Total (cfs) * 310.00 * Flow (cfs) * * 309.83 *

0.17 *

* Top Width (ft) * 42.26 * Top Width (ft) * * 32.72 *

9.54 *

* Vel Total (ft/s) * 3.71 * Avg. Vel. (ft/s) * * 3.72 *

0.56 *

* Max Chl Dpth (ft) * 4.11 * Hydr. Depth (ft) * * 2.54 *

0.17 *

* Conv. Total (cfs) * 7510.8 * Conv. (cfs) * * 7506.7 *

4.1 *

* Length Wtd. (ft) * 157.03 * Wetted Per. (ft) * * 33.91 *

1.82 *

* Min Ch El (ft) * 6380.33 * Shear (lb/sq ft) * * 0.26 *

0.02 *

* Alpha * 1.01 * Stream Power (lb/ft s) * 86.74 * 0.00 *

0.00 *

* Frctn Loss (ft) * * Cum Volume (acre-ft) * 0.00 * 0.26 *

0.00 *

* C & E Loss (ft) * * Cum SA (acres) * 0.01 * 0.16 *

0.02 *

CULVERT

RIVER: Collins Gulch Pr REACH: Reach 1 RS: 208.7831

INPUT

Description:

Distance from Upstream XS = 45.305 Deck/Roadway Width = 99.24 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord -3.2 6391.45 46.8 6391.62 96.8 6391.61

Upstream Bridge Cross Section Data Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6385.99 5.27 6385.75 17.31 6385.47 19.99 6385.31 28.25 6385.34

30.85 6384.69 36.99 6383.01 37.48 6379.62 45.94 6379.62 47.43 6379.62

49.51 6379.62 51.17 6379.62 53.12 6379.62 56.5 6381.44 57.08 6381.63

61.72 6383.18 64.08 6383.97 64.49 6384.1 66.34 6384.45 72.97 6384.53

77.69 6384.42 81.69 6384.38 86.74 6384.48

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 30.85 .03 64.49 .033

Bank Sta: Left Right Coeff Contr. Expan.

30.85 64.49 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 27.37 F

71.65 86.74 F

Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord -17.04 6391.45 32.96 6391.62 82.96 6391.61

Downstream Bridge Cross Section Data Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6383.62 7.93 6382.17 14.38 6380.98 17.81 6380.36 19.92 6379.96

27.66 6378.63 31.76 6378.63 35.73 6378.63 36.1 6378.63 36.17 6378.63

36.28 6378.63 39.74 6378.63 41.6 6379.04 42.79 6379.14 43.63 6379.21

49.38 6379.91 49.69 6379.94 49.91 6379.96 50.08 6379.97 51.92 6380.22

52.14 6380.27 52.59 6380.39 53.54 6380.63

Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .033 17.81 .03 53.54 .033

Bank Sta: Left Right Coeff Contr. Expan.

17.81 53.54 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 9.74 F

43.437 53.54 F

Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical

Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested

Number of Culverts = 1

Culvert Name Shape Rise Span Culvert #1 Box 10 10 FHWA Chart # 9 - flared wingwalls and Inlet top edge bevel FHWA Scale # 1 - 45 deg Wingwall flare; inlet top edge bevel=0.043D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef

45.305 99.3 .013 .03 1 .2 Upstream Elevation = 6378.62 Centerline Station = 46.8 Downstream Elevation = 6377.63 Centerline Station = 32.96

CULVERT OUTPUT Profile #Q100 Culv Group: Culvert #1

* Q Culv Group (cfs) * 310.00 * Culv Full Len (ft) * *

* # Barrels * 1 * Culv Vel US (ft/s) * 9.63 *

* Q Barrel (cfs) * 310.00 * Culv Vel DS (ft/s) * 9.99 *

* E.G. US. (ft) * 6384.65 * Culv Inv El Up (ft) * 6378.62 *

* W.S. US. (ft) * 6384.44 * Culv Inv El Dn (ft) * 6377.63 *

* E.G. DS (ft) * 6381.48 * Culv Frctn Ls (ft) * 1.00 *

* W.S. DS (ft) * 6380.86 * Culv Exit Loss (ft) * 1.80 *

* Delta EG (ft) * 3.17 * Culv Entr Loss (ft) * 0.37 *

* Delta WS (ft) * 3.58 * Q Weir (cfs) * *

* E.G. IC (ft) * 6384.65 * Weir Sta Lft (ft) * *

* E.G. OC (ft) * 6384.57 * Weir Sta Rgt (ft) * *

* Culvert Control * Inlet * Weir Submerg * *

* Culv WS Inlet (ft) * 6382.84 * Weir Max Depth (ft) * *

* Culv WS Outlet (ft) * 6381.73 * Weir Avg Depth (ft) * *

* Culv Nml Depth (ft) * 4.22 * Weir Flow Area (sq ft) * *

* Culv Crt Depth (ft) * 4.10 * Min El Weir Flow (ft) * 6391.56 *

Note: During subcritical analysis, the culvert direct step method, the solution went to normal depth.

CROSS SECTION

RIVER: Collins Gulch Pr REACH: Reach 1 RS: 97.0597

INPUT

Description:

Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 6383.62 7.93 6382.17 14.38 6380.98 17.81 6380.36 19.92 6379.96

27.66 6378.5 31.76 6378.5 35.73 6378.49 36.1 6378.49 36.17 6378.5

36.28 6378.51 39.74 6378.86 41.6 6379.04 42.79 6379.14 43.63 6379.21

49.38 6379.91 49.69 6379.94 49.91 6379.96 50.08 6379.97 51.92 6380.22

52.14 6380.27 52.59 6380.39 53.54 6380.63

0 .033 17.81 .03 53.54 .033

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

17.81 53.54 29.98 22.17 14.14 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 9.74 F

43.437 53.54 F

CROSS SECTION OUTPUT Profile #Q100

* E.G. Elev (ft) * 6381.48 * Element * Left OB * Channel * Right OB *

* Vel Head (ft) * 0.62 * Wt. n-Val. * 0.033 * 0.030 *

* W.S. Elev (ft) * 6380.86 * Reach Len. (ft) * 29.98 * 22.17 *

14.14 *

* Crit W.S. (ft) * 6380.63 * Flow Area (sq ft) * 0.69 * 48.76 *

* E.G. Slope (ft/ft) *0.007016 * Area (sq ft) * 0.69 * 59.32 *

* Q Total (cfs) * 310.00 * Flow (cfs) * 1.03 * 308.97 *

* Top Width (ft) * 38.50 * Top Width (ft) * 2.77 * 35.73 *

* Vel Total (ft/s) * 6.27 * Avg. Vel. (ft/s) * 1.48 * 6.34 *

* Max Chl Dpth (ft) * 2.37 * Hydr. Depth (ft) * 0.25 * 1.90 *

* Conv. Total (cfs) * 3700.9 * Conv. (cfs) * 12.3 * 3688.6 *

* Length Wtd. (ft) * 22.19 * Wetted Per. (ft) * 2.82 * 25.83 *

* Min Ch El (ft) * 6378.49 * Shear (lb/sq ft) * 0.11 * 0.83 *

* Alpha * 1.02 * Stream Power (lb/ft s) * 53.54 * 0.00 *

0.00 *

* Frctn Loss (ft) * 0.16 * Cum Volume (acre-ft) * 0.00 * 0.06 *

0.00 *

* C & E Loss (ft) * 0.06 * Cum SA (acres) * 0.00 * 0.04 *

0.00 *

Warning: The cross-section end points had to be extended vertically for the computed water surface.

CROSS SECTION

RIVER: Collins Gulch Pr REACH: Reach 1 RS: 67.4321

INPUT

Description:

Station Elevation Data num= 15 Sta Elev Sta Elev…