2016-11-18 Final Hydraulic Design ReportFINAL HYDRAULIC REPORT US 160B over the Los Pinos River and Overflow Channel Bayfield, Colorado Replacement of Existing Structures: P-06-G and

FINAL HYDRAULIC REPORT

US 160B over the Los Pinos River and Overflow Channel

Bayfield, Colorado

Replacement of Existing Structures: P-06-G and P-06-H

Prepared for:

The Town of Bayfield 1199 Bayfield Parkway

Bayfield, CO 81122

Prepared by:

Amec Foster Wheeler Environment & Infrastructure Inc. November 2016

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IMPORTANT NOTICE

This report was prepared exclusively for the Colorado Department of Transportation by Amec Foster Wheeler Environment & Infrastructure Inc. (Amec Foster Wheeler). The quality of information, conclusions, and estimates contained herein are consistent with the level of effort involved in Amec Foster Wheeler’s services and based on: i) information available at the time of preparation, ii) data supplied by outside sources and iii) the assumptions, conditions, and qualifications set forth in this report. This report is intended to be used by the Colorado Department of Transportation only, subject to the terms and conditions of its contract with Amec Foster Wheeler. Any other use of, or reliance on, this report by any third party is at that party’s sole risk.

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TABLE OF CONTENTS

Introduction ............................................................................................................................... 1 Background ........................................................................................................................................... 1 Site Location .......................................................................................................................................... 1

Hydrology .................................................................................................................................. 2 Drainage Basin Description ................................................................................................................... 2 Channel Description .............................................................................................................................. 2 Flood History ......................................................................................................................................... 3 Design Flood Frequency ....................................................................................................................... 3 Prediction of Design Discharge ............................................................................................................. 3

Existing Structure ..................................................................................................................... 4 General Description ............................................................................................................................... 4 Survey and Topography ........................................................................................................................ 5 Existing Conditions Hydraulic Modeling Approach ................................................................................ 5 Existing Conditions Hydraulic Results ................................................................................................... 6

Design Discussion ................................................................................................................... 7 Replacement Consideration .................................................................................................................. 7 Design Frequency and Floodplain Impacts ........................................................................................... 7 Freeboard Requirements ....................................................................................................................... 7 Scour Analysis ....................................................................................................................................... 7 Design Alternatives ................................................................................................................................ 8

Recommended Design ............................................................................................................. 8 Proposed Conditions Hydraulic Modeling Approach ............................................................................. 8 Proposed Conditions Hydraulic Results ................................................................................................ 9 Main Bridge Scour and Countermeasures .......................................................................................... 10 Overflow Bridge Scour and Countermeasures .................................................................................... 13 Deck Drainage/Street Drainage ........................................................................................................... 16

References .............................................................................................................................. 18 Tables

Table 1 – Discharges for the Los Pinos River @ US 160b ....................................................................... 3 Table 2 – Results from the Effective FEMA Los Pinos Model .................................................................. 6 Table 3 – Results from the Los Pinos Proposed Conditions Model .......................................................... 9 Table 4 – Main Bridge Pier Parameters .................................................................................................. 11 Table 5 – Main Bridge Abutment Parameters ......................................................................................... 11 Table 6 – Main Bridge Scour Depths ...................................................................................................... 12 Table 7 – Overflow Bridge Abutment Parameters .................................................................................. 14 Table 8 – Overflow Bridge Scour Depths................................................................................................ 14 Table 9 – Bridge Deck Peak Flows ......................................................................................................... 16 Table 10 – Inlet Capacity ........................................................................................................................ 17

Figures

Figure 1 – Los Pinos River Project Location Map ..................................................................................... 1 Figure 2 – Los Pinos River Drainage Basin Map ...................................................................................... 2 Figure 3 – Looking downstream at Structure P-06-G ............................................................................... 4 Figure 4 – Looking downstream at Structure P-06-H ................................................................................ 5

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Figure 5 – Upstream Cross Section (XS 6335) of Existing Structures ...................................................... 6 Figure 6 – Freeboard for Bridge on Continuous Grade (CDOT 2009) ...................................................... 7 Figure 7 – Los Pinos Proposed Conditions Structures ............................................................................. 9 Figure 8 – Upstream Cross Section (XS 6335) of the Los Pinos Proposed Structure ............................ 10 Figure 9 – 100-year Main Bridge Scour .................................................................................................. 12 Figure 10 – 500-year Main Bridge Scour ................................................................................................ 12 Figure 11 – 100-year Overflow Bridge Scour .......................................................................................... 15 Figure 12 – 500-year Overflow Bridge Scour .......................................................................................... 15

Appendices

A Hydrologic Analysis 18-20 B Existing Conditions HEC-RAS 21-40 C Proposed Conditions HEC-RAS 41-112 D Scour Countermeasures 113-123 E Inlet Analysis 124-136

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Introduction

Background The Town of Bayfield has proposed bridge replacements for Structures P-06-G and P-06-H which carry Bayfield Parkway (US 160b) over the Los Pinos River within the Town of Bayfield, Colorado. The existing overflow bridge, Structure P-06-G, is a 162 ft long steel truss structure and the existing main bridge, Structure P-06-H, is a 182 ft long steel truss structure. Amec Foster Wheeler was authorized to perform the hydrologic and hydraulic analysis for this study and the following describes the methods and analysis to support the design for the replacement of Structures P-06-G and P-06-H.

Site Location The project is located in Bayfield, Colorado where US 160b crosses over the Los Pinos River. The legal location of Structures P-06-G and P-06-H is Section 11 of Township 34 North, Range 7 West of the New Mexico Meridian. Figure 1 shows the vicinity map with aerial view of the area surrounding the structure.

Figure 1 – Los Pinos River Project Location Map

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Hydrology

Drainage Basin Description The contributing drainage basin area at Structures P-06-G and P-06-H is approximately 335 square miles. The headwaters for the Los Pinos River originate in the Needles Mountain Range and are entirely within the San Juan River Drainage Basin. From its headwaters, the Los Pinos River drainage basin flows in a southerly direction for approximately 35 miles before passing under US 160b. Flow from the Los Pinos River continues for another 30 miles before it reaches the confluence with the San Juan River. Elevations in the Los Pinos River drainage basin from the upper limits to the project location range from 13,600 feet at Eagle Peak to 6,870 feet at the existing structure.

There are several Natural Resources Conservation Service (NRCS) soil types present within the Los Pinos River drainage basin. All NRCS soils within the drainage basin are classified as hydrologic soil classification A, B, C and D. Vegetal cover consists of grassland, shrub fields, riparian and woodland vegetation.

Figure 2 – Los Pinos River Drainage Basin Map

Channel Description Throughout the project area, the Los Pinos River has a meandering braided channel with a shallow longitudinal slope of 0.1% and with bank full widths ranging from 90 feet to 150 feet with depths of 1 foot to 6 feet. Los Pinos River is a perennial stream with bed material consisting of cobbles, gravel, course sands and silts. The floodplain generally has good vegetative cover of grasses, willow bushes, and cottonwood trees.

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The La Plata County Flood Insurance Rate Map (FIRM) panel number 08067C0751F, effective August 19th, 2010 indicates the Los Pinos River located within the project area is designated as Zone AE by FEMA. Zone AE determination is defined as areas subject to flooding by the 1% annual chance flood with base flood elevations determined.

Flood History Along the Los Pinos River, flooding events historically occur between May and September. As noted in the La Plata County, and Incorporated Areas Flood Insurance Study (FIS), flooding is a result of runoff, snowmelt, intense rainstorms and cloudbursts, or rainstorms augmented by snowmelt. The potential flooding hazard at Bayfield from the Los Pinos River is controlled by the discharge from Vallecito Reservoir, 15 river miles upstream of Bayfield. In July 1957, heavy rains in the mountains to the north filled the Vallecito Reservoir to its ultimate capacity. The three flood gates all opened at once releasing a surge of water at approximately 13,000 cfs. The river stage at Bayfield reached the top of the U.S. Highway 160 Bridge. The high water caused basement flooding and agricultural loss. Other major flooding in the Bayfield area occurred in October 1911 and July 1927. In 1911, the Los Pinos River inundated the land along the river at Bayfield for nearly 1 week. One house was washed away, while the water reached a depth of 3.5 to 4 feet at the fairgrounds. Residents reported that the 1927 flood stage was about equal to the 1911 flood. In September 1901, flooding was reported in the San Juan River drainage basin; however, the Los Pinos River did not overflow its banks.

Design Flood Frequency The CDOT design discharge requirement for Structures P-06-G and P-06-H (cross drainage in an urban area) is the 100-year design frequency discharge. Due to the potential flooding of existing structures upstream, and the project being within a FEMA Zone AE designation, a no-rise criteria was applied to all design frequency discharges when comparing existing conditions to proposed conditions. In addition, the structure is required to meet the CDOT 100-year freeboard requirements. A scour analysis for the 100- and 500-year design frequency discharges was performed. Scour countermeasures will be designed for the 100-year CDOT design frequency discharge.

Prediction of Design Discharge Discharges for specific frequencies at Structures P-06-G and P-06-H along the Los Pinos River were provided in the 2010 Flood Insurance Study for La Plata County, Colorado and Incorporated Areas. Discharges for the Los Pinos River were previously developed by the COE for the 10-percent, 2-percent, 1- percent, and 0.2-percent annual chance recurrence storms were utilized for the Los Pinos River study reach from Bayfield north to the Vallecito reservoir in the report. Table 1 summarizes the peak flow rates developed for Structures P-06-G and P-06-H along the Los Pinos River. Refer to Appendix A for the 2010 Flood Insurance Study for La Plata County, Colorado and Incorporated Areas.

Table 1 – Discharges for the Los Pinos River @ US 160b

Location

Peak Discharge (cfs)10-

Year 50-

Year 100-Year

500-Year

Los Pinos River at the Town of Bayfield

5,800 9,200 11,500 18,600

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Existing Structure

General Description Structure P-06-G is a 162 foot three span bridge with vertical abutment walls and two piers. The existing structure and piers are perpendicular to the Los Pinos flow in both high and low flow conditions. Structure P-06-H is a 182 foot three span bridge with vertical abutment walls and two piers and its perpendicular to the Los Pinos overflow channel in both high flow conditions.

The existing structures are located just downstream of residential homes on West North Street and adjacent to the Town of Bayfield Town Hall and a public park. The streambed material sieve analysis has not been performed but will for the FOR submittal. The floodplain is confined by County Road 516 to the west and high ground to the east. Figures 3 and 4 show the downstream portions of each existing structure.

Figure 3 – Looking downstream at Structure P-06-G

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Figure 4 – Looking downstream at Structure P-06-H

Survey and Topography Bechtolt Engineering Inc. provided the site survey and the detailed topography that extends 50 feet upstream/downstream of each existing structure and 300 feet in the overbank areas. A bathymetric survey was not used to supplement hydraulic cross sections in the bridge hydraulics due to the effective hydraulic model being available for this study. NAVD 88 is the vertical datum of the survey and analysis.

Existing Conditions Hydraulic Modeling Approach The existing effective 2010 FEMA Los Pinos HEC-RAS model served as the existing conditions model for use in this study. The Town of Bayfield provided the 2010 FEMA Los Pinos HEC-RAS model to Amec Foster Wheeler for use as the existing conditions model.

The FEMA effective hydraulic analysis of the existing conditions structures was performed by Anderson Consulting Engineers using HEC-RAS version 4.1.0, the Army Corps of Engineers’ riverine hydraulic modeling software. Water surface profiles are computed using the one-dimensional hydraulic suite of HEC-RAS that computes water surface profiles from one cross section to the next, solving the energy equation with a standard step method procedure. The FEMA model’s downstream limit is 5265 feet downstream of the existing structures with a downstream boundary condition of normal depth and an energy slope set to the average bed slope of 0.0138 ft/ft. The upstream limit of the model is 4566 feet upstream of the existing structures to include adequate contraction into the existing structures. Manning’s n values of 0.045 to 0.06 for the channels and a range of 0.06 to 0.09 for the channel overbanks were used.

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Existing Conditions Hydraulic Results Summaries of the hydraulic properties immediately upstream and downstream of Structures P-06-G and P-06-H for the existing conditions 10-, 50-, 100-, and 500-year events are shown in Table 2. The water surface elevations that represent downstream and upstream conditions of the existing structure are located at cross sections 6254 and 6335 respectively. HEC-RAS detailed output information is included in Appendix B.

Table 2 – Results from the Effective FEMA Los Pinos Model

Main Bridge Overflow Bridge

Recurrence Interval

WSEL at XS 6254

WSEL at XS 6335

Velocity at XS 6254 (fps)


WSEL at XS 6254

WSEL at XS 6335



Q (cfs)

10-year 6872.04 6872.85 5.13 4.55 6872.04 6872.85 N/A N/A 5,800

50-year 6873.06 6874.05 6.62 5.74 6873.06 6874.05 N/A N/A 9,200

100-year 6873.65 6874.75 7.46 6.60 6873.65 6874.75 N/A N/A 11,500

500-year 6874.89 6876.69 9.78 7.96 6874.89 6876.69 N/A N/A 18,600

The existing structure P-06-G does not provide adequate freeboard for the 100-year event. Structure P-06-H does provide adequate freeboard. Figure 5 shows the upstream cross section of the structures and subsequent water surface elevations for all flood frequencies (100-year event is highlighted in blue).

Figure 5 – Upstream Cross Section (XS 6335) of Existing Structures

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Design Discussion

Replacement Consideration The existing structures are listed as “Functionally Obsolete” and CDOT has transferred ownership of US 160b to the Town of Bayfield. As part of the ownership transfer, CDOT agreed to fund the replacement of the structures over the Los Pinos River and Los Pinos overflow channel.

Design Frequency and Floodplain Impacts A 100-year no-rise criterion was used when comparing existing conditions and proposed conditions water surface elevations. The no-rise criteria is due to the project being within a FEMA Zone AE designation, habitable structures being present upstream of the existing structure and to mitigate any flooding risks associated for the 10-, 50-, 100-, and 500-year return frequencies.

Freeboard Requirements A minimum freeboard requirement of 2.0 feet shall be provided between the upstream water surface elevation (15 feet upstream of the proposed structure) and 2/3 of the low girder of the proposed structure. This freeboard requirement was calculated from the CDOT 100-year design frequency discharge. The free board requirement equation for a bridge on continuous grade is presented in Figure 6.

Freeboard = 0.1Q0.3 + 0.008V2

Figure 6 – Freeboard for Bridge on Continuous Grade (CDOT 2009)

Scour Analysis A hydraulic assessment of the proposed bridge’s vulnerability to scour was performed in accordance to the FHWA HEC-18 “Evaluating Scour at Bridges”. The 100- and 500-year scour depths were analyzed such that the foundations will be designed with appropriate safety factors and to assure that that the structure will not fail during the predicted scour from the 500-year event. The proposed structure was analyzed for three types of scour:

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Contraction Scour (removal of streambed material caused by the structure constricting the natural channel flow)

Pier Scour (removal of streambed material around the piers caused by turbulence and velocity vector changes caused by the piers)

Abutment Scour (removal of streambed material around the abutment caused by turbulence and velocity vector changes from the abutment)

Design Alternatives Amec Foster Wheeler considered several span, superstructure types and configurations for the replacement of Structures P-06-G and P-06-H. The selected alternative for overflow Structure P-06-G is a two span structure with prestressed box girders and integral stub spill through abutments with a total length of 202 feet, super structure depth of approximately 3.9 feet, and deck width of 41.5 feet. The selected alternative for main Structure P-06-H is a single span structure with bulb-tee girders and integral stub spill through abutments with a total length of 130 feet, super structure depth of approximately 7.2 feet, and deck width of 41.5 feet.

Recommended Design

Proposed Conditions Hydraulic Modeling Approach Hydraulic analysis of the proposed conditions structure was performed using HEC-RAS version 4.1.0, the Army Corps of Engineers’ riverine hydraulic modeling software and the same approach used in the existing conditions hydraulic analysis described in the Existing Conditions Hydraulic Modeling Approach section. The proposed structure is located at the same location of the existing structure and is bound by proposed conditions cross sections 6335 and 6254. Cross section locations upstream and downstream of the proposed structures do not differ from that of the existing conditions model but some changes in grading of roadway embankment did.

A multiple opening analysis approach was used to more adequately model the structures. An iterative solution is applied, in which an initial flow distribution between openings is assumed. The water surface profile and energy gradient are calculated through each opening and compared to see if they are within a specified tolerance.

The proposed conditions hydraulic model’s downstream and upstream limits, manning’s n, boundary conditions, and bridge modeling routines are consistent with the existing conditions model for a direct comparison of the results. Figure 7 shows the proposed conditions structures.

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Figure 7 – Los Pinos Proposed Conditions Structures

Proposed Conditions Hydraulic Results Summaries of the hydraulic properties immediately upstream and downstream of the proposed structure for the proposed conditions 10-, 50-, 100-, and 500-year events are shown in Table 3. The water surface elevations that represent downstream and upstream conditions of the proposed structure are located at cross sections 6254 and 6335 respectively. HEC-RAS detailed output information for proposed condition hydraulics is included in Appendix C.

Table 3 – Results from the Los Pinos Proposed Conditions Model

Main Bridge Overflow Bridge

Recurrence Interval

WSEL at XS 6254

WSEL at XS 6335



WSEL at XS 6254

WSEL at XS 6335



Q (cfs)

10-year 6871.98 6872.68 5.05 4.22 6871.98 6872.68 N/A N/A 5,800

50-year 6872.99 6873.94 6.44 5.00 6872.99 6873.94 N/A N/A 9,200

100-year 6873.54 6874.64 7.13 5.45 6873.54 6874.64 10.08 4.60 11,500

500-year 6874.78 6876.68 9.07 6.33 6874.78 6876.68 11.16 5.28 18,600

The proposed structure provides 5.1 feet over 2/3 of the flow width for the Main Bridge and 4.5 feet over 2/3 of the flow width for the Overflow Bridge per Figure 6 for the 100-year design event in accordance with CDOT Drainage Criteria Manual. The proposed structure provides no-rise to any of the water surface elevations when comparing them to the existing conditions. The no-rise in water surface elevation is due to increase flow conveyance through the structure by lengthening the span, and removal of the piers that were not parallel to flow. Figure 8 shows the upstream cross section of the proposed structure and subsequent water surface elevations for all flood frequencies (100-year event is highlighted in blue). No adverse floodplain impacts occur due to the no-rise in water surface elevation and the flood flows being completely contained within the channel. Overtopping of the

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proposed structure does not occur in any recurrence interval analysed. No adverse floodplain impacts occur at the railroad structure located 184.5 feet downstream of the proposed structure F-09-AU during or after construction is completed.

Figure 8 – Upstream Cross Section (XS 6335) of the Los Pinos Proposed Structure

Main Bridge Scour and Countermeasures Scour design was performed for both the 100- and 500-year recurrence intervals at the main bridge. The median bed material (D50) for the subsurface material was field-determined to be 0.15 mm. The following sections describe the development of the equation parameters for each type of scour.

Contraction Scour

A hydraulic assessment of the proposed structure’s vulnerability to contraction scour was performed in accordance to the FHWA HEC-18 “Evaluating Scour at Bridges”. Contraction scour occurs when the flow area of a stream at flood stage is reduced, either by a natural contraction of the stream channel or by a bridge. Contraction scour, in a natural channel or at a bridge crossing, involves removal of material from the bed across all or most of the channel width.

Contraction scour is not present at the proposed main bridge in the 100-year recurrence interval and only slightly in the 500-year event due to very little contraction occurring upstream of the proposed structure. The approach channel section is slightly wider than the proposed structure section and the velocities of the approach section are the same as the section at the proposed structure. Therefore, contraction scour is not likely a problem for the proposed main bridge. See Appendix E for complete scour calculations.

Pier and Abutment Scour

A hydraulic assessment of the proposed structure’s vulnerability to pier and abutment scour was performed in accordance to the FHWA HEC-18 “Evaluating Scour at Bridges”. The basic mechanism causing local scour at piers and abutments is the formation of horseshoe and wake vortices at the base

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of the structures. The action of the horseshoe and wake vortices removes bed material from around the base of the pier or abutment.

The main bridge abutments and piers were analyzed for the maximum velocity and water depth for both the 100-, and 500-year events. In order to calculate pier and abutment scour the flow, depth, and area that are cut-off by the piers and abutments were computed. For this bridge, the pier and abutment location was projected to the upstream cross-section 6300 BR in the HEC-RAS model and flow distribution tables were used to find the resulting parameters. Tables 4 and 5 show the 100- and 500-year parameters for proposed conditions pier and abutment scour of the main channel respectively. See Appendix E for complete scour calculations.

Table 4 – Main Bridge Pier Parameters

Return Period Θ (deg) a (ft) K1 L (ft) K2 100-yr 0 3.5 1.0 10.5 1.0 500-yr 0 3.5 1.0 10.5 1.0

Table 5 – Main Bridge Abutment Parameters

Return Period Abutment Θ (deg) K1 L’ (ft) Ae (ft2)

Qe (cfs)

100-yr L 90 0.55 80.0 151.60 644.30 100-yr R 90 0.55 63.0 113.20 472.00 500-yr L 90 0.55 80.0 295.40 1725.10 500-yr R 90 0.55 63.0 236.43 1236.50

Pier and abutment scour removes erodible bed material to the return period scour depth or the depth of sedimentary bedrock (whichever elevation is greater). It is assumed that sedimentary bedrock and pier/abutment foundation materials are resistant to the erosive power of water as defined by stream power. According to subsurface investigations performed by Trautner Geotech, bedrock elevations are approximately 6856.5 feet and 6864 feet (NAVD 88) for both left and right abutments of the main channel bridge respectively. Scour depths at both abutments reach bed rock elevations for both the 100- and 500-year return periods. Table 6 summarizes the results of the scour analysis for the 100-, and 500-year events. Figures 9 and 10 present the theoretical 100- and 500-year scour depths from a profile view of the main channel bridge.

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Table 6 – Main Bridge Scour Depths

Return Period

Contraction Pier Scour Abutment Scour Total Scour

Left Overbank

(ft)

Main Channel

(ft)

Right Overbank

(ft) All Piers (ft) Left (ft)

Right (ft)

Left (ft)

Main Channel

(ft) Right

(ft) 100-yr 0 0 0 7.11 10.07 10.64 10.07 7.11 10.64 500-yr 0.32 0.12 0 7.74 15.51 13.80 15.83 7.86 13.80

Figure 9 – 100-year Main Bridge Scour

Figure 10 – 500-year Main Bridge Scour

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Scour Countermeasures

Scour countermeasures analysis was performed in accordance to the FHWA HEC-23 “Bridge Scour and Stream Instability Countermeasures” for the CDOT 100-year design event. Detailed scour countermeasure calculations are located in Appendix E. Countermeasures should be installed to protect the proposed structures from potential abutment scour.

Riprap protection abutment armoring will provide local scour protection at the left and right abutments. All armoring was designed to protect for the hydraulic conditions anticipated in the 100-year return event. HEC-23 and CDOT specifications were used to guide the design. The following points explain design considerations of the scour countermeasures.

D50 should be a minimum of 9 inches for left abutment and 9 inches for the right abutment.

Abutment 1 apron should extend into the channel bed from the toe for 10.5 feet.

Abutment 3 apron should extend into the channel bed from the toe for 10.5 feet.

Upstream and downstream faces of the riprap protection will wrap around the corners of Abutment 1 and extend up the bank to elevation 6,878 feet (NAVD 88) to provide 4 feet of freeboard.

Upstream and downstream faces of the riprap protection will wrap around the corners of Abutment 3 and extend up the bank to elevation 6,877 feet (NAVD 88) to provide 3 feet of freeboard.

Riprap mattress thickness at the left abutment and right abutment shall be 18 inches. Riprap mattress thickness if placed under water at Abutment 1 shall be 27 inches.

The existing riprap should be inspected after every significant flow event and replaced where necessary.

Overflow Bridge Scour and Countermeasures Scour design was performed for both the 100- and 500-year recurrence intervals at the overflow bridge. The median bed material (D50) for the subsurface material was field-determined to be 0.15 mm. The following sections describe the development of the equation parameters for each type of scour.

Contraction Scour

A hydraulic assessment of the proposed structure’s vulnerability to contraction scour was performed in accordance to the FHWA HEC-18 “Evaluating Scour at Bridges.” Contraction scour occurs when the flow area of a stream at flood stage is reduced, either by a natural contraction of the stream channel or by a bridge. Contraction scour, in a natural channel or at a bridge crossing, involves removal of material from the bed across all or most of the channel width.

The overflow bridge experiences contraction scour, particularly in the 500-year event, due to contraction of the channel immediately upstream of the bridge and the increased velocity through the structure. See Appendix E for complete scour calculations.

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Abutment Scour

A hydraulic assessment of the proposed structure’s vulnerability to abutment scour was performed in accordance to the FHWA HEC-18 “Evaluating Scour at Bridges.” The basic mechanism causing local scour at abutments is the formation of horseshoe and wake vortices at the base of the structures. The action of the horseshoe and wake vortices removes bed material from around the base of the abutment.

Both overflow bridge abutments were analyzed for the maximum velocity and water depth for both the 100-, and 500-year events. In order to calculate abutment scour the flow, depth, and area that are cut-off by the abutments were computed. For this bridge, the abutment location was projected to the upstream cross-section 6300 BR in the HEC-RAS model and flow distribution tables were used to find the resulting parameters. Table 7 shows the 100- and 500-year parameters for proposed conditions abutment scour of the overflow channel. See Appendix E for complete scour calculations.

Table 7 – Overflow Bridge Abutment Parameters

Return Period Abutment Θ (deg) K1 L’ (ft) Ae (ft2)

Qe (cfs)

100-yr L 90 1.0 40.0 162.80 726.10 100-yr R 90 1.0 40.0 162.80 792.80 500-yr L 90 1.0 40.0 267.20 1285.20 500-yr R 90 1.0 40.0 267.20 1362.72

Abutment scour removes erodible bed material to the return period scour depth or the depth of sedimentary bedrock (whichever elevation is greater). It is assumed that sedimentary bedrock and abutment foundation materials are resistant to the erosive power of water as defined by stream power. According to subsurface investigations performed by Trautner Geotech, bedrock elevations are approximately 6880 feet and 6856 feet (NAVD 88) for both left and right abutments of the overflow channel bridge respectively. Scour depths at both abutments reach bed rock elevations for both the 100- and 500-year return periods. Table 8 summarizes the results of the scour analysis for the 100-, and 500-year events. Figures 11 and 12 present the theoretical 100- and 500-year scour depths from a profile view of the main channel bridge.

Table 8 – Overflow Bridge Scour Depths

Return Period

Contraction Abutment Scour

Left Overbank

(ft)

Main Channel

(ft)

Right Overbank

(ft) Left (ft)

Right (ft)

100-yr 0 0.5 0 17.96 18.72 500-yr 0 1.63 0 23.26 23.87

Scour Countermeasures


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Riprap protection abutment armoring will provide local scour protection at the left and right abutments. All armoring was designed to protect for the hydraulic conditions anticipated in the 100-year return event. HEC-23 and CDOT specifications were used to guide the design. Figures 11 and 12 show the limits and elevations of the riprap protection abutment armouring and the following points explain design considerations of the scour countermeasures.

Figure 11 – 100-year Overflow Bridge Scour

Figure 12 – 500-year Overflow Bridge Scour


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Riprap protection abutment armoring will provide local scour protection at the left and right abutments. All armoring was designed to protect for the hydraulic conditions anticipated in the 100-year return event. HEC-23 and CDOT specifications were used to guide the design. The following points explain design considerations of the scour countermeasures.

D50 should be a minimum of 6 inches for left abutment and 6 inches for the right abutment.

Left abutment apron should extend into the channel bed from the toe for 5 feet.

Right abutment apron should extend into the channel bed from the toe for 5 feet.

Upstream and downstream faces of the riprap protection will wrap around the corners of the left abutment and extend up the bank to elevation 6,872 feet (NAVD 88) to provide 2 feet of freeboard.

Upstream and downstream faces of the riprap protection will wrap around the corners of the right abutment and extend up the bank to elevation 6,871 feet (NAVD 88) to provide 1.5 feet of freeboard.

Riprap mattress thickness at the left abutment and right abutment shall be 12 inches. Riprap mattress thickness if placed under water at both abutments shall be 12 inches.

Left MSE wall will extend to elevation 6,881 feet (NAVD 88) to provide 7 feet of freeboard.

Right MSE wall will extend to elevation 6,882 feet (NAVD 88) to provide 8 feet of freeboard.

The existing riprap should be inspected after every significant flow event and replaced where necessary.

Deck Drainage/Street Drainage

To eliminate ponding on the bridge, three inlets will be placed. The first inlet will be a special scupper at Station 303+62.07, on the bridge. The second inlet will be at Station 304+12.00, a Type R curb inlet beyond the abutment and approach slab. The third inlet will be a special grate inlet at Station 304+33.17 which will be used primarily as a clean out for maintenance of the 8” storm drain piping.

The total basin area contributing to the inlets is 17 feet wide by 255 feet long, approximately equaling 0.1 acres. This was subdivided into three basins: one contributing to the scupper, one to the Type R inlet, and one to the third maintenance inlet. The basin hydrologic analysis was completed using the rational method which is the preferred method for basins less than 160 acres. The one hour point rainfall values were determined from the NOAA precipitation frequency estimates. Table 9 shows the calculated peak flows for the design event and major event. The CDOT design frequency requirement for inlets on a continuous grade is the 10-year storm event. The 100-year storm event discharge was used for the major storm calculation. The inlet hydrologic analysis can be found in Appendix F.

Table 9 – Bridge Deck Peak Flows

Basin 10-year Storm

Peak Flow (cfs) 100-year Storm Peak Flow (cfs)

Basin 1 0.27 0.52 Basin 2 0.07 0.14 Basin 3 0.03 0.06

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There is virtually no flow reaching the third inlet because the basin is so small and it’s on a super elevated portion of the roadway. Its primary purpose is for it to be used as a cleanout so further analysis was not performed.

Nyloplast supplied the inlet capacity ratings which were used to analyze the capture volume of the upstream-most proposed inlet at STA 303+62.07. The flow rates given at different head pressures for the 12 inch pedestrian inlet were divided in half to assume 40 percent clogging based on the CDOT Drainage Design Manual which recommends an assumed 30-60 percent flow reduction for inlet openings less than 20 square inches. Spread widths and normal depths immediately upstream of the inlets and at intermittent stations between the two inlets were calculated using Bentley FlowMaster V8i. The proposed Type R inlet will capture all flow and meet the CDOT spread width requirements for an arterial in the 10-year event. At the location of the Type R inlet, flow beyond the 4 foot shoulder will sheet flow in the other direction, off the other side of the bridge since it is at the start of a superelevation transition.

Table 10 – Inlet Capacity

Design Element Design Storm (10-yr)

(cfs) Major Storm (100-yr)

(cfs)

Inlet 1 STA 303+62.07

Total Flow (cfs) 0.27 0.52

Proposed Capture (cfs) 0.23 0.27

Proposed Overflow (cfs) 0.04 0.25

Normal Depth (ft) 0.11 0.13

Spread (ft) 4.68 6.03

Inlet 2 STA 304+12.00

Total Flow (cfs) 0.11 0.39

Proposed Capture (cfs) 0.11 0.39

Proposed Overflow (cfs) 0.00 0.00

Normal Depth (ft) 0.08 0.12

Spread (ft) 3.44 4.00

Outfall Pipe Total Flow (cfs) 0.34 0.66

Captured flow will enter an 8-inch outflow pipe that will drain onto a proposed 4-foot wide by 12-foot long apron of 6-inch riprap, south of the bridge. The exit velocity of the outflow pipe was also analyzed in HEC-14 to make sure the proposed riprap apron would be sufficient. In the design event, the outlet velocity is approximately 11.5 ft/s. At this velocity, 6-inch riprap is adequate for scour protection. Refer to Appendix F for complete street drainage inlet hydraulic analysis.

18

References

“Bentley FlowMaster V8i”, Bentley Systems, Inc, Watertouwn, CT, 2009

“CDOT Drainage Design Manual” CDOT Staff Hydraulics Unit, 2004.

“Draft Geotechnical Investigation Brush Creek Bridge Replacement Structure F-09-AU” Eagle, Colorado, Yeh and Associates, December 21, 2013

“Flood Insurance Study La Plata County Colorado, and Incorporated Areas” Federal Emergency Management Agency, December 2007

Hydraulic Engineering Center (HEC), U.S. Army Corps of Engineers, River Analysis System (HEC-RAS), Version 4.1.0.

“Hydraulic Engineering Circular No. 14 – Hydraulic Design of Energy Dissipaters for Culverts and Channels – Third Edition,” U.S. Department of Transportation, Federal Highway Administration, July 2006.

“Hydraulic Engineering Circular No. 15 – Design of Roadside Channels with Flexible Linings – Third Edition,” U.S. Department of Transportation, Federal Highway Administration, September 2005

“Hydraulic Engineering Circular No. 18 – Evaluating Scour at Bridges – Fourth Edition,” U.S. Department of Transportation, Federal Highway Administration, May 2001

“Hydraulic Engineering Circular No. 23 – Bridge Scour and Stream Instability Countermeasures: Experience, Selection, and Design Guidance – Third Edition,” U.S. Department of Transportation, Federal Highway Administration, September 2009

UD_Inlet Version 4.03 Released June 2016. Urban Drainage and Flood Control District, Denver, CO.

APPENDIX A: Hydrologic Analysis

18

LA PLATA COUNTY COLORADO, AND INCORPORATED AREAS VOLUME 1 OF 2

COMMUNITY NAME

COMMUNNITY NUMBER

BAYFIELD, TOWN OF 080098 DURANGO, CITY OF 080099 IGNACIO, TOWN OF* 080268 LA PLATA COUNTY (UNINCORPORATED AREAS) 080097 * N0N FLOOD PRONE COMMUNITY

August 19, 2010

Federal Emergency Management Agency 08067CV001A

19

16

Table 1 – Summary of Discharges (continued)

Flooding Source and Location

Drainage Area

(square miles)

Peak Discharges (cubic feet per second) 10-Percent

Annual Chance (10-year event)

2-Percent Annual Chance (50-year event)

1-Percent Annual Chance

(100-year event)

0.2-Percent Annual Chance

(500-year event)

-- 168 2,625 3,530 6,604 Confluence with Grimes Creek -- 168 2,694 3,789 7,588 Grimes to Vallecito Split from Vallecito Creek -- -- -- 495 2,528 Grimes West Split from Grimes Creek -- -- 272 334 815 Hermosa Creek

At Confluence With Bucks Creek 2,200 3,600 4,400 6,300

Junction Creek

National Forest Boundary --- 1,500 3,000 4,000 7,100

Junction Creek - Lower Split Flow

Spill From Junction Creek -- 0 260 590 2,217

Junction Creek - Upper Split Flow

Spill From Junction Creek -- 0 100 192 654

Lightner Creek At Fish Hatchery 27 900 1,650 2,050 3,200 At Confluence With Coal Gulch 53 1,550 2,670 3,530 5,530

At Mouth 66 1,800 3,100 4,200 9,100

Los Pinos River At Vallecito Reservoir

Outlet --- 3,100* 3,100* 3,100* 3,100*

At Red Creek --- 3,700 4,500 5,000 6,700 Near Columbus, CO --- 4,600 6,500 7,800 11,700 At Bear Creek --- 5,400 8,300 10,200 16,100 At Bayfield, CO --- 5,800 9,200 11,500 18,600

Lower Berri Creek -- -- -- 1,928 9,529 Confluence with Valecito Creek -- -- -- 65 3,551

20

rebecca.ryan

Rectangle

APPENDIX B: Existing Conditions HEC-RAS

21

LosPinosFPFinal.rep

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

X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX

PROJECT DATAProject Title: Los Pinos at US160B Project File : LosPinosFPFinal.prjRun Date and Time: 7/24/2015 1:21:49 PM

Project in English units

Project Description:Los Pinos River Floodplain Anderson Consulting Engineers June 2007

This model is intended to provide a 100-yr and 500-yr floodplain for the Los Pinos River. Addtionally 10-, and 50-profiles were modeled but were not mapped. Through the town of Bayfield 2 miles of floodway was also analyzed to supplement the FIS.

Topography from two source was utilized to conduct this study. 2-foot topo collected by the US Army Corps of Engineers was utilized along the entire reach. A few spots in which the 2-foot topography did not contain floodplain extents utilized 2-ft topo provided in a drawing titled Rons FP.

Hydrology from the 1999 Corps study was applied to this study.

PLAN DATA

Plan Title: Los Pinos Existing ConditionsPlan File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Existing\LosPinosFPFinal.p01

Geometry Title: Effective Model Geometry File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Existing\LosPinosFPFinal.g01

Flow Title : Effective FIS Flows Flow File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Existing\LosPinosFPFinal.f01

Plan Description:Page 1

22

LosPinosFPFinal.repFloodplain run depicting 10-, 50-, 100-, and 500-year results

Plan Summary Information:Number of: Cross Sections = 18 Multiple Openings = 1 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 = 40 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: Effective FIS FlowsFlow File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Existing\LosPinosFPFinal.f01

Flow Data (cfs) River Reach RS 10-YR 50-YR 100-YR 500-YR Los Pinos Lower 10866 5800 9200 11500 18600

Boundary Conditions River Reach Profile Upstream Downstream Los Pinos Lower 10-YR Normal S = 0.0138 Los Pinos Lower 50-YR Normal S = 0.0138 Los Pinos Lower 100-YR Normal S = 0.0138 Los Pinos Lower 500-YR Normal S = 0.0138

CROSS SECTION

RIVER: Los Pinos REACH: Lower RS: 10866

Page 2

23

LosPinosFPFinal.rep

CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6909.81 Element Left OB Channel Right OB Vel Head (ft) 0.25 Wt. n-Val. 0.071 0.060 W.S. Elev (ft) 6909.56 Reach Len. (ft) 765.70 905.96 822.66 Crit W.S. (ft) 6909.06 Flow Area (sq ft) 1326.77 505.98 E.G. Slope (ft/ft) 0.008931 Area (sq ft) 1326.77 505.98 Q Total (cfs) 5800.00 Flow (cfs) 3115.17 2684.83 Top Width (ft) 1231.69 Top Width (ft) 1085.39 146.29 Vel Total (ft/s) 3.16 Avg. Vel. (ft/s) 2.35 5.31 Max Chl Dpth (ft) 4.66 Hydr. Depth (ft) 1.22 3.46 Conv. Total (cfs) 61373.0 Conv. (cfs) 32963.4 28409.7 Length Wtd. (ft) 840.49 Wetted Per. (ft) 1086.14 148.21 Min Ch El (ft) 6904.90 Shear (lb/sq ft) 0.68 1.90 Alpha 1.60 Stream Power (lb/ft s) 2433.73 0.00 0.00 Frctn Loss (ft) 7.80 Cum Volume (acre-ft) 152.35 131.40 134.38 C & E Loss (ft) 0.01 Cum SA (acres) 102.29 32.34 90.59

Warning: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6902.00 Element Left OB Channel Right OB Vel Head (ft) 0.31 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6901.69 Reach Len. (ft) 850.44 1000.20 894.28 Crit W.S. (ft) 6900.66 Flow Area (sq ft) 499.22 448.36 713.58

Page 3

24

LosPinosFPFinal.rep E.G. Slope (ft/ft) 0.009645 Area (sq ft) 499.22 448.36 713.58 Q Total (cfs) 5800.00 Flow (cfs) 1069.38 2659.42 2071.20 Top Width (ft) 774.18 Top Width (ft) 360.59 116.72 296.87 Vel Total (ft/s) 3.49 Avg. Vel. (ft/s) 2.14 5.93 2.90 Max Chl Dpth (ft) 4.89 Hydr. Depth (ft) 1.38 3.84 2.40 Conv. Total (cfs) 59057.9 Conv. (cfs) 10888.8 27079.3 21089.8 Length Wtd. (ft) 967.48 Wetted Per. (ft) 361.04 117.73 297.94 Min Ch El (ft) 6896.80 Shear (lb/sq ft) 0.83 2.29 1.44 Alpha 1.64 Stream Power (lb/ft s) 2727.62 0.00 0.00 Frctn Loss (ft) 6.43 Cum Volume (acre-ft) 136.30 121.48 127.64 C & E Loss (ft) 0.08 Cum SA (acres) 89.58 29.60 87.79


CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6895.49 Element Left OB Channel Right OB Vel Head (ft) 0.58 Wt. n-Val. 0.060 W.S. Elev (ft) 6894.91 Reach Len. (ft) 41.90 41.90 41.90 Crit W.S. (ft) 6891.62 Flow Area (sq ft) 949.77 E.G. Slope (ft/ft) 0.004860 Area (sq ft) 506.43 949.77 Q Total (cfs) 5800.00 Flow (cfs) 5800.00 Top Width (ft) 606.22 Top Width (ft) 466.91 139.30 Vel Total (ft/s) 6.11 Avg. Vel. (ft/s) 6.11 Max Chl Dpth (ft) 9.31 Hydr. Depth (ft) 6.82 Conv. Total (cfs) 83201.2 Conv. (cfs) 83201.2 Length Wtd. (ft) 41.90 Wetted Per. (ft) 142.76

Page 4

25

LosPinosFPFinal.rep Min Ch El (ft) 6885.60 Shear (lb/sq ft) 2.02 Alpha 1.00 Stream Power (lb/ft s) 2870.29 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 126.48 105.43 120.31 C & E Loss (ft) Cum SA (acres) 81.50 26.66 84.74

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

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6894.15 Element Left OB Channel Right OB Vel Head (ft) 0.86 Wt. n-Val. 0.060 W.S. Elev (ft) 6893.30 Reach Len. (ft) 528.75 558.21 567.27 Crit W.S. (ft) 6891.31 Flow Area (sq ft) 780.32 E.G. Slope (ft/ft) 0.009149 Area (sq ft) 440.42 780.32 Q Total (cfs) 5800.00 Flow (cfs) 5800.00 Top Width (ft) 521.49 Top Width (ft) 385.46 136.03 Vel Total (ft/s) 7.43 Avg. Vel. (ft/s) 7.43 Max Chl Dpth (ft) 9.40 Hydr. Depth (ft) 5.74 Conv. Total (cfs) 60637.7 Conv. (cfs) 60637.7 Length Wtd. (ft) 556.62 Wetted Per. (ft) 140.39 Min Ch El (ft) 6883.90 Shear (lb/sq ft) 3.17 Alpha 1.00 Stream Power (lb/ft s) 2589.70 0.00 0.00 Frctn Loss (ft) 4.30 Cum Volume (acre-ft) 126.03 103.22 120.31 C & E Loss (ft) 0.08 Cum SA (acres) 81.09 26.31 84.74

Warning: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Note: Multiple critical depths were found at this location. The critical depth

Page 5

26

LosPinosFPFinal.repwith the lowest, valid, water surface was used.

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6889.78 Element Left OB Channel Right OB Vel Head (ft) 0.70 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6889.08 Reach Len. (ft) 555.58 630.08 635.01 Crit W.S. (ft) 6886.99 Flow Area (sq ft) 429.51 687.06 57.95 E.G. Slope (ft/ft) 0.006608 Area (sq ft) 3094.52 687.06 57.95 Q Total (cfs) 5800.00 Flow (cfs) 678.45 4949.45 172.10 Top Width (ft) 1808.12 Top Width (ft) 1691.18 100.63 16.30 Vel Total (ft/s) 4.94 Avg. Vel. (ft/s) 1.58 7.20 2.97 Max Chl Dpth (ft) 7.08 Hydr. Depth (ft) 1.28 6.83 3.55 Conv. Total (cfs) 71349.3 Conv. (cfs) 8346.0 60886.2 2117.1 Length Wtd. (ft) 621.15 Wetted Per. (ft) 336.40 101.50 17.60 Min Ch El (ft) 6882.00 Shear (lb/sq ft) 0.53 2.79 1.36 Alpha 1.84 Stream Power (lb/ft s) 2311.85 0.00 0.00 Frctn Loss (ft) 5.05 Cum Volume (acre-ft) 104.57 93.82 119.94 C & E Loss (ft) 0.01 Cum SA (acres) 68.49 24.80 84.63


CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6884.72 Element Left OB Channel

Page 6

27

LosPinosFPFinal.repRight OB Vel Head (ft) 0.81 Wt. n-Val. 0.090 0.060 W.S. Elev (ft) 6883.91 Reach Len. (ft) 465.36 555.56 562.25 Crit W.S. (ft) 6882.93 Flow Area (sq ft) 384.36 661.30 E.G. Slope (ft/ft) 0.010268 Area (sq ft) 1410.83 661.30 Q Total (cfs) 5800.00 Flow (cfs) 722.65 5077.35 Top Width (ft) 1061.36 Top Width (ft) 940.45 120.91 Vel Total (ft/s) 5.55 Avg. Vel. (ft/s) 1.88 7.68 Max Chl Dpth (ft) 7.31 Hydr. Depth (ft) 1.17 5.47 Conv. Total (cfs) 57239.5 Conv. (cfs) 7131.8 50107.7 Length Wtd. (ft) 549.08 Wetted Per. (ft) 329.53 123.57 Min Ch El (ft) 6876.60 Shear (lb/sq ft) 0.75 3.43 Alpha 1.69 Stream Power (lb/ft s) 2420.58 0.00 0.00 Frctn Loss (ft) 6.53 Cum Volume (acre-ft) 75.84 84.07 119.51 C & E Loss (ft) 0.07 Cum SA (acres) 51.71 23.19 84.51


CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6878.11 Element Left OB Channel Right OB Vel Head (ft) 0.57 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6877.54 Reach Len. (ft) 691.40 766.82 735.94 Crit W.S. (ft) 6877.04 Flow Area (sq ft) 134.87 435.37 666.02 E.G. Slope (ft/ft) 0.013942 Area (sq ft) 185.92 435.37 666.02 Q Total (cfs) 5800.00 Flow (cfs) 276.22 3292.02 2231.76 Top Width (ft) 623.99 Top Width (ft) 220.05 102.62 301.32

Page 7

28

LosPinosFPFinal.rep Vel Total (ft/s) 4.69 Avg. Vel. (ft/s) 2.05 7.56 3.35 Max Chl Dpth (ft) 5.14 Hydr. Depth (ft) 0.77 4.24 2.21 Conv. Total (cfs) 49120.1 Conv. (cfs) 2339.3 27880.1 18900.7 Length Wtd. (ft) 753.95 Wetted Per. (ft) 175.14 104.70 302.69 Min Ch El (ft) 6872.40 Shear (lb/sq ft) 0.67 3.62 1.92 Alpha 1.68 Stream Power (lb/ft s) 2086.68 0.00 0.00 Frctn Loss (ft) 4.83 Cum Volume (acre-ft) 67.31 77.07 115.21 C & E Loss (ft) 0.14 Cum SA (acres) 45.51 21.77 82.57

Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6873.14 Element Left OB Channel Right OB Vel Head (ft) 0.29 Wt. n-Val. 0.060 0.060 W.S. Elev (ft) 6872.85 Reach Len. (ft) 81.48 81.48 81.48 Crit W.S. (ft) 6870.05 Flow Area (sq ft) 850.80 497.27 E.G. Slope (ft/ft) 0.003663 Area (sq ft) 71.78 850.80 543.84 Q Total (cfs) 5800.00 Flow (cfs) 3871.91 1928.09 Top Width (ft) 476.89 Top Width (ft) 106.12 153.57 217.20 Vel Total (ft/s) 4.30 Avg. Vel. (ft/s) 4.55 3.88 Max Chl Dpth (ft) 8.85 Hydr. Depth (ft) 5.54 4.22 Conv. Total (cfs) 95834.1 Conv. (cfs) 63976.1 31858.0 Length Wtd. (ft) 81.48 Wetted Per. (ft) 160.81 119.51 Min Ch El (ft) 6864.00 Shear (lb/sq ft) 1.21 0.95

Page 8

29

LosPinosFPFinal.rep Alpha 1.02 Stream Power (lb/ft s) 2616.97 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 65.27 65.75 104.99 C & E Loss (ft) Cum SA (acres) 42.92 19.51 78.19

CROSS SECTION



Warning: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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: Los Pinos Page 9

30

LosPinosFPFinal.repREACH: Lower RS: 5897



CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6863.18 Element Left OB Channel Right OB Vel Head (ft) 0.89 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6862.29 Reach Len. (ft) 552.94 597.93 599.96 Crit W.S. (ft) 6862.29 Flow Area (sq ft) 272.74 393.65

Page 10

31

LosPinosFPFinal.rep 294.96 E.G. Slope (ft/ft) 0.011801 Area (sq ft) 319.51 393.65 294.96 Q Total (cfs) 5800.00 Flow (cfs) 923.91 3583.53 1292.56 Top Width (ft) 550.94 Top Width (ft) 296.98 96.52 157.44 Vel Total (ft/s) 6.03 Avg. Vel. (ft/s) 3.39 9.10 4.38 Max Chl Dpth (ft) 4.69 Hydr. Depth (ft) 1.08 4.08 1.87 Conv. Total (cfs) 53391.7 Conv. (cfs) 8505.0 32988.0 11898.6 Length Wtd. (ft) 593.65 Wetted Per. (ft) 253.74 97.37 157.70 Min Ch El (ft) 6857.60 Shear (lb/sq ft) 0.79 2.98 1.38 Alpha 1.57 Stream Power (lb/ft s) 1668.98 0.00 0.00 Frctn Loss (ft) 5.41 Cum Volume (acre-ft) 60.57 52.95 89.14 C & E Loss (ft) 0.14 Cum SA (acres) 35.78 16.61 68.92

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: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Warning: During the standard step iterations, when the assumed water surface was setequal to critical depth, the calculated water surface came back below critical depth. This indicates that there isnot 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, energy was used.

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6857.54 Element Left OB Channel Right OB Vel Head (ft) 0.44 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6857.10 Reach Len. (ft) 571.98 577.01 570.77 Crit W.S. (ft) 6856.60 Flow Area (sq ft) 103.85 477.12 894.58 E.G. Slope (ft/ft) 0.007239 Area (sq ft) 103.85 477.12 894.58 Q Total (cfs) 5800.00 Flow (cfs) 339.51 3207.50 2253.00

Page 11

32

LosPinosFPFinal.rep Top Width (ft) 900.07 Top Width (ft) 70.58 127.34 702.14 Vel Total (ft/s) 3.93 Avg. Vel. (ft/s) 3.27 6.72 2.52 Max Chl Dpth (ft) 4.70 Hydr. Depth (ft) 1.47 3.75 1.27 Conv. Total (cfs) 68166.9 Conv. (cfs) 3990.2 37697.4 26479.3 Length Wtd. (ft) 573.63 Wetted Per. (ft) 70.64 128.91 703.60 Min Ch El (ft) 6852.40 Shear (lb/sq ft) 0.66 1.67 0.57 Alpha 1.82 Stream Power (lb/ft s) 2199.63 0.00 0.00 Frctn Loss (ft) 4.91 Cum Volume (acre-ft) 57.88 46.98 80.95 C & E Loss (ft) 0.05 Cum SA (acres) 33.45 15.07 63.00

Warning: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6852.59 Element Left OB Channel Right OB Vel Head (ft) 0.28 Wt. n-Val. 0.045 0.060 W.S. Elev (ft) 6852.31 Reach Len. (ft) 975.25 900.68 646.89 Crit W.S. (ft) 6851.89 Flow Area (sq ft) 344.33 1271.41 E.G. Slope (ft/ft) 0.010267 Area (sq ft) 344.33 1271.41 Q Total (cfs) 5800.00 Flow (cfs) 2035.87 3764.13 Top Width (ft) 1155.95 Top Width (ft) 145.43 1010.52 Vel Total (ft/s) 3.59 Avg. Vel. (ft/s) 5.91 2.96 Max Chl Dpth (ft) 3.41 Hydr. Depth (ft) 2.37 1.26 Conv. Total (cfs) 57240.5 Conv. (cfs) 20092.1 37148.4 Length Wtd. (ft) 793.61 Wetted Per. (ft) 146.58 1010.96 Min Ch El (ft) 6848.90 Shear (lb/sq ft) 1.51 0.81 Alpha 1.39 Stream Power (lb/ft s) 2309.00 0.00 0.00 Frctn Loss (ft) 4.86 Cum Volume (acre-ft) 57.20 41.54

Page 12

33

LosPinosFPFinal.rep 66.76 C & E Loss (ft) 0.00 Cum SA (acres) 32.99 13.27 51.78

Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.

CROSS SECTION



Warning: Divided flow computed for this cross-section.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.

Page 13

34

LosPinosFPFinal.repWarning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION



Warning: Divided flow computed for this cross-section.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 energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION


Page 14

35

LosPinosFPFinal.rep



CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6830.94 Element Left OB Channel Right OB Vel Head (ft) 0.14 Wt. n-Val. 0.080 0.045 0.080 W.S. Elev (ft) 6830.80 Reach Len. (ft) 709.02 972.80

Page 15

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LosPinosFPFinal.rep 635.30 Crit W.S. (ft) 6829.71 Flow Area (sq ft) 1292.48 426.49 973.01 E.G. Slope (ft/ft) 0.004851 Area (sq ft) 1292.48 426.49 973.01 Q Total (cfs) 5800.00 Flow (cfs) 2445.69 1941.86 1412.45 Top Width (ft) 1783.01 Top Width (ft) 730.45 152.01 900.56 Vel Total (ft/s) 2.15 Avg. Vel. (ft/s) 1.89 4.55 1.45 Max Chl Dpth (ft) 4.30 Hydr. Depth (ft) 1.77 2.81 1.08 Conv. Total (cfs) 83270.5 Conv. (cfs) 35112.8 27879.3 20278.5 Length Wtd. (ft) 783.71 Wetted Per. (ft) 730.67 153.12 900.86 Min Ch El (ft) 6826.50 Shear (lb/sq ft) 0.54 0.84 0.33 Alpha 1.93 Stream Power (lb/ft s) 2680.00 0.00 0.00 Frctn Loss (ft) 6.00 Cum Volume (acre-ft) 10.52 8.99 16.30 C & E Loss (ft) 0.03 Cum SA (acres) 5.94 3.46 14.58


CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6824.92 Element Left OB Channel Right OB Vel Head (ft) 0.39 Wt. n-Val. 0.045 0.080 W.S. Elev (ft) 6824.53 Reach Len. (ft) Crit W.S. (ft) 6824.00 Flow Area (sq ft) 378.68 1262.76 E.G. Slope (ft/ft) 0.013817 Area (sq ft) 378.68 1262.76 Q Total (cfs) 5800.00 Flow (cfs) 2624.93 3175.07 Top Width (ft) 1256.43 Top Width (ft) 157.52 1098.91 Vel Total (ft/s) 3.53 Avg. Vel. (ft/s) 6.93 2.51 Max Chl Dpth (ft) 4.13 Hydr. Depth (ft) 2.40

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LosPinosFPFinal.rep 1.15 Conv. Total (cfs) 49342.7 Conv. (cfs) 22331.3 27011.4 Length Wtd. (ft) Wetted Per. (ft) 158.66 1099.72 Min Ch El (ft) 6820.40 Shear (lb/sq ft) 2.06 0.99 Alpha 2.02 Stream Power (lb/ft s) 2875.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres)

Warning: Divided flow computed for this cross-section.Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.

SUMMARY OF MANNING'S N VALUES

River:Los Pinos

Reach River Sta. n1 n2 n3 n4 n5

Lower 10866 .09 .02 .09 .06 .09

Lower 9960 .09 .06 .09

Lower 8960 .09 .06 .09

Lower 8900 Bridge Lower 8846 .09 .06 .09

Lower 8288 .09 .06 .09

Lower 7658 .09 .06 .09

Lower 7102 .09 .06 .09

Lower 6335 .045 .06 .075 .06 .075

Lower 6300 Mult Open Lower 6254 .045 .06 .075 .06 .075

Lower 5897 .045 .06 .075

Lower 5166 .05 .045 .06

Lower 4568 .05 .045 .06 .02 .06

Lower 3991 .05 .045 .06

Lower 3090 .05 .02 .05 .045 .06

Lower 2630 .05 .02 .05 .045 .06

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LosPinosFPFinal.rep Lower 1906 .08 .045 .08

Lower 1035 .08 .045 .08

Lower 63 .08 .045 .08

SUMMARY OF REACH LENGTHS

River: Los Pinos Reach River Sta. Left Channel Right Lower 10866 765.7 905.96 822.66 Lower 9960 850.44 1000.2 894.28 Lower 8960 118.56 113.95 112.51 Lower 8900 Bridge Lower 8846 528.75 558.21 567.27 Lower 8288 555.58 630.08 635.01 Lower 7658 465.36 555.56 562.25 Lower 7102 691.4 766.82 735.94 Lower 6335 81.31 81.48 95.25 Lower 6300 Mult Open Lower 6254 362.86 357.02 346.77 Lower 5897 664.17 730.73 708.7 Lower 5166 552.94 597.93 599.96 Lower 4568 571.98 577.01 570.77 Lower 3991 975.25 900.68 646.89 Lower 3090 417.99 459.89 545.19 Lower 2630 665.7 724.63 747.87 Lower 1906 881.02 870.37 756.75 Lower 1035 709.02 972.8 635.3 Lower 63 83.66 62.67 67.89

SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTSRiver: Los Pinos

Reach River Sta. Contr. Expan. Lower 10866 .1 .3 Lower 9960 .3 .5 Lower 8960 .3 .5 Lower 8900 Bridge Lower 8846 .3 .5 Lower 8288 .1 .3 Lower 7658 .1 .3 Lower 7102 .3 .5 Lower 6335 .3 .5 Lower 6300 Mult Open Lower 6254 .3 .5 Lower 5897 .1 .3 Lower 5166 .1 .3 Lower 4568 .1 .3 Lower 3991 .1 .3 Lower 3090 .1 .3

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LosPinosFPFinal.rep Lower 2630 .1 .3 Lower 1906 .1 .3 Lower 1035 .1 .3 Lower 63 .1 .3

Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Lower 10866 10-YR 5800.00 6904.90 6909.56 6909.06 6909.81 0.008931 5.31 1832.75 1231.69 0.50 Lower 9960 10-YR 5800.00 6896.80 6901.69 6900.66 6902.00 0.009645 5.93 1661.17 774.18 0.53 Lower 8960 10-YR 5800.00 6885.60 6894.91 6891.62 6895.49 0.004860 6.11 949.77 606.22 0.41 Lower 8900 Bridge Lower 8846 10-YR 5800.00 6883.90 6893.30 6891.31 6894.15 0.009149 7.43 780.32 521.49 0.55 Lower 8288 10-YR 5800.00 6882.00 6889.08 6886.99 6889.78 0.006608 7.20 1174.52 1808.12 0.49 Lower 7658 10-YR 5800.00 6876.60 6883.91 6882.93 6884.72 0.010268 7.68 1045.66 1061.36 0.58 Lower 7102 10-YR 5800.00 6872.40 6877.54 6877.04 6878.11 0.013942 7.56 1236.26 623.99 0.65 Lower 6335 10-YR 5800.00 6864.00 6872.85 6870.05 6873.14 0.003663 4.55 1348.06 476.89 0.34 Lower 6300 Mult Open Lower 6254 10-YR 5800.00 6864.20 6872.04 6869.89 6872.40 0.005178 5.13 1216.75 476.08 0.40 Lower 5897 10-YR 5800.00 6862.90 6869.69 6869.10 6870.13 0.008003 6.64 1463.51 1011.32 0.51 Lower 5166 10-YR 5800.00 6857.60 6862.29 6862.29 6863.18 0.011801 9.10 961.35 550.94 0.79 Lower 4568 10-YR 5800.00 6852.40 6857.10 6856.60 6857.54 0.007239 6.72 1475.55 900.07 0.61 Lower 3991 10-YR 5800.00 6848.90 6852.31 6851.89 6852.59 0.010267 5.91 1615.74 1155.95 0.68 Lower 3090 10-YR 5800.00 6842.20 6847.42 6846.71 6847.73 0.004057 5.30 1654.52 1439.72 0.46 Lower 2630 10-YR 5800.00 6838.50 6843.79 6843.61 6844.72 0.010856 8.32 888.56 823.79 0.75 Lower 1906 10-YR 5800.00 6832.10 6836.31 6835.12 6836.73 0.010600 7.10 1490.67 895.97 0.72 Lower 1035 10-YR 5800.00 6826.50 6830.80 6829.71 6830.94 0.004851 4.55 2691.98 1783.01 0.48 Lower 63 10-YR 5800.00 6820.40 6824.53 6824.00 6824.92 0.013817 6.93 1641.43 1256.43 0.79

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APPENDIX C: Proposed Conditions HEC-RAS

41

LosPinosFPFinal.rep



PROJECT DATAProject Title: Los Pinos at US 160BProject File : LosPinosFPFinal.prjRun Date and Time: 3/17/2015 4:48:29 PM


Project Description:Proposed Conditions Bayfield Bridge Replacement

PLAN DATA

Plan Title: Los Pinos Proposed ConditionsPlan File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\LosPinosFPFinal.p02

Geometry Title: Effective Model w/ Proposed Surface Geometry File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\LosPinosFPFinal.g02

Flow Title : Effective FIS Flow File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\LosPinosFPFinal.f01



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

Page 1

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LosPinosFPFinal.rep

FLOW DATA

Flow Title: Effective FISFlow File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\LosPinosFPFinal.f01

Flow Data (cfs) River Reach RS 10-YR 50-YR 100-YR 500-YR Los Pinos Lower 10866 5800 9200 11500 18600

Boundary Conditions River Reach Profile Upstream Downstream Los Pinos Lower 10-YR Normal S = 0.0138 Los Pinos Lower 50-YR Normal S = 0.0138 Los Pinos Lower 100-YR Normal S = 0.0138 Los Pinos Lower 500-YR Normal S = 0.0138

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6909.81 Element Left OB Channel Right OB Vel Head (ft) 0.25 Wt. n-Val. 0.071 0.060 W.S. Elev (ft) 6909.56 Reach Len. (ft) 765.70 905.96 822.66 Crit W.S. (ft) 6909.06 Flow Area (sq ft) 1326.77 505.98 E.G. Slope (ft/ft) 0.008931 Area (sq ft) 1326.77 505.98 Q Total (cfs) 5800.00 Flow (cfs) 3115.17 2684.83 Top Width (ft) 1231.69 Top Width (ft) 1085.39 146.29 Vel Total (ft/s) 3.16 Avg. Vel. (ft/s) 2.35 5.31

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LosPinosFPFinal.rep Max Chl Dpth (ft) 4.66 Hydr. Depth (ft) 1.22 3.46 Conv. Total (cfs) 61373.0 Conv. (cfs) 32963.4 28409.7 Length Wtd. (ft) 840.50 Wetted Per. (ft) 1086.14 148.21 Min Ch El (ft) 6904.90 Shear (lb/sq ft) 0.68 1.90 Alpha 1.60 Stream Power (lb/ft s) 2433.73 0.00 0.00 Frctn Loss (ft) 7.80 Cum Volume (acre-ft) 153.47 132.04 138.15 C & E Loss (ft) 0.01 Cum SA (acres) 104.92 32.82 91.22



Warning: Divided flow computed for this cross-section.Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance)

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LosPinosFPFinal.repis less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.



CROSS SECTION OUTPUT Profile #500-YR E.G. Elev (ft) 6911.18 Element Left OB Channel Right OB Vel Head (ft) 0.62 Wt. n-Val. 0.063 0.060 0.090 W.S. Elev (ft) 6910.56 Reach Len. (ft) 765.70 905.96 822.66

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LosPinosFPFinal.rep Crit W.S. (ft) 6910.44 Flow Area (sq ft) 2601.01 658.92 6.60 E.G. Slope (ft/ft) 0.018543 Area (sq ft) 2753.02 658.92 6.60 Q Total (cfs) 18600.00 Flow (cfs) 12901.32 5691.02 7.67 Top Width (ft) 1943.56 Top Width (ft) 1767.04 158.77 17.75 Vel Total (ft/s) 5.69 Avg. Vel. (ft/s) 4.96 8.64 1.16 Max Chl Dpth (ft) 5.66 Hydr. Depth (ft) 1.79 4.15 0.37 Conv. Total (cfs) 136592.1 Conv. (cfs) 94742.9 41792.9 56.3 Length Wtd. (ft) 814.66 Wetted Per. (ft) 1452.74 160.77 17.76 Min Ch El (ft) 6904.90 Shear (lb/sq ft) 2.07 4.74 0.43 Alpha 1.23 Stream Power (lb/ft s) 2433.73 0.00 0.00 Frctn Loss (ft) 5.39 Cum Volume (acre-ft) 707.18 222.62 415.85 C & E Loss (ft) 0.13 Cum SA (acres) 232.08 34.83 164.76


CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6902.00 Element Left OB Channel Right OB Vel Head (ft) 0.31 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6901.69 Reach Len. (ft) 850.44 1000.20 894.28 Crit W.S. (ft) 6900.66 Flow Area (sq ft) 498.70 448.19 713.15 E.G. Slope (ft/ft) 0.009662 Area (sq ft) 498.70 448.19 713.15 Q Total (cfs) 5800.00 Flow (cfs) 1068.92 2660.11 2070.97 Top Width (ft) 774.01 Top Width (ft) 360.42 116.72 296.87 Vel Total (ft/s) 3.49 Avg. Vel. (ft/s) 2.14 5.94 2.90

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LosPinosFPFinal.rep Max Chl Dpth (ft) 4.89 Hydr. Depth (ft) 1.38 3.84 2.40 Conv. Total (cfs) 59005.1 Conv. (cfs) 10874.5 27062.1 21068.6 Length Wtd. (ft) 967.49 Wetted Per. (ft) 360.88 117.73 297.94 Min Ch El (ft) 6896.80 Shear (lb/sq ft) 0.83 2.30 1.44 Alpha 1.64 Stream Power (lb/ft s) 2727.62 0.00 0.00 Frctn Loss (ft) 6.42 Cum Volume (acre-ft) 137.43 122.12 131.42 C & E Loss (ft) 0.08 Cum SA (acres) 92.21 30.09 88.42



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

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LosPinosFPFinal.repWarning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.



CROSS SECTION OUTPUT Profile #500-YR E.G. Elev (ft) 6905.66 Element Left OB Channel Right OB Vel Head (ft) 0.19 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6905.47 Reach Len. (ft) 850.44 1000.20 894.28 Crit W.S. (ft) 6901.96 Flow Area (sq ft) 4760.47 888.57 1850.42 E.G. Slope (ft/ft) 0.003364 Area (sq ft) 4760.47 888.57

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LosPinosFPFinal.rep1850.42 Q Total (cfs) 18600.00 Flow (cfs) 7829.90 4911.16 5858.95 Top Width (ft) 2536.69 Top Width (ft) 2114.02 116.72 305.95 Vel Total (ft/s) 2.48 Avg. Vel. (ft/s) 1.64 5.53 3.17 Max Chl Dpth (ft) 8.67 Hydr. Depth (ft) 2.25 7.61 6.05 Conv. Total (cfs) 320680.8 Conv. (cfs) 134994.5 84672.8 101013.6 Length Wtd. (ft) 937.98 Wetted Per. (ft) 2114.85 117.73 307.77 Min Ch El (ft) 6896.80 Shear (lb/sq ft) 0.47 1.59 1.26 Alpha 2.01 Stream Power (lb/ft s) 2727.62 0.00 0.00 Frctn Loss (ft) 3.63 Cum Volume (acre-ft) 641.14 206.52 398.32 C & E Loss (ft) 0.19 Cum SA (acres) 197.97 31.96 161.70

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 energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6895.50 Element Left OB Channel Right OB Vel Head (ft) 0.58 Wt. n-Val. 0.060 W.S. Elev (ft) 6894.92 Reach Len. (ft) 41.90 41.90 41.90 Crit W.S. (ft) 6891.62 Flow Area (sq ft) 951.27 E.G. Slope (ft/ft) 0.004836 Area (sq ft) 511.45 951.27 Q Total (cfs) 5800.00 Flow (cfs) 5800.00 Top Width (ft) 607.83 Top Width (ft) 468.49 139.34 Vel Total (ft/s) 6.10 Avg. Vel. (ft/s) 6.10 Max Chl Dpth (ft) 9.32 Hydr. Depth (ft) 6.83 Conv. Total (cfs) 83403.3 Conv. (cfs) 83403.3 Length Wtd. (ft) 41.90 Wetted Per. (ft) 142.81

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LosPinosFPFinal.rep Min Ch El (ft) 6885.60 Shear (lb/sq ft) 2.01 Alpha 1.00 Stream Power (lb/ft s) 2870.29 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 127.57 106.05 124.10 C & E Loss (ft) Cum SA (acres) 84.12 27.15 85.37


CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6897.71 Element Left OB Channel Right OB Vel Head (ft) 0.88 Wt. n-Val. 0.060 W.S. Elev (ft) 6896.83 Reach Len. (ft) 41.90 41.90 41.90 Crit W.S. (ft) 6893.13 Flow Area (sq ft) 1223.74 E.G. Slope (ft/ft) 0.005646 Area (sq ft) 3040.96 1223.74 Q Total (cfs) 9200.00 Flow (cfs) 9200.00 Top Width (ft) 2354.06 Top Width (ft) 2207.82 146.24 Vel Total (ft/s) 7.52 Avg. Vel. (ft/s) 7.52 Max Chl Dpth (ft) 11.23 Hydr. Depth (ft) 8.37 Conv. Total (cfs) 122436.9 Conv. (cfs) 122436.9 Length Wtd. (ft) 41.90 Wetted Per. (ft) 150.70 Min Ch El (ft) 6885.60 Shear (lb/sq ft) 2.86 Alpha 1.00 Stream Power (lb/ft s) 2870.29 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 225.86 128.76 194.46 C & E Loss (ft) Cum SA (acres) 112.72 27.67 110.38


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6898.72 Element Left OB Channel Right OB Vel Head (ft) 1.16 Wt. n-Val. 0.060 W.S. Elev (ft) 6897.56 Reach Len. (ft) 41.90 41.90 41.90

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LosPinosFPFinal.rep Crit W.S. (ft) 6893.96 Flow Area (sq ft) 1330.73 E.G. Slope (ft/ft) 0.006849 Area (sq ft) 4662.36 1330.73 Q Total (cfs) 11500.00 Flow (cfs) 11500.00 Top Width (ft) 2433.38 Top Width (ft) 2284.52 148.86 Vel Total (ft/s) 8.64 Avg. Vel. (ft/s) 8.64 Max Chl Dpth (ft) 11.96 Hydr. Depth (ft) 8.94 Conv. Total (cfs) 138953.6 Conv. (cfs) 138953.6 Length Wtd. (ft) 41.90 Wetted Per. (ft) 153.70 Min Ch El (ft) 6885.60 Shear (lb/sq ft) 3.70 Alpha 1.00 Stream Power (lb/ft s) 2870.29 0.00 0.00 Frctn Loss (ft) 0.37 Cum Volume (acre-ft) 286.88 141.36 239.38 C & E Loss (ft) 0.06 Cum SA (acres) 120.28 28.05 122.73

Warning: Divided flow computed for this cross-section.Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used.

CROSS SECTION OUTPUT Profile #500-YR E.G. Elev (ft) 6901.83 Element Left OB Channel Right OB Vel Head (ft) 0.83 Wt. n-Val. 0.090 0.060 W.S. Elev (ft) 6901.00 Reach Len. (ft) 41.90 41.90 41.90 Crit W.S. (ft) 6896.43 Flow Area (sq ft) 1796.60 1872.31 E.G. Slope (ft/ft) 0.004498 Area (sq ft) 12834.63 1872.31 Q Total (cfs) 18600.00 Flow (cfs) 3481.75 15118.25 Top Width (ft) 2607.96 Top Width (ft) 2439.59 168.37 Vel Total (ft/s) 5.07 Avg. Vel. (ft/s) 1.94 8.07 Max Chl Dpth (ft) 15.40 Hydr. Depth (ft) 2.31 11.12 Conv. Total (cfs) 277326.1 Conv. (cfs) 51912.9 225413.2 Length Wtd. (ft) 41.90 Wetted Per. (ft) 779.08 174.68 Min Ch El (ft) 6885.60 Shear (lb/sq ft) 0.65 3.01 Alpha 2.09 Stream Power (lb/ft s) 2870.29 0.00 0.00 Frctn Loss (ft) 0.14 Cum Volume (acre-ft) 469.38 174.83 379.33 C & E Loss (ft) 0.28 Cum SA (acres) 153.51 28.69

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LosPinosFPFinal.rep 158.56

Warning: Divided flow computed for this cross-section.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.

CROSS SECTION




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LosPinosFPFinal.repCROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6896.17 Element Left OB Channel Right OB Vel Head (ft) 1.32 Wt. n-Val. 0.060 W.S. Elev (ft) 6894.85 Reach Len. (ft) 528.75 558.21 567.27 Crit W.S. (ft) 6892.78 Flow Area (sq ft) 996.01 E.G. Slope (ft/ft) 0.010847 Area (sq ft) 2246.69 996.01 Q Total (cfs) 9200.00 Flow (cfs) 9200.00 Top Width (ft) 1795.01 Top Width (ft) 1653.21 141.80 Vel Total (ft/s) 9.24 Avg. Vel. (ft/s) 9.24 Max Chl Dpth (ft) 10.95 Hydr. Depth (ft) 7.02 Conv. Total (cfs) 88335.9 Conv. (cfs) 88335.9 Length Wtd. (ft) 554.85 Wetted Per. (ft) 146.97 Min Ch El (ft) 6883.90 Shear (lb/sq ft) 4.59 Alpha 1.00 Stream Power (lb/ft s) 2589.70 0.00 0.00 Frctn Loss (ft) 4.77 Cum Volume (acre-ft) 223.32 125.93 194.46 C & E Loss (ft) 0.26 Cum SA (acres) 110.86 27.30 110.38

Warning: Divided flow computed for this cross-section.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 energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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 OUTPUT Profile #100-YR E.G. Elev (ft) 6897.33 Element Left OB Channel Right OB Vel Head (ft) 1.66 Wt. n-Val. 0.060 W.S. Elev (ft) 6895.67 Reach Len. (ft) 528.75 558.21 567.27 Crit W.S. (ft) 6893.62 Flow Area (sq ft) 1113.53 E.G. Slope (ft/ft) 0.012061 Area (sq ft) 3749.21 1113.53 Q Total (cfs) 11500.00 Flow (cfs) 11500.00 Top Width (ft) 2070.79 Top Width (ft) 1925.90 144.90 Vel Total (ft/s) 10.33 Avg. Vel. (ft/s) 10.33

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LosPinosFPFinal.rep Max Chl Dpth (ft) 11.77 Hydr. Depth (ft) 7.69 Conv. Total (cfs) 104714.7 Conv. (cfs) 104714.7 Length Wtd. (ft) 554.05 Wetted Per. (ft) 150.49 Min Ch El (ft) 6883.90 Shear (lb/sq ft) 5.57 Alpha 1.00 Stream Power (lb/ft s) 2589.70 0.00 0.00 Frctn Loss (ft) 4.99 Cum Volume (acre-ft) 282.84 138.21 239.38 C & E Loss (ft) 0.40 Cum SA (acres) 118.26 27.67 122.73



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LosPinosFPFinal.repWarning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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




CROSS SECTION OUTPUT Profile #50-YR Page 14

55

LosPinosFPFinal.rep E.G. Elev (ft) 6891.15 Element Left OB Channel Right OB Vel Head (ft) 0.81 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6890.34 Reach Len. (ft) 555.58 630.08 635.01 Crit W.S. (ft) 6889.31 Flow Area (sq ft) 852.05 813.54 79.99 E.G. Slope (ft/ft) 0.006978 Area (sq ft) 5341.77 813.54 79.99 Q Total (cfs) 9200.00 Flow (cfs) 2183.59 6740.65 275.77 Top Width (ft) 1993.19 Top Width (ft) 1873.94 100.63 18.62 Vel Total (ft/s) 5.27 Avg. Vel. (ft/s) 2.56 8.29 3.45 Max Chl Dpth (ft) 8.34 Hydr. Depth (ft) 2.53 8.08 4.30 Conv. Total (cfs) 110130.7 Conv. (cfs) 26139.1 80690.5 3301.1 Length Wtd. (ft) 612.05 Wetted Per. (ft) 336.40 101.50 20.24 Min Ch El (ft) 6882.00 Shear (lb/sq ft) 1.10 3.49 1.72 Alpha 1.88 Stream Power (lb/ft s) 2311.85 0.00 0.00 Frctn Loss (ft) 5.27 Cum Volume (acre-ft) 177.26 114.34 193.94 C & E Loss (ft) 0.01 Cum SA (acres) 89.45 25.75 110.26

Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6891.94 Element Left OB Channel Right OB Vel Head (ft) 0.86 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6891.08 Reach Len. (ft) 555.58 630.08 635.01 Crit W.S. (ft) 6889.89 Flow Area (sq ft) 1102.06 888.37 94.23 E.G. Slope (ft/ft) 0.006971 Area (sq ft) 6736.28 888.37 94.23 Q Total (cfs) 11500.00 Flow (cfs) 3351.04 7801.42 347.55 Top Width (ft) 1996.78 Top Width (ft) 1876.49 100.63 19.67 Vel Total (ft/s) 5.52 Avg. Vel. (ft/s) 3.04 8.78 3.69 Max Chl Dpth (ft) 9.08 Hydr. Depth (ft) 3.28 8.83 4.79 Conv. Total (cfs) 137734.2 Conv. (cfs) 40135.0 93436.7

Page 15

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LosPinosFPFinal.rep 4162.5 Length Wtd. (ft) 608.20 Wetted Per. (ft) 336.40 101.50 21.53 Min Ch El (ft) 6882.00 Shear (lb/sq ft) 1.43 3.81 1.90 Alpha 1.82 Stream Power (lb/ft s) 2311.85 0.00 0.00 Frctn Loss (ft) 5.53 Cum Volume (acre-ft) 219.20 125.39 238.77 C & E Loss (ft) 0.02 Cum SA (acres) 95.18 26.10 122.61



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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Note: Multiple critical depths were found at this location. The critical depth

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LosPinosFPFinal.repwith the lowest, valid, energy was used.

CROSS SECTION




CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6885.87 Element Left OB Channel Right OB Vel Head (ft) 0.92 Wt. n-Val. 0.090 0.060 W.S. Elev (ft) 6884.95 Reach Len. (ft) 465.36 555.56

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LosPinosFPFinal.rep 562.25 Crit W.S. (ft) 6884.70 Flow Area (sq ft) 929.04 787.57 E.G. Slope (ft/ft) 0.010887 Area (sq ft) 2792.07 787.57 Q Total (cfs) 9200.00 Flow (cfs) 2287.45 6912.55 Top Width (ft) 1530.77 Top Width (ft) 1407.88 122.89 Vel Total (ft/s) 5.36 Avg. Vel. (ft/s) 2.46 8.78 Max Chl Dpth (ft) 8.35 Hydr. Depth (ft) 1.71 6.41 Conv. Total (cfs) 88170.7 Conv. (cfs) 21922.4 66248.3 Length Wtd. (ft) 541.36 Wetted Per. (ft) 543.73 125.81 Min Ch El (ft) 6876.60 Shear (lb/sq ft) 1.16 4.25 Alpha 2.07 Stream Power (lb/ft s) 2420.58 0.00 0.00 Frctn Loss (ft) 6.64 Cum Volume (acre-ft) 125.39 102.76 193.36 C & E Loss (ft) 0.08 Cum SA (acres) 68.52 24.13 110.13


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6886.40 Element Left OB Channel Right OB Vel Head (ft) 1.06 Wt. n-Val. 0.090 0.060 W.S. Elev (ft) 6885.34 Reach Len. (ft) 465.36 555.56 562.25 Crit W.S. (ft) 6885.11 Flow Area (sq ft) 1140.35 835.51 E.G. Slope (ft/ft) 0.012333 Area (sq ft) 3344.12 835.51 Q Total (cfs) 11500.00 Flow (cfs) 3425.81 8074.19 Top Width (ft) 1561.19 Top Width (ft) 1437.34 123.85 Vel Total (ft/s) 5.82 Avg. Vel. (ft/s) 3.00 9.66 Max Chl Dpth (ft) 8.74 Hydr. Depth (ft) 2.10 6.75 Conv. Total (cfs) 103552.0 Conv. (cfs) 30847.8 72704.2 Length Wtd. (ft) 536.69 Wetted Per. (ft) 543.73 126.85 Min Ch El (ft) 6876.60 Shear (lb/sq ft) 1.61 5.07 Alpha 2.01 Stream Power (lb/ft s) 2420.58 0.00

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LosPinosFPFinal.rep 0.00 Frctn Loss (ft) 6.56 Cum Volume (acre-ft) 154.91 112.92 238.08 C & E Loss (ft) 0.15 Cum SA (acres) 74.05 24.47 122.46




CROSS SECTION

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LosPinosFPFinal.rep





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LosPinosFPFinal.rep 980.77 Q Total (cfs) 9200.00 Flow (cfs) 891.61 4507.01 3801.38 Top Width (ft) 1035.94 Top Width (ft) 581.15 107.33 347.47 Vel Total (ft/s) 4.70 Avg. Vel. (ft/s) 2.02 8.41 3.88 Max Chl Dpth (ft) 6.10 Hydr. Depth (ft) 1.06 4.99 2.82 Conv. Total (cfs) 78009.2 Conv. (cfs) 7560.2 38216.1 32232.9 Length Wtd. (ft) 751.05 Wetted Per. (ft) 416.56 109.55 349.22 Min Ch El (ft) 6872.40 Shear (lb/sq ft) 0.92 4.25 2.44 Alpha 1.87 Stream Power (lb/ft s) 2086.68 0.00 0.00 Frctn Loss (ft) 4.70 Cum Volume (acre-ft) 107.35 94.32 187.03 C & E Loss (ft) 0.15 Cum SA (acres) 57.90 22.67 107.88


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6879.68 Element Left OB Channel Right OB Vel Head (ft) 0.55 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6879.13 Reach Len. (ft) 691.40 766.82 735.94 Crit W.S. (ft) 6878.54 Flow Area (sq ft) 718.07 606.32 1204.51 E.G. Slope (ft/ft) 0.012130 Area (sq ft) 990.55 606.32 1204.51 Q Total (cfs) 11500.00 Flow (cfs) 1746.18 4893.14 4860.68 Top Width (ft) 1184.44 Top Width (ft) 705.14 116.90 362.40 Vel Total (ft/s) 4.55 Avg. Vel. (ft/s) 2.43 8.07 4.04 Max Chl Dpth (ft) 6.73 Hydr. Depth (ft) 1.55 5.19 3.32 Conv. Total (cfs) 104415.6 Conv. (cfs) 15854.6 44427.9 44133.1 Length Wtd. (ft) 748.41 Wetted Per. (ft) 464.32 119.14 364.34 Min Ch El (ft) 6872.40 Shear (lb/sq ft) 1.17 3.85 2.50 Alpha 1.72 Stream Power (lb/ft s) 2086.68 0.00 0.00

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LosPinosFPFinal.rep Frctn Loss (ft) 4.56 Cum Volume (acre-ft) 131.76 103.72 230.31 C & E Loss (ft) 0.07 Cum SA (acres) 62.60 22.94 120.12



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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION Page 22

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LosPinosFPFinal.rep


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6872.93 Element Left OB Channel Right OB Vel Head (ft) 0.24 Wt. n-Val. 0.060 0.060 W.S. Elev (ft) 6872.68 Reach Len. (ft) 81.48 81.48 81.48 Crit W.S. (ft) 6869.94 Flow Area (sq ft) 917.73 569.23 E.G. Slope (ft/ft) 0.003247 Area (sq ft) 917.73 675.35 Q Total (cfs) 5800.00 Flow (cfs) 3872.09 1927.91 Top Width (ft) 455.91 Top Width (ft) 196.20 259.71 Vel Total (ft/s) 3.90 Avg. Vel. (ft/s) 4.22 3.39 Max Chl Dpth (ft) 8.68 Hydr. Depth (ft) 4.68 3.74 Conv. Total (cfs) 101784.7 Conv. (cfs) 67951.7 33833.0 Length Wtd. (ft) 81.48 Wetted Per. (ft) 200.14 153.10 Min Ch El (ft) 6864.00 Shear (lb/sq ft) 0.93 0.75 Alpha 1.03 Stream Power (lb/ft s) 2616.97 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 65.27 65.83 108.75 C & E Loss (ft) Cum SA (acres) 42.82 19.63 78.57

CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6874.29 Element Left OB Channel Right OB Vel Head (ft) 0.34 Wt. n-Val. 0.045 0.059 0.060 W.S. Elev (ft) 6873.94 Reach Len. (ft) 81.48 81.48 81.48 Crit W.S. (ft) 6871.05 Flow Area (sq ft) 35.24 1173.00 793.42 E.G. Slope (ft/ft) 0.003542 Area (sq ft) 44.12 1173.00 1095.94 Q Total (cfs) 9200.00 Flow (cfs) 60.20 5868.22 3271.58 Top Width (ft) 677.64 Top Width (ft) 69.22 202.62 405.80 Vel Total (ft/s) 4.60 Avg. Vel. (ft/s) 1.71 5.00 4.12 Max Chl Dpth (ft) 9.94 Hydr. Depth (ft) 0.81 5.79 4.20

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LosPinosFPFinal.rep Conv. Total (cfs) 154577.6 Conv. (cfs) 1011.5 98597.3 54968.8 Length Wtd. (ft) 81.48 Wetted Per. (ft) 43.48 206.63 190.32 Min Ch El (ft) 6864.00 Shear (lb/sq ft) 0.18 1.26 0.92 Alpha 1.04 Stream Power (lb/ft s) 2616.97 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 102.35 79.28 169.48 C & E Loss (ft) Cum SA (acres) 52.74 19.94 101.52

CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6875.04 Element Left OB Channel Right OB Vel Head (ft) 0.40 Wt. n-Val. 0.045 0.059 0.060 W.S. Elev (ft) 6874.64 Reach Len. (ft) 81.48 81.48 81.48 Crit W.S. (ft) 6871.65 Flow Area (sq ft) 65.62 1314.57 926.17 E.G. Slope (ft/ft) 0.003658 Area (sq ft) 193.30 1314.57 1400.70 Q Total (cfs) 11500.00 Flow (cfs) 172.42 7160.50 4167.08 Top Width (ft) 943.72 Top Width (ft) 290.86 202.62 450.24 Vel Total (ft/s) 4.99 Avg. Vel. (ft/s) 2.63 5.45 4.50 Max Chl Dpth (ft) 10.64 Hydr. Depth (ft) 1.51 6.49 4.85 Conv. Total (cfs) 190139.0 Conv. (cfs) 2850.8 118390.5 68897.8 Length Wtd. (ft) 81.48 Wetted Per. (ft) 43.48 206.63 192.16 Min Ch El (ft) 6864.00 Shear (lb/sq ft) 0.34 1.45 1.10 Alpha 1.04 Stream Power (lb/ft s) 2616.97 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 122.37 86.82 208.30 C & E Loss (ft) Cum SA (acres) 54.70 20.13 113.26


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LosPinosFPFinal.rep2354.31 Q Total (cfs) 18600.00 Flow (cfs) 699.14 10927.36 6973.50 Top Width (ft) 1338.60 Top Width (ft) 664.37 202.62 471.61 Vel Total (ft/s) 5.81 Avg. Vel. (ft/s) 4.53 6.33 5.29 Max Chl Dpth (ft) 12.68 Hydr. Depth (ft) 3.55 8.52 6.81 Conv. Total (cfs) 314909.4 Conv. (cfs) 11836.9 185006.8 118065.6 Length Wtd. (ft) 81.48 Wetted Per. (ft) 43.48 206.63 195.64 Min Ch El (ft) 6864.00 Shear (lb/sq ft) 0.77 1.82 1.47 Alpha 1.03 Stream Power (lb/ft s) 2616.97 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) 186.49 106.29 329.85 C & E Loss (ft) Cum SA (acres) 73.92 20.54 145.80

CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6872.32 Element Left OB Channel Right OB Vel Head (ft) 0.34 Wt. n-Val. 0.059 0.061 W.S. Elev (ft) 6871.98 Reach Len. (ft) 362.86 357.02 346.77 Crit W.S. (ft) 6869.90 Flow Area (sq ft) 793.11 471.74 E.G. Slope (ft/ft) 0.004836 Area (sq ft) 793.11 1553.88 Q Total (cfs) 5800.00 Flow (cfs) 4007.03 1792.97 Top Width (ft) 560.19 Top Width (ft) 164.42 395.77 Vel Total (ft/s) 4.59 Avg. Vel. (ft/s) 5.05 3.80 Max Chl Dpth (ft) 7.78 Hydr. Depth (ft) 4.82 3.09 Conv. Total (cfs) 83406.0 Conv. (cfs) 57622.5 25783.5 Length Wtd. (ft) 353.36 Wetted Per. (ft) 169.72 155.16 Min Ch El (ft) 6864.20 Shear (lb/sq ft) 1.41 0.92 Alpha 1.05 Stream Power (lb/ft s) 2544.93 0.00 0.00 Frctn Loss (ft) 2.16 Cum Volume (acre-ft) 65.27 65.83 108.75 C & E Loss (ft) 0.03 Cum SA (acres) 42.82 19.29

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LosPinosFPFinal.rep 77.96




CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6874.21 Element Left OB Channel Right OB Vel Head (ft) 0.67 Wt. n-Val. 0.059 0.061 W.S. Elev (ft) 6873.54 Reach Len. (ft) 362.86 357.02 346.77

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LosPinosFPFinal.rep Crit W.S. (ft) 6871.47 Flow Area (sq ft) 1061.24 733.58 E.G. Slope (ft/ft) 0.007179 Area (sq ft) 1061.24 2201.59 Q Total (cfs) 11500.00 Flow (cfs) 7561.79 3938.21 Top Width (ft) 606.37 Top Width (ft) 179.55 426.83 Vel Total (ft/s) 6.41 Avg. Vel. (ft/s) 7.13 5.37 Max Chl Dpth (ft) 9.34 Hydr. Depth (ft) 5.91 4.20 Conv. Total (cfs) 135723.8 Conv. (cfs) 89244.8 46479.0 Length Wtd. (ft) 353.05 Wetted Per. (ft) 185.23 177.60 Min Ch El (ft) 6864.20 Shear (lb/sq ft) 2.57 1.85 Alpha 1.05 Stream Power (lb/ft s) 2544.93 0.00 0.00 Frctn Loss (ft) 2.78 Cum Volume (acre-ft) 122.37 86.82 208.30 C & E Loss (ft) 0.07 Cum SA (acres) 54.43 19.77 112.44


CROSS SECTION OUTPUT Profile #500-YR E.G. Elev (ft) 6875.88 Element Left OB Channel Right OB Vel Head (ft) 1.10 Wt. n-Val. 0.059 0.061 W.S. Elev (ft) 6874.78 Reach Len. (ft) 362.86 357.02 346.77 Crit W.S. (ft) 6873.05 Flow Area (sq ft) 1290.92 953.48 E.G. Slope (ft/ft) 0.009630 Area (sq ft) 298.90 1290.92 2738.68 Q Total (cfs) 18600.00 Flow (cfs) 11702.88 6897.12 Top Width (ft) 990.86 Top Width (ft) 357.93 191.72 441.21 Vel Total (ft/s) 8.29 Avg. Vel. (ft/s) 9.07 7.23 Max Chl Dpth (ft) 10.58 Hydr. Depth (ft) 6.73 5.25 Conv. Total (cfs) 189538.5 Conv. (cfs) 119255.2 70283.3 Length Wtd. (ft) 352.95 Wetted Per. (ft) 197.70 185.02 Min Ch El (ft) 6864.20 Shear (lb/sq ft) 3.93 3.10 Alpha 1.04 Stream Power (lb/ft s) 2544.93 0.00 0.00

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LosPinosFPFinal.rep Frctn Loss (ft) 2.96 Cum Volume (acre-ft) 186.49 106.29 329.85 C & E Loss (ft) 0.28 Cum SA (acres) 72.97 20.17 144.94


CROSS SECTION




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



CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6871.37 Element Left OB Channel Right OB Vel Head (ft) 0.52 Wt. n-Val. 0.045 0.060 0.075 W.S. Elev (ft) 6870.84 Reach Len. (ft) 664.17 730.73 708.70 Crit W.S. (ft) 6870.33 Flow Area (sq ft) 288.60 616.99 1540.51 E.G. Slope (ft/ft) 0.008646 Area (sq ft) 984.54 616.99 1540.51 Q Total (cfs) 11500.00 Flow (cfs) 1063.65 4853.59 5582.76

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LosPinosFPFinal.rep Top Width (ft) 1481.05 Top Width (ft) 828.07 95.86 557.12 Vel Total (ft/s) 4.70 Avg. Vel. (ft/s) 3.69 7.87 3.62 Max Chl Dpth (ft) 7.94 Hydr. Depth (ft) 1.32 6.44 2.77 Conv. Total (cfs) 123679.7 Conv. (cfs) 11439.3 52199.2 60041.2 Length Wtd. (ft) 710.14 Wetted Per. (ft) 219.44 97.71 558.33 Min Ch El (ft) 6862.90 Shear (lb/sq ft) 0.71 3.41 1.49 Alpha 1.53 Stream Power (lb/ft s) 1961.12 0.00 0.00 Frctn Loss (ft) 6.71 Cum Volume (acre-ft) 118.26 79.94 193.41 C & E Loss (ft) 0.05 Cum SA (acres) 50.98 18.64 108.52



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LosPinosFPFinal.rep


CROSS SECTION



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: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Warning: During the standard step iterations, when the assumed water surface was setequal to critical depth, the calculated water surface came back below critical depth. This indicates that there isnot a valid subcritical answer. The program

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



CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6864.62 Element Left OB Channel Right OB Vel Head (ft) 0.98 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6863.63 Reach Len. (ft) 552.94 597.93 599.96 Crit W.S. (ft) 6863.42 Flow Area (sq ft) 640.69 523.73 578.50 E.G. Slope (ft/ft) 0.010363 Area (sq ft) 777.64 523.73 578.50 Q Total (cfs) 11500.00 Flow (cfs) 3269.49 5404.55

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LosPinosFPFinal.rep2825.96 Top Width (ft) 790.57 Top Width (ft) 381.34 96.52 312.71 Vel Total (ft/s) 6.60 Avg. Vel. (ft/s) 5.10 10.32 4.89 Max Chl Dpth (ft) 6.03 Hydr. Depth (ft) 2.19 5.43 1.85 Conv. Total (cfs) 112966.3 Conv. (cfs) 32116.7 53089.7 27759.9 Length Wtd. (ft) 590.96 Wetted Per. (ft) 292.45 97.37 313.72 Min Ch El (ft) 6857.60 Shear (lb/sq ft) 1.42 3.48 1.19 Alpha 1.45 Stream Power (lb/ft s) 1668.98 0.00 0.00 Frctn Loss (ft) 5.84 Cum Volume (acre-ft) 104.83 70.37 176.17 C & E Loss (ft) 0.10 Cum SA (acres) 41.76 17.03 101.45



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LosPinosFPFinal.rep


CROSS SECTION




CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6858.21 Element Left OB Channel

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LosPinosFPFinal.repRight OB Vel Head (ft) 0.53 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6857.68 Reach Len. (ft) 571.98 577.01 570.77 Crit W.S. (ft) 6857.38 Flow Area (sq ft) 148.66 551.44 1304.94 E.G. Slope (ft/ft) 0.007997 Area (sq ft) 148.66 551.44 1304.94 Q Total (cfs) 9200.00 Flow (cfs) 578.71 4259.15 4362.14 Top Width (ft) 924.07 Top Width (ft) 83.78 128.67 711.61 Vel Total (ft/s) 4.59 Avg. Vel. (ft/s) 3.89 7.72 3.34 Max Chl Dpth (ft) 5.28 Hydr. Depth (ft) 1.77 4.29 1.83 Conv. Total (cfs) 102876.6 Conv. (cfs) 6471.2 47626.9 48778.5 Length Wtd. (ft) 573.18 Wetted Per. (ft) 83.85 130.36 713.50 Min Ch El (ft) 6852.40 Shear (lb/sq ft) 0.89 2.11 0.91 Alpha 1.61 Stream Power (lb/ft s) 2199.63 0.00 0.00 Frctn Loss (ft) 4.96 Cum Volume (acre-ft) 84.98 57.10 129.75 C & E Loss (ft) 0.06 Cum SA (acres) 38.02 15.32 84.06


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6858.68 Element Left OB Channel Right OB Vel Head (ft) 0.66 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6858.02 Reach Len. (ft) 571.98 577.01 570.77 Crit W.S. (ft) 6857.63 Flow Area (sq ft) 179.08 595.29 1564.33 E.G. Slope (ft/ft) 0.009439 Area (sq ft) 179.08 595.29 1564.33 Q Total (cfs) 11500.00 Flow (cfs) 673.19 5235.99 5590.81 Top Width (ft) 1408.32 Top Width (ft) 120.47 129.38 1158.47 Vel Total (ft/s) 4.92 Avg. Vel. (ft/s) 3.76 8.80 3.57 Max Chl Dpth (ft) 5.62 Hydr. Depth (ft) 1.49 4.60 1.35 Conv. Total (cfs) 118366.9 Conv. (cfs) 6929.0 53892.9 57545.0 Length Wtd. (ft) 573.08 Wetted Per. (ft) 120.55 131.13 1160.58 Min Ch El (ft) 6852.40 Shear (lb/sq ft) 0.88 2.68

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LosPinosFPFinal.rep 0.79 Alpha 1.75 Stream Power (lb/ft s) 2199.63 0.00 0.00 Frctn Loss (ft) 4.97 Cum Volume (acre-ft) 98.76 62.69 161.41 C & E Loss (ft) 0.10 Cum SA (acres) 38.57 15.48 91.31

Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.



CROSS SECTION


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LosPinosFPFinal.repCROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6852.59 Element Left OB Channel Right OB Vel Head (ft) 0.28 Wt. n-Val. 0.045 0.060 W.S. Elev (ft) 6852.31 Reach Len. (ft) 975.25 900.68 646.89 Crit W.S. (ft) 6851.89 Flow Area (sq ft) 344.33 1271.41 E.G. Slope (ft/ft) 0.010267 Area (sq ft) 344.33 1271.41 Q Total (cfs) 5800.00 Flow (cfs) 2035.87 3764.13 Top Width (ft) 1155.95 Top Width (ft) 145.43 1010.52 Vel Total (ft/s) 3.59 Avg. Vel. (ft/s) 5.91 2.96 Max Chl Dpth (ft) 3.41 Hydr. Depth (ft) 2.37 1.26 Conv. Total (cfs) 57240.5 Conv. (cfs) 20092.1 37148.4 Length Wtd. (ft) 793.61 Wetted Per. (ft) 146.58 1010.96 Min Ch El (ft) 6848.90 Shear (lb/sq ft) 1.51 0.81 Alpha 1.39 Stream Power (lb/ft s) 2309.00 0.00 0.00 Frctn Loss (ft) 4.86 Cum Volume (acre-ft) 57.20 41.54 66.76 C & E Loss (ft) 0.00 Cum SA (acres) 32.99 13.27 51.78


CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6853.19 Element Left OB Channel Right OB Vel Head (ft) 0.33 Wt. n-Val. 0.045 0.060 W.S. Elev (ft) 6852.87 Reach Len. (ft) 975.25 900.68 646.89 Crit W.S. (ft) 6852.38 Flow Area (sq ft) 425.39 1854.05 E.G. Slope (ft/ft) 0.009399 Area (sq ft) 425.39 1854.05 Q Total (cfs) 9200.00 Flow (cfs) 2745.63 6454.37 Top Width (ft) 1241.35 Top Width (ft) 147.36 1093.99 Vel Total (ft/s) 4.04 Avg. Vel. (ft/s) 6.45 3.48

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LosPinosFPFinal.rep Max Chl Dpth (ft) 3.97 Hydr. Depth (ft) 2.89 1.69 Conv. Total (cfs) 94896.3 Conv. (cfs) 28320.7 66575.7 Length Wtd. (ft) 777.61 Wetted Per. (ft) 148.59 1094.54 Min Ch El (ft) 6848.90 Shear (lb/sq ft) 1.68 0.99 Alpha 1.29 Stream Power (lb/ft s) 2309.00 0.00 0.00 Frctn Loss (ft) 4.49 Cum Volume (acre-ft) 84.01 50.63 109.05 C & E Loss (ft) 0.00 Cum SA (acres) 37.47 13.49 72.23



Warning: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and

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LosPinosFPFinal.repprevious cross section. This may indicate the need for additional cross sections.



CROSS SECTION



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Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.

CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6848.70 Element Left OB Channel Right OB Vel Head (ft) 0.35 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6848.34 Reach Len. (ft) 417.99 459.89 545.19 Crit W.S. (ft) 6847.31 Flow Area (sq ft) 368.56 790.14 1331.56 E.G. Slope (ft/ft) 0.003901 Area (sq ft) 2388.49 790.14 1331.56 Q Total (cfs) 9200.00 Flow (cfs) 1563.34 4708.99 2927.68 Top Width (ft) 1680.93 Top Width (ft) 736.36 159.25 785.32 Vel Total (ft/s) 3.69 Avg. Vel. (ft/s) 4.24 5.96 2.20 Max Chl Dpth (ft) 6.14 Hydr. Depth (ft) 3.48 4.96 1.70 Conv. Total (cfs) 147298.6 Conv. (cfs) 25030.2 75394.2 46874.2 Length Wtd. (ft) 478.17 Wetted Per. (ft) 106.69 160.85 785.72 Min Ch El (ft) 6842.20 Shear (lb/sq ft) 0.84 1.20 0.41

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LosPinosFPFinal.rep Alpha 1.67 Stream Power (lb/ft s) 2547.60 0.00 0.00 Frctn Loss (ft) 2.93 Cum Volume (acre-ft) 57.27 38.07 85.40 C & E Loss (ft) 0.07 Cum SA (acres) 29.23 10.32 58.28

Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.



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LosPinosFPFinal.rep



CROSS SECTION



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CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6845.69 Element Left OB Channel Right OB Vel Head (ft) 1.09 Wt. n-Val. 0.050 0.045 0.060 W.S. Elev (ft) 6844.60 Reach Len. (ft) 665.70 724.63 747.87 Crit W.S. (ft) 6843.97 Flow Area (sq ft) 76.33 716.66 773.82 E.G. Slope (ft/ft) 0.011028 Area (sq ft) 998.80 716.66 773.82 Q Total (cfs) 9200.00 Flow (cfs) 389.19 6836.51 1974.30 Top Width (ft) 1728.15 Top Width (ft) 776.44 156.02 795.70 Vel Total (ft/s) 5.87 Avg. Vel. (ft/s) 5.10 9.54 2.55 Max Chl Dpth (ft) 6.10 Hydr. Depth (ft) 2.10 4.59 0.97 Conv. Total (cfs) 87606.9 Conv. (cfs) 3706.0 65100.6 18800.3 Length Wtd. (ft) 731.77 Wetted Per. (ft) 36.55 157.06 796.38 Min Ch El (ft) 6838.50 Shear (lb/sq ft) 1.44 3.14 0.67 Alpha 2.03 Stream Power (lb/ft s) 2535.61 0.00 0.00 Frctn Loss (ft) 8.02 Cum Volume (acre-ft) 41.02 30.11

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LosPinosFPFinal.rep 72.22 C & E Loss (ft) 0.17 Cum SA (acres) 21.97 8.66 48.39



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: Divided flow computed for this cross-section.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Warning: During the standard step iterations, when the assumed water surface was setequal to critical depth, the calculated water surface came back below critical depth. This indicates that there isnot a valid subcritical answer. The program defaulted to critical depth.

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



CROSS SECTION


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6836.73 Element Left OB Channel Right OB Vel Head (ft) 0.42 Wt. n-Val. 0.080 0.045 0.080 W.S. Elev (ft) 6836.31 Reach Len. (ft) 881.02 870.37 756.75 Crit W.S. (ft) 6835.12 Flow Area (sq ft) 42.92 363.04

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LosPinosFPFinal.rep1084.70 E.G. Slope (ft/ft) 0.010600 Area (sq ft) 42.92 363.04 1084.70 Q Total (cfs) 5800.00 Flow (cfs) 37.26 2577.29 3185.45 Top Width (ft) 895.97 Top Width (ft) 140.36 119.02 636.58 Vel Total (ft/s) 3.89 Avg. Vel. (ft/s) 0.87 7.10 2.94 Max Chl Dpth (ft) 4.31 Hydr. Depth (ft) 0.31 3.05 1.70 Conv. Total (cfs) 56334.1 Conv. (cfs) 361.9 25032.7 30939.6 Length Wtd. (ft) 827.61 Wetted Per. (ft) 140.38 120.31 637.27 Min Ch El (ft) 6832.10 Shear (lb/sq ft) 0.20 2.00 1.13 Alpha 1.79 Stream Power (lb/ft s) 2936.80 0.00 0.00 Frctn Loss (ft) 5.71 Cum Volume (acre-ft) 24.02 16.88 34.18 C & E Loss (ft) 0.08 Cum SA (acres) 14.75 6.16 27.93


CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6837.50 Element Left OB Channel Right OB Vel Head (ft) 0.52 Wt. n-Val. 0.080 0.045 0.080 W.S. Elev (ft) 6836.98 Reach Len. (ft) 881.02 870.37 756.75 Crit W.S. (ft) 6835.90 Flow Area (sq ft) 139.19 442.20 1529.94 E.G. Slope (ft/ft) 0.010884 Area (sq ft) 139.19 442.20 1529.94 Q Total (cfs) 9200.00 Flow (cfs) 256.21 3627.95 5315.84 Top Width (ft) 971.57 Top Width (ft) 150.30 119.02 702.24 Vel Total (ft/s) 4.36 Avg. Vel. (ft/s) 1.84 8.20 3.47 Max Chl Dpth (ft) 4.98 Hydr. Depth (ft) 0.93 3.72 2.18 Conv. Total (cfs) 88185.1 Conv. (cfs) 2455.9 34775.1 50954.1 Length Wtd. (ft) 823.71 Wetted Per. (ft) 150.34 120.31 703.21 Min Ch El (ft) 6832.10 Shear (lb/sq ft) 0.63 2.50 1.48

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LosPinosFPFinal.rep Alpha 1.77 Stream Power (lb/ft s) 2936.80 0.00 0.00 Frctn Loss (ft) 5.88 Cum Volume (acre-ft) 32.32 20.47 52.45 C & E Loss (ft) 0.11 Cum SA (acres) 14.89 6.37 35.53



Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Note: Multiple critical depths were found at this location. The critical depth

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LosPinosFPFinal.repwith the lowest, valid, energy was used.


Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6830.94 Element Left OB Channel Right OB Vel Head (ft) 0.14 Wt. n-Val. 0.080 0.045

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LosPinosFPFinal.rep 0.080 W.S. Elev (ft) 6830.80 Reach Len. (ft) 709.02 972.80 635.30 Crit W.S. (ft) 6829.71 Flow Area (sq ft) 1292.48 426.49 973.01 E.G. Slope (ft/ft) 0.004851 Area (sq ft) 1292.48 426.49 973.01 Q Total (cfs) 5800.00 Flow (cfs) 2445.69 1941.86 1412.45 Top Width (ft) 1783.01 Top Width (ft) 730.45 152.01 900.56 Vel Total (ft/s) 2.15 Avg. Vel. (ft/s) 1.89 4.55 1.45 Max Chl Dpth (ft) 4.30 Hydr. Depth (ft) 1.77 2.81 1.08 Conv. Total (cfs) 83270.5 Conv. (cfs) 35112.8 27879.3 20278.5 Length Wtd. (ft) 783.71 Wetted Per. (ft) 730.67 153.12 900.86 Min Ch El (ft) 6826.50 Shear (lb/sq ft) 0.54 0.84 0.33 Alpha 1.93 Stream Power (lb/ft s) 2680.00 0.00 0.00 Frctn Loss (ft) 6.00 Cum Volume (acre-ft) 10.52 8.99 16.30 C & E Loss (ft) 0.03 Cum SA (acres) 5.94 3.46 14.58


CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6831.52 Element Left OB Channel Right OB Vel Head (ft) 0.17 Wt. n-Val. 0.080 0.045 0.080 W.S. Elev (ft) 6831.35 Reach Len. (ft) 709.02 972.80 635.30 Crit W.S. (ft) 6829.95 Flow Area (sq ft) 1693.94 509.92 1575.35 E.G. Slope (ft/ft) 0.005039 Area (sq ft) 1693.94 509.92 1575.35 Q Total (cfs) 9200.00 Flow (cfs) 3904.56 2665.43 2630.01 Top Width (ft) 2147.05 Top Width (ft) 732.53 152.01 1262.51 Vel Total (ft/s) 2.43 Avg. Vel. (ft/s) 2.31 5.23 1.67 Max Chl Dpth (ft) 4.85 Hydr. Depth (ft) 2.31 3.35 1.25 Conv. Total (cfs) 129604.4 Conv. (cfs) 55005.2 37549.1 37050.1 Length Wtd. (ft) 764.33 Wetted Per. (ft) 732.82 153.12 1262.85

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LosPinosFPFinal.rep Min Ch El (ft) 6826.50 Shear (lb/sq ft) 0.73 1.05 0.39 Alpha 1.85 Stream Power (lb/ft s) 2680.00 0.00 0.00 Frctn Loss (ft) 5.99 Cum Volume (acre-ft) 13.79 10.96 25.47 C & E Loss (ft) 0.02 Cum SA (acres) 5.96 3.66 18.46



Warning: Divided flow computed for this cross-section.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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the

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LosPinosFPFinal.rep need for additional cross sections.Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.


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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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


CROSS SECTION OUTPUT Profile #10-YR E.G. Elev (ft) 6824.92 Element Left OB Channel Right OB Vel Head (ft) 0.39 Wt. n-Val. 0.045 0.080

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LosPinosFPFinal.rep W.S. Elev (ft) 6824.53 Reach Len. (ft) Crit W.S. (ft) 6824.00 Flow Area (sq ft) 378.68 1262.76 E.G. Slope (ft/ft) 0.013817 Area (sq ft) 378.68 1262.76 Q Total (cfs) 5800.00 Flow (cfs) 2624.93 3175.07 Top Width (ft) 1256.43 Top Width (ft) 157.52 1098.91 Vel Total (ft/s) 3.53 Avg. Vel. (ft/s) 6.93 2.51 Max Chl Dpth (ft) 4.13 Hydr. Depth (ft) 2.40 1.15 Conv. Total (cfs) 49342.7 Conv. (cfs) 22331.3 27011.4 Length Wtd. (ft) Wetted Per. (ft) 158.66 1099.72 Min Ch El (ft) 6820.40 Shear (lb/sq ft) 2.06 0.99 Alpha 2.02 Stream Power (lb/ft s) 2875.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres)


CROSS SECTION OUTPUT Profile #50-YR E.G. Elev (ft) 6825.50 Element Left OB Channel Right OB Vel Head (ft) 0.41 Wt. n-Val. 0.045 0.080 W.S. Elev (ft) 6825.09 Reach Len. (ft) Crit W.S. (ft) 6823.97 Flow Area (sq ft) 471.76 1917.74 E.G. Slope (ft/ft) 0.013804 Area (sq ft) 471.76 1917.74 Q Total (cfs) 9200.00 Flow (cfs) 3516.11 5683.89 Top Width (ft) 1444.92 Top Width (ft) 176.00 1268.93 Vel Total (ft/s) 3.85 Avg. Vel. (ft/s) 7.45 2.96 Max Chl Dpth (ft) 4.69 Hydr. Depth (ft) 2.68 1.51 Conv. Total (cfs) 78303.7 Conv. (cfs) 29926.6 48377.2 Length Wtd. (ft) Wetted Per. (ft) 177.17 1269.80 Min Ch El (ft) 6820.40 Shear (lb/sq ft) 2.29 1.30 Alpha 1.80 Stream Power (lb/ft s) 2875.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft)

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LosPinosFPFinal.rep C & E Loss (ft) Cum SA (acres)


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6825.83 Element Left OB Channel Right OB Vel Head (ft) 0.43 Wt. n-Val. 0.045 0.080 W.S. Elev (ft) 6825.40 Reach Len. (ft) Crit W.S. (ft) 6825.00 Flow Area (sq ft) 528.62 2322.00 E.G. Slope (ft/ft) 0.013812 Area (sq ft) 528.62 2322.00 Q Total (cfs) 11500.00 Flow (cfs) 4079.66 7420.34 Top Width (ft) 1526.22 Top Width (ft) 187.30 1338.92 Vel Total (ft/s) 4.03 Avg. Vel. (ft/s) 7.72 3.20 Max Chl Dpth (ft) 5.00 Hydr. Depth (ft) 2.82 1.73 Conv. Total (cfs) 97851.0 Conv. (cfs) 34713.0 63138.1 Length Wtd. (ft) Wetted Per. (ft) 188.49 1339.84 Min Ch El (ft) 6820.40 Shear (lb/sq ft) 2.42 1.49 Alpha 1.70 Stream Power (lb/ft s) 2875.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres)


CROSS SECTION OUTPUT Profile #500-YR E.G. Elev (ft) 6826.76 Element Left OB Channel Right OB Vel Head (ft) 0.48 Wt. n-Val. 0.080 0.045 0.080 W.S. Elev (ft) 6826.28 Reach Len. (ft) Crit W.S. (ft) 6825.66 Flow Area (sq ft) 25.36 706.77 3854.67 E.G. Slope (ft/ft) 0.013797 Area (sq ft) 25.36 706.77 3854.67

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LosPinosFPFinal.rep Q Total (cfs) 18600.00 Flow (cfs) 20.70 6061.40 12517.90 Top Width (ft) 2447.79 Top Width (ft) 112.51 213.73 2121.55 Vel Total (ft/s) 4.06 Avg. Vel. (ft/s) 0.82 8.58 3.25 Max Chl Dpth (ft) 5.88 Hydr. Depth (ft) 0.23 3.31 1.82 Conv. Total (cfs) 158352.3 Conv. (cfs) 176.2 51604.1 106571.9 Length Wtd. (ft) Wetted Per. (ft) 112.59 214.95 2122.57 Min Ch El (ft) 6820.40 Shear (lb/sq ft) 0.19 2.83 1.56 Alpha 1.89 Stream Power (lb/ft s) 2875.10 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres)



River:Los Pinos

Reach River Sta. n1 n2 n3 n4 n5

Lower 10866 .09 .02 .09 .06 .09

Lower 9960 .09 .06 .09

Lower 8960 .09 .06 .09

Lower 8900 Bridge Lower 8846 .09 .06 .09

Lower 8288 .09 .06 .09

Lower 7658 .09 .06 .09

Lower 7102 .09 .06 .09

Lower 6335 .045 .06 .075 .06 .075

Lower 6300 Mult Open Lower 6254 .045 .06 .075 .06 .075

Lower 5897 .045 .06 .075

Lower 5166 .05 .045 .06

Lower 4568 .05 .045 .06 .02 .06Page 54

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LosPinosFPFinal.rep

Lower 3991 .05 .045 .06

Lower 3090 .05 .02 .05 .045 .06

Lower 2630 .05 .02 .05 .045 .06

Lower 1906 .08 .045 .08

Lower 1035 .08 .045 .08

Lower 63 .08 .045 .08


River: Los Pinos Reach River Sta. Left Channel Right Lower 10866 765.7 905.96 822.66 Lower 9960 850.44 1000.2 894.28 Lower 8960 118.56 113.95 112.51 Lower 8900 Bridge Lower 8846 528.75 558.21 567.27 Lower 8288 555.58 630.08 635.01 Lower 7658 465.36 555.56 562.25 Lower 7102 691.4 766.82 735.94 Lower 6335 81.31 81.48 95.25 Lower 6300 Mult Open Lower 6254 362.86 357.02 346.77 Lower 5897 664.17 730.73 708.7 Lower 5166 552.94 597.93 599.96 Lower 4568 571.98 577.01 570.77 Lower 3991 975.25 900.68 646.89 Lower 3090 417.99 459.89 545.19 Lower 2630 665.7 724.63 747.87 Lower 1906 881.02 870.37 756.75 Lower 1035 709.02 972.8 635.3 Lower 63 83.66 62.67 67.89


Reach River Sta. Contr. Expan. Lower 10866 .1 .3 Lower 9960 .3 .5 Lower 8960 .3 .5 Lower 8900 Bridge Lower 8846 .3 .5 Lower 8288 .1 .3 Lower 7658 .1 .3 Lower 7102 .3 .5 Lower 6335 .3 .5

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LosPinosFPFinal.rep Lower 6300 Mult Open Lower 6254 .3 .5 Lower 5897 .1 .3 Lower 5166 .1 .3 Lower 4568 .1 .3 Lower 3991 .1 .3 Lower 3090 .1 .3 Lower 2630 .1 .3 Lower 1906 .1 .3 Lower 1035 .1 .3 Lower 63 .1 .3

Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Lower 10866 10-YR 5800.00 6904.90 6909.56 6909.06 6909.81 0.008931 5.31 1832.75 1231.69 0.50 Lower 10866 50-YR 9200.00 6904.90 6909.85 6909.58 6910.25 0.013548 6.87 2191.92 1271.68 0.63 Lower 10866 100-YR 11500.00 6904.90 6909.97 6909.82 6910.50 0.017290 7.91 2348.06 1286.40 0.71 Lower 10866 500-YR 18600.00 6904.90 6910.56 6910.44 6911.18 0.018543 8.64 3266.53 1943.56 0.75 Lower 9960 10-YR 5800.00 6896.80 6901.69 6900.66 6902.00 0.009662 5.94 1660.03 774.01 0.53 Lower 9960 50-YR 9200.00 6896.80 6903.07 6901.48 6903.31 0.005607 5.54 2937.20 1146.53 0.43 Lower 9960 100-YR 11500.00 6896.80 6903.89 6901.84 6904.11 0.004270 5.34 3757.51 1332.35 0.38 Lower 9960 500-YR 18600.00 6896.80 6905.47 6901.96 6905.66 0.003364 5.53 7499.45 2536.69 0.35 Lower 8960 10-YR 5800.00 6885.60 6894.92 6891.62 6895.50 0.004836 6.10 951.27 607.83 0.41 Lower 8960 50-YR 9200.00 6885.60 6896.83 6893.13 6897.71 0.005646 7.52 1223.74 2354.06 0.46 Lower 8960 100-YR 11500.00 6885.60 6897.56 6893.96 6898.72 0.006849 8.64 1330.73 2433.38 0.51 Lower 8960 500-YR 18600.00 6885.60 6901.00 6896.43 6901.83 0.004498 8.07 3668.92 2607.96 0.43 Lower 8900 Bridge Lower 8846 10-YR 5800.00 6883.90 6893.32 6891.31 6894.17 0.009031 7.40 783.58 525.71 0.54 Lower 8846 50-YR 9200.00 6883.90 6894.85 6892.78 6896.17 0.010847 9.24 996.01 1795.01 0.61 Lower 8846 100-YR 11500.00 6883.90 6895.67 6893.62 6897.33 0.012061 10.33 1113.53 2070.79 0.66 Lower 8846 500-YR 18600.00 6883.90 6897.69

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LosPinosFPFinal.rep6896.03 6900.38 0.015286 13.15 1414.77 2175.13 0.76 Lower 8288 10-YR 5800.00 6882.00 6889.04 6886.99 6889.75 0.006828 7.29 1154.61 1803.73 0.49 Lower 8288 50-YR 9200.00 6882.00 6890.34 6889.31 6891.15 0.006978 8.29 1745.58 1993.19 0.51 Lower 8288 100-YR 11500.00 6882.00 6891.08 6889.89 6891.94 0.006971 8.78 2084.65 1996.78 0.52 Lower 8288 500-YR 18600.00 6882.00 6892.93 6891.24 6893.97 0.007177 10.11 2930.73 2087.89 0.55 Lower 7658 10-YR 5800.00 6876.60 6884.14 6882.93 6884.88 0.009071 7.39 1175.66 1446.55 0.55 Lower 7658 50-YR 9200.00 6876.60 6884.95 6884.70 6885.87 0.010887 8.78 1716.61 1530.77 0.61 Lower 7658 100-YR 11500.00 6876.60 6885.34 6885.11 6886.40 0.012333 9.66 1975.85 1561.19 0.66 Lower 7658 500-YR 18600.00 6876.60 6886.29 6886.15 6887.68 0.016436 11.65 2661.25 1791.45 0.77 Lower 7102 10-YR 5800.00 6872.40 6877.29 6877.04 6878.02 0.018281 8.37 1107.07 546.39 0.73 Lower 7102 50-YR 9200.00 6872.40 6878.50 6877.82 6879.14 0.013909 8.41 1957.32 1035.94 0.66 Lower 7102 100-YR 11500.00 6872.40 6879.13 6878.54 6879.68 0.012130 8.07 2528.91 1184.44 0.62 Lower 7102 500-YR 18600.00 6872.40 6880.66 6879.29 6881.17 0.008956 8.23 4118.04 1884.79 0.56 Lower 6335 10-YR 5800.00 6864.00 6872.68 6869.94 6872.93 0.003247 4.22 1486.96 455.91 0.34 Lower 6335 50-YR 9200.00 6864.00 6873.94 6871.05 6874.29 0.003542 5.00 2001.66 677.64 0.37 Lower 6335 100-YR 11500.00 6864.00 6874.64 6871.65 6875.04 0.003658 5.45 2306.36 943.72 0.38 Lower 6335 500-YR 18600.00 6864.00 6876.68 6873.04 6877.22 0.003489 6.33 3199.44 1338.60 0.38 Lower 6300 Mult Open Lower 6254 10-YR 5800.00 6864.20 6871.98 6869.90 6872.32 0.004836 5.05 1264.85 560.19 0.41 Lower 6254 50-YR 9200.00 6864.20 6872.99 6870.87 6873.53 0.006462 6.44 1601.01 594.77 0.48 Lower 6254 100-YR 11500.00 6864.20 6873.54 6871.47 6874.21 0.007179 7.13 1794.82 606.37 0.52 Lower 6254 500-YR 18600.00 6864.20 6874.78 6873.05 6875.88 0.009630 9.07 2244.40 990.86 0.62 Lower 5897 10-YR 5800.00 6862.90 6869.69 6869.10 6870.13 0.008003 6.64 1463.51 1011.32 0.51 Lower 5897 50-YR 9200.00 6862.90 6870.52 6869.88 6870.98 0.007862 7.25 2162.06 1440.12 0.52 Lower 5897 100-YR 11500.00 6862.90 6870.84 6870.33 6871.37 0.008646 7.87 2446.10 1481.05 0.55

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LosPinosFPFinal.rep Lower 5897 500-YR 18600.00 6862.90 6872.10 6871.02 6872.65 0.007350 8.17 3541.65 1578.11 0.52 Lower 5166 10-YR 5800.00 6857.60 6862.29 6862.29 6863.18 0.011801 9.10 961.35 550.94 0.79 Lower 5166 50-YR 9200.00 6857.60 6863.05 6863.02 6864.09 0.011962 10.28 1373.41 666.59 0.82 Lower 5166 100-YR 11500.00 6857.60 6863.63 6863.42 6864.62 0.010363 10.32 1742.91 790.57 0.78 Lower 5166 500-YR 18600.00 6857.60 6864.66 6863.69 6865.96 0.012361 12.64 2677.81 1332.64 0.88 Lower 4568 10-YR 5800.00 6852.40 6857.10 6856.60 6857.54 0.007239 6.72 1475.55 900.07 0.61 Lower 4568 50-YR 9200.00 6852.40 6857.68 6857.38 6858.21 0.007997 7.72 2005.04 924.07 0.66 Lower 4568 100-YR 11500.00 6852.40 6858.02 6857.63 6858.68 0.009439 8.80 2338.71 1408.32 0.72 Lower 4568 500-YR 18600.00 6852.40 6858.72 6857.91 6859.44 0.009452 9.67 3326.62 1423.76 0.74 Lower 3991 10-YR 5800.00 6848.90 6852.31 6851.89 6852.59 0.010267 5.91 1615.74 1155.95 0.68 Lower 3991 50-YR 9200.00 6848.90 6852.87 6852.38 6853.19 0.009399 6.45 2279.44 1241.35 0.67 Lower 3991 100-YR 11500.00 6848.90 6853.28 6852.61 6853.60 0.008006 6.47 2805.47 1307.33 0.63 Lower 3991 500-YR 18600.00 6848.90 6854.24 6853.16 6854.62 0.007255 7.22 4203.49 1589.96 0.62 Lower 3090 10-YR 5800.00 6842.20 6847.42 6846.71 6847.73 0.004057 5.30 1654.52 1439.72 0.46 Lower 3090 50-YR 9200.00 6842.20 6848.34 6847.31 6848.70 0.003901 5.96 2490.27 1680.93 0.47 Lower 3090 100-YR 11500.00 6842.20 6848.62 6847.60 6849.05 0.004521 6.66 2786.96 1695.50 0.51 Lower 3090 500-YR 18600.00 6842.20 6849.73 6848.61 6850.25 0.004647 7.67 4014.10 1869.64 0.54 Lower 2630 10-YR 5800.00 6838.50 6843.79 6843.61 6844.72 0.010856 8.32 888.56 823.79 0.75 Lower 2630 50-YR 9200.00 6838.50 6844.60 6843.97 6845.69 0.011028 9.54 1566.81 1728.15 0.78 Lower 2630 100-YR 11500.00 6838.50 6845.14 6845.14 6846.03 0.008812 9.18 2096.89 1777.09 0.71 Lower 2630 500-YR 18600.00 6838.50 6846.12 6845.87 6847.13 0.008906 10.37 3170.23 2213.89 0.74 Lower 1906 10-YR 5800.00 6832.10 6836.31 6835.12 6836.73 0.010600 7.10 1490.67 895.97 0.72 Lower 1906 50-YR 9200.00 6832.10 6836.98 6835.90 6837.50 0.010884 8.20 2111.33 971.57 0.75 Lower 1906 100-YR 11500.00 6832.10 6837.35 6835.99 6837.94 0.011200 8.88 2485.63 1009.22 0.77 Lower 1906 500-YR 18600.00 6832.10 6838.43 6837.62 6839.27 0.012965 11.15 3834.84 1917.00 0.86

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LosPinosFPFinal.rep Lower 1035 10-YR 5800.00 6826.50 6830.80 6829.71 6830.94 0.004851 4.55 2691.98 1783.01 0.48 Lower 1035 50-YR 9200.00 6826.50 6831.35 6829.95 6831.52 0.005039 5.23 3779.21 2147.05 0.50 Lower 1035 100-YR 11500.00 6826.50 6831.65 6829.95 6831.84 0.005115 5.58 4442.60 2250.48 0.51 Lower 1035 500-YR 18600.00 6826.50 6832.49 6831.23 6832.71 0.005184 6.45 6522.92 2594.37 0.54 Lower 63 10-YR 5800.00 6820.40 6824.53 6824.00 6824.92 0.013817 6.93 1641.43 1256.43 0.79 Lower 63 50-YR 9200.00 6820.40 6825.09 6823.97 6825.50 0.013804 7.45 2389.50 1444.92 0.80 Lower 63 100-YR 11500.00 6820.40 6825.40 6825.00 6825.83 0.013812 7.72 2850.61 1526.22 0.81 Lower 63 500-YR 18600.00 6820.40 6826.28 6825.66 6826.76 0.013797 8.58 4586.80 2447.79 0.83

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Overflow Bridge Analysis

101

Los Pinos at US 160B.rep



PROJECT DATAProject Title: Los Pinos at US 160BProject File : Los Pinos at US 160B.prjRun Date and Time: 3/20/2015 3:52:03 PM


Project Description:Proposed Conditions Bayfield Bridge Replacement

PLAN DATA

Plan Title: Los Pinos Proposed ConditionsPlan File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\Overflow Channel Scour Analysis\Los Pinos at US 160B.p02

Geometry Title: Effective Model w/ Proposed Surface Geometry File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\Overflow Channel Scour Analysis\Los Pinos at US 160B.g02

Flow Title : Effective FIS Flow File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\Overflow Channel Scour Analysis\Los Pinos at US 160B.f01



Computation Options Critical depth computed at all cross sections

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Los Pinos at US 160B.rep Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow

FLOW DATA

Flow Title: Effective FISFlow File : A:\Town of Bayfield\8.0 Project Engineering and Design\8.3 H&H\Hydraulics\Bayfield Proposed\model\Overflow Channel Scour Analysis\Los Pinos at US 160B.f01

Flow Data (cfs) River Reach RS 100-YR 500-YR Los Pinos Lower 7102 3856.84 6229.36

Boundary Conditions River Reach Profile Upstream Downstream Los Pinos Lower 100-YR Known WS = 6870.74 Los Pinos Lower 500-YR Known WS = 6872.1

CROSS SECTION


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6878.64 Element Left OB Channel Right OB Vel Head (ft) 0.40 Wt. n-Val. 0.090 0.060 0.090 W.S. Elev (ft) 6878.24 Reach Len. (ft) 691.40 766.82 735.94 Crit W.S. (ft) 6877.13 Flow Area (sq ft) 287.65 600.91 4.09 E.G. Slope (ft/ft) 0.008084 Area (sq ft) 287.65 600.91 4.09 Q Total (cfs) 3856.84 Flow (cfs) 580.31 3270.66 5.87 Top Width (ft) 341.40 Top Width (ft) 181.06 156.69 3.66 Vel Total (ft/s) 4.32 Avg. Vel. (ft/s) 2.02 5.44 1.44 Max Chl Dpth (ft) 4.24 Hydr. Depth (ft) 1.59 3.84 1.12 Conv. Total (cfs) 42896.2 Conv. (cfs) 6454.2 36376.7

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Los Pinos at US 160B.rep 65.3 Length Wtd. (ft) 760.56 Wetted Per. (ft) 181.56 157.24 4.29 Min Ch El (ft) 6874.00 Shear (lb/sq ft) 0.80 1.93 0.48 Alpha 1.38 Stream Power (lb/ft s) 2086.68 0.00 0.00 Frctn Loss (ft) 3.77 Cum Volume (acre-ft) 10.54 17.63 6.03 C & E Loss (ft) 0.04 Cum SA (acres) 6.84 3.71 2.32

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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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, energy was used.


Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Note: Multiple critical depths were found at this location. The critical depth

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Los Pinos at US 160B.repwith the lowest, valid, energy was used.

CROSS SECTION



Warning: Divided flow computed for this cross-section.Warning: The cross-section end points had to be extended vertically for the computedwater 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 OUTPUT Profile #500-YR E.G. Elev (ft) 6877.16 Element Left OB Channel Right OB Vel Head (ft) 0.42 Wt. n-Val. 0.060 0.060 0.060 W.S. Elev (ft) 6876.74 Reach Len. (ft) 40.00 40.00 40.00 Crit W.S. (ft) 6872.70 Flow Area (sq ft) 34.01 1139.63 31.36

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Los Pinos at US 160B.rep E.G. Slope (ft/ft) 0.002857 Area (sq ft) 505.05 1139.63 31.36 Q Total (cfs) 6229.36 Flow (cfs) 127.97 6021.85 79.54 Top Width (ft) 318.68 Top Width (ft) 165.90 142.30 10.48 Vel Total (ft/s) 5.17 Avg. Vel. (ft/s) 3.76 5.28 2.54 Max Chl Dpth (ft) 10.54 Hydr. Depth (ft) 4.86 8.01 2.99 Conv. Total (cfs) 116534.5 Conv. (cfs) 2394.0 112652.4 1488.0 Length Wtd. (ft) 40.00 Wetted Per. (ft) 7.10 142.91 11.82 Min Ch El (ft) 6866.20 Shear (lb/sq ft) 0.86 1.42 0.47 Alpha 1.02 Stream Power (lb/ft s) 2616.97 0.00 0.00 Frctn Loss (ft) 0.19 Cum Volume (acre-ft) 13.50 6.69 8.95 C & E Loss (ft) 0.23 Cum SA (acres) 4.81 1.10 2.25

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

CROSS SECTION


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6873.13 Element Left OB Channel Right OB Vel Head (ft) 1.58 Wt. n-Val. 0.060 0.060 0.060 W.S. Elev (ft) 6871.55 Reach Len. (ft) 362.86 357.02 346.77 Crit W.S. (ft) 6871.55 Flow Area (sq ft) 0.49 382.40 0.08 E.G. Slope (ft/ft) 0.035789 Area (sq ft) 792.93 382.40 0.08 Q Total (cfs) 3856.84 Flow (cfs) 0.53 3856.21 0.09 Top Width (ft) 313.66 Top Width (ft) 193.31 119.68 0.66 Vel Total (ft/s) 10.07 Avg. Vel. (ft/s) 1.09 10.08 1.12 Max Chl Dpth (ft) 5.75 Hydr. Depth (ft) 0.11 3.20 0.13 Conv. Total (cfs) 20387.1 Conv. (cfs) 2.8 20383.8 0.5

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Los Pinos at US 160B.rep Length Wtd. (ft) 354.80 Wetted Per. (ft) 4.32 121.09 0.71 Min Ch El (ft) 6865.80 Shear (lb/sq ft) 0.25 7.06 0.26 Alpha 1.00 Stream Power (lb/ft s) 2544.93 0.00 0.00 Frctn Loss (ft) 1.12 Cum Volume (acre-ft) 7.05 4.05 5.90 C & E Loss (ft) 0.76 Cum SA (acres) 4.20 0.88 2.22

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: Divided flow computed for this cross-section.Warning: The cross-section end points had to be extended vertically for the computedwater 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.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Warning: During the standard step iterations, when the assumed water surface was setequal to critical depth, the calculated water surface came back below critical depth. This indicates that there isnot 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 OUTPUT Profile #500-YR E.G. Elev (ft) 6874.82 Element Left OB Channel Right OB Vel Head (ft) 1.91 Wt. n-Val. 0.060 0.060 0.060 W.S. Elev (ft) 6872.91 Reach Len. (ft) 362.86 357.02 346.77 Crit W.S. (ft) 6872.91 Flow Area (sq ft) 23.33 548.63 3.42 E.G. Slope (ft/ft) 0.028343 Area (sq ft) 1072.96 548.63 3.42 Q Total (cfs) 6229.36 Flow (cfs) 93.79 6123.78 11.79 Top Width (ft) 341.54 Top Width (ft) 213.60 123.70 4.24 Vel Total (ft/s) 10.83 Avg. Vel. (ft/s) 4.02 11.16 3.45 Max Chl Dpth (ft) 7.11 Hydr. Depth (ft) 0.95 4.44 0.81 Conv. Total (cfs) 37001.9 Conv. (cfs) 557.1 36374.7 70.0 Length Wtd. (ft) 354.88 Wetted Per. (ft) 24.63 125.24 4.53 Min Ch El (ft) 6865.80 Shear (lb/sq ft) 1.68 7.75 1.33 Alpha 1.05 Stream Power (lb/ft s) 2544.93 0.00

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Los Pinos at US 160B.rep 0.00 Frctn Loss (ft) 0.85 Cum Volume (acre-ft) 13.25 5.27 8.94 C & E Loss (ft) 0.92 Cum SA (acres) 4.73 0.90 2.24

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 cross-section end points had to be extended vertically for the computedwater 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.Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections.Warning: During the standard step iterations, when the assumed water surface was setequal to critical depth, the calculated water surface came back below critical depth. This indicates that there isnot 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


CROSS SECTION OUTPUT Profile #100-YR E.G. Elev (ft) 6870.81 Element Left OB Channel Right OB Vel Head (ft) 0.06 Wt. n-Val. 0.045 0.060 0.075 W.S. Elev (ft) 6870.74 Reach Len. (ft) Crit W.S. (ft) 6867.98 Flow Area (sq ft) 265.78 607.02 1482.58 E.G. Slope (ft/ft) 0.001085 Area (sq ft) 899.09 607.02 1482.58 Q Total (cfs) 3856.84 Flow (cfs) 328.41 1673.04 1855.40 Top Width (ft) 1467.98 Top Width (ft) 815.16 95.86 556.96 Vel Total (ft/s) 1.64 Avg. Vel. (ft/s) 1.24 2.76 1.25 Max Chl Dpth (ft) 7.84 Hydr. Depth (ft) 1.21 6.33 2.66 Conv. Total (cfs) 117111.0 Conv. (cfs) 9971.9 50800.9 56338.2 Length Wtd. (ft) Wetted Per. (ft) 219.44 97.71 558.14 Min Ch El (ft) 6862.90 Shear (lb/sq ft) 0.08 0.42 0.18

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Los Pinos at US 160B.rep Alpha 1.56 Stream Power (lb/ft s) 1961.12 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres)


CROSS SECTION OUTPUT Profile #500-YR E.G. Elev (ft) 6872.16 Element Left OB Channel Right OB Vel Head (ft) 0.06 Wt. n-Val. 0.045 0.060 0.075 W.S. Elev (ft) 6872.10 Reach Len. (ft) Crit W.S. (ft) 6869.21 Flow Area (sq ft) 564.16 737.37 2241.40 E.G. Slope (ft/ft) 0.000824 Area (sq ft) 2108.13 737.37 2241.40 Q Total (cfs) 6229.36 Flow (cfs) 1003.25 2016.12 3209.99 Top Width (ft) 1578.12 Top Width (ft) 923.20 95.86 559.07 Vel Total (ft/s) 1.76 Avg. Vel. (ft/s) 1.78 2.73 1.43 Max Chl Dpth (ft) 9.20 Hydr. Depth (ft) 2.57 7.69 4.01 Conv. Total (cfs) 217075.5 Conv. (cfs) 34960.5 70255.9 111859.1 Length Wtd. (ft) Wetted Per. (ft) 219.44 97.71 560.65 Min Ch El (ft) 6862.90 Shear (lb/sq ft) 0.13 0.39 0.21 Alpha 1.29 Stream Power (lb/ft s) 1961.12 0.00 0.00 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres)

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


River:Los Pinos Reach River Sta. n1 n2 n3 Lower 7102 .09 .06 .09 Lower 6335 .07 .06 .075 Lower 6300 Bridge

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Los Pinos at US 160B.rep Lower 6254 .07 .06 .075 Lower 5897 .045 .06 .075


River: Los Pinos Reach River Sta. Left Channel Right Lower 7102 691.4 766.82 735.94 Lower 6335 81.31 81.48 95.25 Lower 6300 Bridge Lower 6254 362.86 357.02 346.77 Lower 5897 5521.73 5896.709 5279.32


Reach River Sta. Contr. Expan. Lower 7102 .3 .5 Lower 6335 .3 .5 Lower 6300 Bridge Lower 6254 .3 .5 Lower 5897 .1 .3

Profile Output Table - Six XS Bridge Reach River Sta Profile E.G. Elev W.S. Elev Crit W.S. Frctn Loss C & E Loss Top Width Q Left Q Channel Q Right Vel Chnl (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft/s) Lower 7102 100-YR 6878.64 6878.24 6877.13 3.77 0.04 341.40 580.31 3270.66 5.87 5.44 Lower 7102 500-YR 6880.16 6879.74 6877.87 2.99 0.00 383.75 1404.66 4805.09 19.61 5.75 Lower 6335 100-YR 6874.84 6874.51 6871.59 0.20 0.14 292.74 49.87 3787.31 19.67 4.60 Lower 6335 500-YR 6877.16 6876.74 6872.70 0.19 0.23 318.68 127.97 6021.85 79.54 5.28 Lower 6300 BR U 100-YR 6874.49 6873.71 6871.63 0.63 0.33 92.06 3856.84 7.12 Lower 6300 BR U 500-YR 6876.74 6875.55 6873.06 0.65 0.42 92.04 6229.36 8.76 Lower 6300 BR D 100-YR 6873.53 6871.64 6871.64 0.05 0.16 92.05 3856.84 11.04

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Los Pinos at US 160B.rep Lower 6300 BR D 500-YR 6875.67 6873.10 6873.10 0.05 0.33 92.04 6229.36 12.88 Lower 6254 100-YR 6873.13 6871.55 6871.55 1.12 0.76 313.66 0.53 3856.21 0.09 10.08 Lower 6254 500-YR 6874.82 6872.91 6872.91 0.85 0.92 341.54 93.79 6123.78 11.79 11.16 Lower 5897 100-YR 6870.81 6870.74 6867.98 1467.98 328.41 1673.04 1855.40 2.76 Lower 5897 500-YR 6872.16 6872.10 6869.21 1578.12 1003.25 2016.12 3209.99 2.73

Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Lower 7102 100-YR 3856.84 6874.00 6878.24 6877.13 6878.64 0.008084 5.44 892.64 341.40 0.49 Lower 7102 500-YR 6229.36 6874.00 6879.74 6877.87 6880.16 0.005818 5.75 1431.01 383.75 0.44 Lower 6335 100-YR 3856.84 6866.20 6874.51 6871.59 6874.84 0.003347 4.60 852.29 292.74 0.34 Lower 6335 500-YR 6229.36 6866.20 6876.74 6872.70 6877.16 0.002857 5.28 1204.99 318.68 0.33 Lower 6300 Bridge Lower 6254 100-YR 3856.84 6865.80 6871.55 6871.55 6873.13 0.035789 10.08 382.97 313.66 0.99 Lower 6254 500-YR 6229.36 6865.80 6872.91 6872.91 6874.82 0.028343 11.16 575.37 341.54 0.93 Lower 5897 100-YR 3856.84 6862.90 6870.74 6867.98 6870.81 0.001085 2.76 2355.37 1467.98 0.19 Lower 5897 500-YR 6229.36 6862.90 6872.10 6869.21 6872.16 0.000824 2.73 3542.93 1578.12 0.17

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112

APPENDIX D: Scour Analysis

113

Main Bridge Scour Analysis

114

Contraction Scour

Left Channel Right

Input Data

Average Depth (ft): 1.83 6.78 3.03

Approach Velocity (ft/s): 2.30 8.03 3.58

Br Average Depth (ft): 1.53 8.10 1.59

BR Opening Flow (cfs): 187.51 7074.62 150.00

BR Top WD (ft): 43.00 202.36 32.00

Grain Size D50 (mm): 0.15 0.15 0.15

Approach Flow (cfs): 4880.00 4861.00 0.00

Approach Top WD (ft): 473.00 116.00 0.00

K1 Coefficient: 0.690 0.690 0.690

Results

Scour Depth Ys (ft): 0.00 0.00

Critical Velocity (ft/s): 0.98 1.22

Equation: Live Live

Pier Scour

All piers have the same scour depth

Input Data

Pier Shape: Round nose

Pier Width (ft): 3.50

Grain Size D50 (mm): 0.15000

Depth Upstream (ft): 8.51

Velocity Upstream (ft/s): 6.67

K1 Nose Shape: 1.00

Pier Angle: 0.00

Pier Length (ft): 10.50

K2 Angle Coef: 1.00

K3 Bed Cond Coef: 1.10

Grain Size D90 (mm):

K4 Armouring Coef: 1.00

Results

Scour Depth Ys (ft): 7.11

Froude #: 0.40

Equation: CSU equation

Abutment Scour

Left Right

Input Data

Station at Toe (ft): 1522.00 1659.00

Toe Sta at appr (ft): 1399.07 1963.81

Abutment Length (ft): 291.08 588.59

Depth at Toe (ft): 27.13 29.33

K1 Shape Coef: 0.55 - Spill-through abutment

Degree of Skew (degrees): 90.00 90.00

K2 Skew Coef: 1.00 1.00

Projected Length L' (ft): 80.00 63.00

Avg Depth Obstructed Ya (ft): 1.90 2.67

Flow Obstructed Qe (cfs): 644.30 472.00

Area Obstructed Ae (sq ft): 151.60 113.20

Results


Qe/Ae = Ve: 4.25 4.17

115

Froude #: 0.54 0.45

Equation: Froehlich Froehlich

116

Contraction Scour

Left Channel Right

Input Data



Br Average Depth (ft): 3.63 8.92 3.57

BR Opening Flow (cfs): 696.00 12336.83 337.00

BR Top WD (ft): 43.52 201.00 33.93

Grain Size D50 (mm): 0.15 0.15 0.15



K1 Coefficient: 0.690 0.690 0.690

Results


Critical Velocity (ft/s): 1.10 1.26

Equation: Live Live

Pier Scour


Input Data






K1 Nose Shape: 1.00

Pier Angle: 0.00


K2 Angle Coef: 1.00




Results


Froude #: 0.41


Abutment Scour

Left Right

Input Data

Station at Toe (ft): 1522.00 1659.00

Toe Sta at appr (ft): 1399.07 1963.81



K1 Shape Coef: 0.55 - Spill-through abutment


K2 Skew Coef: 1.00 1.00





Results


Qe/Ae = Ve: 5.84 5.23

117

Froude #: 0.54 0.47


Combined Scour Depths

Pier Scour + Contraction Scour (ft):

Channel: 7.87

Left abutment scour + contraction scour (ft): 15.63

Right abutment scour + contraction scour (ft): 13.92

118

Overflow Bridge Scour Analysis

119

Contraction Scour

Left Channel Right

Input Data



Br Average Depth (ft): 5.88

BR Opening Flow (cfs): 3856.84

BR Top WD (ft): 92.06

Grain Size D50 (mm): 0.75 0.75 0.75



K1 Coefficient: 0.640 0.690 0.640

Results


Critical Velocity (ft/s): 1.89

Equation: Live

Pier Scour


Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef:




Set K1 value to 1.0 because angle > 5 degrees

Results

Scour Depth Ys (ft):

Froude #:


Abutment Scour

Left Right

Input Data

Station at Toe (ft): 2037.97 2130.06

Toe Sta at appr (ft): 1821.67 1928.15



K1 Shape Coef: 1.00 - Vertical abutment


K2 Skew Coef: 1.00 1.00





Results


120

Qe/Ae = Ve: 4.46 4.87

Froude #: 0.39 0.43




Left Bank:



121

Contraction Scour

Left Channel Right

Input Data



Br Average Depth (ft): 7.73

BR Opening Flow (cfs): 6229.36

BR Top WD (ft): 92.04

Grain Size D50 (mm): 2.00 2.00 2.00



K1 Coefficient: 0.640 0.640 0.640

Results


Critical Velocity (ft/s): 2.77

Equation: Live

Pier Scour


Input Data






K1 Nose Shape: 1.00

Pier Angle:


K2 Angle Coef:




Set K1 value to 1.0 because angle > 5 degrees

Results

Scour Depth Ys (ft):

Froude #:


Abutment Scour

Left Right

Input Data

Station at Toe (ft): 2037.97 2130.06

Toe Sta at appr (ft): 1821.67 1928.15



K1 Shape Coef: 1.00 - Vertical abutment


K2 Skew Coef: 1.00 1.00





Results


122

Qe/Ae = Ve: 4.81 5.10

Froude #: 0.33 0.35




Left Bank:



123

APPENDIX E: Inlet Analysis

124

125

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Typewritten Text

rebecca.ryan

Typewritten Text

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Hydrologic Soil Group [1] % Imp 100%Tc = Ti + Tt

Ti = 1.8 (1.1 - C) D1/2

S1/3 Minor Storm Design Storm Major Storm

Tt = (11.9 L3 )0.385 Runoff Coefficient [2] (C) 0.92 0.92 0.96

H Overland Flow Longest Path (D) 17 17 17 feet

Average Slope (S) 2.00 2.00 2.00 percent

Longest Flow Path (L) 0.035 0.035 0.035 miles

Elevation Difference for Channel Flow (H) 3.0 3.0 3.0 feet

Ti 1.06 1.06 0.82 minutes

Tt 2.12 2.12 2.12 minutes

Tc 5.00 5.00 5.00 minutes

Precipitation [5]

Design Storm Design Storm Major Storm

Design Frequency 10 50 100 years

Design Duration 1 1 1 hours

10 Year -1 Hour (Px)[5] 1.17 1.82 2.12 inches

Ix = 28.5 Px Design Storm Design Storm Major Storm

(10+Tc)0.786 1-hour point rainfall (Px) 1.170 1.820 2.120 inches

Time of Concentration (Tc) 5.00 5.00 5.00 minutes

Ix = 3.97 6.17 7.19 inches/hour


Qx = C Ix A Runoff Coefficient (C) 0.92 0.92 0.96

Intensity (Ix) 3.97 6.17 7.19 inches/hour

Contributing Drainage Area (A) 0.1 0.1 0.1 acres

Design Peak Flow (Qx) = 0.27 0.43 0.52 cfs

Minor Design Major

Notes & References:[1] NRCS Web Soil Survey [5] NOAA Atlas 14 Volume 8[2] UDFCD Volume 1 Table RO-5 [6] UDFCD Volume 1 Equation RA-3[3] CDOT Drainage Design Manual Chapter 7[4] Not Used

Rational Method Peak Flow [3]

Prepared By: RLR File #:

Basin 1Hydrology (10-Year Design Frequency)

Time of Concentration [3]

Estimating Intensity [6]

Client: Town of BayfieldProject: Bayfield Bridge 11/18/2016Data For: Hydrology Basin ID:

126

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Ti = 1.8 (1.1 - C) D1/2







Ti 1.68 1.68 1.31 minutes

Tt 2.40 2.40 2.40 minutes

Tc 5.00 5.00 5.00 minutes

Precipitation [5]








Ix = 3.97 6.17 7.19 inches/hour






Minor Design Major








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Ti = 1.8 (1.1 - C) D1/2







Ti 1.34 1.34 1.04 minutes

Tt 0.64 0.64 0.64 minutes

Tc 5.00 5.00 5.00 minutes

Precipitation [5]








Ix = 3.97 6.17 7.19 inches/hour






Minor Design Major








128

NYLOPLAST INLET CAPACITY CHART DATA

NYLOPLAST

CASTINGS GRATE SIZES

GRATE OPEN

AREA (sq.in.)

PERIMETER OF

GRATE

OPENINGS (in.)

FLOW RATE AT DIFFERENT HEAD

PRESSURES (cfs)

CHANGE OVER FROM

WEIR FLOW TO

ORIFICE FLOW 0.25'

(3")

0.50'

(6")

0.75'

(9")

1.00'

(12") FLOW

(cfs) HEAD (ft)

DROP IN GRATES

6 IN 9.98 16.47 0.165 0.230 0.285 0.330 0.085 0.065

8 IN 19.30 22.29 0.320 0.450 0.555 0.640 0.180 0.090

10 IN 32.80 28.58 0.550 0.770 0.950 1.080 0.410 0.130

12 IN 39.75 33.70 0.680 0.950 1.150 1.290 0.490 0.140

15 IN 62.03 41.78 1.049 1.450 1.790 2.060 0.855 0.175

18 IN 84.61 48.69 1.400 1.950 2.430 2.800 1.280 0.210

24 IN 164.94 66.76 2.300 3.800 4.750 5.450 3.000 0.300

STANDARD GRATES

8 IN 18.77 21.30 0.319 0.445 0.538 0.620 0.210 0.110

10 IN 28.28 27.48 0.465 0.660 0.818 0.925 0.325 0.125

12 IN 60.62 43.75 1.025 1.425 1.708 2.025 0.850 0.175

15 IN 92.70 55.25 1.550 2.180 2.700 3.080 1.375 0.200

18 IN 116.72 53.85 1.800 2.725 3.350 3.850 2.000 0.270

24 IN 194.60 72.26 2.700 4.550 5.900 6.450 3.500 0.290

30 IN 324.00 94.44 3.250 7.500 9.300 10.500 6.800 0.410

BRONZE GRATES

8 IN 18.77 21.30 0.319 0.445 0.538 0.620 0.210 0.110

10 IN 28.28 27.48 0.465 0.660 0.818 0.925 0.325 0.125

12 IN 50.60 43.25 0.840 1.180 1.470 1.680 0.630 0.140

15 IN 81.25 54.25 1.325 1.900 2.300 2.700 1.150 0.175

PEDESTRIAN GRATES

12 IN 50.60 43.25 0.840 1.180 1.470 1.680 0.630 0.140

15 IN 81.25 54.25 1.325 1.900 2.300 2.700 1.150 0.175

18 IN 87.29 52.86 1.430 2.050 2.525 2.875 1.290 0.200

24 IN 164.10 72.26 2.450 3.700 4.590 5.225 2.750 0.275

30 IN 277.95 94.23 3.200 6.550 8.000 9.225 5.590 0.360

DOME GRATES

8 IN 30.00 25.13 0.495 0.715 0.860 0.990 0.375 0.140

10 IN 54.00 32.30 0.900 1.275 1.540 1.780 0.800 0.200

12 IN 82.87 38.64 1.155 1.650 2.025 2.340 1.125 0.230

15 IN 122.07 47.16 1.500 2.725 3.300 3.800 2.175 0.320

18 IN 175.59 57.19 1.825 4.000 4.825 5.625 3.500 0.375

24 IN 270.64 75.18 2.400 6.200 7.600 8.700 5.775 0.440

30 IN 409.94 95.87 3.250 9.250 11.500 13.400 9.800 0.525

ROAD & HIGHWAY 2' x 2' 277.53 84.22 2.900 6.500 8.100 9.200 5.800 0.390

2' X 3' 432.28 108.22 3.600 10.300 12.400 14.300 10.000 0.480

STEEL BAR GRATES 2' x 2' 551.25 112.00 3.800 10.800 15.100 17.300 13.200 0.575

2' x 3' 761.18 137.00 4.300 13.000 22.000 25.750 21.250 0.680

2' x 2' CURB INLET

STANDARD GRATE

HIGH HOOD (8.47") 146.18

50.75

3.250 6.800 8.500 9.750 6.000 0.380

MID HOOD (6.47") 146.18 3.250 5.800 7.200 8.250 4.750 0.325

LOW HOOD (4.47") 146.18 3.250 4.850 6.100 6.850 3.600 0.275

2' x 2' CURB INLET

DIAGONAL GRATE

HIGH HOOD (8.47") 146.70

50.63

3.100 6.810 8.590 9.610 6.100 0.400

MID HOOD (6.47") 146.70 3.100 5.850 7.350 8.400 4.800 0.340

LOW HOOD (4.47") 146.70 3.100 4.900 6.150 7.000 3.600 0.280

2' x 3' CURB INLET

DIAGONAL GRATE

HIGH HOOD (8.47") 232.87

62.67

4.175 10.800 13.500 15.400 10.400 0.450

MID HOOD (6.47") 232.87 4.175 9.200 11.400 13.200 8.200 0.380

LOW HOOD (4.47") 232.87 4.175 7.800 9.400 11.000 6.350 0.320

2' x 3' CURB INLET

HIGH FLOW GRATE

HIGH HOOD (8.47") 327.25

60.59

4.300 12.300 16.100 18.500 13.500 0.540

MID HOOD (6.47") 327.25 4.300 11.600 14.200 16.500 11.200 0.475

LOW HOOD (4.47") 327.25 4.300 10.200 12.400 14.300 9.100 0.410

ROLL CURB INLET &

HIGH FLOW GRATE 2' x 3' 327.25 60.59 3.500 10.300 12.500 14.600 10.100 0.480

INFORMATION IN SPREADSHEET WAS PULLED STRAIGHT FROM THE NYLOPLAST INLET CAPACITY CHARTS. DIMENSIONS MAY

VARY AND ARE FOR REFERENCE ONLY. NO CLOGGING FACTORS WERE TAKEN INTO ACCOUNT DURING TESTING.

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10‐year Design Storm

Design Q Normal Depth Spread Allowable Q Carryover Pipe Velocity

cfs ft ft cfs cfs ft/s

1 1 303+62.07 0.27 0.11 4.68 0.23 0.04 4.36


Major Q Normal Depth Spread Capture Q Carryover Pipe Velocity

cfs ft ft cfs cfs ft/s

1 1 303+62.07 0.52 0.13 6.03 0.27 0.25 4.57

StationPipe #Inlet #

Inlet # Pipe # Station

Client: Town of BayfieldProject: Bayfield Bridge 11/18/2016Data For: Hydraulics Basin ID:


131

Sheet 1 of 1Date:

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StationCenterline

Elev

Shoulder

Elev

Gutter

Flowline Elev

Longitudinal

SlopeDesign Flow

Normal

DepthSpread

ft ft ft ft/ft cfs ft ft

303+62.07 62.07 85.681 85.383 85.341 0.0100 0.220 0.1 4.31303+81.35 81.35 85.494 85.366 85.324 0.0009 0.040 0.08 5.87303+85.54 85.54 85.453 85.351 85.320 0.0010 0.052 0.05 6.88303+90.99 90.99 85.400 85.335 85.297 0.0042 0.060 0.05 5.90304+00.64 100.64 85.315 85.315 85.257 0.0041 0.066 0.06 3.93304+07.00 107 85.265 85.308 85.231 0.0041 0.075 0.07 3.48304+09.50 109.5 85.248 85.308 85.221 0.0042 0.090 0.07 3.42304+12.00 112 85.230 85.307 85.210 0.0042 0.110 0.08 3.44

File #:

Client: Town of BayfieldProject: Bayfield Bridge 11/18/2016Data For: Hydraulics Basin ID:

Prepared By: RLR

132

Project:Inlet ID:

Gutter Geometry (Enter data in the blue cells)

Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft

Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.010 ft/ft

Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015

Height of Curb at Gutter Flow Line HCURB = 6.00 inches

Distance from Curb Face to Street Crown TCROWN = 4.0 ft

Gutter Width W = 1.00 ft

Street Transverse Slope SX = 0.025 ft/ft

Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft

Street Longitudinal Slope - Enter 0 for sump condition SO = 0.004 ft/ft

Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013

Minor Storm Major Storm

Max. Allowable Spread for Minor & Major Storm TMAX = 4.0 4.0 ft

Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 1.2 6.0 inches

Allow Flow Depth at Street Crown (leave blank for no) check = yes

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 0.1 0.3 cfs

WARNING: MAJOR STORM max. allowable capacity is less than the design flow given on sheet 'Inlet Management'WARNING: MINOR STORM max. allowable capacity is less than the design flow given on sheet 'Inlet Management'

ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)

(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)Bayfield Bridge InletsType R @ 304+12.00

11-15-16_Type R Inlet.xlsm, Type R @ 304+12.00 11/18/2016, 12:30 PM

133

Design Information (Input) MINOR MAJOR

Type of Inlet Type =

Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches

Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1

Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft

Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft

Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A

Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10

Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MINOR & MAJOR STORM MINOR MAJOR

Total Inlet Interception Capacity Q = 0.1 0.4 cfs

Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo = C% = 100 100 %

INLET ON A CONTINUOUS GRADE

CDOT Type R Curb OpeningCDOT Type R Curb Opening

11-15-16_Type R Inlet.xlsm, Type R @ 304+12.00 11/18/2016, 12:30 PM

134

Sheet 1 of 1Date:

Checked By: BB

Culvert Hydraulics and Constants

10-Year Design Flow Q = 0.34 ft3/sec

Pipe I.D. D = 0.67 feet Hydraulic Radius Rc = 0.06 feet

Pipe Radius r = 0.33 feet Acceleration Due to Gravity g = 32.2 ft/sec2

Flow Depth y = 0.09 feet Time of Peak Flow t = 30.0 minutes

Open Area Height h = 0.58 feet Material Standard Deviation δ = 2.10

Central Angle θ = 4.78 radians

Wetted Area A = 0.0 ft2

Wetted Perimeter P = 0.5 feet

Scour at Culvert Outlet, No Protection

Cs Ch α β θ

Depth of Scour hs = 1.03 1.00 2.27 0.39 0.06 hs = 0.49 feet

Width of Scour Ws = 1.28 1.00 6.94 0.53 0.08 Ws = 3.3 feet

Length of Scour Ls = 1.17 1.00 17.10 0.47 0.10 Ls = 5.44 feet

Volume of Scour Vs = 1.30 1.00 127.08 1.24 0.18 Vs = 0.1 CY

Cs = Slope Correction Coefficient[4]

Ch = Drop Height Adjustment Coefficient[3]

α = Cohesionless Soils Coefficient[2]

β = Cohesionless Soils Coefficient[2]

θ = Cohesionless Soils Coefficient[2]

Notes & References:[1] FHWA HEC-14, Hydraulic Design of Energy Dissipators for Culverts and Channels[2] FHWA HEC-14 Table 5.1[3] FHWA HEC-14 Table 5.2[4] FHWA HEC-14 Table 5.3

Circular Culvert Outlet ScourHydraulics (10-Year Design Frequency)


Client: Town of BayfieldProject: US160B over Los Pinos River 11/18/2016Data For: Hydraulics-Culvert Outlet Scour Basin ID:

135

Sheet 1 of 1Date:

Checked By: BB

Culvert Hydraulics and Constants

10-Year Design Flow Q = 0.34 ft3/sec

Pipe I.D. D = 0.6667 feet Equivalent Depth ye = 0.12 feet

Pipe Radius r = 0.33 feet Acceleration Due to Gravity g = 32.2 ft/sec2

Culvert Outlet Depth yo = 0.09 feet Tailwater depth TW = 0.09 feet

Culvert Outlet Velocity Vo = 11.50 ft/sec Normal (supercritical) Depth yn = 0.27 feet

Froude Number[3] Fr = 8.00 Adjusted Culvert Rise D' = 0.47 feet

Cross-sectional Flow Area A = 0.0 ft2

Riprap & Basin SizingCalculate D50 = 0.14 feet

Check Expected Scour: D50 = 0.50 feet

D50/ye = 4.21

hs/ye = 0.00 CDOT DDM Ch 11, Figure 11.3

Expected Scour Depth @ Rock of D50 hs = 0.00 0.00 0.00 0.00 0.00 feet hs = ye(hs/ye)

Riprap Size D50 = 0.50 feet

Apron Length L = 12 feet

Apron Depth H = 1.00 feet H = 2D50

Notes & References:[1] FHWA HEC 14, Hydraulic Design of Energy Dissipators for Culverts and Channels[2] CDOT Drainage Design Manual, Chapter 11[3] Froude Number Equation from FHWA HEC-14 Equation 8.1

Culvert Outlet Riprap ApronHydraulics (10-Year Design Frequency)


Client: Town of BayfieldProject: US160B over Los Pinos River 11/18/2016Data For: Hydraulics-Culvert Outlet Scour Basin ID:

136

Documents

2016-11-18 Final Hydraulic Design ReportFINAL HYDRAULIC REPORT US 160B over the Los Pinos River and Overflow Channel Bayfield, Colorado Replacement of Existing Structures: P-06-G and