Geomorphic Characterization & Design Support Speed River

Geomorphic Characterization & Design Support Speed River Speedvale Avenue East Underpass and Multi-Use Trail Linkage City of Guelph

Submitted to:

Amec Foster Wheeler 3215 North Service Rd. Burlington, ON L7R 3Y2

DRAFT March 13, 2017 / FINAL May 22, 2017

AquaLogic Consulting • 324 St. Paul Street, Burlington, ON L7R 3J9 • (905) 637-1862 • [email protected] Geomorphic Characterization & Design Support Speed River Speedvale Avenue East Underpass and Multi-Use Trail Linkage City of Guelph

Geomorphic characterization for design support of a proposed riparian trail system, including a road crossing underpass, has been undertaken for the Speed River at Speedvale Avenue in the City of Guelph. Watershed and watercourse summary has been done followed by flow regime analysis, rapid assessment protocols, and field inspection of existing physical conditions. Standard parameters of planform conditions have been scoped and detailed summary of hydraulic modelling results in terms of erosion thresholds and indicators has been done. Scour risk conditions have been assessed, and site specific recommendations have been made with regard to trail development.

Watershed and Watercourse Characterization

A summary photo inventory is appended showing key features described in reporting.

The Speed River at Speedvale Avenue is a 5th order watercourse with an upstream drainage area of 283km2. Catchment land use is a moderately diverse mix of wetland and forest block natural heritage interspersed with agricultural and lesser amounts of residential, golf course, and aggregate extraction. Guelph Lake, completed in 1976, is online with the river approximately 5km above the study site and represents a major flow regulation impoundment for base flow augmentation dilution at the Guelph WPCP and for peak event control through urban areas of the city (Weinstein Leeming et. al. 1993). The study site falls within the Guelph Drumlin Field physiographic region. The river defines the fall line of a former glacial spillway valley between gradually sloping flood plain terraces and steeper localized slopes to tableland. The westerly side of the river both upstream and downstream of Speedvale Avenue has tableland up to 10m above river elevation. Steep westerly eroding slopes exist upstream of the crossing and moderately steep slopes are seen below the crossing with some localized instability. The westerly slope above the crossing is forested with a lack of groundcover and resultant lack of rooting density, for approximately 270m. Exposed sand-gravel-cobble substrate with lack of topsoil is evident. Failed trees occur along the face of the slope and large woody debris is deposited in discontinuous jams along the river’s edge up to 10m laterally within the low flow. These jams also have bar deposits of trapped and sheltered bedload material that combines with the organic debris. The west side of the river below the crossing has a flood plain expansion zone with swamp forest cover that Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

transitions to upland forest on valley slopes. On the east side below the crossing the river’s edge is fully confined against an eroding terrace slope of moderate height with discontinuous vegetative cover. Abutting urban land use sits near the top of the terrace in the form of a radio station building immediately at Speedvale Avenue and mixed uses further downstream. The east side of the river upstream of the crossing is urban park with a mix of formal landscaping and moderate mature forest cover in the sloping flood plain. The riparian vegetation upstream of the crossing on both sides of the river is constrained by continuous channelization concrete walls that create hard vertical edges, which result in a lack of lateral vegetation zone transition to the river’s edge.

The active channel of the river upstream of the Speedvale crossing is highly altered from past widening and channel bank cast-in-place concrete wall construction. Alterations occurred between 1955 and 1966 (Weinstein Leeming et. al. 1993). A series of four low head notched weirs, one row of chute blocks, and a subsequent full width dam with low flow spillway also exist in the 640m reach from Speedvale Avenue upstream to the pedestrian bridge in Riverside Park. The channel varies in width from parallel 38m wide walls to curvilinear walls 80m wide at the widest point. The walls funnel to the Speedvale Avenue crossing with a width of 24.4m. Gradient is modest at approximately 0.5% and the channel bed is assumed to sit above shallow sedimentary bedrock sub-pavement with covering pavement deposits dominated by mid to very large cobble, over a full range from sand to small boulder. Mixed bar forms, dominated by medial island types, are evident. Some bars are relatively stable and display vegetation cover as seen in low water examples of recent year over year air photos (Google Earth 2017). The extreme channel width results in shallow flow stage changes over frequent events, to the point where summer base flow is braided around bar deposits. The series of weirs, over the modest net gradient, appear to enhance the depositional tendency. Nonetheless, given the high level of flow regulation from the Guelph Lake dam and the relatively short macro reach from the dam, bedload production from bank or colluvial erosion upstream appears to be low. Air photos confirm narrower channel widths and near continuous well vegetated riparian zones upstream of the Riverside Park area, which supports the assumption of upstream stability. As a result, the over widened channelization has not necessarily received enough bedload since Guelph Lake development to reconstruct a new channel forming geometry between the walls of former corridor adjustment. The perpendicular weirs also spread peak flows laterally over the full width of channelization which thus helps to prevent formation of a natural channel thalweg.

The Speedvale Avenue crossing structure is defined by cast concrete wall extensions flush with the upstream channelization. Low flow at time of field inspection was wall to wall and spring lines were evident by staining on walls above low flow. Angled wing wall extensions from the crossing exist on the downstream side and each wall has a storm

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

sewer outlet discharging to the river. Localized scour pools are evident in the channel bed below each outlet.

Downstream of Speedvale Avenue the channel is in a more natural corridor with a moderately steeper gradient of approximately 0.8%. The westerly flood plain area below the crossing shows secondary and split flow channels that are active above low flow levels. A relief flow feature is confluent near the crossing and turns and falls through the flood plain to a point where backwater from downstream defines the lower component above tie-in with the main branch. Part of this feature is in proximity to proposed trail alignment and needs to be considered with detail design.

A variety of lobate and medial bar forms are evident in the main branch below Speedvale. Poorly defined bedform sequencing and meander development is seen both in the field and in air photos. Failing trees and large woody debris deposits are evident along channel banks. Bankfull channel width in a single thread is definitively seen approximately 0.5km downstream and is 20-25m based on surrogate measurement from air photos. Given the short period, in geomorphic time, since implementation of flow regulation by Guelph Lake, the channel is immature in relative terms to the effects of flow and sediment regime alteration. Combined with the assumed sub-pavement presence of bedrock, the out of sequence plan and profile conditions are likely to be evident over the foreseeable near to long term.

Flow Regime Summary

Understanding that the channel has been affected by flow regulation can be seen in the summary of available gauge based annual peak flows for sites upstream and downstream of Guelph Lake. Figure 1 shows the drainage area yield for two Water Survey of Canada gauges, Armstrong Mills above the lake, and Speed River below Guelph which is downstream of the confluence with the Eramosa River.

Assuming similar yield in the Eramosa catchment and the Armstrong Mills catchment (unregulated, similar land use, similar climate, similar physiography) then the regulated yield seen downstream is distinctly lower than the unregulated yield upstream of the lake by a factor of approximately three. Based on these results the best fit yield for the Speedvale Avenue site would be expected to also fall below the yield for Armstrong Mills but not be lower than the gauge further downstream. The annual spring freshet or channel forming flow equivalent was checked using a simple regression of the known peak event flows at the site. Abstracted from HEC-RAS the recurrence of peak events from the 2-100yr was plotted and the best fit regression determined and back cast through the 1yr crossover. Results are shown in Figure 2.

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

Figure 1: Drainage area yield for annual peak flow (WSC gauges 02GA040 / 02GA015) with Speed River at Speedvale Avenue 1yr freshet

0.7

0.6 Speed River near Armstrong Mills 0.5 02GA040 Speed River at DA

2 Speedvale Avenue 0.4 1yr freshet

0.3

cms per per cms km 0.2

Speed River 0.1 below Guelph 02GA015 0 0 20 40 60 80 100 120 annual peak cms

Figure 2: Frequent event flow recurrence for Speed River at Speedvale Avenue

160

140

120

y = 86.677x0.2185 100 R² = 0.977 Q cms

40 0 5 10 15 recurrence year

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

The 1yr event was therefore determined by the recurrence multiplier from a power regression function and is seen in the determined equation. The 1yr spring freshet event was estimated to be 87cms. On a drainage area basis the 1yr freshet yield at Speedvale Avenue is equal to 87cms divided by the drainage area of 283km2 which equals 0.31cms/km2. Plotted on Figure 1 this yield confirms the assumption derived from the gauged flows regarding the flow regulation affect of Guelph Lake. The yield at Speedvale falls between the two gauge sites thus showing the affect within the 5km distance from the Guelph Lake dam. The 1yr flow of 87cms would become the target flow for definition of bankfull channel geometry under any opportunity for restoration of natural channel function.

Rapid Assessment Protocols

Three rapid assessment protocols were undertaken for the upstream and downstream sub-reaches within close proximity to the Speedvale Avenue crossing. Field observations were used to score relative geomorphic and environmental attributes. Rapid Geomorphic Assessment (RGA) was used to rate channel stability and infrastructure impact. Rapid Habitat Assessment (RHA) was used to define in-stream and riparian habitat. Rapid Stream Assessment Technique (RSAT) was used to test broad indicators of channel stability, aquatic habitat, and water quality. A weighted score out of 100 was transposed from the results of each protocol and a combined average score was determined from the three tests. Four qualifying ranges of poor, fair, good, and optimal are maintained in the RHA and RSAT protocols, between the original scoring and the weighted scoring out of 100, while the three original ranges in RGA scoring are reflected as poor, fair, and good/optimal. The combined average score is qualified by poor to optimal ranges designed as a best fit of the individual protocol ranges. The detailed results are appended and included with each are overview photographs of typical reach conditions. Scoring results are summarized in Table 1.

Table1: Rapid Assessment Protocol Summary Scoring Results

RGA RHA RSAT Combined upstream of Speedvale Avenue 62.9 32.0 50.0 48.3 downstream of Speedvale Avenue 61.4 66.5 74.0 67.3

The results of rapid assessment confirm fair overall conditions upstream and good overall conditions downstream. The upstream sub-reach is clearly affected by past alteration which impacts aquatic habitat conditions significantly and which confirms that the channel is in a state of adjustment. The downstream sub-reach has distinctly better aquatic habitat and similar scoring stability but with more concern for widening and less

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

concern for aggradation. Typically, widening is a pre stage to aggradation in terms of long term channel evolution but in this study case the artificial widening upstream of the crossing is not a natural condition. Both reaches are considered in transitional stages and future aggradation within manmade limits is assumed to be the dominant process upstream while widening combined with planimetric adjustment in natural conditions will be evident in the near to long term downstream.

Planform Summary Analysis

The historic alterations to corridor conditions have been clearly noted as widened channelization upstream of Speedvale Avenue and flow regulation changes from the Guelph Lake dam. Based on these impacts there is no local comparable level of past historic data that would be useful in predicting natural planform parameters for the study area under long term future conditions. Nonetheless the relative size of the drainage area, the bankfull channel definition downstream of the crossing, and measurement of surrogate reaches can be used to scope a relative understanding of natural planform characteristics.

Upstream of the study area and downstream of the Guelph Lake dam the river flows through a relatively unconfined plain where meander belt width between Woodlawn Road upstream to Victoria Road is in the range of approximately 150-180m. Downstream of Speedvale Avenue through the sub-reaches that drop to meet the confluence of the Eramosa River, the meander belt becomes confined, and ultimately entrenched in more channelization. The maximum natural width between valley slope toes is no greater than approximately 100m through the urban area.

Meander amplitude defining the compound planform within the larger meander belt can be estimated using empirical equations or surrogate measurement. In this study case, simple use of a guideline measurement for amplitude can be scoped as four times the bankfull width. As noted above, single thread bankfull width is in the order of 20-25m downstream of the study area, therefore amplitude of 80-100m might be expected within a larger meander belt under unconfined conditions. These metrics would only apply if the river was in a hypothetical pre-urbanized and pre-altered, fully naturalized condition.

The existing fixed constriction point of the Speedvale Avenue crossing is clearly much smaller than surrogate meander amplitude or meander belt limits. Given the fixed in place structural constraint of the crossing location, and the abutting land uses and associated legal boundaries, there is little to no opportunity to adjust the opening relative to river alignment for macro or local scale planform considerations.

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

When large scale planform adjustments are not factored into a replacement structure scenario, consideration can still be made to establishing a functional channel. Functional opening size is facilitated by low flow allowance nested within bankfull geometry that is centred or biased between overbank terraces that facilitate wildlife corridor connection, erosion setback contingency and potential trail and emergency access. The standard approach is to concurrently address scour protection requirements for the structure either through confirmation of stable existing conditions or analysis of treatment needs to meet a suitable design standard. The standards typically used are MTO Highway Drainage Design Standards (MTO 2008). In this study case preliminary analysis of HEC-RAS modeling confirms erosion potential for consideration of treatment, therefore the assumption that suitable treatment is implemented would result in stable overbank and channel definition. Overbank widths are suitably based on OMNRF Guidelines (2002) for stable channels when long term scour protection is in place. Conservative application of surrogate combined cohesive and noncohesive material guidelines would suggest an overbank allowance of 3.5m. An appended summary sheet shows the recommended overbank widths added to the bankfull width range noted above. The resultant crossing opening recommendation range is 27-32m, which is moderately above the existing condition structural width of 24.4m. The proposed opening width of 29.1m is in general agreement with recommendations. In this study there are no explicit targets for wildlife corridor benches nor do corridor conditions on the upstream side suit well defined valley bottom or flood plain natural corridor continuums, therefore it is not explicitly recommended to construct overbank terraces from a bankfull channel.

Scour Treatment Analysis and Erosion Potential

Scour treatment analysis was undertaken using 100yr event erosion indicators from proposed conditions HEC-RAS modeling (Amec Foster Wheeler 2017). Summary of HEC-RAS output is appended showing velocity and shear stress primary variables and supporting Froude number and other parameters that aid in the understanding of flow conditions. Existing (24.4m span) and proposed (29.1m span) conditions are shown. Existing conditions reflect updated cross-section plotting and proposed conditions reflect the proposed crossing structure integrated with South Trail Option 4, which represents the greatest degree of flood plain edge encroachment that has negligible impact and change to existing conditions (Note: selection of Option 4 assumes Option 3 with slightly higher change will not be preferred). It should be noted that all trail option scenarios have relatively similar affects to hydraulics and specific analysis of each for the sake of geomorphic conclusions and recommendations would be essentially identical.

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

Velocity is seen to supersede shear stress with regard to material size stability and transport potential. Proposed conditions are noted in hydraulic modeling to have lower 100yr velocities than existing conditions. Velocities through the crossing are summarized in Table 2. Using ‘collector road’ criteria, a 1.15 factor of safety is applied to scour treatment analysis to meet the intent of MTO Highway Drainage Design Standards (MTO 2008). Velocities were used as input for a treatment sizing model and the FS=1.15 was applied. Detailed results of modeling are appended followed by a summary sheet.

Table 2: HEC-RAS Velocities for Scour Analysis velocity velocity upstream downstream (m s-1) (m s-1) 100yr ‘proposed’ conditions 3.68 4.45

Based on the results and standard practice for relatively high velocities over 3m s-1, the only suitable treatment range would be very large boulder or large armourstone, or structural concrete. Smaller stone sizes could be used to shape channel geometry and provide fish habitat, while recognizing smaller material would be mobile at an interim storm event below the 100yr. Based on site specific conditions and the funneled transition from upstream to downstream there would be a need to identify a specific bedform sequence under the crossing as a tie-in and transition, that also accounts for the local storm connections and issues downstream, as described further below. Cross- section and planform design would need to be conducive to fish passage and to mitigate physical habitat conditions as confirmed through additional analysis and agency consideration. It was beyond the scope of this study to fully determine the underlying substrate and geology conditions through the crossing. This could be done with coffer dam isolation of flow to allow access for test pits by hydraulic excavator. Based on the concern for the risk associated with high velocity conditions, consideration of additional subsurface investigation is thus recommended.

Concurrent with scour protection needs for the road crossing itself, there are of course the same needs for trail structure protection as it passes under the crossing. Design considerations should be integrated to ensure similar levels of protection based on the similar level of risk associated with the structure velocities.

Contraction and expansion flow zones adjacent to the crossing and corridor conditions upstream and downstream were also reviewed in HEC-RAS results for erosion indicators. Appended charting shows increases and decreases from existing to proposed conditions within two cross-sections upstream and downstream and through the crossing itself. Beyond two cross-sections in either direction the changes between

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

existing and potential proposed scenarios are generally nominal and would not manifest in any substantive change from existing conditions. Two cross-sections upstream define the contraction zone within approximately 30m of the crossing face while two sections downstream define the flow expansion zone within approximately 40m.

The HEC-RAS results show that the contraction funneling of flows results in a gradual increase in velocities towards the crossing. The upstream face of the crossing has relatively high channel velocity for all events. The 10yr and less frequent events are all over 3m s-1. Thirty metres upstream velocities are moderately high for the 10yr and less frequent with all being over 2 m s-1. Proposed conditions within the defined channel are generally higher than existing, ranging up to approximately 10% higher. Shear stress conditions are also moderately higher in proposed conditions but are superseded by velocity in terms of erosion risk. Overbank velocities and shear values are all relatively low and benign in terms of erosion potential.

Downstream of the crossing, channel velocities again supersede shear stress in terms of erosion potential. Proposed condition velocities are generally slightly less than existing within the channel but are still high enough to move very large material. The exit face of the crossing has similar high velocity conditions as those within the crossing, thus only large armourstone or very large boulder mitigation should carry past the face. The next cross-section downstream also shows relatively high velocities that fall in the range above 3m s-1 for less frequent events above the 10yr. Overbank velocities in the natural flood plain downstream of the crossing are less problematic and fall under the threshold acceptable for high density vegetation for all but the Regional storm. Velocities under 1.2m s-1 and shear under 40N m-2 are acceptable for high vegetation stem and rooting density with values respectively 50% and 100% higher acceptable for very dense vegetative cover (Fischenich 2001). The degree of shading in the upstream left overbank does limit groundcover site specifically therefore some flood plain risk will occur to purely bare soils without rooting reinforcement.

The 3m s-1 threshold is relatively significant because it represents the stability threshold for stone in the large to very large cobble range of 20-25cm. This size range visually appears to be a relative average to above average condition of observable bedload volume seen in bars both upstream and downstream, and bedform riffles downstream. Quantitatively, the sizing would arguably represent the D50-D84 range which is considered the fulcrum range for dynamic stability in natural channels. As a result, the range of high velocities above 3m s-1 will result in significant transport of the noted stone size range. In qualitative terms the actual velocity rate becomes less significant over the threshold. The initiation of transport of the D50-D84 range is functionally similar even if velocities increase under a future scenario, because nearly the full range of event velocities is already above thresholds in existing conditions. The increases seen in

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

modelling (i.e. upstream) may not arguably increase erosion potential because they are increases from existing rates that may already exceed the threshold for dominant sizes of channel material. Nonetheless, risk clearly occurs even under existing conditions and the range of velocities determined from modelling would be recommended to be fully considered in association with the scour risk potential directly through the crossing.

Site observations downstream of the crossing also confirm specific localized erosion problems. The easterly bank below the existing crossing wing wall limit displays a lack of vegetation cover, failing trees, previous ad hoc placement of concrete debris, and an extended erosion scar adjacent to the radio station property on the easterly terrace. The planform alignment of the main branch from upstream of the crossing through the crossing and downstream shows that the main velocity thread of peak flows is generally directed to an apex of the easterly bank. It would be recommended that the erosion problem on the easterly bank be addressed concurrently with the opportunity afforded by the trail project. Appended photos show the described erosion conditions. Protective works would need to be sized to an acceptable design standard with due consideration of the velocity regime. Works would need to be integrated with the crossing and may necessitate consideration of bed treatment. Fish habitat and fish passage would need to be confirmed through design. Softening techniques through bioengineering and planting would be recommended with hard bank treatments.

Additional Site Observations

In addition to the analysis provided on specific risk factors, other observations over the linear extent of proposed trail alignment can be made. Starting at the upstream terminus and moving downstream the proposed trail will sit above the westerly concrete channelization wall that extends to the crossing (Aboud and Associates 2016, Amec Foster Wheeler 2017). Although the entire length of the wall was not inspected from river level, observations made from the top of the wall did not note any specific river related erosion concern along the wall itself. The foundation depth is not known, nor is the material the foundation is sitting on, but as noted in hydraulic review the overbank erosion indicators in the upstream areas above the flow contraction zone are relatively benign. Any opportunity to explore bed and subsurface geology conditions should nonetheless be explored for better understanding. This would explicitly apply to the recommendation for investigation under the crossing itself which arguably could extend upstream westerly to check the wall tie-in area to the crossing structure. The trail alignment will also nonetheless be subject to geotechnical recommendations at the interface between river wall and toe of slope.

The trail alignment downstream of the bridge is seen to have multiple options in preliminary plans (Aboud and Associates 2016, Amec Foster Wheeler 2017). South

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

Option 3 represents the closest alignment to the river before proceeding up the valley slope. This alignment will thus be the moist susceptible to the flow expansion on the west side of the river and may potentially encroach upon the secondary flow relief point already noted. Hydraulic analysis of Option 3 shows minor impacts. Minor encroachment will not necessarily have any impact on relief flows and geomorphic function but rather the physical impact of these flows to the trail should be considered. Raising the trail to an agreed upon design flood event height and treating the exposed edge would be recommended until elevation is gained on the valley slope. This would apply for the components of South Options 1, 2 and 4 closest to the crossing before they swing to higher elevation, depending on the exact nature of detailed design and transition through the crossing.

Conclusions

Geomorphic characterization for design support of a proposed riparian trail system, including a road crossing underpass, has been undertaken for the Speed River at Speedvale Avenue in the City of Guelph. Watershed and watercourse parameters applicable to the intent of the project have been determined to an appropriate level of detail. Channel forming bankfull flow is targeted as 87m3 s-1. Proposed opening width of 29.1m is constrained by existing conditions but is deemed adequate under the circumstances of upstream channelization and accommodation of bankfull flows. Scour risk at return event peak flows is relatively high based on high to very high velocities through the structure and upstream and downstream in the flow contraction and expansion zones. Consideration for integrated scour protection of the Speedvale Avenue crossing and the proposed trail structure under the crossing should be made. Confirmation of existing channel bed and native underlying geology is recommended towards design of scour protection. The easterly downstream bank in the flow expansion zone is susceptible to ongoing erosion and should also be considered for treatment integrated with the crossing. Fish habitat mitigation will be required for any proposed in water works. Trail alignment on the downstream side should be elevated and protected to a suitable design flow and elevation.

Prepared by,

Bill de Geus, B.Sc., CET, CPESC, EP AquaLogic Consulting

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Geomorphic Characterization Speed River, Speedvale Avenue Underpass & Trail

References

Aboud and Associates. 2016. Speedvale Bridge Underpass & Multi-Use Trail Linkage Project, City of Guelph. Preliminary Plans dated April 2016.

Amec Foster Wheeler. 2017. Speedvale Avenue East Underpass and Multi-Use Trail - Hydraulic Assessment. Memo to J. Pathak, City of Guelph, May 12, 2017. Incl. 3 Drawings.

http://www.arcgis.com/home/webmap/viewer.html (March 2017)

Chapman, L.J., and D.F. Putnam. 1984. The Physiography of Southern Ontario: Ontario Geological Survey, Special Volume 2.

Chapman. L.J., and D.F. Putnam. 1984. Physiography of Southern Ontario: Ontario Geological Survey, Map P.2715. Scale 1:600,000.

Fischenich, C. 2001. Stability Thresholds for Stream Restoration Materials. EMRRP Technical Notes Collection (ERDC TN-EMRRP-SR-29), U.S. Army Engineer Research and Development Center, Vicksburg, MS.

Google Earth 7.1.8.3036. 43°33’37”N 80°15’59”W (March 2017)

Ontario Ministry of Natural Resources (OMNR), Water Resources Section. 2002. Technical Guide - River & Stream Systems: Erosion Hazard Limit.

Ontario Ministry of Transportation (MTO). 2008. Highway Drainage Design Standards.

Water Survey of Canada. 2017. Gauge station records: Speed River Below Guelph 02GA015, 1950-2016; Speed River Near Armstrong Mills 02GA040, 1973-2016.

Weinstein Leeming & Associates, Brad Johnson & Associates, Natale Scott Browne Associates, Dougan & Associates, Peter Stokes Consulting Restoration Architect, Cosburn Patterson Wardman Limited, University of Guelph Landscape Research Group, Thompson Rogers Barristers & Solicitors. 1993. City of Guelph, River Systems Management Study, Final Report. June 1993.

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Speed River Speedvale Avenue East Underpass and Multi-Use Trail Linkage Photo Inventory

east bank erosion site downstream of the crossing (dtilitbl)(see detail picture below) flow contraction perspective into the crossing

oblique air photo 2016 summer, tree failure and showing low flow LWD deposition medial bars, some over existing wall with vegetation into the low flow

concrete wall high flow relief channel, low flow channelization on April 2016 air photo backwater both banks

low flow (2006) showing extensive deposition, bar forms, and braided channel, both upstream and downstream

east bank erosion site downstream of the crossing GEO-RAP v.1.2 Rapid Assessment Protocol Model

Project: Speed River Speedvale Avenue East Underpass and Multi-Use Trail Linkage B. de Geus 03.12 Downstream of Crossing

1) Rapid Geomorphic Assessment (RGA)

Lobate bar 1 Fallen/leaning trees/fence posts etc. 1 n n Coarse material in riffles embedded Occurrence of Large Organic Debris 1 Siltation in pools Exposed tree roots 1 Medial bars 1 Basal scour on inside meander bends Accretion on point bars Basal scour on both sides of channel through riffle

Aggradatio Poor longitudinal sorting of bed materials 1 Gabion baskets/concrete walls etc. out flanked

Deposition in the overbank zone 1Widening Length of basal scour >50% through subject reach n/7 = 0.57 Exposed length of previously buried pipe/cable etc. Exposed bridge footing(s) Fracture lines along top of bank Exposed sanitary/storm sewer/pipeline etc. Exposed building foundation Elevated stormsewer outfall(s) n/10 = 0.30 Undermined gabion baskets/concrete aprons etc. Formation of chute(s) 1 Scour pools d/s of culverts/stormsewer outlets 1 Single thread channel to multiple channel Cut face on bar forms Evolution of pool-riffle form to low bed relief form ric Form egradation t Head cutting due to knick point migration t Cut- off channel(s) D D Terrace cut through older bar material Formation of island(s) 1 Suspended armour layer visible in bank Thalweg alignment out of phase meander form 1 Channel worn into undisturbed overburden/bedrockPlanime Bar forms poorly formed/reworked/removed 1 n/10 = 0.10 n/7 = 0.57 STABILITY INDEX (SI) = (A + D + W + P) / 4 = 0.39 SI < 0.2 In Regime 0.2 < SI < 0.4 Transitional SI > 0.4 In Adjustment 100 - (100*SI) = 61.4

2) Rapid Habitat Assessmemt (RHA)

Riffle Run Channel Type Glide Pool Channel Type Optimal Good Fair Poor Optimal Good Fair Poor Epifaunal Substrate / Available Cover 15 20--16 15-11 10-6 5-0 Epifaunal Substrate / Available Cover 16 20--16 15-11 10-6 5-0 Embeddedness 12 20--16 15-11 10-6 5-0 Pool Substrate Characterization 6 20--16 15-11 10-6 5-0 Velocity / Depth Regime 18 20--16 15-11 10-6 5-0 Pool Variability 9 20--16 15-11 10-6 5-0 Sediment Deposition 10 20--16 15-11 10-6 5-0 Sediment Deposition 6 20--16 15-11 10-6 5-0 Channel Flow Status 16 20--16 15-11 10-6 5-0 Channel Flow Status 10 20--16 15-11 10-6 5-0 Channel Alteration 14 20--16 15-11 10-6 5-0 Channel Alteration 6 20--16 15-11 10-6 5-0 Frequency of Riffles 14 20--16 15-11 10-6 5-0 Channel Sinuosity 6 20--16 15-11 10-6 5-0 Bank Stability u/s L 6 10-8 7-6 5-3 2-0 Bank Stability u/s L 8 10-8 7-6 5-3 2-0 u/s R 6 10-8 7-6 5-3 2-0 u/s R 8 10-8 7-6 5-3 2-0 Vegetative Protection u/s L 9 10-8 7-6 5-3 2-0 Vegetative Protection u/s L 9 10-8 7-6 5-3 2-0 u/s R 2 10-8 7-6 5-3 2-0 u/s R 9 10-8 7-6 5-3 2-0 Riparian Vegetation Zone Width u/s L 9 10-8 7-6 5-3 2-0 Riparian Vegetation Zone Width u/s L 9 10-8 7-6 5-3 2-0 u/s R 2 10-8 7-6 5-3 2-0 u/s R 9 10-8 7-6 5-3 2-0 /200 133 /200 111 /100 66.5 Optimal Good Fair Poor /100 55.5 Optimal Good Fair Poor 100-78 77-53 52-28 27-0 100-78 77-53 52-28 27-0

3) Rapid Stream Assessment Technique (RSAT) Combined Assessment

Optimal Good Fair Poor Channel Stability 6 11-9 8-6 5-3 2-0 Riffle Run Channel Type Channel Scouring/Deposition 6 8-7 6-5 4-3 2-0 Physical Instream Habitat 7 878-7 656-5 434-3 202-0 (RGA + RHA + RSAT) / 3 = 67. 3 Optimal Good Fair Poor Water Quality 6 8-7 6-5 4-3 2-0 100-80 80-56 55-30 29-0 Riparian Habitat Conditions 5 7-6 5-4 3-2 1-0 Biological Indicators 7 8-7 6-5 4-3 2-0 Glide Pool Channel Type /50 37 /100 74.0 Optimal Good Fair Poor (RGA + RHA + RSAT) / 3 = 64 Optimal Good Fair Poor 100-83 82-59 58-31 30-0 100-80 80-56 55-30 29-0

Looking downstream from Speedvale Avenue

References 1) Ontario Ministry of Environment and Energy. 2003. Stormwater Management Planning and Design Manual. Appendix C. 2) USEPA. 2004. Wadeable Stream Assessment: Field Operations Manual. EPA841-B-04-004. U.S. Environmental Protection Agency, Office of Water and Office of Research and Development, Washington, DC. 3) Galli, J., 1996. Rapid stream assessment technique, field methods. Metropolitan Washington Council of Governments. GEO-RAP v.1.2 Rapid Assessment Protocol Model

Project: Speed River Speedvale Avenue East Underpass and Multi-Use Trail Linkage B. de Geus 03.12 Upstream of Crossing

1) Rapid Geomorphic Assessment (RGA)

Lobate bar 1 Fallen/leaning trees/fence posts etc. n n Coarse material in riffles embedded Occurrence of Large Organic Debris 1 Siltation in pools 1 Exposed tree roots Medial bars 1 Basal scour on inside meander bends Accretion on point bars 1 Basal scour on both sides of channel through riffle

Aggradatio Poor longitudinal sorting of bed materials 1 Gabion baskets/concrete walls etc. out flanked

Deposition in the overbank zoneWidening Length of basal scour >50% through subject reach n/7 = 0.71 Exposed length of previously buried pipe/cable etc. Exposed bridge footing(s) Fracture lines along top of bank Exposed sanitary/storm sewer/pipeline etc. Exposed building foundation Elevated stormsewer outfall(s) n/10 = 0.10 Undermined gabion baskets/concrete aprons etc. Formation of chute(s) Scour pools d/s of culverts/stormsewer outlets 1 Single thread channel to multiple channel 1 Cut face on bar forms Evolution of pool-riffle form to low bed relief form 1 ric Form egradation t Head cutting due to knick point migration t Cut- off channel(s) D D Terrace cut through older bar material Formation of island(s) 1 Suspended armour layer visible in bank Thalweg alignment out of phase meander form 1 Channel worn into undisturbed overburden/bedrockPlanime Bar forms poorly formed/reworked/removed n/10 = 0.10 n/7 = 0.57 STABILITY INDEX (SI) = (A + D + W + P) / 4 = 0.37 SI < 0.2 In Regime 0.2 < SI < 0.4 Transitional SI > 0.4 In Adjustment 100 - (100*SI) = 62.9

2) Rapid Habitat Assessmemt (RHA)

Riffle Run Channel Type Glide Pool Channel Type Optimal Good Fair Poor Optimal Good Fair Poor Epifaunal Substrate / Available Cover 6 20--16 15-11 10-6 5-0 Epifaunal Substrate / Available Cover 16 20--16 15-11 10-6 5-0 Embeddedness 10 20--16 15-11 10-6 5-0 Pool Substrate Characterization 6 20--16 15-11 10-6 5-0 Velocity / Depth Regime 7 20--16 15-11 10-6 5-0 Pool Variability 9 20--16 15-11 10-6 5-0 Sediment Deposition 7 20--16 15-11 10-6 5-0 Sediment Deposition 6 20--16 15-11 10-6 5-0 Channel Flow Status 18 20--16 15-11 10-6 5-0 Channel Flow Status 10 20--16 15-11 10-6 5-0 Channel Alteration 1 20--16 15-11 10-6 5-0 Channel Alteration 6 20--16 15-11 10-6 5-0 Frequency of Riffles 3 20--16 15-11 10-6 5-0 Channel Sinuosity 6 20--16 15-11 10-6 5-0 Bank Stability u/s L 6 10-8 7-6 5-3 2-0 Bank Stability u/s L 8 10-8 7-6 5-3 2-0 u/s R 6 10-8 7-6 5-3 2-0 u/s R 8 10-8 7-6 5-3 2-0 Vegetative Protection u/s L 0 10-8 7-6 5-3 2-0 Vegetative Protection u/s L 9 10-8 7-6 5-3 2-0 u/s R 0 10-8 7-6 5-3 2-0 u/s R 9 10-8 7-6 5-3 2-0 Riparian Vegetation Zone Width u/s L 0 10-8 7-6 5-3 2-0 Riparian Vegetation Zone Width u/s L 9 10-8 7-6 5-3 2-0 u/s R 0 10-8 7-6 5-3 2-0 u/s R 9 10-8 7-6 5-3 2-0 /200 64 /200 111 /100 32.0 Optimal Good Fair Poor /100 55.5 Optimal Good Fair Poor 100-78 77-53 52-28 27-0 100-78 77-53 52-28 27-0

3) Rapid Stream Assessment Technique (RSAT) Combined Assessment

Optimal Good Fair Poor Channel Stability 6 11-9 8-6 5-3 2-0 Riffle Run Channel Type Channel Scouring/Deposition 3 8-7 6-5 4-3 2-0 Physical Instream Habitat 3 878-7 656-5 434-3 202-0 (RGA + RHA + RSAT) / 3 = 48. 3 Optimal Good Fair Poor Water Quality 6 8-7 6-5 4-3 2-0 100-80 80-56 55-30 29-0 Riparian Habitat Conditions 3 7-6 5-4 3-2 1-0 Biological Indicators 4 8-7 6-5 4-3 2-0 Glide Pool Channel Type /50 25 /100 50.0 Optimal Good Fair Poor (RGA + RHA + RSAT) / 3 = 56 Optimal Good Fair Poor 100-83 82-59 58-31 30-0 100-80 80-56 55-30 29-0

Looking upstream from Speedvale Avenue

Crossing Width Opening Sizing

bankfull width field measurements watercourse (m)

Speed River 20-25m (air photo surrogate d/s reach)

recommended minimum existing watercourse bankfull width erosion allowance opening width opening width (m) (m) (m) (m) Speed River e.g.1 20.0 + (2 x 3.5m) = 27 24.4 e.g.2 25.0 + (2 x 3.5m) = 32

closest upstream closest downstream existing width existing width (m) (m) n/a n/a

Range of Suggested Toe Erosion Allowances No Evidence of Active Erosion or Evidence of Active Erosion or Bankfull Flow Velocity < Bankfull Flow Velocity > Competent Flow Velocity Competent Flow Velocity Bankfull Width Native Soil Structure <5m 5-30m >30m Hard Rock (granite) 0-2m 0m0m 1m

Soft Rock (shale, limestone), 2-5m 0m 1m 2m Cobbles, Boulders Stiff/Hard Cohesive Soil (clays, 5-8m 1m 2m 4m clay s ilt), C oarse G ranul ar ( gravel s) , Till Soft/Firm Cohesive Soil, Loose 8-15m 1-2m 5m 7m Granular (sand, silt), Fill i) Where a combination of different native soil structures occurs, the greater or largest range of applicable to erosion allowances for the materials found at the site should be applied ii) Active Erosion is defined as: bank material is exposed directly to stream flow under normal or flood flow conditions where undercutting, over-steepening, slumping of a bank or down stream sediment loading is occurring. An area may have erosion but there may not be evidence of 'active erosion' either as a result of well rooted vegetation or as a result of a condition of net sediment deposition. The area may still suffer erosion at some point in the future as a result of shifting of the channel iii) Competent Flow Velocity is the flow velocity that the bed material in the stream can support without resulting in erosion or scour (OMNR 2002) GEO-ROX v.1.6 Rock Size Treatment Model

Project: Speed River Speedvale Avenue East Underpass and Multi-Use Trail Linkage

Required Scour Protection Treatment B. de Geus 01.11

Threshold Velocity Threshold Shear Stress USDA Isbash Method Newbury-Fischenich Method

Notation: Input: -2 calc (N m ) 70.0

Vi = Isbash velocity Shear pulse adjustment factor (Fs) 2.5

W = average rock weight Dcrit (gr-co) (cm) 17.15

g (kg m-3) River stone gradation and sub-pavement depth:

dolomite 2900 low turbulence Q high turbulence Q granite 2800 lower limit (cm) upper limit (cm)

limestone 2650 D100 17.2 34.3

pure shale 2400 D85 14.9 30.9

calcareous shale 2600 D50 11.4 17.2

sandstone 2500 D30 6.9 12.0

D15 3.4 8.6

Input: sub-pavement depth 22.9 34.3

design storm frequency 100yr -1 mean channel velocity (Vmean)4.45m s Angular gradation and sub-pavement depth:

Isbash adjustment factor (Fv)1.15 density of rock (g) 2650 kg m-3 low turbulence Q high turbulence Q lower limit (cm) upper limit (cm)

D100 15.4 30.9

Vi W required D85 13.4 27.8 -1 5.12 m s 1200.6 kg D50 10.3 15.4

D30 6.2 10.8

D15 3.1 7.7 Equivalent average diameters: sub-pavement depth 20.6 30.9

D50 cube 76.8 cm 30.2 inches

D50 river stone 95.3 cm 37.5 inches

D50 angular 86.0 cm 33.9 inches Dimensionless Shear Shields-Rosgen Method (C3-C4 channel type)

River stone gradation and sub-pavement depth: River stone gradation and sub-pavement depth:

low turbulence Q high turbulence Q low turbulence Q high turbulence Q lower limit (cm) upper limit (cm) lower limit (cm) upper limit (cm)

D100 142.9 190.6 D100 92.5 123.3

D85 123.9 171.5 D85 80.1 110.9

D50 95.3 142.9 D50 61.6 92.5

D30 57.2 66.7 D30 37.0 43.1

D15 28.6 47.6 D15 18.5 30.8

sub-pavement depth 190.6 285.9 sub-pavement depth 123.3 184.9

Angular gradation and sub-pavement depth: Angular gradation and sub-pavement depth:

low turbulence Q high turbulence Q low turbulence Q high turbulence Q lower limit (cm) upper limit (cm) lower limit (cm) upper limit (cm)

D100 129.1 172.1 D100 83.5 111.3

D85 111.9 154.9 D85 72.4 100.2

D50 86.0 129.1 D50 55.7 83.5

D30 51.6 60.2 D30 33.4 39.0

D15 25.8 43.0 D15 16.7 27.8

sub-pavement depth 172.1 258.1 sub-pavement depth 111.3 167.0

1 of 1 Speed River Shown for Bridge and Two Sections U/S & D/S Speedvale Avenue East Underpass and Multi-Use Trail Linkage increase from 'existing' decrease or same as 'existing' Erosion Indicator Summary from HEC-RAS 100yr velocities for scour analysis

River Sta Profile Plan Q Total W.S. Elev Top Width Froude Chl Vel Left Vel Chnl Vel Right Shear LOB Shear Chan Shear ROB (m3/s) (m) (m) # (m/s) (m/s) (m/s) (N/m2) (N/m2) (N/m2)

27294 2 YEAR Existing 94 324.45 51.19 0.54 0.27 1.77 0.19 4.43 26.95 2.6 27294 2 YEAR South 4 94 324.45 51.2 0.54 0.27 1.77 0.19 4.43 26.93 2.6 27294 5 YEAR Existing 129 324.7 56.95 0.55 0.31 1.98 0.27 5.38 31.44 4.51 27294 5 YEAR South 4 129 324.7 56.96 0.54 0.31 1.98 0.27 5.38 31.42 4.51 27294 10 YEAR Existing 152 324.86 60.95 0.54 0.35 2.08 0.33 6.51 33.55 5.89 27294 10 YEAR South 4 152 324.86 60.91 0.54 0.35 2.09 0.33 6.52 33.63 5.89 27294 20 YEAR Existing 175 325.01 65.73 0.54 0.39 2.16 0.36 7.59 34.97 6.75 27294 20 YEAR South 4 175 325 64.88 0.54 0.39 2.18 0.37 7.65 35.49 7.07 27294 50 YEAR Existing 205 325.2 82.12 0.53 0.44 2.26 0.33 8.9 36.8 5.84 27294 50 YEAR South 4 205 325.19 81.32 0.53 0.44 2.27 0.33 8.97 37.27 5.91 27294 100 YEAR Existing 228 325.35 96.59 0.52 0.47 2.3 0.34 9.65 37.25 6.1 27294 100 YEAR South 4 228 325.34 94.9 0.53 0.47 2.32 0.35 9.78 38.01 6.21 27294 REG ORIG Existing 542 327.83 298.28 0.25 0.32 1.69 0.46 3.5 15.3 6.21 27294 REG ORIG South 4 542 327.63 284.2 0.28 0.35 1.83 0.48 4.32 18.2 7.03 27294 REG GRHS Existing 480 327.26 271.34 0.31 0.35 1.91 0.46 4.56 20.46 6.8 27294 REG GRHS South 4 480 327.11 265.94 0.34 0.37 2.06 0.47 5.3 24.15 7.36

27147 2 YEAR Existing 94 323.82 38.73 0.74 0.2 2.38 0.33 3.33 49.07 7.13 27147 2 YEAR South 4 94 323.81 38.72 0.74 0.2 2.38 0.33 3.32 49.28 7.13 27147 5 YEAR Existing 129 324.1 40.99 0.71 0.3 2.57 0.41 5.85 53.15 9.72 27147 5 YEAR South 4 129 324.09 40.9 0.72 0.3 2.59 0.42 5.89 53.77 9.83 27147 10 YEAR Existing 152 324.3 43.74 0.68 0.36 2.63 0.45 7.48 52.9 10.52 27147 10 YEAR South 4 152 324.23 42.82 0.72 0.35 2.75 0.46 7.63 58.82 11.25 27147 20 YEAR Existing 175 324.5 46.45 0.65 0.42 2.67 0.49 9.15 52.29 11.73 27147 20 YEAR South 4 175 324.41 45.16 0.7 0.42 2.83 0.5 9.55 59.84 12.7 27147 50 YEAR Existing 205 324.68 54.07 0.65 0.49 2.82 0.44 11.42 56.56 9.7 27147 50 YEAR South 4 205 324.63 51.88 0.68 0.49 2.9 0.46 11.77 60.48 10.64 27147 100 YEAR Existing 228 324.87 61.89 0.62 0.53 2.84 0.45 12.57 55.67 9.8 27147 100 YEAR South 4 228 324.8 59.14 0.66 0.53 2.94 0.46 13.12 60.24 10.38 27147 REG ORIG Existing 542 327.76 296.76 0.27 0.38 1.86 0.52 4.65 17.89 7.46 27147 REG ORIG South 4 542 327.54 281.63 0.29 0.39 2.02 0.56 5.18 21.41 8.88 27147 REG GRHS Existing 480 327.16 250.69 0.32 0.38 2.08 0.55 5.24 23.29 9.04 27147 REG GRHS South 4 480 326.99 230.98 0.35 0.42 2.23 0.58 6.28 27.11 10.07

27110 2 YEAR Existing 94 323.66 39.66 0.71 0.2 2.31 0.2 3.37 46 3.27 27110 2 YEAR South 4 94 323.66 39.62 0.71 0.2 2.31 0.2 3.33 46.38 3.22 27110 5 YEAR Existing 129 323.99 43.39 0.65 0.37 2.41 0.37 7.85 46.01 7.9 27110 5 YEAR South 4 129 323.98 43.27 0.66 0.37 2.43 0.37 7.88 46.81 7.93 27110 10 YEAR Existing 152 324.22 46.9 0.61 0.44 2.43 0.41 9.58 44.49 8.72 27110 10 YEAR South 4 152 324.13 45.47 0.66 0.44 2.58 0.42 10.18 51.2 9.45 27110 20 YEAR Existing 175 324.44 50.29 0.58 0.48 2.45 0.45 10.76 43.44 9.74 27110 20 YEAR South 4 175 324.32 48.45 0.64 0.5 2.63 0.46 11.81 51.08 10.67 27110 50 YEAR Existing 205 324.63 57.98 0.58 0.38 2.6 0.48 7.48 47.31 10.69 27110 50 YEAR South 4 205 324.57 53.61 0.61 0.53 2.68 0.5 11.3 50.75 11.55 27110 100 YEAR Existing 228 324.82 70.34 0.56 0.35 2.62 0.49 6.46 46.49 10.68 27110 100 YEAR South 4 228 324.75 65.82 0.59 0.36 2.72 0.51 6.93 50.69 11.51 27110 REG ORIG Existing 542 327.75 320.67 0.25 0.37 1.8 0.49 4.37 16.54 6.7 27110 REG ORIG South 4 542 327.53 299.86 0.28 0.4 1.95 0.52 5.11 19.84 7.72 27110 REG GRHS Existing 480 327.15 272.77 0.3 0.38 2.02 0.51 5.07 21.82 7.77 27110 REG GRHS South 4 480 326.97 244.93 0.33 0.42 2.16 0.53 6.18 25.3 8.6

27085 2 YEAR Existing 94 323.59 39.4 0.63 0.12 2.11 0.12 1.43 37.8 1.4 27085 2 YEAR South 4 94 323.59 39.37 0.64 0.12 2.12 0.11 1.37 38.21 1.34 27085 5 YEAR Existing 129 323.95 41.04 0.58 0.3 2.21 0.29 5.3 37.67 5.18 27085 5 YEAR South 4 129 323.94 40.98 0.58 0.3 2.22 0.29 5.3 38.38 5.18 27085 10 YEAR Existing 152 324.19 43.09 0.54 0.31 2.24 0.36 5.26 36.9 6.71 27085 10 YEAR South 4 152 324.09 42.09 0.59 0.32 2.38 0.36 5.9 42.65 7.01 27085 20 YEAR Existing 175 324.41 46.04 0.52 0.32 2.28 0.41 5.39 36.7 7.84 27085 20 YEAR South 4 175 324.28 44.01 0.57 0.35 2.44 0.41 6.58 43.08 8.46 27085 50 YEAR Existing 205 324.6 56.55 0.53 0.26 2.43 0.46 3.99 40.56 9.53 27085 50 YEAR South 4 205 324.53 52.31 0.55 0.27 2.51 0.47 4.44 43.68 9.96 27085 100 YEAR Existing 228 324.8 68.63 0.51 0.3 2.46 0.48 4.84 40.23 9.8 27085 100 YEAR South 4 228 324.72 64.34 0.54 0.29 2.55 0.49 4.75 43.83 10.6 27085 REG ORIG Existing 542 327.75 359.04 0.24 0.36 1.73 0.42 4.09 15.29 5.2 27085 REG ORIG South 4 542 327.53 330.6 0.27 0.39 1.88 0.45 4.86 18.31 5.97 27085 REG GRHS Existing 480 327.15 287.01 0.28 0.39 1.93 0.43 5.08 19.67 5.94 27085 REG GRHS South 4 480 326.97 252.67 0.31 0.42 2.04 0.5 5.81 22.23 7.56

Page 1 of 6 River Sta Profile Plan Q Total W.S. Elev Top Width Froude Chl Vel Left Vel Chnl Vel Right Shear LOB Shear Chan Shear ROB (m3/s) (m) (m) # (m/s) (m/s) (m/s) (N/m2) (N/m2) (N/m2)

27060 2 YEAR Existing 94 323.56 42.68 0.54 0.11 1.85 0.08 1.12 28.48 0.69 27060 2 YEAR South 4 94 323.55 42.63 0.54 0.1 1.86 0.07 1.08 28.83 0.63 27060 5 YEAR Existing 129 323.94 45.77 0.49 0.26 1.93 0.26 3.95 28.33 3.86 27060 5 YEAR South 4 129 323.92 45.66 0.5 0.26 1.95 0.25 3.95 28.87 3.85 27060 10 YEAR Existing 152 324.19 53.81 0.46 0.19 1.96 0.32 2.35 27.85 5.14 27060 10 YEAR South 4 152 324.08 49.4 0.51 0.19 2.09 0.31 2.6 32.22 5.32 27060 20 YEAR Existing 175 324.42 63.09 0.44 0.24 1.99 0.37 3.34 27.6 6.22 27060 20 YEAR South 4 175 324.28 57.81 0.49 0.23 2.14 0.37 3.22 32.5 6.55 27060 50 YEAR Existing 205 324.61 73.38 0.45 0.28 2.12 0.42 4.19 30.22 7.63 27060 50 YEAR South 4 205 324.55 69.17 0.47 0.29 2.19 0.43 4.41 32.58 7.97 27060 100 YEAR Existing 228 324.82 86.46 0.43 0.31 2.13 0.45 4.68 29.83 8.12 27060 100 YEAR South 4 228 324.74 81.44 0.46 0.31 2.21 0.46 4.85 32.49 8.61 27060 REG ORIG Existing 542 327.75 376.35 0.23 0.34 1.66 0.35 3.7 13.89 3.86 27060 REG ORIG South 4 542 327.52 353.08 0.25 0.36 1.81 0.36 4.29 16.8 4.27 27060 REG GRHS Existing 480 327.15 279.68 0.26 0.37 1.81 0.39 4.59 17.27 4.84 27060 REG GRHS South 4 480 326.97 253.91 0.29 0.4 1.93 0.41 5.33 19.73 5.43

27030 2 YEAR Existing 94 323.57 53.35 0.36 0.06 1.33 0.06 0.35 14.1 0.37 27030 2 YEAR South 4 94 323.56 53.27 0.37 0.05 1.33 0.06 0.32 14.26 0.34 27030 5 YEAR Existing 129 323.96 58.78 0.34 0.16 1.41 0.19 1.53 14.63 2.09 27030 5 YEAR South 4 129 323.95 58.66 0.34 0.16 1.42 0.19 1.53 14.88 2.05 27030 10 YEAR Existing 152 324.22 69.64 0.33 0.14 1.44 0.26 1.31 14.66 3.19 27030 10 YEAR South 4 152 324.11 65.61 0.35 0.13 1.53 0.25 1.13 16.73 3.19 27030 20 YEAR Existing 175 324.45 78.35 0.32 0.19 1.48 0.3 2 14.76 3.9 27030 20 YEAR South 4 175 324.32 74.57 0.35 0.17 1.57 0.3 1.79 17.1 4.12 27030 50 YEAR Existing 205 324.65 91.45 0.32 0.22 1.57 0.35 2.36 16.3 4.79 27030 50 YEAR South 4 205 324.59 88.11 0.34 0.21 1.62 0.35 2.37 17.45 4.98 27030 100 YEAR Existing 228 324.86 103.61 0.31 0.24 1.6 0.37 2.72 16.3 5.17 27030 100 YEAR South 4 228 324.79 98.85 0.33 0.24 1.65 0.38 2.81 17.59 5.44 27030 REG ORIG Existing 542 327.76 371.07 0.19 0.29 1.37 0.35 2.54 9.43 3.43 27030 REG ORIG South 4 542 327.54 352.23 0.2 0.3 1.48 0.38 2.84 11.12 4.05 27030 REG GRHS Existing 480 327.17 291.92 0.21 0.3 1.47 0.36 2.95 11.26 3.9 27030 REG GRHS South 4 480 326.99 263.03 0.23 0.32 1.55 0.37 3.43 12.63 4.25

27004 2 YEAR Existing 94 323.57 63.91 0.29 0.05 1.06 0.04 0.23 8.94 0.16 27004 2 YEAR South 4 94 323.57 63.78 0.29 0.04 1.07 0.03 0.21 9.03 0.14 27004 5 YEAR Existing 129 323.97 70.88 0.27 0.15 1.14 0.14 1.23 9.39 1.19 27004 5 YEAR South 4 129 323.96 70.66 0.27 0.15 1.14 0.14 1.22 9.55 1.18 27004 10 YEAR Existing 152 324.23 80.29 0.26 0.15 1.17 0.18 1.25 9.5 1.64 27004 10 YEAR South 4 152 324.12 76.02 0.28 0.16 1.23 0.18 1.37 10.77 1.67 27004 20 YEAR Existing 175 324.46 91.87 0.25 0.17 1.2 0.21 1.45 9.65 2.04 27004 20 YEAR South 4 175 324.34 86.2 0.28 0.17 1.27 0.21 1.49 11.1 2.1 27004 50 YEAR Existing 205 324.67 105.03 0.26 0.19 1.28 0.26 1.73 10.69 2.72 27004 50 YEAR South 4 205 324.61 102.54 0.27 0.19 1.32 0.26 1.71 11.41 2.76 27004 100 YEAR Existing 228 324.88 113.27 0.25 0.22 1.3 0.28 2.08 10.75 3.11 27004 100 YEAR South 4 228 324.8 110.33 0.26 0.22 1.34 0.29 2.12 11.56 3.21 27004 REG ORIG Existing 542 327.77 370.01 0.16 0.25 1.17 0.33 1.96 6.87 2.89 27004 REG ORIG South 4 542 327.55 354.63 0.17 0.26 1.26 0.35 2.16 8 3.36 27004 REG GRHS Existing 480 327.18 315.88 0.18 0.25 1.25 0.35 2.07 8.14 3.4 27004 REG GRHS South 4 480 327.01 285.75 0.19 0.27 1.32 0.37 2.37 9.06 3.78

26972 2 YEAR Existing 94 323.57 73.41 0.23 0.04 0.88 0.04 0.14 6.04 0.14 26972 2 YEAR South 4 94 323.56 73.25 0.23 0.03 0.89 0.03 0.13 6.1 0.13 26972 5 YEAR Existing 129 323.97 81.99 0.22 0.12 0.95 0.14 0.81 6.48 0.98 26972 5 YEAR South 4 129 323.96 81.81 0.22 0.12 0.96 0.13 0.8 6.58 0.97 26972 10 YEAR Existing 152 324.23 89.36 0.21 0.13 0.98 0.18 0.89 6.61 1.49 26972 10 YEAR South 4 152 324.12 86.11 0.23 0.13 1.03 0.18 0.94 7.47 1.48 26972 20 YEAR Existing 175 324.47 98.66 0.21 0.14 1.01 0.21 1 6.78 1.84 26972 20 YEAR South 4 175 324.34 92.83 0.23 0.15 1.07 0.21 1.13 7.75 1.92 26972 50 YEAR Existing 205 324.67 110.04 0.22 0.16 1.09 0.24 1.18 7.59 2.28 26972 50 YEAR South 4 205 324.61 106.93 0.22 0.16 1.11 0.25 1.21 8.07 2.36 26972 100 YEAR Existing 228 324.88 119.76 0.21 0.18 1.11 0.26 1.38 7.71 2.5 26972 100 YEAR South 4 228 324.81 116.37 0.22 0.18 1.14 0.26 1.41 8.26 2.61 26972 REG ORIG Existing 542 327.77 388.14 0.14 0.22 1.03 0.31 1.5 5.22 2.48 26972 REG ORIG South 4 542 327.56 372.54 0.15 0.23 1.1 0.33 1.65 6.03 2.84 26972 REG GRHS Existing 480 327.18 338.02 0.15 0.22 1.09 0.33 1.55 6.08 2.81 26972 REG GRHS South 4 480 327.01 319.57 0.16 0.23 1.15 0.34 1.69 6.83 3.11

Page 2 of 6 River Sta Profile Plan Q Total W.S. Elev Top Width Froude Chl Vel Left Vel Chnl Vel Right Shear LOB Shear Chan Shear ROB (m3/s) (m) (m) # (m/s) (m/s) (m/s) (N/m2) (N/m2) (N/m2)

26928 2 YEAR Existing 94 323.56 77.21 0.2 0.03 0.79 0.01 0.09 4.8 0.03 26928 2 YEAR South 4 94 323.55 77.12 0.2 0.03 0.8 0.01 0.08 4.85 0.02 26928 5 YEAR Existing 129 323.96 82.27 0.2 0.1 0.86 0.1 0.61 5.26 0.56 26928 5 YEAR South 4 129 323.95 82.11 0.2 0.1 0.87 0.1 0.6 5.34 0.56 26928 10 YEAR Existing 152 324.22 90.18 0.19 0.11 0.89 0.11 0.67 5.43 0.65 26928 10 YEAR South 4 152 324.11 86.7 0.21 0.11 0.94 0.12 0.7 6.11 0.67 26928 20 YEAR Existing 175 324.46 96.06 0.19 0.13 0.93 0.15 0.85 5.62 1.04 26928 20 YEAR South 4 175 324.33 92.88 0.2 0.13 0.98 0.14 0.87 6.4 0.98 26928 50 YEAR Existing 205 324.67 102.18 0.2 0.15 1 0.19 1.07 6.34 1.44 26928 50 YEAR South 4 205 324.6 100.2 0.2 0.15 1.02 0.18 1.1 6.73 1.45 26928 100 YEAR Existing 228 324.88 108.66 0.19 0.17 1.02 0.21 1.21 6.51 1.7 26928 100 YEAR South 4 228 324.8 106.35 0.2 0.17 1.05 0.21 1.25 6.95 1.74 26928 REG ORIG Existing 542 327.77 400.92 0.13 0.21 0.98 0.27 1.3 4.75 1.93 26928 REG ORIG South 4 542 327.56 387.93 0.14 0.21 1.05 0.29 1.41 5.48 2.21 26928 REG GRHS Existing 480 327.18 346.92 0.15 0.2 1.03 0.28 1.32 5.48 2.17 26928 REG GRHS South 4 480 327.01 329.78 0.16 0.2 1.09 0.29 1.41 6.15 2.41

26882 2 YEAR Existing 94 323.55 75.69 0.19 0.02 0.76 0.01 0.06 4.29 0.03 26882 2 YEAR South 4 94 323.54 75.67 0.19 0.02 0.76 0.01 0.05 4.34 0.03 26882 5 YEAR Existing 129 323.95 76.56 0.19 0.09 0.83 0.06 0.49 4.84 0.29 26882 5 YEAR South 4 129 323.94 76.53 0.19 0.09 0.84 0.06 0.49 4.91 0.29 26882 10 YEAR Existing 152 324.21 83.09 0.18 0.07 0.87 0.07 0.36 5.07 0.36 26882 10 YEAR South 4 152 324.1 80.19 0.2 0.07 0.91 0.06 0.35 5.69 0.27 26882 20 YEAR Existing 175 324.45 89.7 0.18 0.1 0.91 0.11 0.53 5.32 0.64 26882 20 YEAR South 4 175 324.32 86.18 0.2 0.09 0.96 0.09 0.52 6.03 0.52 26882 50 YEAR Existing 205 324.66 97.83 0.19 0.11 0.98 0.15 0.67 6.07 1.03 26882 50 YEAR South 4 205 324.59 95.01 0.2 0.11 1 0.14 0.68 6.42 0.99 26882 100 YEAR Existing 228 324.87 106.37 0.19 0.13 1.01 0.18 0.82 6.28 1.31 26882 100 YEAR South 4 228 324.79 103.43 0.19 0.13 1.04 0.17 0.82 6.69 1.31 26882 REG ORIG Existing 542 327.77 432.6 0.13 0.19 0.99 0.26 1.18 4.86 1.86 26882 REG ORIG South 4 542 327.55 400.05 0.14 0.21 1.05 0.28 1.31 5.53 2.1 26882 REG GRHS Existing 480 327.17 350.3 0.14 0.19 1.04 0.27 1.24 5.53 2.05 26882 REG GRHS South 4 480 327 334.26 0.16 0.19 1.1 0.28 1.31 6.21 2.27

26836 2 YEAR Existing 94 323.51 55.79 0.25 1 7.51 26836 2 YEAR South 4 94 323.5 55.78 0.25 1.01 7.59 26836 5 YEAR Existing 129 323.91 56.11 0.25 0.05 1.11 0.07 0.25 8.6 0.39 26836 5 YEAR South 4 129 323.89 56.1 0.25 0.05 1.12 0.07 0.24 8.74 0.38 26836 10 YEAR Existing 152 324.16 58.53 0.24 0.07 1.16 0.08 0.36 9.08 0.45 26836 10 YEAR South 4 152 324.05 56.77 0.26 0.05 1.22 0.09 0.27 10.23 0.53 26836 20 YEAR Existing 175 324.4 63.78 0.24 0.11 1.22 0.1 0.75 9.59 0.61 26836 20 YEAR South 4 175 324.26 60.38 0.26 0.09 1.29 0.09 0.61 10.92 0.6 26836 50 YEAR Existing 205 324.6 70.93 0.25 0.13 1.32 0.13 0.97 11.05 0.98 26836 50 YEAR South 4 205 324.53 68.13 0.26 0.14 1.35 0.12 1.05 11.72 0.9 26836 100 YEAR Existing 228 324.81 80 0.25 0.15 1.36 0.16 1.18 11.48 1.33 26836 100 YEAR South 4 228 324.73 76.85 0.26 0.15 1.4 0.15 1.17 12.27 1.24 26836 REG ORIG Existing 542 327.74 426.94 0.17 0.24 1.26 0.35 1.79 7.8 3.18 26836 REG ORIG South 4 542 327.51 414.98 0.18 0.24 1.37 0.37 1.91 9.31 3.74 26836 REG GRHS Existing 480 327.13 338.48 0.19 0.23 1.35 0.36 1.9 9.35 3.63 26836 REG GRHS South 4 480 326.96 300.83 0.2 0.25 1.43 0.38 2.16 10.53 4.01

26791 2 YEAR Existing 94 323.34 32.01 0.46 0.03 1.83 0.18 25.56 26791 2 YEAR South 4 94 323.33 32 0.46 0.03 1.84 25.93 26791 5 YEAR Existing 129 323.71 32.4 0.46 0.14 2.04 0.11 1.54 29.73 1.12 26791 5 YEAR South 4 129 323.69 32.38 0.47 0.14 2.06 0.11 1.52 30.38 1.08 26791 10 YEAR Existing 152 323.95 32.66 0.46 0.19 2.14 0.17 2.29 31.43 1.92 26791 10 YEAR South 4 152 323.8 32.5 0.51 0.18 2.3 0.15 2.24 37.18 1.74 26791 20 YEAR Existing 175 324.17 34 0.46 0.2 2.24 0.18 2.46 33.34 2.23 26791 20 YEAR South 4 175 323.99 32.71 0.51 0.22 2.42 0.19 3.03 40.02 2.57 26791 50 YEAR Existing 205 324.32 41.71 0.49 0.24 2.47 0.16 3.51 39.79 1.85 26791 50 YEAR South 4 205 324.23 38.05 0.52 0.23 2.56 0.18 3.4 43.38 1.31 26791 100 YEAR Existing 228 324.52 46.66 0.49 0.28 2.55 0.25 4.22 41.34 3.67 26791 100 YEAR South 4 228 324.41 43.74 0.52 0.28 2.66 0.22 4.47 45.59 3.03 26791 REG ORIG Existing 542 327.66 395.88 0.25 0.33 1.92 0.58 3.74 18.33 8.49 26791 REG ORIG South 4 542 327.4 351.12 0.28 0.36 2.12 0.62 4.41 22.67 10.17 26791 REG GRHS Existing 480 327 263.88 0.3 0.36 2.19 0.61 4.73 24.64 10.38 26791 REG GRHS South 4 480 326.78 249.24 0.34 0.36 2.39 0.65 5.01 29.88 12.06

Page 3 of 6 River Sta Profile Plan Q Total W.S. Elev Top Width Froude Chl Vel Left Vel Chnl Vel Right Shear LOB Shear Chan Shear ROB (m3/s) (m) (m) # (m/s) (m/s) (m/s) (N/m2) (N/m2) (N/m2)

26763 2 YEAR Existing 94 323.2 27.98 0.57 0.26 2.26 0.39 3.52 17.13 6.4 26763 2 YEAR South 4 94 323.18 31.79 0.6 0.34 2.33 0.29 4.69 18.79 4.33 26763 5 YEAR Existing 129 323.54 28.29 0.59 0.3 2.55 0.43 4.32 20.55 7.34 26763 5 YEAR South 4 129 323.51 33.25 0.61 0.41 2.61 0.41 6.02 22.31 7.29 26763 10 YEAR Existing 152 323.77 28.52 0.58 0.32 2.68 0.44 4.64 21.87 7.57 26763 10 YEAR South 4 152 323.54 33.35 0.7 0.47 3.03 0.48 8.14 29.95 9.97 26763 20 YEAR Existing 175 323.98 28.71 0.59 0.34 2.82 0.46 5.01 23.42 7.9 26763 20 YEAR South 4 175 323.71 33.99 0.71 0.51 3.19 0.54 9.14 32.36 11.81 26763 50 YEAR Existing 205 324.06 29.01 0.65 0.37 3.2 0.5 6.22 29.83 9.65 26763 50 YEAR South 4 205 323.92 34.93 0.71 0.5 3.38 0.61 10.58 35.44 14.05 26763 100 YEAR Existing 228 324.23 29.66 0.66 0.38 3.32 0.51 6.26 31.5 9.78 26763 100 YEAR South 4 228 324.08 35.7 0.72 0.54 3.5 0.65 11.87 37.35 15.59 26763 REG ORIG Existing 542 327.25 313.79 0.44 0.27 3.28 0.38 2.84 23.7 4.92 26763 REG ORIG South 4 542 326.81 238.33 0.53 0.19 3.79 0.89 1.92 34.04 20.01 26763 REG GRHS Existing 480 326.43 89.92 0.54 0.24 3.74 0.38 2.7 32.55 5.52 26763 REG GRHS South 4 480 326.33 88.46 0.54 0.72 3.63 0.8 14.69 32.26 17.36

26759.5 BR U2 YEAR Existing 94 323.1 24.38 0.66 0.07 2.56 0.11 0.58 24.15 1.08 26759.5 BR U2 YEAR South 4 94 323.16 28.71 0.59 0.35 2.36 0.22 4.8 19.34 2.93 26759.5 BR U5 YEAR Existing 129 323.39 24.38 0.7 0.07 2.95 0.11 0.62 30.26 1.16 26759.5 BR U5 YEAR South 4 129 323.48 28.73 0.61 0.41 2.67 0.28 6.09 23.55 4.1 26759.5 BR U10 YEAR Existing 152 323.6 24.38 0.69 0.07 3.1 0.11 0.61 32.43 1.12 26759.5 BR U10 YEAR South 4 152 323.5 28.73 0.71 0.48 3.12 0.32 8.24 31.88 5.56 26759.5 BR U20 YEAR Existing 175 323.78 24.38 0.7 0.07 3.27 0.11 0.61 35.29 1.14 26759.5 BR U20 YEAR South 4 175 323.66 28.74 0.73 0.52 3.3 0.35 9 34.96 6.14 26759.5 BR U50 YEAR Existing 205 323.89 24.38 0.76 0.08 3.65 0.12 0.72 43.28 1.34 26759.5 BR U50 YEAR South 4 205 323.85 28.89 0.74 0.47 3.53 0.37 9.91 39.02 6.8 26759.5 BR U 100 YEAR Existing 228 324.05 24.38 0.77 0.08 3.81 0.12 0.73 46.2 1.35 26759.5 BR U 100 YEAR South 4 228 324 28.89 0.75 0.5 3.68 0.38 10.97 41.7 7.16 26759.5 BR U REG ORIG Existing 542 325.55 0.95 0.14 5.92 0.21 2.22 118.57 4.13 26759.5 BR U REG ORIG South 4 542 325.47 0.94 1.01 5.83 0.71 42.33 112.98 24.74 26759.5 BR U REG GRHS Existing 480 325.5 0.84 0.12 5.25 0.19 1.74 92.99 3.24 26759.5 BR U REG GRHS South 4 480 325.39 0.84 0.89 5.16 0.63 33.2 88.61 19.4

26759.5 BR D2 YEAR Existing 94 322.97 24.38 0.73 2.75 61 26759.5 BR D2 YEAR South 4 94 322.96 28.76 0.74 0.51 2.78 0.27 12.04 62.41 5.43 26759.5 BR D5 YEAR Existing 129 323.18 24.38 0.81 3.27 83.12 26759.5 BR D5 YEAR South 4 129 323.08 28.77 0.89 0.68 3.49 0.45 19.47 95.64 12.47 26759.5 BR D10 YEAR Existing 152 323.46 24.38 0.75 3.3 80.49 26759.5 BR D10 YEAR South 4 152 323.17 28.77 0.96 0.77 3.88 0.56 23.98 115.8 17.41 26759.5 BR D20 YEAR Existing 175 323.62 24.38 0.77 3.49 88.16 26759.5 BR D20 YEAR South 4 175 323.33 28.78 0.95 0.82 4.05 0.65 25.48 122.28 21.04 26759.5 BR D50 YEAR Existing 205 323.5 24.38 0.98 4.35 139.32 26759.5 BR D50 YEAR South 4 205 323.51 28.78 0.96 0.86 4.28 0.72 27.06 131.87 24.24 26759.5 BR D 100 YEAR Existing 228 323.64 24.38 0.98 4.5 146.01 26759.5 BR D 100 YEAR South 4 228 323.64 28.79 0.97 0.89 4.45 0.76 28.03 139.33 26.08 26759.5 BR D REG ORIG Existing 542 325.21 19.49 1.02 6.13 244.1 26759.5 BR D REG ORIG South 4 542 325.12 18.78 1.01 1.07 6.07 1.66 49.81 237.74 96.48 26759.5 BR D REG GRHS Existing 480 324.98 24.38 0.99 5.77 209.83 26759.5 BR D REG GRHS South 4 480 325.08 23.76 0.91 0.87 5.44 1.33 32.82 181.78 62.33

26734 2 YEAR Existing 94 322.95 25.04 0.76 0.2 2.77 0.02 3.37 61.49 26734 2 YEAR South 4 94 322.95 32.09 0.77 0.54 2.79 0.28 13.35 62.69 5.63 26734 5 YEAR Existing 129 323.07 25.14 0.92 0.26 3.49 0.15 5.51 95.21 2.46 26734 5 YEAR South 4 129 323.08 32.32 0.92 0.72 3.49 0.5 22.08 95.48 14.34 26734 10 YEAR Existing 152 323.15 25.21 1 0.3 3.91 0.23 6.99 117.16 4.64 26734 10 YEAR South 4 152 323.19 32.53 0.97 0.82 3.81 0.64 26.86 110.98 21.11 26734 20 YEAR Existing 175 323.3 25.38 1 0.32 4.09 0.32 7.78 124.47 7.81 26734 20 YEAR South 4 175 323.34 32.82 0.96 0.89 3.97 0.77 29.46 117.32 26.98 26734 50 YEAR Existing 205 323.49 25.59 1 0.35 4.32 0.43 8.74 133.91 11.94 26734 50 YEAR South 4 205 323.52 33.16 0.97 0.96 4.2 0.89 32.46 126.55 32.97 26734 100 YEAR Existing 228 323.63 25.75 1 0.37 4.47 0.5 9.39 140.11 14.93 26734 100 YEAR South 4 228 323.65 33.41 0.97 1.01 4.35 0.96 34.32 132.79 36.63 26734 REG ORIG Existing 542 325.3 34.59 0.96 0.75 5.8 0.99 25.65 193.21 38.84 26734 REG ORIG South 4 542 325.15 38.32 0.98 1.36 5.78 1.43 63.3 195.29 67.73 26734 REG GRHS Existing 480 325 32.62 0.97 0.6 5.61 0.9 18.57 186.41 33.76 26734 REG GRHS South 4 480 324.9 37.49 0.98 1.29 5.54 1.34 58.23 184.18 62.01

Page 4 of 6 River Sta Profile Plan Q Total W.S. Elev Top Width Froude Chl Vel Left Vel Chnl Vel Right Shear LOB Shear Chan Shear ROB (m3/s) (m) (m) # (m/s) (m/s) (m/s) (N/m2) (N/m2) (N/m2)

26698 2 YEAR Existing 94 322.78 57.29 0.91 0.27 2.39 0.25 5.99 56.71 5.54 26698 2 YEAR South 4 94 322.78 57.27 0.91 0.27 2.39 0.25 5.99 56.71 5.59 26698 5 YEAR Existing 129 322.92 58.47 0.95 0.41 2.73 0.41 11.36 69.64 11.62 26698 5 YEAR South 4 129 322.92 58.42 0.95 0.41 2.73 0.41 11.36 69.65 11.65 26698 10 YEAR Existing 152 322.99 59.05 0.99 0.48 2.97 0.49 14.85 80.38 15.45 26698 10 YEAR South 4 152 322.99 58.99 0.99 0.48 2.97 0.49 14.85 80.39 15.46 26698 20 YEAR Existing 175 323.07 59.75 1 0.55 3.13 0.57 17.96 86.8 18.92 26698 20 YEAR South 4 175 323.07 59.68 1 0.55 3.13 0.57 17.95 86.65 18.91 26698 50 YEAR Existing 205 323.19 60.72 0.99 0.62 3.28 0.65 21.34 91.85 22.75 26698 50 YEAR South 4 205 323.19 60.19 0.99 0.62 3.28 0.69 21.33 91.84 25.22 26698 100 YEAR Existing 228 323.27 61.34 0.99 0.67 3.39 0.71 23.68 95.73 25.78 26698 100 YEAR South 4 228 323.27 60.49 0.99 0.67 3.39 0.78 23.7 95.86 29.68 26698 REG ORIG Existing 542 324.34 69.83 0.89 0.84 4.18 1.17 29.89 117.44 49.06 26698 REG ORIG South 4 542 324.32 69.42 0.91 0.87 4.25 0.96 32.18 122.16 37.34 26698 REG GRHS Existing 480 324.11 67.02 0.92 0.99 4.13 1.11 39.36 118.91 47.01 26698 REG GRHS South 4 480 324.1 64.78 0.94 1 4.17 1.21 40.24 121.91 43.74

26662 2 YEAR Existing 94 322.58 66.05 0.78 0.06 2.03 0.1 0.66 41.19 1.26 26662 2 YEAR South 4 94 322.58 66.05 0.78 0.06 2.03 0.1 0.66 41.19 1.26 26662 5 YEAR Existing 129 322.78 74.67 0.75 0.25 2.14 0.3 4.91 43.3 6.3 26662 5 YEAR South 4 129 322.78 74.67 0.75 0.25 2.14 0.3 4.91 43.3 6.3 26662 10 YEAR Existing 152 322.89 75.45 0.73 0.32 2.22 0.36 6.75 44.63 8.36 26662 10 YEAR South 4 152 322.89 75.45 0.73 0.32 2.22 0.36 6.75 44.63 8.36 26662 20 YEAR Existing 175 323.01 76.22 0.71 0.36 2.28 0.42 8.18 45.25 9.98 26662 20 YEAR South 4 175 323.01 76.22 0.71 0.36 2.28 0.42 8.18 45.25 9.98 26662 50 YEAR Existing 205 323.15 77.22 0.68 0.41 2.34 0.47 9.55 45.66 11.61 26662 50 YEAR South 4 205 323.15 77.22 0.68 0.41 2.34 0.47 9.55 45.66 11.61 26662 100 YEAR Existing 228 323.26 77.97 0.67 0.44 2.38 0.5 10.36 45.97 12.62 26662 100 YEAR South 4 228 323.26 77.97 0.67 0.44 2.38 0.5 10.36 45.97 12.62 26662 REG ORIG Existing 542 324.56 88.39 0.55 0.47 2.8 0.77 9.78 50.33 20.62 26662 REG ORIG South 4 542 324.56 86.96 0.55 0.47 2.8 0.83 9.74 50.23 22.96 26662 REG GRHS Existing 480 324.32 84.99 0.57 0.53 2.74 0.74 12.1 49.79 19.81 26662 REG GRHS South 4 480 324.32 84.39 0.57 0.53 2.74 0.77 12.08 49.73 20.93

26617 2 YEAR Existing 94 322.47 81.28 0.54 1.51 0.36 21.86 7.13 26617 2 YEAR South 4 94 322.47 81.28 0.54 1.51 0.36 21.86 7.13 26617 5 YEAR Existing 129 322.7 94.19 0.52 0.18 1.58 0.47 2.4 22.52 10.51 26617 5 YEAR South 4 129 322.7 94.19 0.52 0.18 1.58 0.47 2.4 22.52 10.51 26617 10 YEAR Existing 152 322.84 95.88 0.5 0.24 1.61 0.5 3.54 22.46 11.14 26617 10 YEAR South 4 152 322.84 95.88 0.5 0.24 1.61 0.5 3.54 22.46 11.14 26617 20 YEAR Existing 175 322.97 97.73 0.48 0.27 1.64 0.53 4.26 22.49 11.56 26617 20 YEAR South 4 175 322.97 97.73 0.48 0.27 1.64 0.53 4.26 22.49 11.56 26617 50 YEAR Existing 205 323.14 99.03 0.46 0.34 1.69 0.55 5.76 22.65 11.96 26617 50 YEAR South 4 205 323.14 99.03 0.46 0.34 1.69 0.55 5.76 22.65 11.96 26617 100 YEAR Existing 228 323.26 99.77 0.45 0.38 1.72 0.57 6.74 22.89 12.24 26617 100 YEAR South 4 228 323.26 99.77 0.45 0.38 1.72 0.57 6.74 22.89 12.24 26617 REG ORIG Existing 542 324.63 108.17 0.4 0.56 2.09 0.69 10.75 27.2 14.72 26617 REG ORIG South 4 542 324.63 108.17 0.4 0.56 2.09 0.69 10.75 27.2 14.72 26617 REG GRHS Existing 480 324.38 104.62 0.4 0.63 2.03 0.68 12.81 26.44 14.36 26617 REG GRHS South 4 480 324.38 104.62 0.4 0.63 2.03 0.68 12.81 26.44 14.36

26576 2 YEAR Existing 94 322.43 96.01 0.37 0.18 1.12 0.29 2.05 11.45 4.22 26576 2 YEAR South 4 94 322.43 96.01 0.37 0.18 1.12 0.29 2.05 11.45 4.22 26576 5 YEAR Existing 129 322.67 99.76 0.36 0.16 1.22 0.36 1.67 12.61 5.64 26576 5 YEAR South 4 129 322.67 99.76 0.36 0.16 1.22 0.36 1.67 12.61 5.64 26576 10 YEAR Existing 152 322.81 102.72 0.36 0.19 1.28 0.39 2.11 13.24 6.3 26576 10 YEAR South 4 152 322.81 102.72 0.36 0.19 1.28 0.39 2.11 13.24 6.3 26576 20 YEAR Existing 175 322.95 105.68 0.35 0.22 1.33 0.42 2.54 13.8 6.83 26576 20 YEAR South 4 175 322.95 105.68 0.35 0.22 1.33 0.42 2.54 13.8 6.83 26576 50 YEAR Existing 205 323.12 107.74 0.35 0.27 1.39 0.44 3.49 14.47 7.39 26576 50 YEAR South 4 205 323.12 107.74 0.35 0.27 1.39 0.44 3.49 14.47 7.39 26576 100 YEAR Existing 228 323.24 108.33 0.35 0.31 1.43 0.46 4.3 14.97 7.78 26576 100 YEAR South 4 228 323.24 108.33 0.35 0.31 1.43 0.46 4.3 14.97 7.78 26576 REG ORIG Existing 542 324.63 116.43 0.33 0.55 1.84 0.61 9.42 20.4 11.02 26576 REG ORIG South 4 542 324.63 116.43 0.33 0.55 1.84 0.61 9.42 20.4 11.02 26576 REG GRHS Existing 480 324.38 113.75 0.33 0.55 1.77 0.59 9.53 19.56 10.56 26576 REG GRHS South 4 480 324.38 113.75 0.33 0.55 1.77 0.59 9.53 19.56 10.56

Page 5 of 6 River Sta Profile Plan Q Total W.S. Elev Top Width Froude Chl Vel Left Vel Chnl Vel Right Shear LOB Shear Chan Shear ROB (m3/s) (m) (m) # (m/s) (m/s) (m/s) (N/m2) (N/m2) (N/m2)

26530 2 YEAR Existing 94 322.32 80.99 0.49 0.07 1.4 0.05 0.53 18.45 0.33 26530 2 YEAR South 4 94 322.32 80.99 0.49 0.07 1.4 0.05 0.53 18.45 0.33 26530 5 YEAR Existing 129 322.56 105.13 0.45 0.12 1.48 0.2 1.29 18.89 2.68 26530 5 YEAR South 4 129 322.56 105.13 0.45 0.12 1.48 0.2 1.29 18.89 2.68 26530 10 YEAR Existing 152 322.71 108.09 0.44 0.24 1.52 0.26 3.29 19.04 3.87 26530 10 YEAR South 4 152 322.71 108.09 0.44 0.24 1.52 0.26 3.29 19.04 3.87 26530 20 YEAR Existing 175 322.86 110.87 0.42 0.3 1.55 0.3 4.68 19.18 4.7 26530 20 YEAR South 4 175 322.86 110.87 0.42 0.3 1.55 0.3 4.68 19.18 4.7 26530 50 YEAR Existing 205 323.04 114.05 0.41 0.36 1.6 0.35 5.99 19.44 5.58 26530 50 YEAR South 4 205 323.04 114.05 0.41 0.36 1.6 0.35 5.99 19.44 5.58 26530 100 YEAR Existing 228 323.16 116.12 0.4 0.4 1.63 0.37 6.81 19.73 6.11 26530 100 YEAR South 4 228 323.16 116.12 0.4 0.4 1.63 0.37 6.81 19.73 6.11 26530 REG ORIG Existing 542 324.58 129.54 0.36 0.68 1.96 0.56 13.43 23.34 10.17 26530 REG ORIG South 4 542 324.58 129.54 0.36 0.68 1.96 0.56 13.43 23.34 10.17 26530 REG GRHS Existing 480 324.32 127.9 0.36 0.64 1.91 0.53 12.59 22.86 9.54 26530 REG GRHS South 4 480 324.32 127.9 0.36 0.64 1.91 0.53 12.59 22.86 9.54

26461 2 YEAR Existing 94 321.93 46.29 0.71 0.29 2.27 0.34 5.82 44.9 7.42 26461 2 YEAR South 4 94 321.93 46.29 0.71 0.29 2.27 0.34 5.82 44.9 7.42 26461 5 YEAR Existing 129 322.12 52.57 0.75 0.39 2.6 0.48 9.09 55.69 12.37 26461 5 YEAR South 4 129 322.12 52.57 0.75 0.39 2.6 0.48 9.09 55.69 12.37 26461 10 YEAR Existing 152 322.24 57.16 0.76 0.45 2.77 0.55 11.28 61.47 15.27 26461 10 YEAR South 4 152 322.24 57.16 0.76 0.45 2.77 0.55 11.28 61.47 15.27 26461 20 YEAR Existing 175 322.37 61.75 0.77 0.5 2.91 0.61 13.46 65.8 17.7 26461 20 YEAR South 4 175 322.37 61.75 0.77 0.5 2.91 0.61 13.46 65.8 17.7 26461 50 YEAR Existing 205 322.51 67.34 0.77 0.57 3.06 0.67 16.19 70.58 20.41 26461 50 YEAR South 4 205 322.51 67.34 0.77 0.57 3.06 0.67 16.19 70.58 20.41 26461 100 YEAR Existing 228 322.62 70.68 0.77 0.63 3.17 0.71 18.48 73.9 22.24 26461 100 YEAR South 4 228 322.62 70.68 0.77 0.63 3.17 0.71 18.48 73.9 22.24 26461 REG ORIG Existing 542 324.07 95.74 0.65 1.13 3.6 0.62 38.7 77.78 15.66 26461 REG ORIG South 4 542 324.07 95.74 0.65 1.13 3.6 0.62 38.7 77.78 15.66 26461 REG GRHS Existing 480 323.81 89.3 0.66 1.05 3.53 0.9 35.39 77.13 28.17 26461 REG GRHS South 4 480 323.81 89.3 0.66 1.05 3.53 0.9 35.39 77.13 28.17

26397 2 YEAR Existing 94 321.82 55.71 0.5 0.08 1.64 0.17 0.77 23.18 2.14 26397 2 YEAR South 4 94 321.82 55.71 0.5 0.08 1.64 0.17 0.77 23.18 2.14 26397 5 YEAR Existing 129 322.04 62.17 0.52 0.22 1.86 0.26 3.24 28.16 4.24 26397 5 YEAR South 4 129 322.04 62.17 0.52 0.22 1.86 0.26 3.24 28.16 4.24 26397 10 YEAR Existing 152 322.18 66.11 0.53 0.28 1.98 0.31 4.7 30.59 5.46 26397 10 YEAR South 4 152 322.18 66.11 0.53 0.28 1.98 0.31 4.7 30.59 5.46 26397 20 YEAR Existing 175 322.32 70.06 0.53 0.34 2.06 0.35 6 32.37 6.52 26397 20 YEAR South 4 175 322.32 70.06 0.53 0.34 2.06 0.35 6 32.37 6.52 26397 50 YEAR Existing 205 322.49 74.35 0.52 0.4 2.17 0.4 7.62 34.54 7.74 26397 50 YEAR South 4 205 322.49 74.35 0.52 0.4 2.17 0.4 7.62 34.54 7.74 26397 100 YEAR Existing 228 322.61 76.02 0.52 0.45 2.24 0.43 9.21 36.17 8.59 26397 100 YEAR South 4 228 322.61 76.02 0.52 0.45 2.24 0.43 9.21 36.17 8.59 26397 REG ORIG Existing 542 324.09 87.93 0.49 0.88 2.78 0.55 23.1 45.83 11.28 26397 REG ORIG South 4 542 324.09 87.93 0.49 0.88 2.78 0.55 23.1 45.83 11.28 26397 REG GRHS Existing 480 323.83 85 0.49 0.82 2.7 0.62 21.08 44.19 13.93 26397 REG GRHS South 4 480 323.83 85 0.49 0.82 2.7 0.62 21.08 44.19 13.93

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