JACKTOWN ACRES FLOOD MITIGATION IMPROVEMENTS ANALYSIS

Transcription

1 JACKTOWN ACRES FLOOD MITIGATION IMPROVEMENTS ANALYSIS SITUATE IN: NORTH HUNTINGDON TOWNSHIP WESTMORELAND COUNTY, PENNSYLVANIA PREPARED FOR: North Huntingdon Township Center Highway North Huntingdon, PA August 2011 Revised: October Waterfront Corporate Park II 2100 Georgetowne Drive Suite 103 Sewickley, PA Phone: Fax:

2 EXECUTIVE SUMMARY FLOOD MITIGATION IMPROVEMENTS ANALYSIS LONG RUN JACKTOWN ACRES NORTH HUNTINGDON TOWNSHIP, WESTMORELAND COUNTY, PA After a significant amount of hydrologic and hydraulic analysis of the Jacktown Acres area, which frequently experiences flooding due to Long Run which flows through the area, a series of mitigation options were developed in an attempt to reduce some of the flooding impacts the residents in the area experience. This report focuses on flood reduction not elimination. Flooding will continue to occur in the watershed regardless of the options chosen to stem the effects of that flooding. The report also includes a financial analysis to determine a benefit/cost ratio for the work that could be done in the watershed to minimize the problems. The estimated amount of damage caused by a 100 year frequency flood is based on the flooding elevations determined in the hydraulic models and the use of U.S. Army Corps of Engineers Depth-Damage curves for typical residential structures. It appears that the best candidates for flood reduction in the study area are as follows and are suggested to be ranked accordingly: 1. Construction of Offstream Detention Basin at Lions Park 2. Replacement of Rebecca Street Culvert and Elimination of Stream Bends 3. Replacement of Wainwright Drive Culvert Taken separately, each option has a positive benefit/cost ratio except for the Wainwright Drive culvert. This culvert is included as a recommendation since 3 homes could have all of their flooding of the structure removed. Each option has other ramifications that the Township should consider that include not only cost, but property acquisition, increased maintenance requirements, and potential road closures just to name a few. We trust that this report will serve as a guide for the Township to make informed decisions on these flood reduction items in the Jacktown Acres area.

3 FLOOD MITIGATION IMPROVEMENTS ANALYSIS LONG RUN JACKTOWN ACRES NORTH HUNTINGDON TOWNSHIP, WESTMORELAND COUNTY, PA INTRODUCTION In October of 2010, North Huntingdon Township requested that the 100 year floodplain of Long Run within the Township be studied to analyze future areas of improvement to potentially reduce the flooding impact to its residents in the area. We provided a base report to the Township that extended the hydraulic modeling previously performed by FEMA to include the entire length of Long Run. Also, the report made some general observations regarding areas that could be modified to try and lessen the flooding impacts that residents along the stream are currently experiencing. It should be noted that many of the homes in the area are within the delineated floodplain established by FEMA. In most cases, regardless of the improvements, or change in flow characteristics, these homes will not be removed from a flood zone. This is the unfortunate side effect of living near a stream. The stream can be an amenity to the property when flowing tranquilly, but turn into a devastating force when severe storms occur in the area. The Township is not legally responsible for the flooding that occurs in streams unless they have blatantly contributed to the volume of flow, or have redirected flow to areas that did not have a channel previously. However, North Huntingdon Township has decided to take a look at some potential flood mitigation options that may help its residents. The purpose of this report is to specifically identify those potential flood mitigation options and determine the effect that they have on the existing flooding in the area. This report will also do a cursory benefit/cost analysis to provide another valuable piece of information to the Township should any of the options go past the conceptual to become actual projects. HYDRAULIC ANALYSIS The HEC-RAS model, as developed by the U.S. Army Corps of Engineers, constructed in the previous report will be used as the base for the modeling used to evaluate the options to be presented in this report. The 100 year storm will be the focus of the analysis, except in the offstream basin location where the Township design storms will be used. Based on this previous study, there is the potential for up to 37 homes to experience flooding during a 100 year storm or during intense rainfall periods that may mimic a 100 year distribution. Some of these homes will experience flooding with lesser rainfall intensities as well. This flooding is to the structure of the home and not the lawns and driveways on the property. This flooding, while troublesome and annoying to the home owner, does not require a significant amount of money to repair and does not factor into a positive benefit/cost ratio. POSSIBLE IMPROVEMENTS The following improvements have been identified on Long Run and will be summarized below: Modifying existing Township maintained culverts at Wainwright Drive, Abrams Drive, Rebecca Street, and South Whitmore Drive Constructing additional flood relief pipes at Roth Drive 1

4 Modifying existing PennDOT culvert at Robbins Station Drive Channel Modifications between Abrams Dr and Robbins Station Drive, as well as between Rebecca Street and just upstream of South Whitmore Road where an existing dike was constructed Elimination of Stream Bend near Rebecca Street by Piping Stream Elimination of constructed berm along stream upstream of South Whitmore Road Construction of Off Stream Flooding Basin at Lions Park Each of these options have a varying degree of flood reduction that will be realized upstream of the culvert or area to be studied. No option will eliminate all of the flooding in Long Run short of enclosing the entire stream which will not be permitted by the PA Department of Environmental Protection. It should also be noted that the proposed modifications are based on options that appear to mesh with existing property lines and developed areas by the residents. The minimum disturbance to private property was a priority in selecting these options. Township Culvert Modification As stated above, we have focused on modifications of culverts at Wainwright Drive, Abrams Drive, Rebecca Street, and South Whitmore Drive. Culvert improvements were tried in several HEC-RAS models at Roth Drive near Roth Drive with no significant improvement in flood elevations. The steepness of the western portion of Roth Drive over the culvert forces the majority of the flood flows into the eastern floodplain. This floodplain flow is significantly higher than that within the channel and is the dominant feature of the flooding. There simply is not enough water in the channel that can be conveyed under Roth Drive without the reconstruction of Roth Drive by raising the road at least 6 feet. This is obviously not an option as the adjacent properties would be lower than the road and their driveways would be impossible to navigate. Wainwright Drive currently has a 7 foot x 12 foot corrugated metal arch culvert for Long Run. Our experimental model replaced that culvert with a 7 foot x 25 foot reinforced concrete box culvert. This results in a reduction in water upstream of the culvert ranging from 1.3 to 1.0 feet. This reduction is effective for 480 feet before being minimized by the Roth Drive culvert outflow. A sketch showing graphically this reduction, as well as the others below appears in the Appendix. The Abrams Drive culvert is a 5 foot by 7 foot concrete box. The theoretical replacement analyzed was a 6 foot by 16 foot Conspan reinforced concrete arch. The effects of this change range from 1.3 to 1.4 feet for 540 feet upstream of the culvert. The Rebecca Street culvert is a 6 foot by 8 foot concrete elliptical pipe. The replacement for this bridge could be a 6 foot by 14 foot Conspan reinforced concrete arch. This replacement results in a reduction in water surface elevation ranging from 0.6 to 0.8 feet for 280 feet. Much of the improvement that could be gained from this culvert is diminished due to the 90 degree bends just upstream of the culvert that most likely causes the bulk of the flooding in this immediate area. South Whitmore Drive has a 5 foot by 7 foot corrugated metal pipe arch for its culvert. The replacement of this culvert could be a 5 foot by 20 foot reinforced concrete box culvert which would result in a reduction in 100 year 2

5 water surface elevation ranging from 0.1 foot to 1.9 feet directly at the culvert. This reduction would be over an 800 foot reach. Additional Flood Pipes at Roth Drive The existing 6 foot corrugated metal pipe culvert at Roth Drive does not have adequate capacity to pass the 100 year storm as the hydraulic cross section in the appendix shows. With the steepness of the road on the western side of the culvert, the options to reduce flooding in this area are quite limited short of a complete replacement of the culvert with a much larger box or arch. The steepness of the road forces the overflow into the eastern floodplain and toward the houses. One option that was proposed was to construct additional pipes adjacent to the existing culvert to provide additional flood carrying capacity. The HEC-RAS model was modified to include 2 additional 4 foot diameter pipes on either side of the existing culvert. The pipes would be at a slightly higher elevation than the existing culvert so that they would be activated only during higher flow periods. Unfortunately, the addition of these 2 pipes results in only a reduction of 0.25 feet upstream of the culvert. Based on the first floor elevations of the homes affected by flooding at this culvert, there would be no appreciable reduction in flooding damage. The 10 year storm was also analyzed in this area and a similar reduction of about 0.25 feet was realized. The cost of installing these 2 pipes through the existing road embankment for a very small reduction in flow that does not benefit the residents significantly should not be considered in this analysis. Robbins Station Road This culvert is owned by PennDOT, so any replacement of this culvert, which is severely undersized, would result in a lot of governmental paperwork and approvals. The existing culvert is a 6 foot corrugated metal pipe. When compared to the other culverts downstream, the lack of capacity, and resulting backup of water is easy to understand. An 8 foot by 12 foot Conspan arch, which is an approved product for PennDOT construction, could be installed at this culvert location. This arch culvert would reduce the floodplain upstream an average of 1.4 feet for approximately 700 feet upstream. However, the water surface reduction occurs in an area where no homes are predicted to be impacted. Replacement of this culvert, while helping the overall hydraulics of the stream would be of little benefit to the residents of the area. In fact, it may increase flooding impacts downstream at Abrams Drive. The undersized culvert now holds back water until it would overtop Robbins Station Drive acting like a de facto stormwater basin. By increasing the size of the culvert, more water would reach the Abrams Drive culvert faster than it does now. This would surely overwhelm the culvert faster and result in longer flooding durations. Channel Modifications There are two areas that could be candidates for channel improvements. The first area, between Abrams Drive and Robbins Station Road would see a uniform 15 foot wide channel constructed with the side slopes of the banks tapering back into existing ground. This would result in the loss of 5 to 8 feet of yard in some instances. The decrease in water surface elevation during the 100 year storm according to this HEC-RAS model in this area reaches a maximum of 1.42 feet, but typically averages 0.1 feet. 3

6 The other area for modification would be upstream of Rebecca Street where a dike was constructed along the stream. It is unknown what the purpose of the dike truly was. It is possible that the dike was built to protect the homes from stream flooding; however, since it is open at its upstream limits, it just serves as a flow splitter and allows water to pool in the rear yards of the homes along McKee Road. The reduction in water surface elevation by removing the dike is only 0.2 feet. The overbank flow in this portion of the stream is strong again due to a smaller channel and any earthwork improvements in the northern floodplain do not have a major effect on the overall water surface elevation. Another possible improvement is to proceed with the regional detention storage idea at Lions Park that has been previously discussed. The water surface elevation, based on preliminary modeling, will not be affected adversely by a berm to temporarily detain water on the Lions Park ballfields. The effect on reducing the peak flow amounts downstream may be a significant improvement for this area. These areas do not appear suitable for a property acquisition by the Township via FEMA or PEMA funding. The frequency of structure flooding does not appear to be significant. Rebecca Street Stream Bend Elimination The two 90 degree bends just upstream of Rebecca Street surely cause significant flooding since a basic property of water is that it prefers to find its own level and direction and does not like to bend. The bends generate large hydraulic losses that result in higher water surface elevations when runoff is above the base flow level. With the development of the existing homes in the area, there appears to be no re-routing solution of the open channel to eliminate the bends without the condemnation of some of the homes. This is not a desirable option since there is not a history of cost of damages in this area on file with FEMA. So the option becomes the enclosure of the stream to bypass this water. The peak 100 year flow in this area would be approximately 202 cfs. A 6 foot diameter pipe is sufficient to pass this flow. A pipe approximately 350 feet in length would result in a reduction in water surface elevation 0.5 to 0.8 feet. This option would be extremely more effective in the smaller storm frequencies that occur more often. The ability to keep the water within the channel would keep some of the areas dryer during these storms. Elimination of Berm Along Steam There appears to have been a man-made berm constructed along the stream at various portions of the Jacktown Acres development. Clear evidence of these berms are especially evident upstream of South Whitmore Road. A HEC-RAS model was developed to determine the effect of the berms on the 100 year water surface elevation. The model showed that the removal of the berms reduced the water surface elevation by less than 0.03 feet. The overall flow in the cross section is too large for these berms to affect the flow. Perhaps during much smaller events the effect may be larger. Again, the cost to remove the berms and re-stabilize the area would far exceed the benefit gained. The one issue that may justify the removal of the berms is that it does appear to split the flood flows from the main channel causing backyard flooding that may not occur in a typical channel/floodplain situation. If the berm was removed, then this split in flow may not occur which would result in less flooding of the rear yard. However, the berm may provide some protection in the quicker, flash flood events and if the berm were to be removed by the Township, the perceived value that the berm provides would be hard to dispute in a court of law. The property owners should make their own decision on the berm and proceed accordingly. 4

7 Offstream Basin Lions Park The concept of using the Lions Park area as an offstream detention facility was first mentioned by Mr. Andrew Blenko, P.E., Township Engineer during an initial field view of the Jacktown Acres area. The concept would be to create a berm or artificial dike around the current park to detain flood flows during significant events and allow them to release downstream after the Long Run has crested and is receding. The water could be temporarily stored on the fields of the park and released using an outlet structure that has a Tideflex valve on its outflow pipe. This valve prevents discharge from the pipe when it is submerged by, in this case, Long Run. After Long Run recedes, the water can be let out from the Park area such that all water will leave the park. The berm needed to store this water would be earthen and constructed around the perimeter of the park. This will result in some loss of the flat green space. However, for the baseball/softball field, there will still be a 300 foot clearance from home plate to the proposed berm. This should be sufficient for most types of baseball and softball except for the upper age and talent groups. There would be no grading on the flat areas of the park so the grade can remain essentially the same. This will allow the park to be used during non flooding periods. This type of multi purpose facility is encouraged by reviewing agencies throughout the state. A Growing Greener grant may be available for this type of work. The upstream portion of the park will have a small berm to direct floodplain flows into the park area. This diversion was modeled in an HEC-HMS model to calculate the hydrographs from the upstream drainage area and to determine the effects of the storage in the park. At maximum storage, the park can provide 514,000 cubic feet, or 3.8 million gallons of storage. The HEC-HMS model is showing that the following flow reductions are achieved for the design storms for the Township: STORM PRECIPITATION (IN) EXISTING FLOW (CFS) REDUCED FLOW (CFS) PERCENT REDUCTION 2 YEAR YEAR YEAR YEAR As can be seen in the table above, there is a significant reduction in flow for the 2, 10, and 25 year storms up to nearly 40 percent. The 100 year storm does not have as large of a reduction simply because the volume available in Lions Park cannot handle the volume of water that is generated in the valley. The FEMA Flood Insurance Study for Long Run does have a 10 year storm analysis, so that storm can be compared to the reduced flow from the Lions Park basin. The water surface elevations are reduced by approximately 0.5 feet just downstream of the park to Robbins Station Road. Downstream of Robbins Station Road to Abrams Road, the reduction in water surface elevation is between 1 and 1.2 feet. Finally, from Abrams to Wainwright Drive, the reduction is from 1.8 to 2 feet. The reduced flow in the lower areas appears to result in some measureable drops in flooding flow. Again, this is only for the 10 year storm and not the 100 year frequency that governmental agencies recognize. However, this storm is theoretically more frequent and so to would be the occurrence of damage causing events. 5

8 BENEFIT/COST ANALYSIS Township Culvert Modification In order to gauge monetarily what impact the proposed modifications have on the Long Run area, an analysis of the costs to implement the improvements must be weighed against the benefits of the measure. The U.S. Army Corps of Engineers have developed a set of curves that reflect Depth-Damage relationships. As the depth of flooding increases, the cost of the damages, both to the structure and the property s contents, also increases, but not in a linear form. The percentage of damage is then related to the value of the property. The curves may be found in the Appendix of this report. The property values for the 37 structures affected by flooding during the 100 year event were researched online and the Westmoreland County Tax website was used to set a base value. As further information may become available, these numbers could be changed. The results of the existing 100 year calculations and the culvert replacements were input into an Excel Spreadsheet along with the rating curves and assumed first floor elevations. The existing conditions HEC-RAS model provided a base for the predicted depth of flooding to occur at each structure. This was then applied to the Depth Damage Curves. It should be noted that this spreadsheet will provide the Township a new tool to further evaluate the area should any of the values change in the future whether they be water surface elevations or property values. The existing analysis showed that there is a potential for $3.2 million dollars worth of structural and contents damage in the Jacktown Acres corridor. Based on the reductions in water surface elevation by the proposed culvert replacements, a separate damage assessment was performed after the culverts would be theoretically installed. The total predicted damage was reduced to $2.4 million dollars, a reduction of approximately $700,000 dollars. Having this knowledge, if the culverts can be replaced for a total of nearly $700,000 a positive Benefit/Cost Ratio could be obtained. Predicting the cost of culvert replacement can be difficult as there are many factors that may affect a culvert installation. Using the latest PennDOT bids for projects that are similar to the proposed culvert replacements, we estimate that the projects would cost as follows: CULVERT MATERIAL FOR REPLACEMENT LENGTH (FT) ESTIMATED COST* BENEFIT IN EACH AREA Wainwright Drive 7 x 25 Box Culvert 52 $340,000 $253,000 Abrams Drive 6 x 16 Conspan Arch 54 $180,000 $88,400 Rebecca Street 6 x 14 Conspan Arch 41/350 $135,000/$100,000 $295,000 / Stream Bend Elimination S. Whitmore Drive 5 x 20 Box Culvert 55 $250,000 $0 *Note Costs may be affected by Public Bidding Requirements which frequently require additional bonding and wage rate standards that are not applicable on private projects. The cost analysis for the culvert replacements may be found in the Appendix of the Report. 6

9 Offstream Basin Lions Park The benefit/cost analysis for the offstream basin was done a bit differently from the culvert replacement analysis as the 100 year storm is not significantly mitigated by the offstream basin. This analysis focuses on the 10 year storm which, while not inflicting as much damage as the 100 year storm, the potential for this damage to occur more often definitely exists. Using the same criteria, the structures which are downstream of Lions Park would realize the benefits of the offstream storage which results in a peak flow reduction. There are 18 structures downstream of Lions Park which will be considered. Without the offstream basin, the 10 year frequency storm could cause up to $1.1 million dollars in flood damage. The implementation of the basin into the watershed reduces the damage to just over $482,000. Also, the impact of the basin, if functioning properly, would remove 10 of the 18 homes from the flood damage list. The most significant cost element of a detention basin of this size is the earthwork needed to create the berm. Typically, detention basins are constructed in developments where cut and fill operations attempt to balance the amount of earth moved onsite. For the Lions Park basin, there would be only the import of material to construct the berm. The berm requires 3,700 cubic yards of earthen material. Typically this material to be hauled onsite can range from to $25 to $50 per cubic yard depending on source of material and distance of haul. This could mean a cost as high as $185,000 The remaining pieces of the basin, the outlet structure and pipe, could be constructed for less than $20,000. Also, the governmental regulations for a project such as this along the stream may be more expensive than a normal project. The PADEP will need to be satisfied with the work being performed as it will be done in a floodway. As a result, engineering costs will be higher than for a normal basin design. A ballpark estimate for the construction of the basin would be approximately $340,000. This could provide a greater than 2:1 benefit/cost ratio. Of course, the inundation of the park and corresponding cleanup that would need to be performed after each activation of the basin needs to be weighed by the Township, as well as the impact on scheduling the usage of the field and remainder of the park. CONCLUSIONS Based on the findings listed in this report, it appears that a positive Benefit/Cost Ratio could be applied to some of the culvert replacements, but not necessarily all of them. The amount of flow in the watershed can only be handled so quickly and the culverts, no matter how large, will become overwhelmed and flooding will occur. A further analysis of what provides the most value for the money, as well as the effect of the culvert replacement on adjacent properties should be performed by the Township to decide if any culverts should be replaced. It appears that the work at Rebecca Drive with a larger culvert and the straightening of the stream by enclosure provides the best benefit when compared to the damages in the immediate area. We would also recommend that the Wainwright Drive culvert be considered for replacement as well. Even though the local benefit is less than the cost to replace the culvert, one factor the overall numbers do not show is that 3 structures would be removed from the flooding impacts. For the cost of this improvement, we believe this is a significant positive improvement. The offstream basin does appear to have the best Benefit/Cost ratio of the options considered. However the impact on the park, from the construction of the berm around the perimeter, to the potential frequent, 7

10 temporary inundation of the park which will likely deposit large amounts of sediment and debris, need to be considered. A ranking of the suggested projects, with respect to the value they could provide, would be as follows: 1. Lions Park Offstream Basin 2. Rebecca Street Culvert/Bend Elimination 3. Wainwright Drive Culvert Replacement 8

11 APPENDIX

12 EXISTING CONDITIONS HEC-RAS REPORT

13 HEC-RAS Version 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 DATA Project Title: HEC-RAS Project File : 96003HEC-RAS.prj Run Date and Time: 8/20/ :39:11 AM Project in English units PLAN DATA Plan Title: LiDAR-Revised Plan File : y:\projects\north Huntingdon\ Jacktown Acres\HECRAS\96003HEC-RAS.p08 RAS.g06 Geometry Title: LiDAR-Revised Geometry File : y:\projects\north Huntingdon\ Jacktown Acres\HECRAS\96003HEC- RAS.f01 Flow Title Flow File : FEMA Flows : y:\projects\north Huntingdon\ Jacktown Acres\HECRAS\96003HEC- Plan Summary Information: Number of: Cross Sections = 47 Multiple Openings = 0 Culverts = 7 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: FEMA Flows Flow File : y:\projects\north Huntingdon\ Jacktown Acres\HECRAS\96003HEC-RAS.f01 Flow Data (cfs) River Reach RS PF 1 Long Run-JacktowLong Run-Jacktow Long Run-JacktowLong Run-Jacktow Boundary Conditions River Reach Profile Upstream Downstream Long Run-JacktowLong Run-JacktowPF 1 Known WS =

14 GEOMETRY DATA Geometry Title: LiDAR-Revised Geometry File : y:\projects\north Huntingdon\ Jacktown Acres\HECRAS\96003HEC-RAS.g06 CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 1 Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

15 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= 99

16 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION

17 RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F

18 Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

19 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F Blocked Obstructions num= 4 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 6645 INPUT Description: Distance from Upstream XS = 51 Deck/Roadway Width = 36 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 2

20 Sta L Sta R Elev Permanent F F Blocked Obstructions num= 4 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Downstream Deck/Roadway Coordinates num= 8 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Downstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F Blocked Obstructions num= 5 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Arch 5 7 FHWA Chart # 41- Arch; Corrugated metal FHWA Scale # 3 - Thin wall projecting Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef

21 Upstream Elevation = Centerline Station = 400 Downstream Elevation = Centerline Station = 400 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 9.95 Q Barrel (cfs) Culv Vel DS (ft/s) E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 0.93 W.S. DS (ft) Culv Exit Loss (ft) 0.67 Delta EG (ft) 3.14 Culv Entr Loss (ft) 1.54 Delta WS (ft) 4.50 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (ft) Weir Max Depth (ft) 1.62 Culv WS Outlet (ft) Weir Avg Depth (ft) 0.93 Culv Nml Depth (ft) 5.00 Weir Flow Area (sq ft) Culv Crt Depth (ft) 3.49 Min El Weir Flow (ft) Note: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F

22 Blocked Obstructions num= 5 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

23 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow

24 REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

25 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 5625 INPUT Description: Distance from Upstream XS = 32 Deck/Roadway Width = 22 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Downstream Bridge Cross Section Data Station Elevation Data num=

26 Bank Sta: Left Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Ellipse 6 8 FHWA Chart # 29- Horizontal Ellipse; Concrete FHWA Scale # 1 - Square edge with headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef Upstream Elevation = Centerline Station = Downstream Elevation = Centerline Station = CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 2.42 Q Barrel (cfs) Culv Vel DS (ft/s) 2.49 E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 3.36 W.S. DS (ft) Culv Exit Loss (ft) 0.00 Delta EG (ft) 3.43 Culv Entr Loss (ft) 0.07 Delta WS (ft) 4.39 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (ft) Weir Max Depth (ft) 2.54 Culv WS Outlet (ft) Weir Avg Depth (ft) 1.74 Culv Nml Depth (ft) 6.00 Weir Flow Area (sq ft) Culv Crt Depth (ft) 2.21 Min El Weir Flow (ft) Warning: During subcritical analysis, with the exit loss set =1.0, the projected WSEL in culvert has a lower energy than the downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert at the downstream end. Note: The normal depth exceeds the height of the culvert. The program assumes that the normal depth is equal to the height of the culvert. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT

27 Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

28 Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

29 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow

30 REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

31 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 1 Sta L Sta R Elev CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 4496 INPUT Description: Distance from Upstream XS = 19 Deck/Roadway Width = 12 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 1 Sta L Sta R Elev Downstream Deck/Roadway Coordinates num= 3 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord

32 Downstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular 3 FHWA Chart # 2 - Corrugated Metal Pipe Culvert FHWA Scale # 3 - Pipe projecting from fill Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef Upstream Elevation = Centerline Station = Downstream Elevation = Centerline Station = CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) 9.83 Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 3.10 Q Barrel (cfs) 9.83 Culv Vel DS (ft/s) 2.26 E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 0.02 W.S. DS (ft) Culv Exit Loss (ft) 0.00 Delta EG (ft) 0.14 Culv Entr Loss (ft) 0.12 Delta WS (ft) 0.26 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft)

33 Culvert Control Outlet Weir Submerg 0.65 Culv WS Inlet (ft) Weir Max Depth (ft) 1.31 Culv WS Outlet (ft) Weir Avg Depth (ft) 1.03 Culv Nml Depth (ft) 0.72 Weir Flow Area (sq ft) Culv Crt Depth (ft) 0.99 Min El Weir Flow (ft) Warning: During subcritical analysis, with the exit loss set =1.0, the projected WSEL in culvert has a lower energy than the downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert at the downstream end. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

34 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 1 Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1

35 Sta L Sta R Elev Permanent F Blocked Obstructions num= 1 Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

36 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 1 Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 1 Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

37 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 3692 INPUT Description: Distance from Upstream XS = 53 Deck/Roadway Width = 30 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 5 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan

38 Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Downstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular 6 FHWA Chart # 2 - Corrugated Metal Pipe Culvert FHWA Scale # 1 - Headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef Upstream Elevation = Centerline Station = 391 Downstream Elevation = Centerline Station = CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) 2.95

39 Q Barrel (cfs) Culv Vel DS (ft/s) 2.95 E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 5.55 W.S. DS (ft) Culv Exit Loss (ft) 0.00 Delta EG (ft) 5.66 Culv Entr Loss (ft) 0.11 Delta WS (ft) 6.66 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (ft) Weir Max Depth (ft) 1.97 Culv WS Outlet (ft) Weir Avg Depth (ft) 1.41 Culv Nml Depth (ft) Weir Flow Area (sq ft) Culv Crt Depth (ft) 2.45 Min El Weir Flow (ft) Warning: During subcritical analysis, with the exit loss set =1.0, the projected WSEL in culvert has a lower energy than the downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert at the downstream end. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS:

40 INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

41 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

42 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Blocked Obstructions num= 1 Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS:

43 INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 2377 INPUT Description: Distance from Upstream XS = 41 Deck/Roadway Width = 21 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 8 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num=

44 Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 3 Sta L Sta R Elev Sta L Sta R Elev Sta L Sta R Elev Downstream Deck/Roadway Coordinates num= 8 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Downstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical

45 Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Box 7 5 FHWA Chart # 8 - flared wingwalls FHWA Scale # 1 - Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef Upstream Elevation = Centerline Station = Downstream Elevation = Centerline Station = CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) Q Barrel (cfs) Culv Vel DS (ft/s) E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 0.60 W.S. DS (ft) Culv Exit Loss (ft) 4.43 Delta EG (ft) 6.84 Culv Entr Loss (ft) 1.81 Delta WS (ft) 7.23 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (ft) Weir Max Depth (ft) 1.61 Culv WS Outlet (ft) Weir Avg Depth (ft) 1.11 Culv Nml Depth (ft) 3.63 Weir Flow Area (sq ft) Culv Crt Depth (ft) 4.52 Min El Weir Flow (ft) Note: The flow in the culvert is entirely supercritical. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

46 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 1865 INPUT Description: Distance from Upstream XS = 71 Deck/Roadway Width = 26 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num=

47 Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Downstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F

48 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Circular 6 FHWA Chart # 2 - Corrugated Metal Pipe Culvert FHWA Scale # 3 - Pipe projecting from fill Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef Upstream Elevation = Centerline Station = Downstream Elevation = Centerline Station = CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) Q Barrel (cfs) Culv Vel DS (ft/s) 8.40 E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 1.31 W.S. DS (ft) Culv Exit Loss (ft) 0.93 Delta EG (ft) 3.91 Culv Entr Loss (ft) 1.66 Delta WS (ft) 3.94 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (ft) Weir Max Depth (ft) 2.01 Culv WS Outlet (ft) Weir Avg Depth (ft) 1.35 Culv Nml Depth (ft) 3.85 Weir Flow Area (sq ft) Culv Crt Depth (ft) 3.84 Min El Weir Flow (ft) Note: During subcritical analysis, the backwater through the culvert the solution went to critical depth. The program then assumed critical depth at the inlet. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

49 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION

50 RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num=

51 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 1270 INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F CULVERT RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 1235 INPUT Description: Distance from Upstream XS = 24 Deck/Roadway Width = 28 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 4 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Upstream Bridge Cross Section Data Station Elevation Data num=

52 Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Downstream Bridge Cross Section Data Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow =.98 Elevation at which weir flow begins = Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Culvert #1 Arch 7 12

53 FHWA Chart # 41- Arch; Corrugated metal FHWA Scale # 1-90 Degree headwall Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef Upstream Elevation = Centerline Station = 298 Downstream Elevation = Centerline Station = 298 CULVERT OUTPUT Profile #PF 1 Culv Group: Culvert #1 Q Culv Group (cfs) Culv Full Len (ft) # Barrels 1 Culv Vel US (ft/s) Q Barrel (cfs) Culv Vel DS (ft/s) E.G. US. (ft) Culv Inv El Up (ft) W.S. US. (ft) Culv Inv El Dn (ft) E.G. DS (ft) Culv Frctn Ls (ft) 1.57 W.S. DS (ft) Culv Exit Loss (ft) 0.81 Delta EG (ft) 3.34 Culv Entr Loss (ft) 0.95 Delta WS (ft) 4.68 Q Weir (cfs) E.G. IC (ft) Weir Sta Lft (ft) E.G. OC (ft) Weir Sta Rgt (ft) Culvert Control Outlet Weir Submerg 0.00 Culv WS Inlet (ft) Weir Max Depth (ft) 1.19 Culv WS Outlet (ft) Weir Avg Depth (ft) 0.69 Culv Nml Depth (ft) 2.62 Weir Flow Area (sq ft) Culv Crt Depth (ft) 3.47 Min El Weir Flow (ft) Warning: During subcritical analysis, while trying to calculate culvert and weir flow, the program could not get a balance of energy within the specified tolerance and number of trials. The program used the solution with the minimum error. Warning: During the culvert inlet control computations, the program could not balance the culvert/weir flow. The reported inlet energy grade answer may not be valid. Warning: During the culvert outlet control computations, the program could not balance the culvert/weir flow. The reported outlet energy grade answer may not be valid. Note: The flow in the culvert is entirely supercritical. CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan

54 Ineffective Flow num= 2 Sta L Sta R Elev Permanent F F CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: INPUT Description: Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan Ineffective Flow num= 1 Sta L Sta R Elev Permanent F CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 967 INPUT Description: FEMA L Station Elevation Data num= Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan CROSS SECTION RIVER: Long Run-Jacktow REACH: Long Run-Jacktow RS: 0 INPUT Description:

55 Station Elevation Data num= Bank Sta: Left Right Coeff Contr. Expan

56 EXISTING CONDITIONS HEC-RAS SUMMARY TABLE

57 HEC-RAS Plan: EX-Revised River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 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) Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 6645 Culvert Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 5625 Culvert Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 4496 Culvert Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 3692 Culvert Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 2377 Culvert Long Run-Jacktow PF Long Run-Jacktow PF

58 HEC-RAS Plan: EX-Revised River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) 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) Long Run-Jacktow 1865 Culvert Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 1270 PF Long Run-Jacktow 1235 Culvert Long Run-Jacktow PF Long Run-Jacktow PF Long Run-Jacktow 967 PF Long Run-Jacktow 0 PF

59 MODIFIED TOWNSHIP CULVERTS HEC-RAS SUMMARY TABLE

60 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 6645 Culvert Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised

61 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 5625 Culvert Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 4496 Culvert Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 3692 Culvert

62 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 2377 Culvert Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1865 Culvert Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1270 PF 1 ABRAMS Long Run-Jacktow 1270 PF 1 EX-Revised

63 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 1235 Culvert Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ABRAMS Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 967 PF 1 ABRAMS Long Run-Jacktow 967 PF 1 EX-Revised Long Run-Jacktow 0 PF 1 ABRAMS Long Run-Jacktow 0 PF 1 EX-Revised

64 CULVERT WATER SURFACE ELEVATION REDUCTION SKETCHES

65 WAINWRIGHT DRIVE CULVERT REPLACEMENT EFFECTS

66

67 ABRAMS DRIVE CULVERT REPLACEMENT EFFECTS

68

69 REBECCAS STREET CULVERT REPLACEMENT EFFECTS

70

71 S. WHITMORE ROAD CULVERT REPLACEMENT EFFECTS

72

73 ROTH DRIVE ADDITIONAL FLOOD PIPES

74 96003 HEC-RAS Plan: 1) RothFloodPipes 10/11/2011 2) EX-Revised 10/10/ Legend WS PF 1 - EX-Revised WS PF 1 - RothFloodPipes Ground Ineff 1030 Bank Sta 1020 Elevation (ft) Station (ft)

75 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 6645 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised

76 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 5625 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 4496 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised

77 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 3692 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 2377 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1865 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised

78 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 1270 PF 1 RothFloodPipes Long Run-Jacktow 1270 PF 1 EX-Revised Long Run-Jacktow 1235 Culvert Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RothFloodPipes Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 967 PF 1 RothFloodPipes Long Run-Jacktow 967 PF 1 EX-Revised Long Run-Jacktow 0 PF 1 RothFloodPipes Long Run-Jacktow 0 PF 1 EX-Revised

79 ROBBINS STATION ROAD MODIFIED CULVERTS HEC-RAS SUMMARY TABLE

80 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 6645 Culvert Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 5625 Culvert

81 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 4496 Culvert Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 3692 Culvert Long Run-Jacktow PF 1 RobbinsStation

82 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 2377 Culvert Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1865 Culvert Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1270 PF 1 RobbinsStation Long Run-Jacktow 1270 PF 1 EX-Revised Long Run-Jacktow 1235 Culvert Long Run-Jacktow PF 1 RobbinsStation

83 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 RobbinsStation Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 967 PF 1 RobbinsStation Long Run-Jacktow 967 PF 1 EX-Revised Long Run-Jacktow 0 PF 1 RobbinsStation Long Run-Jacktow 0 PF 1 EX-Revised

84 MODIFIED CULVERTS AND BEND REDUCTION HEC-RAS SUMMARY TABLE

85 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 6645 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 5892 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised

86 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 5625 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 4496 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised

87 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 3692 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 2377 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1865 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1270 PF 1 Bends Long Run-Jacktow 1270 PF 1 EX-Revised

88 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow 1235 Culvert Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 Bends Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 967 PF 1 Bends Long Run-Jacktow 967 PF 1 EX-Revised Long Run-Jacktow 0 PF 1 Bends Long Run-Jacktow 0 PF 1 EX-Revised

89 BEND ELIMINATION PIPE SIZING CALCULATION

90 Culvert Report Hydraflow Express Extension for AutoCAD Civil 3D 2011 by Autodesk, Inc. Saturday, Aug Cir Culvert Invert Elev Dn (ft) = Pipe Length (ft) = Slope (%) = 1.00 Invert Elev Up (ft) = Rise (in) = 72.0 Shape = Cir Span (in) = 72.0 No. Barrels = 1 n-value = Inlet Edge = 0 Coeff. K,M,c,Y,k = , 2, , 0.69, 0.5 Embankment Top Elevation (ft) = Top Width (ft) = Crest Width (ft) = Calculations Qmin (cfs) = Qmax (cfs) = Tailwater Elev (ft) = (dc+d)/2 Highlighted Qtotal (cfs) = Qpipe (cfs) = Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 8.10 Veloc Up (ft/s) = HGL Dn (ft) = HGL Up (ft) = Hw Elev (ft) = Hw/D (ft) = 0.97 Flow Regime = Inlet Control

91 CHANNEL MODIFICATIONS HEC-RAS SUMMARY TABLE

92 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 6645 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod

93 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 5625 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 4496 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised

94 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 3692 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 2377 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1865 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised

95 HEC-RAS River: Long Run-Jacktow Reach: Long Run-Jacktow Profile: PF 1 (Continued) Reach River Sta Profile Plan 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) Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 1270 PF 1 ChannelMod Long Run-Jacktow 1270 PF 1 EX-Revised Long Run-Jacktow 1235 Culvert Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow PF 1 ChannelMod Long Run-Jacktow PF 1 EX-Revised Long Run-Jacktow 967 PF 1 ChannelMod Long Run-Jacktow 967 PF 1 EX-Revised Long Run-Jacktow 0 PF 1 ChannelMod Long Run-Jacktow 0 PF 1 EX-Revised

96 LIONS PARK OFFSTREAM BASIN CONCEPTUAL SKETCH

97