SCHRAM EXTENSION D #0320 (WRIGHT EXTENSION Drainage...B. Hydraulics – (Storm Sewers) AUTODESK’S HYDRAFLOW STORM SEWER MODELING SOFTWARE Autodesk’s Hydraflow Storm Sewer Modeling

Revised: August 12, 2015 July 20, 2015 Project No. 822910

SCHRAM & EXTENSION DRAIN #0320

(WRIGHT EXTENSION)

GENESEE COUNTY DRAIN COMMISSIONER –

SURFACE WATER MANAGEMENT DIVISION CITY OF BURTON, MI

PRELIMINARY DRAINAGE STUDY

Mr. Jeffery Wright | Genesee Co. Drain Commissioner | July 20, 2015 Revised: August 12, 2015

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822910-Prelim Drainage Study Report - TOC.docx

TABLE OF CONTENTS

1. INTRODUCTION 2

2. SITE LOCATION 2

3. EXISTING DRAINAGE COURSE 2

4. BASIS OF EVALUATION AND DESIGN 2

5. EVALUATION OF EXISTING STORM SEWER SYSTEM 4

6. PROPOSED IMPROVEMENT ALTERNATIVES 6

7. RECOMMENDATIONS 8

8. PRELIMINARY OPINION OF PROBABLE CONSTRUCTION COSTS (POPCC) 9

9. APPENDICES 11

APPENDIX ‘A’ – LOCATION MAP

APPENDIX ‘B’ – PHOTOS OF EX. STORM SEWER SYSTEM

APPENDIX ‘C’ – STANDARD CHARTS AND VALUES USED FOR CALCULATIONS

APPENDIX ‘D’ – EX. DRAINAGE AREA & EX. STORM SEWER MAP & CALCULATIONS

APPENDIX ‘E’ – IMPROVEMENT ALTERNATIVE 1 MAP & CALCULATIONS

APPENDIX ‘F’ – IMPROVEMENT ALTERNATIVE 2 MAP & CALCULATIONS

Mr. Jeffery Wright | Genesee Co. Drain Commissioner │ July 20, 2015 Revised: August 12, 2015

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822910-Prelim Drainage Study Report - Body.docx

1. INTRODUCTION The Board of Determination meeting for the Schram and Extension Drain #0320 (Wright Extension) was held at the Burton City Hall on December 2, 2014. At this meeting, the Board determined based on the evidence presented that a preliminary drainage study was necessary for the existing drain. This drainage study was completed to evaluate the existing Schram and Extension Drain #0320 (Wright Extension) and to evaluate providing a storm sewer outlet for the Super Inn Motel. The Schram and Extension Drain #0320 (Wright Extension) is an enclosed storm sewer system that is owned and maintained by the Genesee County Drain Commissioner’s Office – Surface Water Management Division (GCDC-SWM). The existing storm sewer is approximately 59 years old.

The majority of the flooding issues heard at the Board of Determination meeting were located at the Super Inn Motel on Dort Highway north of Bristol Road. According to the owner of the motel, following heavy rain events the water elevation within the motel’s parking lot rises to a point where it inundates the rooms at the motel. The motel owner feels that the existing drain is undersized and contributing to the flooding issues.

2. SITE LOCATION The contributing drainage area to the Schram and Extension Drain #0320 (Wright Extension) is located in Section 29 of the City of Burton. The contributing drainage area is generally bounded by Bristol Road to the South, Dort Highway to the east, parts of Cheyenne Avenue and Menominee Avenue to the north and an abandoned railroad bed to the west. A location map identifying the overall drainage area may be found in Appendix ‘A’ of this report.

3. EXISTING DRAINAGE COURSE

The drainage district is comprised of woodlands, open space, commercial parcels, and parts of a residential subdivision. The stormwater runoff from the upper area consists of overland shallow concentrated flow and ditch flow from a commercial area along Dort Highway and a residential subdivision. The original construction drawings for this storm sewer system indicate that the storm sewer was planned to be an 18” diameter storm sewer from Bristol Road up to the intersection of Cheyenne Avenue and Joyce Street. However, based on field survey measurements at catch basins, it appears that a 15” diameter storm sewer system may have been constructed in the upper part for the last 600 feet leading up to Cheyenne Avenue and Joyce Street intersection. The remainder of the storm sewer system to Bristol Road is an 18-inch diameter pipe. At Bristol Road the 18-inch diameter storm sewer connects to and outlets to the Schram and Extension Drain #0320 and #1380. Appendix ‘B’ includes a photo location map and various photos of drainage structures along the route of the existing Schram and Extension Drain #0320 (Wright Extension).

4. BASIS OF EVALUATION AND DESIGN

A. Hydrology – (Storm Water Runoff)

DRAINAGE AREAS Genesee County Drain Commissioner’s Office two foot contour maps, topographic field data collected by Fleis & VandenBrink and field visit observations were used to determine the overall drainage area of the Schram and Extension Drain #0320 (Wright Extension). The overall drainage area was determined to be approximately 64.4 acres. A map of the existing overall drainage area may be found in Appendix ‘D’.


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RATIONAL METHOD In accordance with Genesee County Drain Commissioner’s Office - Surface Water Management Division (GCDC-SWM) standards, the Rational Method may be used for drainage areas less than 100 acres. The Rational Method (Q = CIA) is used to calculate the peak stormwater runoff flow rate (Q) to be used in the evaluation of the existing storm sewer system and the preliminary design of the various alternatives. In addition, the GCDC-SWM standard for drainage areas less than 100 acres is to determine stormwater runoff flows for a ten percent annual chance (10-year) storm event. The land use of the overall drainage area includes woodlands, open space, commercial and residential properties. The GCDC-SWM standard runoff coefficients (C) were used to calculate weighted C-values for each drainage sub-area. See Appendix ‘C’ for various charts and values used as a basis of analysis and design for the calculations in this study. The total drainage district area of approximately 64.4 acres was divided into sub-areas and stormwater runoff amounts for the sub-areas were determined. A drainage district map, depicting the overall drainage district and sub-areas with collection points, is included in Appendix ‘D’. TIME OF CONCENTRATION The time of concentration for various drainage paths was calculated in order to determine the rainfall intensity (I10) for the ten percent annual chance (10-year) storm event for the upper most sub-area that drains to the existing storm sewer system at the intersection of Joyce Street and Cheyenne Avenue. The time of concentration was estimated by determining the length, slope, surface type, and velocities along various flow paths that lead to the existing storm sewer system. Once the stormwater runoff reaches the existing storm sewer system the time of concentration for the rest of the storm sewer system is determined by the velocities of the flows within the storm sewer system. EXISTING FLOWS The cumulative stormwater runoff from each sub-area was used to evaluate the existing storm sewer system and design the improvement alternatives to the existing system. In accordance with Genesee County Drain Commissioner's Office standards, a ten percent annual chance (10-year) storm frequency was used as the basis to evaluate the existing storm sewer system and to size the storm sewer for the proposed improvement alternatives. Further details of the sub-areas and flows generated may be found in Appendix ‘D’ which includes printouts of the existing storm sewer system evaluation and results.

B. Hydraulics – (Storm Sewers) AUTODESK’S HYDRAFLOW STORM SEWER MODELING SOFTWARE Autodesk’s Hydraflow Storm Sewer Modeling Software is a program, which was used to evaluate the existing storm sewer system and to design the various improvement alternatives. The basis for the program is Manning’s equation for pipe flow and Bernoulli’s equation for the hydraulic grade line (i.e. water elevations). Various input data such as existing or design storm sewer sizes, storm sewer types, lengths, invert elevations, drainage areas and runoff coefficients are input into the program. The program performs multiple calculations throughout the storm sewer system and provides information that is used to evaluate the storm sewer. Surcharging of a storm sewer system is a situation where the calculations show the hydraulic grade lines (i.e. water elevations) above the crown of the storm sewer or above structure rim elevations. Surcharging occurs in a storm sewer system where the storm sewer system is not large enough to handle the water draining through it for


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the design storm event. It should be noted that these surcharge elevations are to be viewed as theoretical elevations needed to pass the flow through the storm sewer. The surcharge elevations would not likely occur to the elevations indicated in the calculations because any water above a rim elevation would flow to another area or create ponding around the structure on the surface. The occurrence of surcharging is an indication that the storm sewer is under-sized and cannot convey the stormwater flows calculated. The GCDC-SWM standard for storm sewer design is to design for full pipe flow with no pipe surcharging for the design storm event. The evaluation of the existing storm sewer system and the various design improvement alternatives are further discussed in later sections of this report.

5. EVALUATION OF EXISTING STORM SEWER SYSTEM

The existing storm sewer pipe system for the Schram and Extension Drain #0320 (Wright Extension) was evaluated for the ten percent annual chance (10-year) storm event. As previously mentioned, the existing storm sewer system begins at the intersection of Joyce Street and Cheyenne Avenue just southwest of the intersection of Hemphill Road and Dort Highway. The existing storm sewer then flows to the west approximately 300 feet where it turns south. It then runs to the south to the Schram and Extension Drain #0320 and #1380 at Bristol Road. The existing storm sewer system of the Schram and Extension Drain #0320 (Wright Extension) was determined to be undersized and is not able to convey the ten percent annual chance (10-year) storm event. As mentioned earlier in this report, the existing storm sewer is approximately 59 years old and it was design to the standards of the day 59 years ago. In addition, approximately 300 feet of the Schram and Extension Drain #0320 along Bristol Road from the Wright Branch connection to the west just past the abandoned railroad tracks appears to be undersized. Any surcharging of the Schram and Extension Drain #0320 (Wright Extension) would backup into the low areas within the existing commercial properties between Bristol Road and Cheyenne Avenue. Table 1 below lists the existing storm sewer sizes and capacities in cubic feet per second (cfs) of the Schram and Extension Drain #0320 (Wright Extension) at three locations along the route of the existing drain. The chart also lists the ten percent annual chance (10-year) storm event flow calculated at each location. As the chart shows, the capacities of the existing storm sewer are much lower than the calculated ten percent annual chance (10-year) storm event flows. Table 1 An existing private 8” diameter clay storm sewer is connected to the southerly catch basin at the intersection of Joyce Street and Cheyenne Avenue. This 8” storm sewer appears to run to the east within an existing five foot wide private easement (Liber-1718, Page-657) adjacent to and south of the Joyce Street right-of-way. This private easement was granted to the Dort Motel (now known as the Super Inn Motel) back in the late 1960’s for the purpose of constructing a storm drain line from the motel to the existing county drain at Joyce Street and Cheyenne Avenue. This

Location Existing Pipe

Diameter (inch) Existing Pipe Capacity (cfs)

10% Annual Chance Storm

Event Flow (cfs)

Upper End near Cheyenne & Joyce

15” 1.5 21.0

Midway between Bristol & Joyce

18” 3.9 65.0

Near Outlet at Bristol Road

18” 4.6 82.0


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private 8” storm sewer somehow turns to the south at Menominee Street and runs behind Top End Cycle to the northwest corner of the Super Inn Motel to a private catch basin. No drainage structure was observed to exist where this private storm sewer would turn to the south at Menominee Street. Also, it is unknown if a private easement to the Super Inn Motel exists across the Top End Cycle Property similar to the private easement adjacent to Joyce Street described above. A title search would have to be performed on the Top End Cycle property to confirm the existence of such a private easement for the existing storm sewer. This 8” storm sewer is a private storm sewer pipe and is not a part of the Schram and Extension Drain #0320 (Wright Extension). This existing private 8” diameter storm sewer was also determined to be undersized and is not able to convey the ten percent annual chance (10-year) storm event from the areas draining to it. Table 2 below lists the existing private storm sewer size and capacity in cubic feet per second (cfs). The chart also lists the ten percent annual chance (10-year) storm event flow calculated at the catch basin at the northwest corner of the Super Inn Motel. As the chart shows, the capacity of the existing private storm sewer is much lower than the calculated ten percent annual chance (10-year) storm event flow. Table 2 It appears that the private catch basins within the parking lot of the Super Inn Motel drain thru an 8” private storm sewer to the private catch basin mentioned above at the northwest corner of the motel and the upper end of the private 8” storm sewer. The private catch basins in the parking lot of the motel do not appear to tie into the storm sewer system within Dort Highway. Dort Highway was originally constructed as a four-lane road with open ditches for drainage and there were no storm sewers in the area of the motel prior to the road being reconstructed in 2002. The Michigan Department of Transportation (MDOT) made improvements to Dort Highway back in 2002 and expanded the road to add an additional lane and replaced the existing road ditch with curb and gutter and storm sewer. MDOT Construction plans for this work were provided by the GCDC-SWM. As-built construction plans could not be obtained from MDOT. However, MDOT did supply files of the topographic survey for the existing open ditch roadway of Dort Highway prior to the improvements being construction in 2002. These files indicate that the parking lot for the Super Inn Motel could have overflowed into the roadside ditch of Dort Highway near the southeast corner of the parking lot. Therefore it is likely that prior to 2002, large rain events may not have caused problems for the motel because of the ability of the storm water from the parking lot to overflow into the Dort Highway roadside ditch. The construction of Dort Highway in 2002 filled in the ditches by adding curb and gutter and storm sewers and appears to have eliminated the overflow to the roadside ditch for the parking lot. Storm sewers were constructed by MDOT on both sides of the road under the curb and gutter for the 2002 Dort Highway improvements. The storm sewer sizes ranged in size from 12” to 30” in diameter. In addition to Dort Highway being reconstructed, a crushed concrete recycling plant was established west of the Super Inn Motel. A berm was constructed along the east and north property lines of the concrete recycling plant property. Based on the county contours, the ground elevations generally fall to the west from the east property line of the concrete recycling plant. Based on a field review, this berm has interrupted the storm water flow going from the east to the west. The area immediately to the east of the berm is very small along the concrete recycling plant’s east property line. Storm water in this area east of the berm is generally picked up in the existing private catch basin discussed above and located at the northwest corner of the Super Inn

Location Existing Pipe

Diameter (inch) Existing Pipe Capacity (cfs)

10% Annual Chance Storm

Event Flow (cfs)

Upper End of pipe at northwest corner of Super Inn Motel

8” 0.4 13.0


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Motel. The owner of the motel has indicated that there are no drainage issues in the area between the motel and the berm. Prior to the berm being constructed, it is possible that this private catch basin overflowed to the west in addition to the motel’s parking lot overflowing into the Dort Highway road ditch. The area north of the berm and east of Cheyenne Avenue naturally drains to the west and is picked up at the catch basins at the intersection of Cheyenne Avenue and Joyce Street. Based on a field review, the berm located to the west of Cheyenne Avenue has redirected the flow from the north through a 12” culvert placed in the berm to allow stormwater to drain to the catch basin where the Schram and Extension Drain (Wright Extension) turns to the south towards Bristol Road. A map of the overall drainage district and subdistricts determined to evaluate the existing storm sewer system may be found in Appendix ‘D’. Also included in the appendix is the calculations showing the storm event runoff amounts and the capacities of the existing storm sewer system.

6. PROPOSED IMPROVEMENT ALTERNATIVES

Two alternatives were evaluated in order to improve the existing Schram and Extension Drain #0320 (Wright Extension) and extend the existing county drain up to the private catch basin at the northwest corner of the Super Inn Motel. These improvements would also enable the improved drainage system to convey the ten percent annual chance (10-year) storm event. These improvements would bring the existing drainage system up to date with current GCDC-SWM standards. Alternative 1 proposes to follow the existing storm sewer route and remove and replace the existing storm sewer with a larger diameter storm sewer. It is also proposed to extend the existing drain along the private 8” storm sewer route and remove and replace it with a larger diameter storm sewer. Alternative 2 proposes to also remove and replace the existing storm sewer but construct a new storm sewer to the Super Inn Motel along a route through the existing concrete recycling plant site. An improvement alternative along Dort Highway was reviewed but determined to not be feasible. As mentioned earlier in this report when MDOT made improvements to Dort Highway, MDOT constructed storm sewers under the curb and gutter along both sides of the road. Generally, these storm sewers are to provide drainage for the road. The MDOT storm sewer would not have the capacity for a large portion of the drainage district. In order to construct a county owned storm sewer outlet for the Super Inn Motel, a separate storm sewer would have to be constructed along the west side of Dort Highway to the south to the Schram and Extension Drain #0320 at Bristol Road. However, there are several existing utilities along the west side of Dort Highway that would prevent an additional storm sewer from being constructed in the Dort Highway right-of-way. These utilities include an existing 27” diameter sanitary sewer, a gas main and an existing watermain. In order to construct a storm sewer outside of the right-of-way several easements would have to be obtained along the properties on the west side of Dort Highway. However, the location of the storm sewer would likely involve the replacement of several parking lot pavements and driveways and be in the way of a wall and possibly business signs. While a county owned storm sewer outlet along Dort Highway may not be feasible, there may be an option for the privately owned storm sewer that may alleviate some of the motel’s drainage issues. The MDOT constructed storm sewer along both sides of the road and beneath the curb of Dort Highway includes a catch basin just north of the entrance to the Super Inn Motel. At this catch basin, a 12” diameter storm sewer runs to the north and a 15” diameter storm sewer runs to the south. Field survey elevations of this catch basin in Dort Highway and the catch basins in the Super Inn Motel parking lot indicate that the parking lot catch basins could be connected to this catch basin in Dort Highway. Constructing a storm sewer from the catch basins in the parking lot to the Dort Highway catch basin would not be part of the Schram and Extension Drain #0320 (Wright Branch) improvements. It would be a private storm sewer improvement that the Super Inn Motel owner would need to have completed, and may be an option to alleviate some of the drainage issues they are experiencing. Any solution involving the Dort Highway storm sewer would require approval and permits from MDOT.


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An extension to the Schram and Extension Drain #0320 (Wright Extension) county drain would not improve private drainage such as the existing private storm sewer in the parking lot of the Super Inn Motel and the private storm sewer that runs from the parking lot to the catch basin at the northwest corner of the motel. Therefore, the motel’s parking lot may continue to experience flooding issues due to the internal private storm sewer. The following discusses Alternatives 1 and 2 in more detail. ALTERNATIVE 1: The improvements for Alternative 1 include removing the existing storm sewer system along its current route and replacing it with larger diameter storm sewers. Back in the mid 1950’s the original drain was constructed to generally follow the most direct route to provide an outlet for the Elmwood Gardens subdivision located southwest of the intersection of Dort Highway and Hemphill Road. The proposed storm sewer sizes for Alternative 1 include a 54”, 48”, 42”, 36”, and 21” diameter storm sewers from Bristol Road to the intersection of Joyce Street and Cheyenne Avenue. It is proposed to extend the existing county drain by constructing a 24” diameter storm sewer up to the existing private catch basin located at the northwest corner of the Super Inn Motel. This 24” storm sewer is proposed to be located south of the south right-of-way line for Joyce Street and within the concrete recycling plant’s property. This location was chosen to avoid a 48” county sanitary trunk line sewer and a fiber optic cable within the right-of-way and to avoid constructing the storm sewer within the road pavement area, which would increase construction costs. Following the original drain route, Alternative 1 is intended to keep the depth of the proposed storm sewer at a minimum as much as possible. The proposed 36” storm sewer will be crossing over the existing 48” sanitary sewer trunk line located along the route. The existing 48” sanitary sewer was constructed under the existing storm sewer. As mentioned earlier in this report, improvement Alternative 1 was designed based on GCDC-SWM standards for a ten percent annual chance (10-year) storm event for full pipe flow with no surcharging. Storm events greater than the ten percent annual chance (10-year) storm event may surcharge the storm sewer system and potentially the storm sewer rim elevations. The proposed improvements for Alternative 1 would require removal and replacement of the pavement surfaces at the commercial properties along the route. Existing fences along the route will also need to be removed and replaced. Coordination with the concrete recycling plant located off of Red Arrow Road will also be required in order to temporarily move piles of crushed concrete that are located over the proposed storm sewer route. An easement exists along the route of the Schram and Extension Drain #0320 (Wright Extension); However, an easement will need to be acquired within the concrete plant’s property and possibly behind Top End Cycle and the Super Inn Motel if the proposed storm sewer is located on either of these properties. The Preliminary Opinion of Probable Construction Cost (POPCC) for Alternative 1 is approximately $469,000.00. Further information related to this POPCC may be found in Section 8. As an additional option for Alternative 1, the feasibility of constructing a parallel storm sewer system adjacent to the existing storm sewer was also reviewed. The existing storm sewer would be left in place and continue to carry a portion of the stormwater runoff flow. However, the existing storm sewer would only remove approximately 4.7 cfs from the proposed parallel storm sewer and would not reduce the lower end storm sewer sizes. The remaining parallel pipe system would still be a 54” and a 48” diameter storm sewer. An additional easement may also be required along the existing storm sewer route if the existing easement is not wide enough to construct the parallel storm sewer.


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ALTERNATIVE 2: The improvements for Alternative 2 include removing the existing storm sewer system along its current route and replacing it with larger diameter storm sewers similar to Alternative 1. However, a different route has been taken through the existing concrete recycling plant site to the Super Inn Motel. This alternate route is approximately 330 feet south of Joyce Street. This route was selected to avoid the existing 48” county trunk sewer and fiber optic cable in Joyce Street and to avoid constructing the storm sewer within the road pavement area, which would increase construction costs. The proposed storm sewer sizes for Alternative 2 include a 54”, 48”, 42”, 30”, 24” and 21” diameter storm sewers from Bristol Road to the intersection of Joyce Street and Cheyenne Avenue. A 30” and 24” storm sewer is proposed to the Super Inn Motel through the existing concrete recycling plant site. Following the original drain route, Alternative 2 is intended to also keep the depth of the proposed storm sewer at a minimum as much as possible. The proposed 36” storm sewer will be crossing over an existing 48” sanitary sewer trunk line located along the route. The existing 48” sanitary sewer was constructed under the existing storm sewer. As mentioned earlier in this report, the proposed storm sewer system for improvement Alternative 2 was designed based on GCDC-SWM standards for a ten percent annual chance (10-year) storm event and for full pipe flow with no surcharging. Storm events greater than the ten percent annual chance (10-year) storm event may surcharge the storm sewer system and potentially the storm sewer rim elevations The proposed improvements for Alternative 2 would require removal and replacement of the pavement surfaces at the commercial properties along the route. Existing fences along the route will also need to be removed and replaced. Coordination with the existing concrete recycling plant site located off of Red Arrow will also be required in order to temporarily move piles of crushed concrete that are located over the proposed storm sewer route. An easement exists along the route of the Schram and Extension Drain #0320 (Wright Extension). However, an additional easement will also need to be acquired through the existing concrete recycling plant site and from the owner of the Super Inn Motel. The Preliminary Opinion of Probable Construction Cost (POPCC) for Alternative 2 is approximately $489,000.00. Further information related to this POPCC may be found in Section 8.

7. RECOMMENDATIONS

Based on the options discussed above, Alternative 1 has a slightly lower cost than Alternative 2. Alternative 1’s cost is slightly lower mainly because it involves lesser amounts of 18” and 24” diameter storm sewer than Alternative 2. Constructing Alternative 1 will require additional easements to be obtained from the concrete recycling plant to construct the proposed storm sewer along Joyce Street’s southerly right-of-way. Easements may also be needed from Top End Cycle and the motel owner depending on the location of the storm sewer. The storm sewer is recommended to be constructed outside of the right-of-way because there is an existing 48” county sanitary trunk sewer and existing fiber optic cable between the edge of Joyce Street’s pavement and the southerly right-of-way. If the proposed storm sewer were constructed within the right-of-way and along the edge of the Joyce Street, then the costs for Alternative 1 would increase due to the pavement replacement costs. Alternative 2 will also require an easement through the concrete recycling plant from the existing county drain to the Super Inn Motel and from the motel’s owner. Alternative 2 is the recommended improvement alternative because it avoids the existing utilities within the Joyce Street right-of-way. However, if easements cannot be obtained for either alternative through the concrete recycling plant property, the proposed storm sewer could be constructed within Joyce Street’s road area but at a higher cost due to the pavement removal and replacement. In addition, an easement would still need to be obtained across the Top End Cycle property and from the owner of the Super Inn Motel.


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8. PRELIMINARY OPINION OF PROBABLE CONSTRUCTION COSTS (POPCC)

● ALTERNATIVE 1:

Item Description Pay Unit

1 . Remove Ex. Dr Structure 10 +/- Each $350.00 +/- $3,500.00 +/-

2 . Remove Ex. Storm Sewer, 6" to 24" 2,455 +/- L.F. $10.00 +/- $24,550.00 +/-

3 . 21” Sewer, C76-III 35 +/- L.F. $65.00 +/- $2,275.00 +/-

4 . 24” Sewer, C76-III 465 +/- L.F. $70.00 +/- $32,550.00 +/-

5 . 36” Sewer, C76-III 610 +/- L.F. $90.00 +/- $54,900.00 +/-

6 . 42” Sewer, C76-III 400 +/- L.F. $110.00 +/- $44,000.00 +/-

7 . 48” Sewer, C76-III 610 +/- L.F. $130.00 +/- $79,300.00 +/-

8 . 54” Sewer, C76-III 300 +/- L.F. $150.00 +/- $45,000.00 +/-

9 . 18” Sewer, Corrugated Steel Pipe 36 +/- L.F. $45.00 +/- $1,620.00 +/-

10 . 18" End Section, Steel 1 +/- Each $500.00 +/- $500.00 +/-

11 . 4' Dia. Drainage Structure, Catch Basin 3 +/- Each $2,000.00 +/- $6,000.00 +/-




15 . 8' Dia. Drainage Structure, Manhole 1 +/- Each $6,000.00 +/- $6,000.00 +/-

16 . Drainage Structure Covers 2,315 +/- Lb. $2.00 +/- $4,630.00 +/-

17 . Compacted Sand Backfill 715 +/- L.F. $10.00 +/- $7,150.00 +/-

18 . Asphalt Surface Remove & Replace 1,220 +/- S.Y. $45.00 +/- $54,900.00 +/-

19 . Aggregate Surface Remove & Replace 230 +/- S.Y. $15.00 +/- $3,450.00 +/-

20 . Curb & Gutter Removal & Replacement, Conc. 20 +/- L.F. $30.00 +/- $600.00 +/-

21 . Sidewalk Removal & Replacement, Conc. 100 +/- S.F. $20.00 +/- $2,000.00 +/-

22 . Class A Seeding (200 Lbs/Acre) 220 +/- Lb. $10.00 +/- $2,200.00 +/-

23 . Chemical Fertilizer Nutrients (240 Lbs/Acres) 264 +/- Lb. $5.00 +/- $1,320.00 +/-

24 . Mulch (2 Tons/Acre) 2.2 +/- Ton $800.00 +/- $1,760.00 +/-

25 . Remove and Replace Existing Fence 100 +/- L.F. $20.00 +/- $2,000.00 +/-

26 . Regrade Existing Road Ditch 370 +/- L.F. $15.00 +/- $5,550.00 +/-

27 . Soil Erosion & Sedimentation Control 1 +/- Lsum $2,000.00 +/- $2,000.00 +/-

28 . Traffic Control 1 +/- Lsum $4,000.00 +/- $4,000.00 +/-

$426,255 +/-

$42,626 +/-

$468,881 +/-Grand Total

Qty Unit Price Amount

Total

Contingency 10%

Note: The figures given for each item and the total figure of the POPCC is only a preliminary opinion based on data from similar projects as of the date of this study and are subject to change. Easement acquisitions, legal, financial, contract administration, engineering, permits, construction staking, and as-builts drawings are not included in these figures.


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● ALTERNATIVE 2:

Item Description Pay Unit

1 . Remove Ex. Dr Structure 9 +/- Each $350.00 +/- $3,150.00 +/-

2 . Remove Ex. Storm Sewer, 6" to 24" 1,990 +/- L.F. $10.00 +/- $19,900.00 +/-

3 . 18” Sewer, C76-III 215 +/- L.F. $60.00 +/- $12,900.00 +/-

4 . 21” Sewer, C76-III 35 +/- L.F. $65.00 +/- $2,275.00 +/-

5 . 24” Sewer, C76-III 645 +/- L.F. $70.00 +/- $45,150.00 +/-

6 . 36” Sewer, C76-III 610 +/- L.F. $90.00 +/- $54,900.00 +/-

7 . 42” Sewer, C76-III 400 +/- L.F. $110.00 +/- $44,000.00 +/-

8 . 48” Sewer, C76-III 610 +/- L.F. $130.00 +/- $79,300.00 +/-

9 . 54” Sewer, C76-III 300 +/- L.F. $150.00 +/- $45,000.00 +/-

10 . 18” Sewer, Corrugated Steel Pipe 36 +/- L.F. $45.00 +/- $1,620.00 +/-

11 . 18" End Section, Steel 1 +/- Each $500.00 +/- $500.00 +/-





16 . 8' Dia. Drainage Structure, Manhole 1 +/- Each $6,000.00 +/- $6,000.00 +/-

17 . Drainage Structure Covers 2,515 +/- Lb. $2.00 +/- $5,030.00 +/-

18 . Compacted Sand Backfill 705 +/- L.F. $10.00 +/- $7,050.00 +/-

19 . Asphalt Surface Remove & Replace 1,220 +/- S.Y. $45.00 +/- $54,900.00 +/-

20 . Aggregate Surface Remove & Replace 230 +/- S.Y. $15.00 +/- $3,450.00 +/-

21 . Curb & Gutter Removal & Replacement, Conc. 20 +/- L.F. $30.00 +/- $600.00 +/-

22 . Sidewalk Removal & Replacement, Conc. 100 +/- S.F. $20.00 +/- $2,000.00 +/-

23 . Class A Seeding (200 Lbs/Acre) 280 +/- Lb. $10.00 +/- $2,800.00 +/-

24 . Chemical Fertilizer Nutrients (240 Lbs/Acres) 336 +/- Lb. $5.00 +/- $1,680.00 +/-

25 . Mulch (2 Tons/Acre) 2.8 +/- Ton $800.00 +/- $2,240.00 +/-

26 . Remove and Replace Existing Fence 80 +/- L.F. $20.00 +/- $1,600.00 +/-

27 . Soil Erosion & Sedimentation Control 1 +/- Lsum $2,000.00 +/- $2,000.00 +/-

28 . Traffic Control 1 +/- Lsum $4,000.00 +/- $4,000.00 +/-

$444,545 +/-

$44,455 +/-

$489,000 +/-Grand Total

Qty Unit Price Amount

Total

Contingency 10%

Note: The figures given for each item and the total figure of the POPCC is only a preliminary opinion based on data from similar projects as of the date of this study and are subject to change. Easement acquisitions, legal, financial, contract administration, engineering, permits, construction staking, and as-builts drawings are not included in these figures.


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9. APPENDICES


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APPENDIX ‘A’

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GENESEE

COUNTY,

MICHIGAN

CITY OF

BURTON

NORTH

APPROXIMATE

DRAINAGE AREA

FOR THE SCHRAM

AND EXTENSION

DRAIN #0320

(WRIGHT

EXTENSION)

LOCATION MAP

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SCHRAM & EXT DRAIN #0320

(WRIGHT EXTENSION)

APPENDIX 'A'

PROJECT

LOCATION


Page 13


APPENDIX ‘B’

● Photo Location Map

● Photos of Existing Storm Sewer System

JOYCE ST

RED ARROW RD

E. BRISTOL RD

DO

RT

H

IG

HW

AY

DO

RT

H

IG

HW

AY

CH

EY

EN

NE

A

VE

ME

NO

MIN

EE

S

T

1

#

- INDICATES PHOTO LOCATION

AND DIRECTION TAKEN

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320

(WRIGHT

EXTENSION)

NORTH

APPROXIMATE

DRAINAGE AREA

FOR THE SCHRAM

AND EXTENSION

DRAIN #0320

(WRIGHT

EXTENSION)

PHOTO LOCATION MAP

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APPENDIX 'B'

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320

EXISTING SCHRAM

AND EXTENSION

DRAIN #1380

EXISTING

PRIVATE

STORM

SEWER

2

3

4

5

6

7

11

9

10

12-14

15

8

NOT TO SCALE

PHOTO 1

PHOTO 2

AT BRISTOL ROAD LOOKING NORTH

WITHIN COMMERCIAL PROPERTY AT BRISTOL ROAD

LOOKING NORTH

PHOTOGRAPHS 1 & 2

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APPENDIX 'B'

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EX. 36"EX. 36"

EX

. 18"

EX

. 18"

EX

. 18"

EX. 12"EX. 12"

PHOTO 3

PHOTO 4

WITHIN CONCRETE RECYCLING PLANT LOOKING NORTH

WITHIN CONCRETE RECYCLING PLANT ALONG FORMER

RED ARROW ROAD LOOKING NORTH

PHOTOGRAPHS 3 & 4

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APPENDIX 'B'

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EX

. 18"

EX

. 18"

EX

. 18"

EX

. 18"

ASSUMED

STRUCTURE OVER

EX. 18" PIPE

PHOTO 5

PHOTO 6

WITHIN CONCRETE RECYCLING PLANT ALONG FORMER

RED ARROW ROAD LOOKING SOUTHWEST

WITHIN CONCRETE RECYCLING PLANT LOOKING SOUTH

PHOTOGRAPHS 5 & 6

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APPENDIX 'B'

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

E

X

.

1

8

"

EX

. 18"

E

X

.

1

8

"

EX

. 18"

PHOTO 7

PHOTO 8

WITHIN CONCRETE RECYCLING PLANT LOOKING EAST

WITHIN CONCRETE RECYCLING PLANT LOOKING NORTH

AT CULVERT UNDER BERM

PHOTOGRAPHS 7 & 8

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APPENDIX 'B'

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EXISTING 12"

CULVERT

EX

. 18"

EX

. 18"

DITCH FLOW TO

CATCH BASIN OF

PHOTO 7

EXISTING 18" PIPE

FROM SOUTH CATCH

BASIN AT CHEYENNE

AVE & JOYCE ST

PHOTO 9

PHOTO 10

SOUTH CATCH BASIN AT INTERSECTION OF CHEYENNE & JOYCE LOOKING WEST

NORTH CATCH BASIN AT INTERSECTION OF CHEYENNE &

JOYCE LOOKING SOUTH

PHOTOGRAPHS 9 & 10

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APPENDIX 'B'

EXISTING SCHRAM

AND EXTENSION

DRAIN #0320 (WRIGHT

EXTENSION)

EXISTING ROAD

OUTLET STORM

SEWER

E

X

.

1

8

"

EX

. 10"

E

X

.

1

0

"

E

X

. 8

"

EXISTING PRIVATE

STORM SEWER TO

THE SUPER INN

MOTEL

EXISTING

CULVERT

CROSSING

CHEYENNE

PHOTO 11

NORTH CATCH BASIN AT INTERSECTION OF CHEYENNE & JOYCE LOOKING EAST

PHOTOGRAPHS 11 & 12

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APPENDIX 'B'

EXISTING ROAD

OUTLET STORM

SEWER

E

X

.

1

0

"

EXISTING

CULVERT

CROSSING

CHEYENNE

CHEYENNE

AVENUE

JOYCE

STREET

PHOTO 12

PRIVATE CATCH BASIN AT NORTHWEST CORNER OF

SUPER INN MOTEL

EXISTING PRIVATE

CATCH BASIN

E

X

.

8

"

E

X

.

8

"

EXISTING PRIVATE

STORM SEWER

PHOTO 13

PRIVATE CATCH BASIN AT NORTHWEST CORNER OF SUPER INN MOTEL

PHOTOGRAPHS 13 & 14

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APPENDIX 'B'

E

X

.

8

" E

X

.

8

"

EXISTING PRIVATE

STORM SEWER

PHOTO 14

AT PRIVATE CATCH BASIN LOOKING EAST

EXISTING PRIVATE

CATCH BASIN

EXISTING PRIVATE

STORM SEWER

EX

. 8"

EX. 8"

SUPER

INN

MOTEL

PHOTO 15

AT PRIVATE CATCH BASIN LOOKING EAST

PHOTOGRAPH 15

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APPENDIX 'B'

EXISTING PRIVATE

CATCH BASIN

EXISTING PRIVATE

STORM SEWER

EX

. 8"

EX. 8"

SUPER

INN

MOTEL


Page 14


APPENDIX ‘C’

● Standard Charts and Values Used for Calculations

GENESEE COUNTY DRAIN COMMISSIONER’S OFFICE DIVISION OF

SURFACE WATER MANAGEMENT G-4608 BEECHER ROAD, FLINT, MI 48532

PHONE (810) 732-1590 FAX (810) 732-1474

JEFFREY WRIGHT COMMISSIONER

Revised November 1, 2006 Effective immediately

STORM SEWER DESIGN PARAMETERS FOR GENESEE COUNTY

IN AN EFFORT TO STANDARDIZE DESIGN PROCEDURES FOR STORM SEWERS AND OPEN CHANNELS IN GENESEE COUNTY, THE GENESEE COUNTY DRAIN COMMISSIONER HAS DEVELOPED THESE STANDARDS. IT IS HOPED THAT THESE STANDARDS WILL FACILITATE PLANNING FROM BOTH THE POSIITON OF THE DESIGN AND REVIEWING ENGINEER.

IT IS RECOGNIZED THE DESIGN CONDITIONS VARY AND THERE IS NO SUBSTITUTE FOR THE JUDGEMENT OF AN EXPERIENCED ENGINEER. IN ALL CASES THIS JUDGEMENT SHOULD BE APPLIED.

MANY STREAMS LOCATED IN THIS COUNTY DO NOT HAVE STREAM GAGING DATA AVAILABLE OR THE PERIOD OF RECORD IS NOT OF SUFFICIENT LENGTH TO ALLOW THE DESIGN ENGINEER TO ESTIMATE FLOOD FLOWS BY USING FLOOD-FREQUENCY ANALYSIS AS DEVELOPED BY U.S.G.S. PRIOR TO DESIGN OF ANY STORM DRAIN IMPROVEMENT OR ENCLOSURE THE CONSULTANT SHALL INVESTIGATE ANY GAGING STATION, PARTIAL RECORD GAGING STATION OR CREST STAGE GAGES ON THE DESIGN BASIN FOR AVAILABLE PERTINENT DATA ON FLOOD FLOWS.

WHERE INSUFFICIENT DATA IS PRESENT TO DEVELOP BASIN HYDROLOGY BY THE ABOVE METHOD THE CONSULTANT SHALL DETERMINE FLOWS ALONG THE BASIN BY THE S.C.S. METHOD, THE RATIONAL METHOD, THE BRATER METHOD OR A COMBINATION OF ANY OF THE ABOVE NAMED METHODS. THE BASIN HYDROLOGY SHALL BE APPROVED BY THE GENESEE COUNTY DRAIN COMMISSIONER'S OFFICE PRIOR TO PROCEEDING WITH THE FINAL DESIGN OF A GIVEN PROJECT.

DESIGN PROJECTS SHALL BE DEVELOPED IN ACCORDANCE WITH THE FOLLOWING FLOOD FREQUENCIES. A. 100 YEAR STORM ON BASIN DEVELOPMENT PROJECT TO YEAR 2000:

1. CULVERTS OR BRIDGES CROSSING STATE HIGHWAYS OR EXPRESSWAYS WHERE THE UPSTREAM DRAINAGE AREA IS IN EXCESS OF 2 SQUARE MILES. 2. DETENTION PONDS. 3. DRAINAGE ENCLOSURES IN EXCESS OF 100 FEET WHERE THE UPSTREAM DRAINAGE AREA IS IN EXCESS OF 2 SQUARE MILES.

PG-2-

B. 50 YEAR FLOOD FLOWS WITH BASIN DEVELOPMENT TO YEAR 2000: 1. ENCLOSED STORM SEWERS IN NEW PROPOSED PLATS. C. 25 YEAR FLOOD FLOWS WITH BASIN DEVELOPMENT TO YEAR 2000: FOR IMPROVEMENTS IN THIS CATEGORY, THE CONSULTANT SHALL DESIGN THE STRUCTURE WITHOUT APPRECIABLY ALTERING THE FLOOD STAGE OF THE CHANNEL. THE EFFECT OF THE 100 YEAR FLOOD FLOW MUST ALSO BE SHOWN.

1. COUNTY ROAD CROSS CULVERTS AND BRIDGES. 2. OPEN CHANNEL DEVELOPMENT OR IMPROVEMENT (FLOW TO BE CONTAINED WITHIN THE CHANNEL). 3. DRAIN ENCLOSURES WHERE THE DRAINAGE AREA IS GREATER THAN 300 ACRES BUT LESS THAN 2 SQUARE MILES.

D. 10 YEAR FLOOD FLOWS WITH BASIN DEVELOPMENT TO YEAR 2000:

1. OPEN CHANNELS, CULVERTS OR DRAIN ENCLOSURES WHERE THE DRAINAGE AREA IS NOT IN EXCESS OF 300 ACRES.

FLOW ESTIMATION: HYDROLOGY

MANY DIFFERENCT METHODS OF ARRIVING AT A GIVEN CFS FOR A SELECTED SPOT IN A DRAINAGE OUTLET HAVE BEEN DEVELOPED OVER THE YEARS. BECAUSE OF ITS GENERAL RECOGNITION AND WIDE USE WITHIN THE COUNTY, THE DRAIN COMMISSIONER WILL ACCEPT THE RATIONAL METHOD FOR FLOW COMPUTATION WHERE THE DRAINAGE AREA IS LESS THAN 100 ACRES. ENGINEERS ELECTING TO USE THIS METHOD FOR LARGER DRAINAGE AREA WILL BE REQUESTED TO ALSO USE AN ALTERNATE METHOD FOR COMPARISON. THE FOLLOWING CRITERIA SHALL BE USED IN DETERMINING THE VARIABLES OF THE RATIONAL FORMULA Q=CIA.

1. AREA - THE AREA OF A BASIN OR SUB-BASIN SHALL BE DETERMINED BY USE OF 2' CONTOUR MAPS AVAILABLE AT THE COUNTY OFFICE WITH AN APPROPRIATE FIELD CHECK OR BY USE OF ESTABLISHED COUNTY DRAIN MAPS ON FILE AT G-4608 BEECHER RD.

2. INTENSITY - THE RAINFALL INTENSITYT - DURATION FREQUENCY

CURVES ATTACHED SHALL BE USED FOR STORM DRAIN DESIGN IN GENESEE COUNTY. COMPUTATION OF AN ACCURATE TIME OF CONCENTRARTION IS CRITICAL TO THE USE OF THESE CURVES. FOR URBAN STORM SEWERS AT TIME OF CONCENTRATION SHALL BE THE

PG-3-

SUMMATION OF THE INLET TIME PLUS THE TIME OF FLOW IN THE SEWER. FOR URBANIZED AREA A MINIMUM INITIAL TIME OF 20 MINUTES SHALL BE ACCEPTABLE FOR DESIGN AND FOR AVERAGE RURAL BASINS AN INITIAL TIME OF CONCENTRATION OF 30 MINUTES WILL PRESENT AN ADEQUATE TIME FOR STORM FLOWS TO PEAK. THE FLOW TIME IN AN ENCLOSED SYSTEM SHALL BE CALCULATED BY STANDARD DESIGN CHARTS. FOR CHANNEL VELOCITY THE STANDARD MANNING EQUATION V=1.486 R 2/3 S 1/2 SHALL BE ACCEPTED. A CHART LISTING ACCEPTED N VALUES FOR STORM SEWER DESIGN IS ENCLOSED FOR USE IN DESIGN ANALYSIS.

3. RUNOFF COEFFICIENT - THE BASIN DEVELOPMENT SHALL BE PROJECTED TO THE YEAR 2000 AND THE RUNOFF COEFFICIENT MUST BE DETERMINED ON THE BASIS OF THIS PROJECTED DEVELOPMENT USING THE FOLLOWING:

A FLAT UNDEVELOPED LANDS, FARMS, NONWOODED 0.25 B WOODLANDS & SLOPED UNDEVELOPED LAND 0.30 C PARKS, CEMETARIES, PLAYGROUNDS, DISTURBED GROUND 0.35 D RESIDENTIAL 0.40 E APARTMENTS, CONDOMINIUMS OF LT. MANUFACTURER 0.50 F COMMERICAL AND INDUSTRIAL 0.70 G IMPERVIOUS AREAS (PARKING, ROOF, ETC..) 0.95 H OPEN WATER 1.00

OUTLET CONDITIONS ALL STORM SYSTEMS SHALL BE DESIGNED TO EXIT INTO AN OUTLET WITH SUFFIECIENT CARRYING CAPACITY TO CARRY THE ADDITIONAL DESIGN FLOW. THE DESIGNER SHALL ANALYZE THIS CONDITION AND SUBMIT DATA SUBSTANTIATING HIS CONCLUSIONS. THIS INFORMATION SHALL BE SUBMITTED TO THE DRAIN COMMISSIONER ALONG WITH THE REQUIRED DESIGN FORMS. IN THE EVENT THE DESIGNER DOES NOT HAVE SUFFICIENT CAPACITY IN THE OUTLET THE FOLLOWING CRITERIA SHALL APPLY:

1. THE SYSTEM SHALL BE DESIGNED TO OUTLET ONLY EXISTING RUNOFF. EXISTING RUNOFF SHALL CONSIST OF ALL WATER

PG-4-

PRESENTLY CONTRIBUTED TO THE DRAINAGE DISTRICT. THIS SHALL MEAN THE 2-YEAR STORM UNDER EXISTING CONDITIONS USING AGRICULTURAL LAND. (C= 0. 25) ALL EXCESS SHALL BE RETAINED ON SITE FOR DURATION OF TIME NECESSARY TO PASS THE DESIGN STORM WITH DOWNSTREAM FLOODING. THE OUTLET DISCHARGE SHALL NOT EXCEED 0.2 CFS/ACRE UNDER ANY EVENT.

2. THE TOWNSHIP SHALL PETITION THE DRAIN COMMISSIONER TO

IMPROVE THE OUTLET TO THE REQUIRED SIZE TO PASS THE ADDITIONAL WATER AT THE DESIGN STORM. IN THE EVENT THIS PETITION IS NOT SUCCESSFUL CRITERIA #1 ABOVE SHALL APPLY.


Page 15


APPENDIX ‘D’

● Ex. Drainage Area & Ex. Storm Sewer Map & Calculations

Schram & Extension Drain #0320 (Wright Extension) Project # 822910

Genesee County Drain Commissioner - Surface Water Management Division

Existing Storm Sewer Evaluation

10% annual chance (10 year) storm event

Date: June 16, 2015

LineNo. LineID RunoffCoeff InletTime iInlet DrainageArea IncrQ KnownQ TotalCxA TotalArea Tc iSys FlowRate CapacityFull LineSize LineType n-valuePipe LineLength LineSlope InvertDn InvertUp CoverDn Grnd/RimElev Dn HGLDn CoverUp Grnd/RimElev Up HGLUp SfAve VelAve

(C) (min) (in/hr) (ac) (cfs) (cfs) (ac) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (%) (ft/s)

1 Ex Pipe (101) 0.9 20 3.7 8 26.65 0 35.54 64.4 52.6 2.17 77.03 4.66 18 Cir 0.013 305 0.2 773.96 774.56 10.64 786.1 775.46 8.54 784.6 939.6 53.814 43.59

2 Ex Pipe (102) 0.5 20 3.7 0.1 0.19 0 28.34 56.4 52.5 2.17 61.52 4.7 18 Cir 0.013 305 0.2 774.56 775.17 8.54 784.6 939.6 7.33 784 1044.32 34.331 34.82

3 Ex Pipe (103) 0.5 20 3.7 0.1 0.19 0 28.29 56.3 52.4 2.17 61.5 5.65 18 Cir 0.013 242 0.29 775.17 775.87 7.33 784 1044.32 3.13 780.5 1127.34 34.302 34.8

4 Ex Pipe (104) 0.5 42 2.48 25.7 31.87 0 28.24 56.2 52.3 2.17 61.41 5.75 18 Cir 0.013 60 0.3 775.87 776.05 3.13 780.5 1127.34 2.25 779.8 1147.87 34.204 34.75

5 Ex Pipe (105) 0.5 52 2.18 10.9 11.9 0 15.39 30.5 52 2.18 33.59 3.94 18 Cir 0.013 391 0.14 776.05 776.6 2.25 779.8 1147.87 3.6 781.7 1187.9 10.237 19.01

6 Ex Pipe (106) 0.4 46 2.35 8.3 7.8 0 9.93 19.6 46 2.35 23.35 2.89 15 Cir 0.013 304 0.2 776.6 777.21 3.85 781.7 1187.9 3.24 781.7 1227.66 13.079 19.03

7 Ex Pipe (107) 0.5 20 3.7 1.6 2.96 0 6.62 11.3 27.1 3.17 20.98 1.57 15 Cir 0.013 305 0.06 777.21 777.39 3.24 781.7 1227.66 3.06 781.7 1259.86 10.558 17.1

8 Ex Pipe (108) 0.4 27 3.18 5.4 6.86 0 2.16 5.4 27 3.18 6.86 4.93 12 Cir 0.013 36 1.92 778.12 778.81 2.58 781.7 1259.86 1.79 781.6 1261.2 3.711 8.73

9 Ex Pipe (109) 0.85 20 3.7 0.1 0.31 0 3.66 4.3 20 3.7 13.52 0.45 8 Cir 0.013 353 0.14 777.66 778.15 3.37 781.7 1259.86 5.18 784 1702.26 125.32 38.73

10 Ex Pipe (110) 0.85 20 3.7 4.2 13.22 0 3.57 4.2 20 3.7 13.22 0.46 8 Cir 0.013 83 0.14 778.15 778.27 5.18 784 1702.26 4.66 783.6 1801.68 119.78 37.86

822910-Ex Stm Evaluation.xlsx 1


Page 16


APPENDIX ‘E’

● Improvement Alternative 1 Map & Calculations



Alternative 1 Storm Sewer Improvement


Date: June 16, 2015



1 Prop Pipe (1001) 0.9 20 3.7 8 26.65 0 35.54 64.4 56 2.09 74.19 87.95 54 Cir 0.013 300 0.2 773 773.6 8.6 786.1 777.5 6.5 784.6 777.89 0.133 4.71

2 Prop Pipe (1002) 0.5 20 3.7 0.1 0.19 0 28.34 56.4 54.9 2.11 59.86 64.24 48 Cir 0.013 305 0.2 774.1 774.71 6.5 784.6 778.1 5.29 784 778.59 0.163 4.78

3 Prop Pipe (1003) 0.5 20 3.7 0.1 0.19 0 28.29 56.3 54.1 2.13 60.32 63.97 48 Cir 0.013 242 0.2 774.71 775.19 5.29 784 778.71 1.91 781.1 779.11 0.167 4.81

4 Prop Pipe (1004) 0.5 42 2.48 25.7 31.87 0 28.24 56.2 53.9 2.14 60.35 64.24 48 Cir 0.013 60 0.2 775.19 775.31 1.91 781.1 779.19 1.79 781.1 779.29 0.172 4.8

5 Prop Pipe (1005) 0.5 52 2.18 10.9 11.9 0 15.39 30.5 52 2.18 33.59 36.33 42 Cir 0.013 391 0.13 775.78 776.29 1.82 781.1 779.29 1.91 781.7 779.7 0.105 3.5

6 Prop Pipe (1006) 0.4 46 2.35 8.3 7.8 0 9.93 19.6 46 2.35 23.35 25.94 36 Cir 0.013 304 0.15 776.8 777.26 1.9 781.7 779.8 1.84 782.1 780.15 0.115 3.32

7 Prop Pipe (1007) 0.5 20 3.7 1.6 2.96 0 6.62 11.3 27.4 3.15 20.85 25.9 36 Cir 0.013 305 0.15 777.26 777.72 1.84 782.1 780.26 1.78 782.5 780.53 0.091 2.99

8 Prop Pipe (1008) 0.4 20 3.7 0.1 0.15 0 2.16 5.4 27.2 3.17 6.84 6.99 21 Cir 0.013 36 0.19 779 779.07 1.75 782.5 780.75 1.68 782.5 780.82 0.183 2.84

9 Prop Pipe (1009) 0.4 27 3.18 5.3 6.73 0 2.12 5.3 27 3.18 6.73 8.04 18 Cir 0.024 43 2 779.4 780.26 1.6 782.5 780.9 1.34 783.1 781.44 1.464 4.17

10 Prop Pipe (1010) 0.85 20 3.7 0.1 0.31 0 3.66 4.3 20.4 3.66 13.39 13.39 24 Cir 0.013 354 0.35 778.7 779.94 1.8 782.5 780.7 2.06 784 781.94 0.35 4.26

11 Prop Pipe (1011) 0.85 20 3.7 4.2 13.22 0 3.57 4.2 20 3.7 13.22 13.42 24 Cir 0.013 108 0.35 779.94 780.32 2.06 784 781.94 1.28 783.6 782.29 0.326 4.21

822910-Prop Alt 1 Improvement.xlsx 1

Mr. Jeffery Wright | Genesee Co. Drain Commissioner │ July 20, 2015 Page 17


APPENDIX ‘F’

● Improvement Alternative 2 Map & Calculations



Alternative 2 Storm Sewer Improvement


Date: June 16, 2015



1 Prop Pipe (2001) 0.9 20 3.7 8 26.65 0 35.54 64.4 56 2.09 74.19 87.95 54 Cir 0.013 300 0.2 773 773.6 8.6 786.1 777.5 6.5 784.6 777.89 0.133 4.71

2 Prop Pipe (2002) 0.5 20 3.7 0.1 0.19 0 28.34 56.4 54.9 2.11 59.86 64.24 48 Cir 0.013 305 0.2 774.1 774.71 6.5 784.6 778.1 5.29 784 778.59 0.163 4.78

3 Prop Pipe (2003) 0.5 20 3.7 0.1 0.19 0 28.29 56.3 54.1 2.13 60.32 63.97 48 Cir 0.013 242 0.2 774.71 775.19 5.29 784 778.71 1.91 781.1 779.11 0.167 4.81

4 Prop Pipe (2004) 0.5 42 2.48 25.7 31.87 0 28.24 56.2 53.9 2.14 60.35 64.24 48 Cir 0.013 60 0.2 775.19 775.31 1.91 781.1 779.19 1.89 781.2 779.29 0.172 4.8

5 Prop Pipe (2005) 0.5 52 2.18 10.8 11.79 0 15.39 30.5 52 2.18 33.59 36.33 42 Cir 0.013 391 0.13 775.78 776.29 1.92 781.2 779.29 1.91 781.7 779.7 0.105 3.5

6 Prop Pipe (2006) 0.4 46 2.35 8.3 7.8 0 6.28 15.3 46 2.35 14.76 15.95 30 Cir 0.013 304 0.15 777.3 777.76 1.9 781.7 779.8 1.84 782.1 780.17 0.121 3.03

7 Prop Pipe (2007) 0.5 20 3.7 1.6 2.96 0 2.96 7 27.4 3.15 9.33 10.11 24 Cir 0.013 305 0.2 778.3 778.91 1.8 782.1 780.3 1.59 782.5 780.78 0.159 3.02

8 Prop Pipe (2008) 0.4 20 3.7 0.1 0.15 0 2.16 5.4 27.1 3.17 6.84 6.99 21 Cir 0.013 36 0.19 779.2 779.27 1.55 782.5 780.95 1.58 782.6 781.02 0.183 2.84

9 Prop Pipe (2009) 0.4 27 3.18 5.3 6.73 0 2.12 5.3 27 3.18 6.73 8.04 18 Cir 0.024 36 2 779.6 780.32 1.5 782.6 781.1 1.28 783.1 781.54 1.416 4.1

10 Prop Pipe (2010) 0.5 20 3.7 0.1 0.19 0 3.71 4.4 22.1 3.52 13.05 15.88 30 Cir 0.013 320 0.15 777.8 778.28 1.4 781.7 780.3 2.82 783.6 780.6 0.094 2.7

11 Prop Pipe (2011) 0.85 20 3.7 0.1 0.31 0 3.66 4.3 20.8 3.63 13.26 13.4 24 Cir 0.013 325 0.35 778.6 779.74 3 783.6 780.6 1.86 783.6 781.63 0.32 4.27

12 Prop Pipe (2013) 0.85 20 3.7 4.2 13.22 0 3.57 4.2 20 3.7 13.22 13.36 24 Cir 0.013 215 0.35 779.74 780.49 1.86 783.6 781.74 1.11 783.6 782.42 0.32 4.23

822910-PROP-ALT-2.xlsx 1

Documents

SCHRAM EXTENSION D #0320 (WRIGHT EXTENSION Drainage...B. Hydraulics – (Storm Sewers) AUTODESK’S HYDRAFLOW STORM SEWER MODELING SOFTWARE Autodesk’s Hydraflow Storm Sewer Modeling