HomeMy WebLinkAboutDivision_St_Results_Memo_Final\ AECOM
1350 Deming Way
Suite 100
Middleton, WI 53562
www.aecom.com
608 836 9800 tel
608 836 9767 fax
Memorandum
A hydrologic and hydraulic analysis of the Division Street watershed was conducted using XP-SWMM™
modeling software. The system was analyzed under existing land use and drainage conditions and
also under alternative management approaches to reduce the frequency and magnitude of street
flooding within the system’s watershed. The goal of the study is to eliminate street surcharging during
the 10-year rain event of “critical” duration. As defined by the City of Oshkosh, the critical duration rain
event is the duration that results in the highest modeled peak water surface elevation. Hydrologic and
hydraulic modeling incorporated the following factors:
1. Version 10.6 of the XP-SWMM™ software was used for all modeling.
2. The SWMM hydrologic approach was used. This method utilizes percent impervious, slope,
and basin width, along with Horton infiltration methodology to calculate runoff from watersheds.
3. The critical design storm event was determined to be the 10-year, 30-minute design storm
event (1.32 inches). This duration produced the maximum water surface elevations for the
Division Street watershed (when compared to the 1-hour, 2-hour, and 3-hour duration rains).
4. The design events (10-year and 25-year events) used a Huff 1st Quartile rainfall distribution.
5. The Fox River elevation of 747.56 was incorporated into all design storm model runs as the
defined “tailwater” elevation at the system’s outfall(s).
Project Constraints
In this study area the following constraints exist:
1. Church Avenue Water Main: A 20-inch concrete water main is located in Church Avenue
within the Division Street watershed. Relocating this water main was considered not feasible.
Any storm sewer improvements would need to be able to cross (above or below) this water
main. At the intersection of Central Street and Church Avenue the City pot-holed the
concrete water main. At this intersection the top of the water main is at elevation 759.2 and
the outside, bottom water main elevation is approximately 757.2.
To James Rabe Page 1
CC
Subject
Division Street Watershed H&H Modeling, Oshkosh, WI
AECOM Project #: 60184440
From Jim Bachhuber and Mike Wegner
Date
Draft: May 20, 2011
Final: May 14, 2012
2
L:\Work\Projects\114023\Admin\Reports\Division St Final Memo Files\Division St Results Memo Final.Docx May 2012
2. Merrill Street Low Point: The low point in Merrill Street between Saratoga Avenue and
Prospect Avenue is 762.55. This location is near the uppermost part of the watershed. The
road elevation is lower than elevations further downstream in the watershed. In the area of
Church Avenue the road elevation is between 765 and 767. Because of the low elevation in
the upper part of the watershed, storm sewer elevations through the middle part of the
watershed need to be deep in order to (a) eliminate surface surcharging during the 10-year
event, and (b) maintain cover above the storm sewer in the upper part of the watershed.
Existing Conditions Results
The XP-SWMM™ analysis of the existing conditions showed street flooding problems throughout the
watershed during the 10-year, 30-minute design storm event. The primary street flooding problems
are in the lower and upper parts of the watershed. The most severe areas are in the following
locations:
Pearl Avenue between Commerce Street and Jackson Street,
Jackson Street between Pearl Avenue and the Fox River,
Frederick Street between Ida Avenue and Irving Avenue,
Low points in Central, Franklin, and Frederick Streets between Ida Avenue and Scott Avenue,
Intersection of Melvin Avenue and Frederick Street, and
Merrill Street between Saratoga Avenue and Prospect Avenue.
The results of this modeling were reviewed by City Staff to verify that the model reasonably
represented locations where flooding has and has not been reported or observed in past heavier
rain events. A map displaying the results of the existing conditions modeling analysis are shown in
Figure 1.
Flood Reduction Alternative Evaluation (10-Year Design Storm Event)
Following the completion of the existing conditions analysis, potential flood reduction alternatives
were evaluated to resolve flooding problems. The flood reduction alternatives evaluated a number of
potential management measures. These measures included:
Upgrades to existing storm sewers (size and/or slope)
Creation of new storm sewers
Diversion of a portion of the Division Street watershed into an adjacent watershed
Above ground detention basins
Underground storage
City Staff and AECOM conducted an iterative process to evaluate the flood reduction alternatives.
Initial alternatives were developed by AECOM and reviewed with City Staff. As alternatives were
discussed some were eliminated and new alternatives were developed. A total of 15 main
alternatives were evaluated. Several of these alternatives also included variations which were minor
changes to the main alternative. Table 1 summarizes the flood control components of the main
alternatives evaluated.
3
L:\Work\Projects\114023\Admin\Reports\Division St Final Memo Files\Division St Results Memo Final.Docx May 2012
Table 1
Management Alternatives Components
Division Street Watershed Storm Sewer Study
Alternative Storm Sewer
Upgrades
New Storm
Sewers
Diversion to
Adjacent
Area
Above
Ground
Detention
Underground
Storage
1 X X X
2 X X X
3 X
4 X X
5 X
6 X
7 X X
8 X X X
9 X X X X
10 X X X
11 X X X
12 X X X X
13 X X X X
14 X X X X
15 X X X
A review process of the 15 alternatives between AECOM and City Staff resulted in the selection of
four alternatives for further consideration. The alternatives selected were alternatives 12, 13, 14, and
15. These alternatives were selected based the overall flood reduction performance. The
alternatives are described as follows.
Alternative 12: Small Underground Storage – Includes an underground detention area
located within the parking lot at the City Hall / Public Safety Building properties. The
underground detention area would have a footprint of approximately 0.45 acres and a height
of six feet (volume = 2.7 acre-feet). A mainline storm sewer (5’ x 8’ box culvert, 72” RCP, and
66” RCP) to convey stormwater to the underground detention area would be constructed on:
o Central Street from Church Avenue to Irving Avenue,
o Irving Avenue between Central Street and Division Street, and
o Division Street from Irving Avenue to Scott Avenue.
The underground detention area would discharge via a storm sewer to the west into the
Jackson Street system. Storm sewer improvements (proposed storm sewers would range
from 24” RCP to 60” RCP, existing storm sewers sizes range from 15” RCP to 54” RCP) in
Jackson Street would be required.
Alternative 13: Detention Basin – A dry detention basin would be constructed to provide
storage for stormwater runoff. This alternative analyzed a detention basin that would be
constructed on the City block bordered by:
o Parkway Avenue to the south,
o Ida Avenue to the north,
o Frederick Street to the west, and
o Central Street to the east.
4
L:\Work\Projects\114023\Admin\Reports\Division St Final Memo Files\Division St Results Memo Final.Docx May 2012
This block contains 13 homes, which would need to be acquired and removed. Storm sewer
improvements would be required to convey runoff into and out of the detention basin.
Alternative 14: Large Underground Storage – Includes an underground detention area
located within the parking lot at the City Hall / Public Safety Building properties. The
underground detention area would have a footprint of approximately 0.5 acres and a height of
ten feet (volume = 5.0 acre-feet). A mainline storm sewer (5 ’x 8’ box culvert, 5’ x 6’ box
culvert, 72” RCP, and 66” RCP) to convey stormwater to the underground detention area
would be constructed on:
o Central Street from Church Avenue to Irving Avenue,
o Irving Avenue between Central Street and Division Street, and
o Division Street from Irving Avenue to Scott Avenue.
The underground detention area would discharge via a storm sewer to the west into the
Jackson Street system. Storm sewer improvements in Jackson Street would be required.
Alternative 15: Jackson Street Box Culvert – A mainline storm sewer would be constructed to
convey storm water directly to the Fox River. The mainline storm sewer (5’ x 12’, 5’ x 10’,
5’ x 8’, and 5’ x 6’ box culvert; and 66” RCP) would be constructed on:
o Jackson Street from the Fox River to Algoma Boulevard,
o City Hall parking lot from Jackson Street to Church Avenue,
o Central Street from Church Avenue to Irving Avenue,
o Irving Avenue between Central Street and Division Street, and
o Division Street from Irving Avenue to Scott Avenue.
Each of the alternatives would require additional storm sewer improvements on other streets
throughout the watershed. The storm sewer on New York Avenue on the north side of the watershed
would be re-laid to divert runoff into the West New York Avenue watershed (see Figure 10).
Further Evaluation of Alternatives 12 thru 15
These flood reduction measures were further evaluated in more detail to determine the most feasible
flood reduction concepts that would meet the goal of the project. The following factors were
considered during the evaluation of the alternatives.
Performance During 25-year, 30-minute Design Storm Event
The alternatives were evaluated based on the reduction in peak water surface elevation and street
flooding duration during the 25-year design storm event. The flooding depth (if any) was considered
at a variety of locations throughout the Division Street watershed. Of particular interest were the
flood-prone low-points at four locations:
Merrill Street low point between Saratoga Avenue and Prospect Avenue,
Central Avenue low point between Ida Avenue and Irving Avenue,
Central Avenue low point between Lincoln Avenue and Scott Avenue, and
Intersection of Frederick Street and Melvin Avenue.
At these selected locations, the duration of flooding in each of the design storm events was
evaluated. Table 2 at the end of this memo displays the results of this analysis.
5
L:\Work\Projects\114023\Admin\Reports\Division St Final Memo Files\Division St Results Memo Final.Docx May 2012
Elimination of Alternatives 12 and 13
Each of the four selected alternatives substantially meets the flood reduction goal for the 10-year
design storm event. However, Alternatives 14 and 15 perform better during the 25-year design storm
event. Due to the reduced performance in the 25-year design storm event, Alternatives 12 and 13
were eliminated from further consideration.
Most Feasible Options: Construction Issues
The two remaining alternatives under consideration (Alternatives 14 and 15) have construction
feasibility challenges. They are summarized below.
1. Underground Storage Construction: The construction of an underground storage area
(Alternative 14) at the City Hall / Public Safety Building property would impact the property
significantly. To evaluate the impact to the property several layouts were created to display
potential configurations for the underground storage area. These layouts are included as
Figures 2 thru 8 at the end of this memo. These layouts evaluated potential configurations
using two main construction approaches: pre-cast concrete and cast-in-place concrete. The
construction of an underground storage area in the parking lot of the City Hall / Public Safety
Building would also create City Hall access difficulties during construction. The daily use of
the property would be impacted during construction, and construction may need to be staged
to allow access to some parts of the site at all times.
2. Underground Storage Maintenance: An underground storage area would require on-going
maintenance. Debris and sediment may accumulate in the storage area and require periodic
removal. Access to the storage area would be incorporated into the design. Additional
considerations identified during planning phase were the inclusions of sumps within
manholes and/or catch basins upstream of the storage area, and incorporating a slope on the
bottom of the storage area.
3. The sub-surface conditions at the parking lot would need to be investigated to determine
environmental and other concerns at the site.
4. Jackson Street Construction: Based on the knowledge of City Staff there are numerous
private utilities in Jackson Street such as gas mains and a telecommunications duct bank.
Coordination with these utilities would be required to determine the location of these utilities
and whether they need to be relocated in order for the construction of storm sewer. These
private utilities would likely have a greater impact on Alternative 15 due to the size of the box
culvert proposed for Jackson Street in that alternative. Alternative 14 would have fewer
impacts due to the smaller storm sewer size.
Construction Cost
Estimates for the cost of construction of each alternative were completed. A summary of the cost
estimates are displayed in Table 3. In Table 3, three cost estimates were prepared for Alternative 14.
One was based upon a cast in place approach, and two used pre-cast vendor products. The
estimated cost for Alternative 15 is also shown.
Breakdowns of how these costs were arrived at are shown in the following tables:
Table 4: Alternative 14 storm sewers (since the storm sewer component for each Alternative
14 is identical, this cost breakdown is shown in the same table)
6
L:\Work\Projects\114023\Admin\Reports\Division St Final Memo Files\Division St Results Memo Final.Docx May 2012
Table 5: Alternative 14 underground storage – Storm Trap
Table 6: Alternative 14 underground storage – ConSpan
Table 7: Alternative 14 underground storage – cast in place
Table 8: Alternative 15 storm sewer
It should be noted that the three Alternative 14 costs are essentially the same (within the level of
precision of the planning level analysis).
Table 3
Cost Estimate Comparison
Division Street Watershed Storm Sewer Study
Alternative Detention Type
Estimated
Detention Cost
Estimated Storm
Sewer Cost*
Total Estimated
Cost
14 Underground - Large
StormTrap™ $2,586,000 $5,555,500 $8,141,500
14 Underground - Large
ConSpan™ $2,625,000 $5,555,500 $8,180,500
14 Underground - Large
Cast In Place $2,317,000 $5,555,500 $7,872,500
15
No Detention
Jackson St Box
Culvert
N/A $7,753,900 $7,753,900
*Includes estimate of pipe & structure costs
Potential for Environmental Issues
City of Oshkosh Staff identified the Jackson Street corridor as an area where environmental concerns
may be present based on historical land uses in the area. As part of a separate effort AECOM reviewed
the potential for contaminated soils in the Jackson Street area. Figure 9 displays the areas of potential
contamination that were identified based on record searches. (For additional information see AECOM
report titled, “Environmental Review of Historical Records for the Proposed City Safety Building and City
Hall Parking Lot Stormwater Detention Structure, Oshkosh, Wisconsin,” October 5, 2010.)
There were several areas along Jackson Street that were identified as having potential soil
contamination. It is possible that storm sewer construction in these areas would be more costly due
to soil disposal and potential remediation requirements. Additional costs for potential environmental
issues were not included on any of the cost tables. The costs would impact larger storm sewer
construction to a greater degree because more soil would be disturbed during the installation of a
larger storm sewer. Due to the larger storm sewer in Jackson Street under Alternative 15 this
alternative would be the most impacted by contaminated soils in Jackson Street.
7
L:\Work\Projects\114023\Admin\Reports\Division St Final Memo Files\Division St Results Memo Final.Docx May 2012
Recommended Alternative
Based upon the stormwater management performance, costs, and potential environment concerns,
Alternative 14 is the recommended approach. Before proceeding with implementing this alternative it
is further recommended the City conduct the following steps:
1. Phase I: Preliminary Engineering / Design
a. Detail site survey (underground utilities, topography, pipe elevations, etc.)
b. Geotechnical / environmental investigations
c. Further analysis of underground vault materials and products
d. Evaluation of other site constraints (traffic, City Hall access, impacts on other
properties, public issues, etc.)
2. Phase II: Final Design
A table displaying pertinent storm sewer information (size, length, elevations, and locations) for
Alternative 14 is included as Table 9. Figure 10 shows the location of storm sewers. In some
locations there is minimal cover above the proposed storm sewer. It is believed the cover provided is
adequate. In some locations the streets are already concrete pavement, and the future surface
elevations will be similar to the current elevations. Other areas of limited cover are located outside of
the road surface in open areas. If necessary it is possible that modifications can be made during the
design process by adjusting slopes or utilizing elliptical pipe in place of circular pipe. Additional
information on these locations is included at the end of Table 9.
10-year 25-year 10-year 25-year 10-year 25-year 10-year 25-year 10-year 25-year
Mainline Storm Sewer Route
10-325 Intersection of Prospect Ave & Railroad
ROW 763.51 0.68 0.74 -2.80 0.57 -2.56 0.17 -3.01 -0.21 -2.82 -0.09
10-98 Intersection of Scott Ave & Division St 764.67 -0.13 0.01 -4.10 -0.59 -3.98 -0.69 -4.51 -1.44 -4.32 -1.52
10-302 Intersection of Division St & Lincoln Ave 764.32 0.09 0.30 -3.83 -0.19 -4.09 -0.50 -4.73 -1.64 -4.49 -1.86
07-24 Intersection of Division St & Irving Ave 764.59 -0.23 0.03 -3.41 -0.47 -4.99 -2.09 -5.95 -2.56 -6.16 -3.64
10-512 Intersection of Central Ave & Irving Ave 763.75 0.70 0.91 -2.84 0.37 -4.41 -1.55 -5.69 -2.35 -5.99 -3.51
07-163 Intersection of Central Ave & Church Ave 766.14 0.32 0.49 -5.77 0.16 -9.81 -7.28 -8.52 -4.97 -11.44 -8.73
07-128 Intersection of Division St & Church Ave 765.37 -3.25 -2.27 -7.38 -1.94 -10.99 -8.62 -9.14 -5.64 -7.70 -5.37
01-239 Intersection of Division St & Pearl Ave 751.18 0.82 0.93 -0.66 -0.34 -1.41 -0.69 -0.94 -0.45 -0.92 -0.27
01-281 Intersection of Jackson St & Division St -
Division St Mainline 750.66 -0.02 0.23 -1.76 -1.46 -2.42 -2.31 -2.35 -1.75 -2.11 -1.53
01-519 Intersection of Jackson St & Division St -
Jackson St Mainline 750.88 -1.94 -0.84 -2.32 0.04 -2.10 -0.80 -2.32 -0.09 -2.13 -1.23
Low Spots Throughout Watershed
01-237 Pearl Ave low spot between Jackson St &
Division St 750.94 1.05 1.16 0.07 0.24 -0.64 0.07 -0.11 0.18 -0.26 0.22
01-341 Pearl Ave low spot between Division St &
Market St 749.9 1.26 1.72 0.14 0.57 0.14 0.57 0.14 0.57 0.14 0.57
01-52 Parking lot of convention center adjacent to
Division St 749.89 0.29 0.97 -1.01 -0.38 -1.01 -0.38 -1.01 -0.38 -1.02 -0.38
01-548 Riverway Dr low spot - South of Pearl Ave 751.75 1.15 1.26 -0.79 0.59 -0.37 0.83 -0.79 0.59 -0.84 0.70
01-300 Intersection of Commerce St & Ceape Ave 749.12 1.34 1.69 -0.88 -0.47 -0.88 -0.47 -0.88 -0.47 -0.88 -0.47
07-337 Franklin St low spot between Ida Ave &
Irving Ave 764.5 0.94 1.03 -0.90 0.44 -0.91 0.43 -0.90 0.43 -0.91 0.43
07-194 Frederick St low spot between Ida Ave &
Irving Ave 763.58 1.23 1.38 -0.21 0.77 -0.22 0.56 -0.22 0.56 -0.22 0.56
07-200 Central Ave low spot between Ida Ave &
Irving Ave 763.12 1.32 1.54 -1.38 0.98 -4.02 -1.77 -5.50 -1.72 -5.79 -3.25
07-177 Division St low spot between Ida Ave &
Irving Ave 763.25 0.75 1.00 -2.63 0.42 -4.63 0.26 -1.87 0.05 -1.93 0.19
10-642 Central Ave low spot between Irving Ave &
Lincoln Ave 763.29 1.16 1.37 -2.54 0.91 -3.29 0.46 -3.29 -0.51 -3.29 -1.68
10-301 Division St low spot between Irving Ave &
Lincoln Ave 763.53 0.85 1.09 -2.60 0.61 -3.56 -0.09 -4.32 -0.77 -4.26 -1.71
10-647 Central Ave low spot between Lincoln Ave &
Scott Ave 763.43 1.16 1.33 -0.78 1.05 -0.78 1.06 -1.84 0.71 -0.78 0.90
10-303 Division St low spot between Lincoln Ave &
Scott Ave 763.45 0.96 1.16 -2.94 0.67 -3.02 0.20 -3.63 -0.61 -3.40 -0.78
10-473 Intersection of Frederick St & Melvin Ave 762.85 1.43 1.60 -1.48 1.31 -1.45 0.83 -1.67 0.72 -1.23 0.68
10-206 Merrill St low spot 762.55 1.61 1.70 -1.57 1.51 -1.33 1.21 -1.59 1.13 -1.49 1.06
Flooding Duration
07-200 Central Ave low spot between Ida Ave &
Irving Ave 763.12 135 130 -16 -‐-‐ ‐ ‐
10-647 Central Ave low spot between Lincoln Ave &
Scott Ave 763.43 105 105 -29 -17 -10 ‐14
10-473 Intersection of Frederick St & Melvin Ave 762.85 165 165 -42 -24 -18 ‐16
10-206 Merrill St low spot 762.55 90 90 -32 -20 -15 ‐15
Table 2
Comparison of Flooding Depths for Selected Alternatives
Division Street Drainage Basin, City of Oshkosh
Flooding Depth Compared to Rim Elevation
Alternative 14Alternative 12 Alternative 15Existing ConditionsNode Location Rim
Elevation Alternative 13
5/5/2011
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Alternative WSE Comparison
Street Pipe Size
Length
(feet) Unit Cost Unit Pipe Cost
Structure Cost
(15%)
Street Sub‐
Total
Contingency
(15%)
Design
(12%) Street Total
Commerce St 48" x 76" 820 300.00$ LF 246,000$ $ 36,900 $ 282,900 $ 42,400 $ 39,000 $ 364,300
19" x 30" 69 90.00$ LF 6,000$
24" x 38" 210 115.00$ LF 24,000$
29" x 45" 282 140.00$ LF 39,000$
21" 269 60.00$ LF 16,000$
24" 139 62.50$ LF 9,000$
Brown St 18" 152 50.00$ LF 8,000$ $ 1,200 $ 9,200 $ 1,400 $ 1,300 $ 11,900
15" 262 45.00$ LF 12,000$
18" 459 50.00$ LF 23,000$
24" 543 62.50$ LF 34,000$
18" 374 50.00$ LF 19,000$
36" 766 95.00$ LF 73,000$
60" 1449 240.00$ LF 348,000$
Division St ‐ South
of Church 60" 588 240.00$ LF 141,000$ $ 21,200 $ 162,200 $ 24,300 $ 22,400 $ 208,900
66" 709 295.00$ LF 209,000$
72" 556 345.00$ LF 192,000$
18" 127 50.00$ LF 6,000$
24" 146 62.50$ LF 9,000$
Marion Rd 30" 379 70.00$ LF 27,000$ $ 4,100 $ 31,100 $ 4,700 $ 4,300 $ 40,100
24" 188 62.50$ LF 12,000$
30" 543 70.00$ LF 38,000$
15" 219 45.00$ LF 10,000$
18" 150 50.00$ LF 7,000$
24" 379 62.50$ LF 24,000$
30" 237 70.00$ LF 17,000$
36" 512 95.00$ LF 49,000$
5' x 8' 106 600.00$ LF 64,000$
15" 256 45.00$ LF 12,000$
18" 128 50.00$ LF 6,000$
24" 121 62.50$ LF 8,000$
30" 247 70.00$ LF 17,000$
Parkway Ave ‐ 2014 36" 477 95.00$ LF 45,000$ $ 6,800 $ 51,800 $ 7,800 $ 7,200 $ 66,800
18" 938 50.00$ LF 47,000$
21" 180 60.00$ LF 11,000$
24" 343 62.50$ LF 21,000$
30" 328 70.00$ LF 23,000$
18" 158 50.00$ LF 8,000$
24" 240 62.50$ LF 15,000$
27" 349 67.50$ LF 24,000$
30" 343 70.00$ LF 24,000$
5' x 6' 1020 450.00$ LF 459,000$
5' x 8' 583 600.00$ LF 350,000$
18" 300 50.00$ LF 15,000$
24" 575 62.50$ LF 36,000$
42" 329 120.00$ LF 39,000$
24" 12 62.50$ LF 1,000$
30" 266 70.00$ LF 19,000$
36" 518 95.00$ LF 49,000$
18" 42 50.00$ LF 2,000$
24" 263 62.50$ LF 16,000$
27" 395 67.50$ LF 27,000$
48" 120 155.00$ LF 19,000$
18" 173 50.00$ LF 9,000$
24" 264 62.50$ LF 17,000$
30" 284 70.00$ LF 20,000$
72" 281 345.00$ LF 97,000$
24" 382 62.50$ LF 24,000$
36" 246 95.00$ LF 23,000$
29" x 45" 237 140.00$ LF 33,000$
24" 387 62.50$ LF 24,000$
36" 242 95.00$ LF 23,000$
54" 473 200.00$ LF 95,000$
24" 289 62.50$ LF 18,000$
34" x 53" 152 165.00$ LF 25,000$
38" x 60" 244 200.00$ LF 49,000$
18" 358 50.00$ LF 18,000$
24" 260 62.50$ LF 16,000$
24" 417 62.50$ LF 26,000$
36" 138 95.00$ LF 13,000$
5' x 8'176 600.00$ LF 105,000$
Railroad ROW 60" 667 240.00$ LF 160,000$ $ 24,000 $ 184,000 $ 27,600 $ 25,400 $ 237,000
Commerce Street Watershed Storm Sewer Total 515,600$
Division Street Watershed Storm Sewer Total 5,039,900$
Storm Sewer Total 5,555,500$
City Hall Parking Lot $ 21,600 $ 165,600 $ 24,800 $ 22,800 $ 213,200
Saratoga Ave $ 5,100 $ 39,100 $ 5,900 $ 5,400 $ 50,400
Merrill St $ 13,800 $ 105,800 $ 15,900 $ 14,600 $ 136,300
Prospect Ave $ 21,300 $ 163,300 $ 24,500 $ 22,500 $ 210,300
Melvin Ave $ 12,000 $ 92,000 $ 13,800 $ 12,700 $ 118,500
Irving Ave $ 21,500 $ 164,500 $ 24,700 $ 22,700 $ 211,900
Scott Ave $ 9,600 $ 73,600 $ 11,000 $ 10,200 $ 94,800
Lincoln Ave $ 10,400 $ 79,400 $ 11,900 $ 11,000 $ 102,300
Central St ‐ Future
Construction $ 13,500 $ 103,500 $ 15,500 $ 14,300 $ 133,300
Central St ‐ 2014
Construction $ 121,400 $ 930,400 $ 139,600 $ 128,400 $ 1,198,400
Frederick St $ 10,700 $ 81,700 $ 12,300 $ 11,300 $ 105,300
Franklin St $ 15,300 $ 117,300 $ 17,600 $ 16,200 $ 151,100
Church Ave ‐ Future
Construction $ 6,500 $ 49,500 $ 7,400 $ 6,800 $ 63,700
Church Ave ‐ 2011
Construction $ 19,500 $ 149,500 $ 22,400 $ 20,600 $ 192,500
High Ave $ 6,200 $ 47,200 $ 7,100 $ 6,500 $ 60,800
Pearl Ave $ 7,500 $ 57,500 $ 8,600 $ 7,900 $ 74,000
Riverway Dr $ 2,300 $ 17,300 $ 2,600 $ 2,400 $ 22,300
Division St ‐ North
of Church $ 60,200 $ 461,200 $ 69,200 $ 63,600 $ 594,000
Jackson St $ 66,000 $ 506,000 $ 75,900 $ 69,800 $ 651,700
Division St Basin
Algoma Blvd $ 10,400 $ 79,400 $ 11,900 $ 11,000 $ 102,300
$ 102,300
High Ave $ 3,800 $ 28,800 $ 4,300 $ 4,000 $ 37,100
Table 4
Alternative 14 - City Hall Underground Storage
Storm Sewer Costs
Division Street Watershed - City of Oshkosh
Commerce St Basin
Pearl Ave $ 10,400 $ 79,400 $ 11,900 $ 11,000
4/4/2012
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Cost Estimates.xlsx
Item Quantity Unit Cost Unit Cost
Excavation 30,000 5.00$ CY 150,000$
Stone Base (6")515 30.00$ CY 15,000$
Common Fill 18,463 5.00$ CY 92,000$
Haul Excess Material 11,537 7.50$ CY 87,000$
Filter Fabric 2,961 2.00$ SY 5,900$
6' Double Trap - Material 1 851,200$ LS 851,000$
StormTrap Installation - Manufacturer Provided 532 160.00$ EACH 85,000$
StormTrap Installation 3,710 175.00$ LF 649,000$
Inlet & Outlet Structure 2 79,000$ EACH 158,000$
1,444,000$
2,008,000$
301,000$
277,000$
2,022,000$
2,586,000$
Assumptions
Total
1. Parking Lot base course and asphalt to be paid for by different funding mechanism
2. Common fill consists of material that can be re-used from site excavation
3. Cost for Storm Trap materials and installation based on cost estimate given by StormTrap on
4/21/2010
Table 5
Alternative 14 - City Hall Underground Storage
StormTrap Option
Division Street Watershed - City of Oshkosh
Sub-Total (Low)
Sub-Total (High)
Contingency (15%)
Design (12%)
Total (Low)
5/23/2011
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Cost Estimates
Item Quantity Unit Cost Unit Cost
Excavation 30,000 5.00$ CY 150,000$
Stone Base (6")470 30.00$ CY 14,000$
Common Fill 19,222 5.00$ CY 96,000$
Haul Excess Material 10,778 7.50$ CY 81,000$
Filter Fabric 2,689 2.00$ SY 5,400$
10' x 20' ConSpan - Material 1,100 945$ LF 1,040,000$
ConSpan Installation 1,100 185.00$ LF 204,000$
Concrete Base (18" thick)24,200 12.00$ SF 290,000$
Inlet & Outlet Structure 2 79,000$ EACH 158,000$
2,038,000$
306,000$
281,000$
2,625,000$
Assumptions
2. Common fill consists of material that can be re-used from site excavation
3. Cost for ConSpan materials based on cost estimate given by ConTech on 5/27/2010
Table 6
Alternative 14 - City Hall Underground Storage
ConSpan Option
Division Street Watershed - City of Oshkosh
Sub-Total
Contingency (15%)
Design (12%)
Total
1. Parking Lot base course and asphalt to be paid for by different funding mechanism
5/23/2011
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Cost Estimates
Item Quantity Unit Cost Unit Cost
Excavation 30,000 5.00$ CY 150,000$
Stone Base (12")905 30.00$ CY 27,000$
Common Fill 16,283 5.00$ CY 81,000$
Haul Excess Material 13,717 7.50$ CY 103,000$
Cast in Place - Material & Installation 1 1,438,000$ LS 1,438,000$
1,799,000$
270,000$
248,000$
2,317,000$
Assumptions
2. Common fill consists of material that can be re-used from site excavation
Table 7
Alternative 14 - City Hall Underground Storage
Cast in Place Option
Division Street Watershed - City of Oshkosh
Sub-Total
Contingency (15%)
Design (12%)
Total
1. Parking Lot base course and asphalt to be paid for by different funding mechanism
5/23/2011
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Cost Estimates
Street Pipe Size
Length
(feet) Unit Cost Unit Pipe Cost
Structure Cost
(15%)
Street Sub‐
Total
Contingency
(15%)
Design
(12%) Street Total
Commerce St 48" x 76" 820 300.00$ LF 246,000$ $ 36,900 $ 282,900 $ 42,400 $ 39,000 $ 364,300
19" x 30" 69 90.00$ LF 6,000$
24" x 38" 210 115.00$ LF 24,000$
29" x 45" 282 140.00$ LF 39,000$
21" 269 60.00$ LF 16,000$
24" 139 62.50$ LF 9,000$
Brown St 18" 152 50.00$ LF 8,000$ $ 1,200 $ 9,200 $ 1,400 $ 1,300 $ 11,900
15" 262 45.00$ LF 12,000$
18" 459 50.00$ LF 23,000$
24" 543 62.50$ LF 34,000$
18" 374 50.00$ LF 19,000$
66" 75 295.00$ LF 22,000$
5' x 10' 1298 800.00$ LF 1,038,000$
5' x 12' 555 900.00$ LF 500,000$
60" 319 240.00$ LF 77,000$
66" 236 295.00$ LF 70,000$
Division St ‐ North of
Church 66" 1264 295.00$ LF 373,000$ $ 56,000 $ 429,000 $ 64,400 $ 59,200 $ 552,600
18" 127 50.00$ LF 6,000$
24" 146 62.50$ LF 9,000$
Marion Rd 30" 396 70.00$ LF 28,000$ $ 4,200 $ 32,200 $ 4,800 $ 4,400 $ 41,400
24" 188 62.50$ LF 12,000$
27" 176 67.50$ LF 12,000$
30" 263 70.00$ LF 18,000$
36" 104 95.00$ LF 10,000$
15" 219 45.00$ LF 10,000$
18" 150 50.00$ LF 7,000$
24" 379 62.50$ LF 24,000$
30" 237 70.00$ LF 17,000$
36" 512 95.00$ LF 49,000$
15" 256 45.00$ LF 12,000$
18" 128 50.00$ LF 6,000$
24" 121 62.50$ LF 8,000$
30" 247 70.00$ LF 17,000$
Parkway Ave ‐ 2014
Construction 36" 477 95.00$ LF 45,000$ $ 6,800 $ 51,800 $ 7,800 $ 7,200 $ 66,800
18" 1227 50.00$ LF 61,000$
21" 180 60.00$ LF 11,000$
24" 343 62.50$ LF 21,000$
30" 328 70.00$ LF 23,000$
18" 158 50.00$ LF 8,000$
24" 240 62.50$ LF 15,000$
27" 349 67.50$ LF 24,000$
30" 343 70.00$ LF 24,000$
Central St ‐ 2014
Construction 5' x 8' 1603 600.00$ LF 962,000$ $ 144,300 $ 1,106,300 $ 165,900 $ 152,700 $ 1,424,900
18" 300 50.00$ LF 15,000$
24" 575 62.50$ LF 36,000$
36" 156 95.00$ LF 15,000$
42" 173 120.00$ LF 21,000$
24" 12 62.50$ LF 1,000$
30" 266 70.00$ LF 19,000$
36" 518 95.00$ LF 49,000$
18" 42 50.00$ LF 2,000$
24" 263 62.50$ LF 16,000$
27" 395 67.50$ LF 27,000$
48" 120 155.00$ LF 19,000$
18" 173 50.00$ LF 9,000$
24" 264 62.50$ LF 17,000$
30" 284 70.00$ LF 20,000$
66" 49 295.00$ LF 14,000$
5' x 6' 233 450.00$ LF 105,000$
24" 382 62.50$ LF 24,000$
36" 246 95.00$ LF 23,000$
29" x 45" 237 140.00$ LF 33,000$
24" 387 62.50$ LF 24,000$
30" 242 70.00$ LF 17,000$
48" x 76" 250 300.00$ LF 75,000$
24" 289 62.50$ LF 18,000$
38" x 60" 244 200.00$ LF 49,000$
29" x 45" 152 140.00$ LF 21,000$
18" 358 50.00$ LF 18,000$
24" 260 62.50$ LF 16,000$
36" 138 95.00$ LF 13,000$
5' x 8' 672 600.00$ LF 403,000$
Railroad ROW 60" 667 240.00$ LF 160,000$ $ 24,000 $ 184,000 $ 27,600 $ 25,400 $ 237,000
Commerce Street Watershed Storm Sewer Total 515,600$
Division Street Watershed Storm Sewer Total 7,238,300$
Storm Sewer Total 7,753,900$
Merrill St $ 13,200 $ 101,200 $ 15,200 $ 14,000 $ 130,400
City Hall Parking Lot $ 62,400 $ 478,400 $ 71,800 $ 66,000 $ 616,200
Saratoga Ave $ 5,100 $ 39,100 $ 5,900 $ 5,400 $ 50,400
Prospect Ave $ 17,400 $ 133,400 $ 20,000 $ 18,400 $ 171,800
Melvin Ave $ 12,000 $ 92,000 $ 13,800 $ 12,700 $ 118,500
Irving Ave $ 24,800 $ 189,800 $ 28,500 $ 26,200 $ 244,500
Scott Ave $ 9,600 $ 73,600 $ 11,000 $ 10,200 $ 94,800
Lincoln Ave $ 10,400 $ 79,400 $ 11,900 $ 11,000 $ 102,300
Central St ‐ Future
Construction $ 13,100 $ 100,100 $ 15,000 $ 13,800 $ 128,900
Frederick St $ 10,700 $ 81,700 $ 12,300 $ 11,300 $ 105,300
Franklin St $ 17,400 $ 133,400 $ 20,000 $ 18,400 $ 171,800
Church Ave ‐ Future
Construction $ 6,500 $ 49,500 $ 7,400 $ 6,800 $ 63,700
Jackson St $ 236,900 $ 1,815,900 $ 272,400 $ 250,600 $ 2,338,900
Division St ‐ South of
Church $ 22,100 $ 169,100 $ 25,400 $ 23,300 $ 217,800
Church Ave ‐ 2011
Construction $ 9,900 $ 75,900 $ 11,400 $ 10,500 $ 97,800
Division St Basin
Algoma Blvd $ 10,400 $ 79,400 $ 11,900 $ 11,000 $ 102,300
$ 102,300
High Ave $ 3,800 $ 28,800 $ 4,300 $ 4,000 $ 37,100
Table 8
Alternative 15
Storm Sewer Costs
Division Street Watershed - City of Oshkosh
Commerce St Basin
Pearl Ave $ 10,400 $ 79,400 $ 11,900 $ 11,000
Riverway Dr $ 2,300 $ 17,300 $ 2,600 $ 2,400 $ 22,300
High Ave $ 6,200 $ 47,200 $ 7,100 $ 6,500 $ 60,800
Pearl Ave $ 7,800 $ 59,800 $ 9,000 $ 8,300 $ 77,100
4/4/2012
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Cost Estimates.xlsx
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*Footnotes
L01‐21 ALGOMA BLVD 01-21 01-289 765.79 765.83 15 757.76 757.28 147.0 0.33% 6.6 24 758.74 758.00 147.0 0.50% 4.8
L01‐290 ALGOMA BLVD 01-290 01-21 764.99 765.79 15 758.18 757.76 109.0 0.39% 5.4 18 759.28 758.74 109.0 0.50% 4.0
L01‐430 ALGOMA BLVD 01-430 01-242 760.12 760.68 21 752.62 752.16 30.0 1.53% 5.5 24 752.15 752.00 30.0 0.50% 5.7
L01‐431 ALGOMA BLVD 01-431 01-430 763.86 760.12 18 755.66 753.68 366.0 0.54% 4.7 24 753.98 752.15 366.0 0.50% 5.7
L01‐432 ALGOMA BLVD 01-432 01-431 763.86 763.86 18 757.65 755.84 14.0 12.93% 4.5 18 754.05 753.98 14.0 0.50% 8.1
L01‐433 ALGOMA BLVD 01-433 01-432 764.94 763.86 12 761.26 758.16 262.0 1.18% 2.5 15 755.36 754.05 262.0 0.50% 8.1
L07‐168 ALGOMA BLVD 07-168 07-236 761.46 762.84 24 751.04 750.22 195.1 0.42% 8.2 - --- - -
L07‐169 ALGOMA BLVD 07-169 07-233 763.95 762.53 24 752.07 751.41 104.9 0.63% 8.9 - --- - -
L07‐170 ALGOMA BLVD 07-170 07-234 765.97 764.52 24 752.76 752.07 185.8 0.37% 10.2 - --- - -
L07‐232 ALGOMA BLVD 07-232 07-168 761.71 761.46 24 751.03 751.11 28.1 -0.29% 8.1 - --- - -
L07‐233 ALGOMA BLVD 07-233 07-232 762.53 761.71 24 751.41 751.03 145.6 0.26% 8.4 - --- - -
L07‐234 ALGOMA BLVD 07-234 07-169 764.52 763.95 24 752.07 752.07 68.9 0.00% 9.6 - --- - -
L07‐236 ALGOMA BLVD 07-236 07-167 762.84 762.83 24 750.22 750.15 42.3 0.17% 10.4 - --- - -
L07‐399 ALGOMA BLVD 07-399 01-289 767.14 765.83 15 761.80 760.47 336.0 0.40% 3.9 18 760.52 758.00 336.0 0.75% 4.9
L01‐313 BROWN ST 01-313 01-312 756.22 756.54 12 752.43 752.22 32.0 0.66% 2.6 18 749.87 749.79 32.0 0.25% 4.6
L01‐314 BROWN ST 01-314 01-313 758.55 756.22 12 754.05 752.44 120.0 1.34% 2.6 18 750.17 749.87 120.0 0.25% 4.6
L10‐197 CENTRAL ST 10-197 10-459 763.38 764.77 24 759.00 758.10 283.4 0.32% 2.1 BLOCK --- - -
L10‐293 CENTRAL ST 10-293 10-517 763.4 763.97 12 760.52 760.13 182.0 0.21% 1.7 24 757.35 757.08 182.0 0.15% 3.8
L10‐457 CENTRAL ST 10-457 10-454 764.9 764.6 27 754.25 754.40 172.9 -0.09% 7.7 42 756.72 756.27 152.0 0.30% 4.3
L10‐459 CENTRAL ST 10-459 10-457 764.77 764.9 27 756.50 754.25 156.2 1.44% 5.7 36 757.03 756.72 156.2 0.20% 4.4
L10‐517 CENTRAL ST 10-517 10-512 763.97 763.75 15 760.11 758.33 51.0 3.49% 2.4 24 757.08 757.00 51.0 0.15% 4.5
L10‐642 CENTRAL ST 10-642 10-641 763.29 765.4 15 759.73 757.87 273.0 0.68% 2.3 BLOCK --- - -
L10‐647 CENTRAL ST 10-647 10-641 763.43 765.4 15 759.53 757.87 341.0 0.49% 2.6 24 758.77 758.25 341.0 0.15% 2.4
L10‐652 CENTRAL ST 10-652 10-647 764.39 763.43 12 760.88 759.54 300.0 0.45% 2.5 18 759.22 758.77 300.0 0.15% 3.0
L07‐197 CENTRAL ST 07-197 07-196 764.38 765.02 18 758.51 757.57 323.0 0.29% 4.2 5'x6' 752.42 751.94 323.0 0.15% 7.3
L07‐198 CENTRAL ST 07-198 07-197 764.8 764.38 18 758.84 758.78 24.0 0.25% 3.9 5'x6' 752.46 752.42 24.0 0.15% 7.3
L07‐200 CENTRAL ST 07-200 07-198 763.12 764.8 18 759.32 758.94 296.0 0.13% 2.1 5'x6' 752.90 752.46 296.0 0.15% 5.5
L07‐377 CENTRAL ST 07-377 07-200 763.8 763.12 15 759.97 759.50 234.0 0.20% 2.2 5'x6' 753.26 752.90 234.0 0.15% 5.5
L07‐196 CENTRAL ST 07-196 07-181 765.02 765.23 18 757.57 757.38 33.0 0.58% 5.7 5'x6' 751.94 751.91 23.0 0.15% 8.4
L07‐148 CHURCH AVE 07-148 07-171 766.91 766.38 24 753.70 753.02 41.6 1.64% 11.0 - --- - -
L07‐162 CHURCH AVE 07-162 07-228 765.79 765.18 21 759.19 758.88 181.0 0.17% 4.3 36 758.43 757.89 181.0 0.30% 4.0
L07‐163 CHURCH AVE 07-163 07-162 766.14 765.79 21 759.84 759.19 267.0 0.24% 4.3 36 759.50 758.43 267.0 0.40% 3.3
L07‐164 CHURCH AVE 07-164 07-163 766.47 766.14 18 760.61 759.92 223.0 0.31% 4.2 BLOCK --- - -
L07‐171a CHURCH AVE 07-171 07-170 766.38 765.97 24 753.02 752.86 50.9 0.31% 10.9 - --- - -
L07‐171b CHURCH AVE 07-171 07-271 766.38 765.28 24 753.02 753.28 74.7 -0.35% 9.8 BLOCK --- - -
L07‐228 CHURCH AVE 07-228 07-128 765.18 765.37 21 758.88 757.92 64.0 1.50% 4.3 36 757.89 757.70 64.0 0.30% 4.0
L07‐267 CHURCH AVE 07-267 07-128 765.17 765.37 24 753.87 753.21 60.8 1.08% 9.0 BLOCK --- - -
L07‐271 CHURCH AVE 07-271 07-267 765.28 765.17 24 753.28 753.87 44.8 -1.32% 9.0 BLOCK --- - -
L07‐320 CHURCH AVE 07-320 07-164 766.31 766.47 15 761.36 760.61 237.0 0.32% 3.5 30 761.36 760.65 237.0 0.30% 2.2
L07‐224 CHURCH AVE 07-224 07-320 767.45 766.31 15 761.70 761.36 247.0 0.14% 3.5 30 762.22 761.48 247.0 0.30% 2.0
Downstream
Node Name
Proposed Pipe DataUpstream
Rim
Elevation
Downstream
Rim
Elevation
Data is Sorted by Location (Street)
Proposed Storm Sewer all modeled as RCP
*Minimum Pipe Cover equals the minimum of the cover at
U/S and D/S manholes
No Proposed Changes to Existing Pipe
Minimum Pipe Cover < 1.0 ft
Minimum Pipe Cover 1.0 ft to 1.5 ft
Minimum Pipe Cover <2.0 ft
Table 9
Proposed Storm Sewer
Alternative 14
Division Street Watershed Study
Location
Existing Pipe Data
Link Name Upstream
Node Name
5/14/2012
1 of 6
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Prop Storm Sewer Data.xlsx
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*Footnotes
Downstream
Node Name
Proposed Pipe DataUpstream
Rim
Elevation
Downstream
Rim
Elevation
Data is Sorted by Location (Street)
Proposed Storm Sewer all modeled as RCP
*Minimum Pipe Cover equals the minimum of the cover at
U/S and D/S manholes
No Proposed Changes to Existing Pipe
Minimum Pipe Cover < 1.0 ft
Minimum Pipe Cover 1.0 ft to 1.5 ft
Minimum Pipe Cover <2.0 ft
Table 9
Proposed Storm Sewer
Alternative 14
Division Street Watershed Study
Location
Existing Pipe Data
Link Name Upstream
Node Name
L07‐225 CHURCH AVE 07-225 07-224 767.52 767.45 15 762.14 761.70 121.0 0.36% 3.9 30 762.58 762.22 121.0 0.30% 2.1
L07‐226 CHURCH AVE 07-226 07-225 767.78 767.52 15 762.31 762.14 30.0 0.57% 3.9 24 762.73 762.58 30.0 0.50% 2.7
L07‐227 CHURCH AVE 07-227 07-226A 768.78 767.8 12 763.73 762.40 256.0 0.52% 3.9 18 764.50 763.22 256.0 0.50% 2.6
L07‐266A CHURCH AVE 07-226A 07-226 767.8 767.78 12 763.90 762.40 98.0 1.53% 2.7 24 763.22 762.73 98.0 0.50% 2.3
L01‐10 COMMERCE ST 01-10 01-309 757.67 758.01 24 748.37 747.93 62.1 0.71% 7.0 - --- - -
L01‐12 COMMERCE ST 01-12 01-19 749.93 749.87 36 745.01 744.94 35.1 0.20% 1.6 - --- - -
L01‐13 COMMERCE ST 01-13 01-303 755.23 752.38 27 747.01 746.83 173.2 0.10% 3.0 - --- - -
L01‐19 COMMERCE ST 01-19 01-20 749.87 749.2 36 744.94 742.54 115.0 2.09% 1.6 - --- - -
L01‐20 COMMERCE ST 01-20 ET-9895 749.2 756 36 742.54 742.50 20.1 0.20% 3.7 - --- - -
L01‐300 COMMERCE ST 01-300 01-12 749.12 749.93 36 745.91 745.01 57.5 1.57% -0.1 - --- - -
L01‐302 COMMERCE ST 01-302 01-349 751.88 750 36 746.08 745.74 334.8 0.10% 0.9 48x76 744.00 743.50 334.8 0.15% 2.8
L01‐309 COMMERCE ST 01-309 01-13 758.01 755.23 27 747.92 747.01 185.7 0.49% 5.7 - --- - -
L01‐317 COMMERCE ST 01-317 01-10 760.06 757.67 24 748.65 748.37 97.8 0.29% 7.0 - --- - -
L01‐349 COMMERCE ST 01-349 01-300 750 749.12 50 745.74 745.71 87.7 0.03% -0.8 48x76 743.50 743.37 87.7 0.15% 2.1
L07‐129 DIVISION ST 07-129 07-128 765.31 765.37 42 745.60 745.37 52.6 0.44% 15.8 - --- - -
L07‐172 DIVISION ST 07-172 07-129 765.3 765.31 42 745.86 745.53 228.8 0.14% 15.6 - --- - -
L07‐173 DIVISION ST 07-173 07-172 764.45 765.3 42 746.83 745.86 309.1 0.31% 13.7 - --- - -
L07‐174 DIVISION ST 07-174 07-173 764.54 764.45 42 746.70 746.70 148.4 0.00% 13.9 - --- - -
L07‐175 DIVISION ST 07-175 07-174 763.67 764.54 36 748.42 747.32 399.1 0.28% 11.9 - --- - -
L07‐177 DIVISION ST 07-177 07-175 763.25 763.67 36 748.28 748.42 274.9 -0.05% 11.6 - --- - -
L07‐178 DIVISION ST 07-178 07-177 764.79 763.25 36 749.57 748.33 364.3 0.34% 11.6 - --- - -
L10‐301 DIVISION ST 10-301 10-300 763.53 764.06 36 750.27 749.95 218.0 0.15% 9.9 72 754.05 753.73 218.0 0.15% 2.9
L10‐302 DIVISION ST 10-302 10-301 764.32 763.53 36 751.18 750.27 337.0 0.27% 9.8 72 754.56 754.05 337.0 0.15% 2.9
L10‐303 DIVISION ST 10-303 10-302 763.45 764.32 30 752.09 751.26 257.0 0.32% 8.6 66 754.94 754.56 257.0 0.15% 2.5
L10‐304 DIVISION ST 10-304 10-303 764.17 763.45 30 752.38 752.09 179.0 0.16% 8.6 66 755.21 754.94 179.0 0.15% 2.5
L10‐306 DIVISION ST 10-306 10-304 764.57 764.17 30 752.75 752.38 99.5 0.37% 9.0 66 755.36 755.21 99.5 0.15% 2.9
L10‐98 DIVISION ST 10-98 10-306 764.67 764.57 30 753.36 752.75 173.6 0.35% 8.5 66 755.62 755.36 173.6 0.15% 3.0
L01‐239a DIVISION ST 01-239 01-342 751.18 751.22 24 747.61 747.02 89.1 0.66% 1.3 60 743.00 742.87 89.1 0.15% 2.7
L01‐240 DIVISION ST 01-240 01-239 754.88 751.18 42 744.32 743.91 263.9 0.16% 3.4 - --- - -
L01‐241 DIVISION ST 01-241 01-441 758.37 755.05 42 744.41 744.32 129.1 0.07% 6.9 - --- - -
L01‐242 DIVISION ST 01-242 01-241 760.68 758.37 42 744.65 744.42 138.5 0.17% 10.1 - --- - -
L01‐282 DIVISION ST 01-282 01-281 750.4 750.66 24 745.79 745.09 33.2 2.11% 2.6 66 742.17 742.12 33.2 0.15% 2.2
L01‐338 DIVISION ST 01-338 01-346 751.52 751.11 24 745.62 745.83 64.7 -0.32% 3.0 60 742.62 742.52 64.7 0.15% 3.1
L01‐342 DIVISION ST 01-342 01-85 751.22 751.49 24 746.55 746.41 89.7 0.16% 2.4 60 742.87 742.73 89.7 0.15% 2.9
L01‐346 DIVISION ST 01-346 01-282 751.11 750.4 24 745.82 745.79 235.7 0.01% 2.4 66 742.52 742.17 235.7 0.15% 2.2
L01‐441 DIVISION ST 01-441 01-240 755.05 754.88 42 744.41 744.32 53.6 0.17% 6.7 - --- - -
L01‐52 DIVISION ST 01-52 01-53 749.89 750.01 24 746.36 746.31 130.7 0.04% 1.3 - --- - -
L01‐53 DIVISION ST 01-53 01-34 750.01 750.61 24 746.31 745.61 89.9 0.78% 1.5 - --- - -
L01‐56 DIVISION ST 01-56 01-52 751.66 749.89 24 746.56 746.36 104.2 0.19% 1.3 - --- - -
L01‐85 DIVISION ST 01-85 01-338 751.49 751.52 24 746.02 745.69 75.6 0.44% 3.2 60 742.73 742.62 75.6 0.15% 3.3
5/14/2012
2 of 6
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Prop Storm Sewer Data.xlsx
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*Footnotes
Downstream
Node Name
Proposed Pipe DataUpstream
Rim
Elevation
Downstream
Rim
Elevation
Data is Sorted by Location (Street)
Proposed Storm Sewer all modeled as RCP
*Minimum Pipe Cover equals the minimum of the cover at
U/S and D/S manholes
No Proposed Changes to Existing Pipe
Minimum Pipe Cover < 1.0 ft
Minimum Pipe Cover 1.0 ft to 1.5 ft
Minimum Pipe Cover <2.0 ft
Table 9
Proposed Storm Sewer
Alternative 14
Division Street Watershed Study
Location
Existing Pipe Data
Link Name Upstream
Node Name
L07‐127 DIVISION ST 07-127 01-242 763.29 760.68 42 745.15 744.65 326.5 0.15% 12.2 - --- - -
L07‐128 DIVISION ST 07-128 07-127 765.37 763.29 42 745.37 745.16 226.1 0.09% 14.3 - --- - -
L‐ET‐282 DIVISION ST 01-282 01-34 750.4 750.61 23 745.31 745.39 29.0 -0.28% 3.0 BLOCK --- - -
L07‐185 FRANKLIN ST 07-185 07-332 765.49 765.96 15 759.53 759.66 82.0 -0.16% 4.5 24 759.40 759.24 82.0 0.20% 3.8
L07‐323 FRANKLIN ST 07-323 07-324 766.6 765.95 12 762.60 758.35 152.0 2.80% 2.8 - --- - -
L07‐332 FRANKLIN ST 07-332 07-324 765.96 765.95 15 759.66 758.35 328.0 0.40% 4.9 30 759.24 758.58 328.0 0.20% 3.9
L07‐337 FRANKLIN ST 07-337 07-334 764.5 765.21 15 760.28 760.76 198.0 -0.24% 2.8 24 759.92 759.53 198.0 0.20% 2.3
L07‐340 FRANKLIN ST 07-340 07-337 764.66 764.5 12 761.75 761.23 213.0 0.24% 1.7 18 760.35 759.92 213.0 0.20% 2.6
L07‐375 FRANKLIN ST 07-375 07-340 765 764.66 12 762.03 761.75 108.0 0.26% 1.7 - --- - -
L10‐311 FRANKLIN ST 10-311 10-310 765.4 764.3 12 761.84 760.89 315.0 0.30% 2.2 18 760.98 760.03 315.0 0.30% 2.6
L10‐526 FRANKLIN ST 10-526 10-501 764.69 765.01 12 760.95 760.40 180.0 0.31% 2.6 21 759.83 759.56 180.0 0.15% 2.9
L10‐529 FRANKLIN ST 10-529 10-526 765.08 764.69 12 761.53 760.95 179.0 0.32% 2.4 18 760.35 760.08 179.0 0.15% 2.9
L10‐530 FRANKLIN ST 10-530 10-531 764.93 764.14 12 761.55 760.84 197.0 0.36% 2.1 18 760.69 760.10 197.0 0.30% 2.3
L10‐531 FRANKLIN ST 10-531 10-533 764.14 764.19 12 760.84 760.58 34.0 0.76% 2.1 18 760.10 760.00 34.0 0.30% 2.3
L10‐543 FRANKLIN ST 10-543 10-544 764.88 764.73 12 762.48 762.28 68.0 0.29% 1.2 - --- - -
L10‐544 FRANKLIN ST 10-544 10-550 764.73 764.77 12 762.28 761.83 289.0 0.16% 1.3 - --- - -
L07‐334 FRANKLIN ST 07-334 07-185 765.21 765.49 15 760.84 759.57 63.0 2.02% 2.9 24 759.53 759.40 63.0 0.20% 3.4
L07‐190 FREDERICK ST 07-190 07-182 764.33 765.08 18 758.53 757.89 343.0 0.19% 4.1 30 758.77 757.74 343.0 0.30% 2.8
L07‐193 FREDERICK ST 07-193 07-191 763.91 764.14 18 758.64 758.49 200.0 0.07% 3.6 27 759.26 758.86 200.0 0.20% 2.1
L07‐194 FREDERICK ST 07-194 07-368 763.58 763.5 15 759.58 759.85 58.0 -0.47% 2.2 18 759.58 759.46 58.0 0.20% 2.3
L07‐368 FREDERICK ST 07-368 07-193 763.5 763.91 15 759.85 758.64 104.0 1.16% 2.2 27 759.46 759.26 104.0 0.20% 1.5 1, 2
L07‐376 FREDERICK ST 07-376 07-194 764.37 763.58 12 759.94 759.58 242.0 0.15% 2.8 - --- - -
L10‐554 FREDERICK ST 10-554 10-551 764.8 764.94 12 761.36 761.01 101.0 0.35% 2.3 18 761.36 761.11 101.0 0.25% 1.7 1, 2
L10‐558 FREDERICK ST 10-558 10-562 763.68 764.18 12 760.73 760.13 182.0 0.33% 1.8 24 759.55 759.00 182.0 0.30% 1.9 1, 2
L10‐619 FREDERICK ST 10-619 10-505 764.46 764.39 15 759.86 759.34 56.0 0.93% 3.4 24 758.42 758.14 56.0 0.50% 3.8
L10‐622 FREDERICK ST 10-622 10-619 764.24 764.46 15 760.75 759.88 157.0 0.55% 2.2 - --- - -
L10‐625 FREDERICK ST 10-625 10-622 765.02 764.24 12 761.59 760.77 181.0 0.45% 2.4 - --- - -
L10‐627 FREDERICK ST 10-627 10-626 764.69 764.89 15 760.08 759.92 30.0 0.53% 3.4 - --- - -
L10‐630 FREDERICK ST 10-630 10-627 765.11 764.69 12 760.95 760.10 128.0 0.66% 3.2 - --- - -
L10‐631 FREDERICK ST 10-631 10-626 764.31 764.89 15 759.28 758.68 112.0 0.54% 3.8 - --- - -
L10‐634 FREDERICK ST 10-634 10-631 764.2 764.31 15 760.50 759.30 235.0 0.51% 2.5 - --- - -
L10‐637 FREDERICK ST 10-637 10-634 764.54 764.2 15 761.12 760.52 124.0 0.48% 2.2 - --- - -
L10‐640 FREDERICK ST 10-640 10-637 765.51 764.54 12 761.97 761.14 170.0 0.49% 2.4 - --- - -
L07‐191 FREDERICK ST 07-191 07-190 764.14 764.33 18 758.49 758.57 45.0 -0.18% 3.9 27 758.86 758.77 42.0 0.20% 2.8
L01‐293 HIGH AVE 01-293 01-288 760.99 759.39 12 755.08 753.39 219.0 0.77% 4.7 15 754.64 753.00 219.0 0.75% 4.9
L01‐294 HIGH AVE 01-294 01-288 758.18 759.39 15 753.27 752.68 177.0 0.33% 3.5 24 751.89 751.00 177.0 0.50% 4.0
L01‐310 HIGH AVE 01-310 01-309 757.83 758.01 15 749.11 748.84 57.0 0.47% 7.3 24 748.21 747.92 57.0 0.50% 7.4
L01‐311 HIGH AVE 01-311 01-454 757.04 756.59 15 750.91 750.69 31.0 0.71% 4.5 21 749.16 749.08 31.0 0.25% 5.5
L01‐312 HIGH AVE 01-312 01-311 756.54 757.04 15 752.01 750.87 52.0 2.19% 3.1 21 749.29 749.16 52.0 0.25% 5.3
L01‐438 HIGH AVE 01-438 01-294 757.36 758.18 12 753.72 753.73 149.0 -0.01% 2.5 18 753.13 752.39 149.0 0.50% 2.5
5/14/2012
3 of 6
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Prop Storm Sewer Data.xlsx
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*Footnotes
Downstream
Node Name
Proposed Pipe DataUpstream
Rim
Elevation
Downstream
Rim
Elevation
Data is Sorted by Location (Street)
Proposed Storm Sewer all modeled as RCP
*Minimum Pipe Cover equals the minimum of the cover at
U/S and D/S manholes
No Proposed Changes to Existing Pipe
Minimum Pipe Cover < 1.0 ft
Minimum Pipe Cover 1.0 ft to 1.5 ft
Minimum Pipe Cover <2.0 ft
Table 9
Proposed Storm Sewer
Alternative 14
Division Street Watershed Study
Location
Existing Pipe Data
Link Name Upstream
Node Name
L01‐444 HIGH AVE 01-444 01-240 755.97 754.88 15 750.44 750.00 53.0 0.83% 3.4 27 747.76 747.60 53.0 0.30% 4.8
L01‐448 HIGH AVE 01-448 01-444 756.08 755.97 15 752.22 750.44 149.0 1.19% 2.4 27 748.21 747.76 149.0 0.30% 5.4
L01‐451 HIGH AVE 01-451 01-310 757.47 757.83 15 749.48 749.16 82.0 0.39% 6.6 24 748.62 748.21 82.0 0.50% 6.6
L01‐454 HIGH AVE 01-454 01-451 756.59 757.47 15 750.91 749.48 185.0 0.77% 4.2 21 749.08 748.62 185.0 0.25% 5.5
L07‐179 IRVING AVE 07-179 07-178 764.72 764.79 36 749.77 749.57 36.9 0.54% 11.6 - --- - -
L07‐24 IRVING AVE 07-24 07-179 764.59 764.72 36 749.94 749.77 38.0 0.45% 11.3 - --- - -
L10‐300 IRVING AVE 10-300 07-24 764.06 764.59 36 749.85 749.85 51.0 0.00% 10.9 72 753.73 753.65 51.0 0.15% 3.8
L10‐500 IRVING AVE 10-500 10-501 765.67 765.01 12 761.56 761.56 173.0 0.00% 2.3 18 761.00 760.65 173.0 0.20% 2.6
L10‐501 IRVING AVE 10-501 10-505 765.01 764.39 15 760.40 759.34 264.0 0.40% 3.2 24 759.31 758.91 264.0 0.15% 3.2
L10‐505 IRVING AVE 10-505 10-512 764.39 763.75 18 759.34 758.22 2884.0 0.04% 3.3 30 758.14 757.00 284.0 0.40% 3.5
L10‐512 IRVING AVE 10-512 10-520 763.75 763.69 24 758.22 758.16 50.0 0.12% 3.3 72 753.30 753.38 50.0 -0.15% 3.7
L10‐520 IRVING AVE 10-520 07-24 763.69 764.59 24 758.16 757.72 183.0 0.24% 3.3 72 753.38 753.65 183.0 -0.15% 3.7
L10‐523 IRVING AVE 10-523 07-178 763.63 764.79 12 759.56 758.68 177.0 0.50% 2.9 - --- - -
L01‐128a JACKSON ST 01-128 01-281 750.73 750.66 24 745.50 745.09 27.1 1.51% 3.2 66 742.08 742.12 27.1 -0.15% 2.5
L01‐128b JACKSON ST 01-128 01-131 750.73 750.74 24 745.91 745.48 45.5 0.94% 2.6 66 742.08 742.01 45.5 0.15% 2.6
L01‐131 JACKSON ST 01-131 01-132 750.74 753 28 745.18 744.91 204.9 0.13% 3.0 66 742.01 741.70 204.9 0.15% 2.7
L01‐132 JACKSON ST 01-132 ET-9836 753 756 24 745.00 744.00 85.2 1.17% 5.8 66 741.70 741.57 85.2 0.15% 5.3
L01‐228 JACKSON ST 01-288 01-235 759.39 752.6 18 752.32 748.08 341.0 1.24% 2.8 36 747.85 747.00 341.0 0.25% 2.3
L01‐235 JACKSON ST 01-235 ET-2 752.6 751.3 54 743.04 742.64 531.4 0.08% 3.7 60 744.84 744.05 531.4 0.15% 1.8 3
L01‐283 JACKSON ST 01-283 01-281 750.31 750.66 43 745.43 745.12 165.8 0.19% 1.3 BLOCK --- - -
L01‐284 JACKSON ST 01-284 01-283 750.32 750.31 43 745.47 745.43 73.8 0.05% 1.3 BLOCK --- - -
L01‐285 JACKSON ST 01-285 01-284 750.62 750.32 43 746.07 745.47 192.3 0.31% 1.0 BLOCK --- - -
L01‐286 JACKSON ST 01-286 01-285 751.89 750.62 43 746.61 746.07 255.2 0.21% 1.0 BLOCK --- - -
L01‐287 JACKSON ST 01-287 01-286 752.14 751.89 43 748.08 747.91 60.0 0.28% 0.4 BLOCK --- - -
L01‐289 JACKSON ST 01-289 01-288 765.83 759.39 15 757.27 754.36 399.0 0.73% 3.6 36 748.85 747.85 399.0 0.25% 8.2
L01‐34 JACKSON ST 01-34 01-35 750.61 751.05 36 745.61 745.59 312.9 0.01% 1.7 - --- - -
L01‐35b JACKSON ST 01-35 ET-9837 751.05 756 36 745.59 744.00 56.4 2.82% 2.1 - --- - -
L01‐519 JACKSON ST 01-519 01-520 750.88 750.68 54 742.45 741.08 328.3 0.42% 3.5 60 742.99 742.50 328.3 0.15% 2.4
L07‐230 JACKSON ST 07-230 01-289 766.37 765.83 12 759.11 758.26 291.0 0.29% 6.1 18 760.00 757.09 291.0 1.00% 4.7
L07‐231 JACKSON ST 07-231 07-230 766.67 766.37 12 759.87 759.71 82.0 0.20% 5.5 18 760.82 760.00 82.0 1.00% 4.1
LET‐2 JACKSON ST ET-2 01-518 751.3 750.38 54 742.64 742.24 531.4 0.08% 3.2 60 744.05 743.25 531.4 0.15% 1.6 3
LOSH‐9424 JACKSON ST 01-520 ET-9904 750.68 750 54 741.08 741.00 52.0 0.15% 4.0 60 742.50 742.42 52.0 0.15% 2.1
LOSH‐9429 JACKSON ST 01-518 01-519 750.38 750.88 54 742.15 742.45 174.8 -0.17% 3.3 60 743.25 742.99 174.8 0.15% 1.6 3
L10‐641 LINCOLN AVE 10-641 10-656 765.4 764.1 24 757.52 754.41 154.0 2.02% 5.6 42 757.10 756.72 154.0 0.25% 3.5
L10‐653 LINCOLN AVE 10-653 10-641 764.3 765.4 21 758.06 757.52 125.0 0.43% 4.3 36 757.95 757.64 125.0 0.25% 3.0
L10‐656 LINCOLN AVE 10-656 10-302 764.1 764.32 24 754.37 752.88 86.0 1.73% 7.5 42 756.72 756.50 86.0 0.25% 3.5
L10‐309 LINCOLN AVE 10-309 10-626 764.3 764.89 15 760.69 758.69 223.0 0.90% 2.4 30 759.39 758.84 223.0 0.25% 2.1
L10‐310 LINCOLN AVE 10-310 10-533 764.3 764.19 15 760.89 760.58 12.0 2.58% 2.0 24 760.03 760.00 12.0 0.25% 1.9 1, 2
L10‐533 LINCOLN AVE 10-533 10-309 764.19 764.3 15 760.58 760.69 43.0 -0.26% 2.2 30 759.50 759.39 43.0 0.25% 1.9 1, 2
L10‐542 LINCOLN AVE 10-542 10-310 764.38 764.3 12 761.51 760.89 173.0 0.36% 1.7 - --- - -
5/14/2012
4 of 6
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Prop Storm Sewer Data.xlsx
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*Footnotes
Downstream
Node Name
Proposed Pipe DataUpstream
Rim
Elevation
Downstream
Rim
Elevation
Data is Sorted by Location (Street)
Proposed Storm Sewer all modeled as RCP
*Minimum Pipe Cover equals the minimum of the cover at
U/S and D/S manholes
No Proposed Changes to Existing Pipe
Minimum Pipe Cover < 1.0 ft
Minimum Pipe Cover 1.0 ft to 1.5 ft
Minimum Pipe Cover <2.0 ft
Table 9
Proposed Storm Sewer
Alternative 14
Division Street Watershed Study
Location
Existing Pipe Data
Link Name Upstream
Node Name
L10‐626 LINCOLN AVE 10-626 10-653 764.89 764.3 21 758.67 758.06 153.0 0.40% 4.2 36 758.34 757.95 153.0 0.25% 3.0
L01‐345 MARION RD 01-529 01-526 750.13 749.78 24 744.85 744.74 43.7 0.25% 2.8 - --- - -
L01‐351 MARION RD 01-530 01-529 750.31 750.13 24 745.49 744.85 253.5 0.25% 2.6 - --- - -
L01‐521 MARION RD 01-521 01-518 750.16 750.38 27 743.80 743.75 21.5 0.23% 3.8 - --- - -
L01‐526 MARION RD 01-526 01-521 749.78 750.16 24 744.74 743.80 374.2 0.25% 2.8 BLOCK --- - -
L01‐535 MARION RD 01-535 01-532 750.85 750 24 746.51 745.75 291.7 0.26% 2.0 - --- - -
L01‐542 MARION RD 01-532 01-530 750 750.31 24 745.75 745.49 101.0 0.26% 2.0 - --- - -
L01‐316 MARKET ST 01-316 01-317 760.54 760.06 24 748.90 748.67 29.1 0.79% 9.1 - --- - -
L07‐167 MARKET ST 07-167 01-316 762.83 760.54 24 750.12 748.89 171.3 0.72% 9.4 - --- - -
L10‐319 MELVIN AVE 10-319 10-459 763.9 764.77 12 760.19 758.10 146.0 1.43% 2.5 BLOCK --- - -
L10‐321 MELVIN AVE 10-321 10-473 762.99 762.85 18 760.11 760.07 56.0 0.07% 1.1 24 758.14 758.00 56.0 0.25% 2.6
L10‐322 MELVIN AVE 10-322 10-321 763.79 762.99 12 760.89 760.11 327.0 0.24% 1.7 24 758.96 758.14 327.0 0.25% 2.6
L10‐470 MELVIN AVE 10-470 10-459 763.77 764.77 18 759.22 758.10 246.0 0.46% 2.8 36 757.53 757.03 246.0 0.20% 2.9
L10‐473 MELVIN AVE 10-473 10-470 762.85 763.77 18 760.07 759.22 237.0 0.36% 1.1 29x45 758.00 757.53 237.0 0.20% 2.1
L10‐474 MELVIN AVE 10-474 10-319 763.57 763.9 12 760.51 760.19 100.0 0.32% 1.9 12 760.51 760.19 100.0 0.32% 1.9 1, 2
L10‐201 MERRILL ST 10-201 10-206 764.5 762.55 18 760.31 760.02 152.0 0.19% 0.8 29x45 757.96 757.35 152.0 0.40% 2.4
L10‐206 MERRILL ST 10-206 10-208 762.55 763.69 18 760.02 759.54 244.0 0.20% 0.8 38x60 757.35 757.06 244.0 0.12% 1.6 4
L10‐330 MERRILL ST 10-330 10-201 765.79 764.5 15 760.97 760.31 289.0 0.23% 2.8 BLOCK --- - -
L10‐331 NEW YORK AVE 10-331 10-330 767.13 765.79 12 763.04 760.97 224.0 0.92% 2.9
L07‐328 PARKWAY AVE 07-328 07-182 765.93 765.08 18 758.30 757.68 234.0 0.26% 5.7 36 758.01 757.66 234.0 0.15% 4.1
L07‐180 PARKWAY AVE 07-180 07-174 765.15 764.54 24 754.15 750.92 49.4 6.53% 8.8 BLOCK --- - -
L07‐181 PARKWAY AVE 07-181 07-180 765.23 765.15 27 757.12 756.44 233.0 0.29% 5.6 BLOCK --- - -
L07‐182 PARKWAY AVE 07-182 07-181 765.08 765.23 24 757.68 757.27 265.1 0.15% 5.2 36 757.16 755.84 265.1 0.50% 4.6
L07‐324 PARKWAY AVE 07-324 07-328 765.95 765.93 12 758.35 758.30 42.0 0.12% 6.4 36 758.08 758.01 42.0 0.15% 4.5
L01‐101 PEARL AVE 01-101 01-545 753.01 753.39 12 748.87 748.15 188.0 0.38% 3.0 24 747.64 746.80 168.0 0.50% 3.1
L01‐236a PEARL AVE 01-236 01-235 751.94 752.6 30 743.24 743.04 59.6 0.34% 5.9 BLOCK --- - -
L01‐237 PEARL AVE 01-237 01-236 750.94 751.94 42 743.62 743.24 262.8 0.14% 3.4 BLOCK --- - -
L01‐238 PEARL AVE 01-238 01-237 750.83 750.94 42 743.78 743.62 139.8 0.11% 3.2 27 746.07 746.35 139.8 -0.20% 2.1
L01‐239b PEARL AVE 01-239 01-238 751.18 750.83 42 743.91 743.78 36.2 0.36% 3.2 27 746.00 746.07 36.2 -0.20% 2.2
L01‐296 PEARL AVE 01-296 01-297 752.95 751.67 15 748.34 748.03 182.0 0.17% 2.2 30 746.06 745.61 182.0 0.25% 3.3
L01‐297 PEARL AVE 01-297 01-287 751.67 752.14 15 748.01 748.14 112.0 -0.12% 2.2 BLOCK --- - -
L01‐303 PEARL AVE 01-303 01-302 752.38 751.88 36 746.71 746.08 23.3 2.70% 2.7 - --- - -
L01‐304 PEARL AVE 01-304 01-302 752.05 751.88 29 746.30 746.08 52.3 0.42% 3.3 29x45 746.05 746.00 52.3 0.10% 3.1
L01‐305 PEARL AVE 01-305 01-304 750.75 752.05 21 746.69 746.31 228.0 0.17% 2.1 29x45 746.28 746.05 228.0 0.10% 1.7 1
L01‐339 PEARL AVE 01-339 01-305 751 750.75 18 746.40 746.69 90.0 -0.32% 2.4 24x38 746.37 746.28 90.0 0.10% 2.2
L01‐340 PEARL AVE 01-340 01-339 750.3 751 15 746.69 746.40 121.0 0.24% 2.2 24x38 746.49 746.37 121.0 0.10% 1.5 1
L01‐341 PEARL AVE 01-341 01-340 749.9 750.3 12 747.00 746.69 69.0 0.45% 1.7 19x30 746.56 746.49 69.0 0.10% 1.5 1
L01‐545 PEARL AVE 01-545 01-296 753.39 752.95 12 748.15 748.34 81.0 -0.23% 3.4 30 746.26 746.06 81.0 0.25% 4.1
L10‐157 PROSPECT AVE 10-157 10-562 764.71 764.18 15 761.26 760.12 370.0 0.31% 2.0 24 759.53 758.61 370.0 0.25% 2.9
L10‐208 PROSPECT AVE 10-208 10-197 763.69 763.38 24 759.54 759.00 249.7 0.22% 1.9 48x76 757.06 756.68 249.7 0.15% 3.0
DIVERT TO WEST NEW YORK AVE WATERSHED
5/14/2012
5 of 6
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Prop Storm Sewer Data.xlsx
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*
Diameter
(inches)
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Length
(feet)
Slope
(%)
Minimum
Pipe
Cover*Footnotes
Downstream
Node Name
Proposed Pipe DataUpstream
Rim
Elevation
Downstream
Rim
Elevation
Data is Sorted by Location (Street)
Proposed Storm Sewer all modeled as RCP
*Minimum Pipe Cover equals the minimum of the cover at
U/S and D/S manholes
No Proposed Changes to Existing Pipe
Minimum Pipe Cover < 1.0 ft
Minimum Pipe Cover 1.0 ft to 1.5 ft
Minimum Pipe Cover <2.0 ft
Table 9
Proposed Storm Sewer
Alternative 14
Division Street Watershed Study
Location
Existing Pipe Data
Link Name Upstream
Node Name
L10‐325 PROSPECT AVE 10-325 10-197 763.51 763.38 12 760.00 759.66 121.0 0.28% 2.3 48x76 756.42 756.68 220.0 -0.12% 3.0
L10‐562 PROSPECT AVE 10-562 10-208 764.18 763.69 15 760.11 759.54 242.0 0.24% 2.6 30 758.61 758.00 242.0 0.25% 2.8
L01‐547 RIVERWAY DR 01-547 01-545 752.31 753.39 12 748.55 748.15 147.0 0.27% 2.6 24 747.54 746.80 147.0 0.50% 2.5
L01‐548 RIVERWAY DR 01-548 01-547 751.75 752.31 15 748.96 748.55 127.0 0.32% 1.4 18 748.67 748.04 127.0 0.50% 1.4 2
Link2315 RAILROAD ROW 10-319 Node2326 763.9 764.7 ---- - - 60 756.03 755.70 275.0 0.12% 2.4
Link2316 RAILROAD ROW 10-325 10-319 763.51 763.9 ---- - - 60 756.42 756.03 325.0 0.12% 1.6 3, 4
2297 RAILROAD ROW Node2326 10-98 764.7 764.67 ---- - - 60 755.70 755.62 65.0 0.12% 3.5
L10‐327 SARATOGA AVE 10-327 10-201 765.28 764.5 12 762.17 761.50 260.0 0.26% 1.8 24 760.00 758.96 260.0 0.40% 3.0
L10‐328 SARATOGA AVE 10-328 10-327 766.75 765.28 12 763.03 762.17 243.0 0.35% 1.9 18 761.47 760.50 243.0 0.40% 3.1
L10‐329 SARATOGA AVE 10-329 10-328 767.45 766.75 12 763.38 763.03 115.0 0.30% 2.6 18 761.93 761.47 115.0 0.40% 3.6
L10‐120 SCOTT AVE Node2335 10-126 765.67 764.79 12 760.83 760.07 318.0 0.24% 3.6 27 759.21 758.85 240.0 0.15% 3.4
L10‐126 SCOTT AVE 10-126 10-454 764.79 764.6 12 760.07 760.00 159.0 0.04% 3.4 27 758.85 758.61 159.0 0.15% 3.4
L10‐317 SCOTT AVE 10-317 10-550 764.69 764.77 12 761.77 761.38 79.0 0.49% 1.8 - --- - -
L10‐452 SCOTT AVE 10-452 10-98 764.49 764.67 30 754.31 753.36 93.3 1.02% 7.4 48 756.09 755.95 93.3 0.15% 4.0
L10‐550 SCOTT AVE 10-550 10-120 764.77 765.17 12 761.38 760.85 181.0 0.29% 2.2 24 760.28 759.83 181.0 0.25% 2.2
L10‐551 SCOTT AVE 10-551 10-120 764.94 765.17 12 761.01 760.82 42.0 0.45% 2.8 18 761.11 761.00 42.0 0.25% 2.1
L10‐315 VILAS AVE 10-315 10-304 765.01 764.17 12 760.11 756.40 153.0 2.42% 3.7 - --- - -
1 Existing road already concrete pavement. Decrease in road surface elevation unlikely.
2 Proposed pipe is RCP. Could likely change to elliptical pipe and achieve flood reduction goals.
3 Pipe located outside of road. Could likely adjust cover to adequate level.
4 Storm sewer improvement already implemented.
5/14/2012
6 of 6
L:\work\projects\114023\Eng\Results\DivisionSt\Results Memo\
Prop Storm Sewer Data.xlsx
44
45
Jefferson
St
Mt
Vernon
St
HighAve
Main
St
N
AlgomaBlvd
MarionRd
Wright
St
Wisconsin
St
OtterAve
CeapeAve
Cour
t
St
Jackson
St
W New York Ave
Waugoo Ave
Vine Ave
Cherry
St
Merrill
St
ElmwoodAve
Central
St
W Melvin Ave
Division
St
Franklin
St
DawesSt
PearlAve
CampusPl
McKinley
St
Frederick
St
Prospect Ave
Madison
St
Dale Ave
Woodland Ave
Sterling Ave
Baldwin Ave
E Parkway Ave
Amherst Ave
John Ave
Saratoga Ave
State
St
Scott Ave
Eastman
St
Fulton Ave
Union Ave
W Lincoln Ave
Oxford Ave
E New York Ave
ChurchAve
E Irving Ave
Garfield
St
Washington Ave
Ida Ave
BrownSt
MarketSt
IvyPl
W Irving Ave
OsceolaSt
Merritt Ave
Commerce
St
E Melvin Ave
Northwestern Ave
E Lincoln Ave
Hudson Ave
ProposedRd
W Parkway Ave
Liberty
St
Vilas Ave
Ontario
St
Oregon
St
RadfordPl
Western
Ave
Division
St
Frederick
St
Mt
Vernon
St
Frederick
St
Central
St
Central
St
Franklin
St
Central
St
Central
St
Prospect Ave
Madison
St
Legend
Existing Conditions Street Surcharging
10-yr, 30-min Storm Event
Greater Than 1'
0.5' to 1.0'
0.25' to 0.5'
0.01' to 0.25'
Below Rim Elevation
Overland Flow Path
Storm Sewer
Subbasins
Division Street Basin
200 0 200100 Feet
Figure 1
Division Street Drainage Basin Study
Existing Conditions Flooding Depths
10-year, 30-minute Storm Event
2010 CIP Storm Sewer Modeling
City of Oshkosh
.
Dec. 2010114023
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!!!
!!
!
!
!
!
!
!
!
!!
!!!
!!!!
!
!!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
! !
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
")
Diverted to West New York Ave
Watershed
2291
2272
L01-289
L07-175
L10-157
L01-526
L10-642
Link2308
L01-228
L01-431
L07-178
L01-34
L07-190
L10-647
L10-302
L07-399
Li
n
k
2
3
0
5
LET-2
L01-302
L07-332
L01-519
L10-322
L07-377
L07-197
L10-197
L07-127
L10-311
L07-173
L10-652
L07-200
L01-535
L07-230
Link2316
L10-544
L10-330
L10-505
L01-235
L07-177
L07-163
L10-501
L01-240
L01-237
L01-433
L10-327
L10-303
L07-227
L01-286
L01-351
L10-208
L07-224
L10-470
L10-206
L10-328
Link2315
L07-376
L10-562
L10-473
L07-320
L10-120
L01-346
L10-634
L07-328 L07-181
L07-128
L07-172
L10-331
L10-309
L10-325
L01-305
L01-293
L10-301
L07-340
L01-131
L07-182
L07-193
L10-98
L07-337
L10-530
L07-168
L01-101
L07-170
L01-309
L01-454
L10-558
L01-13
L10-520
L10-293
L01-296
L10-550
L10-625
L07-162
L10-526
L10-304
L10-529
L10-523
L01-294
L10-542
L10-457
L10-500
L07-167
L10-640
L01-21
L01-283
2271
L10-126
L10-622
L10-459
Link2314
L10-641
L10-626
L07-323
L10-201
L01-52
L01-438
L01-448
L07-174
L01-547
L10-319
L07-233
L01-238
L01-242
L10-315
L01-19
L01-241
L10-630
L01-548
2310
LOSH-9429
L10-653
L10-637
L07-225
L01-340
L01-314
L01-56
L10-452
L10-329
L10-631
L01-290
L07-375
L07-169
L07-368
L01-53
L01-542
L10-554
L10-306
L01-317L01-342
L01-339
L01-349
L10-656
L01-132
L07-266A
L07-185
L07-231
L01-545
L10-317
L01-284
L01-35b
L10-543
L07-171b
L01-338
L07-228
L01-287
L01-304
L10-321
L01-444
L01-312
L07-180
L10-300
L07-191
L01-345
L10-533
L07-324
L07-236
L01-128b
LOSH-9424
L01-285
L01-297
Link2312
2297
Link2313
L01-85
L01-451
L01-239a
L01-10
L01-341
L07-234
L07-334
L07-267
L07-194
L01-300
L01-310
L10-619
L01-441
L07-129
L01-236a
L10-517
L10-512
L07-171a
L07-271
L10-551
L07-148
L01-12
L01-303
L07-179
L10-531
L01-282
L01-239b
L01-311
L01-313
L07-24
L07-226
L01-430
L10-627
L01-316
L07-232
L-ET-282
Link2304
L01-128a
L07-198
L07-196
L01-20
L01-521
L10-305
L01-432
L10-310
L10-319
L10-474
N
M
AIN
ST
JACKSON
ST
HIGHAVE
WISCONSIN
ST
PEARLAVE
ALGOMABLVD
SCOTT AVE
DIVISIONST
CHERRY
ST
W IRVING AVE
W LINCOLN AVE
W NEW YORK AVE
JEFFERSON
ST
PROSPECT AVE
MARIONRD
ELMWOODAVE
CHURCHAVE
WRIGHT
ST
STATE
ST
CENTRAL
ST
MOUNT
VERNON
ST
ALLEY
DAWESST
IDA AVE
VINE AVE
CEAPE AVE
AMHERST AVE
W MELVIN AVE
OTTERAVE
FULTON AVE
E IRVING AVE
BALDWIN AVE
MERRITT AVE
STERLING AVE
COURT
ST
OSCEOLAST
WAUGOOAVE
E LINCOLN AVE
W PARKWAY AVE
E NEW YORK AVE
E PARKWAY AVE
JOHN AVE
CAMPUSPL
WOODLAND AVE
MCKINLEY
ST
MADISON
ST
WASHINGTON AVE
UNION AVE
E MELVIN AVE
MI
C
H
I
G
A
N
S
T
DALE AVE
GARFIELD
ST
IVYPL
OXFORD AVE
HUDSON AVE
EASTMAN
ST
E MELVIN AVE
CENTRAL
ST
ALLEY
ALLEY
PROSPECT AVE
CENTRALST
CENTRAL
ST
ALLEY
MOUNT
VERNON
ST
JEFFERSON
ST
WRIGHT
ST
ALLEY
114023 May 2011
Division Street Watershed Study
City of Oshkosh
Figure 10
Storm Sewer Locations
Underground
Storage Area
Legend
!Manholes
Block Existing Storm Sewer
Proposed New Storm Sewer
No Change to Storm Sewer
Proposed Storm Sewer Size Increase
Overland Flow Path
Division Street Watershed