nature’s cove plate - middletontown.middleton.wi.us/vertical/sites/{97a50aab-3824...999 fourier...

Nature’s Cove Plate

Table of Contents

Preliminary Plat (this section)

Letter of introduction .............................................2

Contact Information ................................................2

Preliminary Plat Submittal ......................................5

Preliminary Engineering ..........................................10

Environmental Checklist .........................................14

Vierbicher Review letter .........................................17

1986 CSM demonstrating Wilson lot line ...............23

1984 letter granting permission to Reuter to

access garage in the rear of their property ............24

Lawson / Atterbury letter .......................................25

Maps (11 x 17)

Preliminary Plat .......................................................1

Overall site plan ......................................................2

Street “A” Plan and Profile (1) ................................3



Street “B” Plan and Profile (1) ................................6

Street “B” Plan and Profile (2) ................................7

Existing Watershed map .........................................8

Proposed Watershed map ......................................9

Lawson / Atterbury map .........................................10

dshaw

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dshaw

999 Fourier Drive, Suite 201

Madison, Wisconsin 53717 (608) 826-0532 phone (608) 826-0530 FAX www.vierbicher.com

December 30, 2014 Chair and Members of the Town Plan Commission Town of Middleton 7555 W. Old Sauk Road Verona, WI 53593 Re: Karls Lands Preliminary Plat Town of Middleton Dear Ms. Schmidt and Plan Commission Members: The above-referenced preliminary plat was received in our office. The lots are situated on two new roadways between Keewatin Trail and Old Sauk Road and along a portion of the existing Keewatin Trail. The Preliminary Plat proposal is being made by D’Onofrio Kottke and Associates, Inc. on behalf of Richard Karls. We have completed our review of the following documents for the preliminary plat of Karls Lands:

• Letter of Application (Received November 12, 2014) • Preliminary Plat Submittal Application (Received November 12, 2014) • Preliminary Engineering Report (Received November 12, 2014)

o Includes Preliminary Checklist for Environmental Assessment of Land Divisions and Community Development Plans

o Includes preliminary stormwater report • Preliminary street plan and profiles (Received November 12, 2014) • Preliminary Plat (Received December 17, 2014)

This preliminary plat is accompanied by, and should be addressed subsequent to modifications to two lots from CSM 13282, providing for a lot line adjustment with a neighboring property owner that will affect proposed lots 3 and 4 of the plat. Preliminary Plat 1. The Preliminary Plat consists of 12 lots, with an area of approximately 25 acres including right-of-

way. Lots will be accessed by two new roadways from Keewatin Trail and Old Sauk Road, as well as from Keewatin Trail itself. A short stub street is also proposed to provide future access to unplatted lands immediately west of the proposed plat. The plat is being proposed as a traditional subdivision, with the 12 single family lots all exceeding the 65,000-square foot minimum size.

vision to reality

R e e d s b u r g ( 6 0 8 ) 5 2 4 - 6 4 6 8 | M a d i s o n ( 6 0 8 ) 8 2 6 - 0 5 3 2 | P r a i r i e d u C h i e n ( 6 0 8 ) 3 2 6 - 1 0 5 1

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December 30, 2014 Page 2

2. The existing homes will remain on proposed Lots 2 and 9.

3. Currently, the property where the proposed plat is located is zoned A-1 (Agriculture District). No rezoning is proposed or required for a single family residential subdivision.

4. In unsewered traditional subdivisions, the minimum lot size is 65,000 square feet and development densities must not exceed a ratio of 1 dwelling unit per 75,000 square feet of land, inclusive of public streets, parkland, and open space. The smallest proposed lot is 65,013 square feet, and the proposed development density is 1 lot per 90,873 square feet, and is therefore acceptable.

5. As noted above, a street stub is proposed to run west off of Keewatin Trail to provide a future street connection to unplatted lands to the west of the proposed plat. The street stub follows an officially mapped roadway adopted by the Town Board on October 7, 2013.

6. A right of way dedication width of 66’ is shown for the two proposed roads on the preliminary plat. This width is acceptable.

7. The Town trails plan does not indicate any planned trails in the area of this subdivision.

8. The Town should determine if parkland is to be dedicated with this plat. If a parkland dedication is required, 5,000 square feet per new lot or 50,000 square feet total for the 10 new lots would be required. If no dedication is required, a fee in lieu of equal to $2255 per lot for ten new lots (two lots already exist) will be required. The $22,550 will be due before the Town signs the plat.

9. Prior to final plat approval, the plat shall be forwarded by the developer’s surveyor to the utility companies to solicit their comments and to request easements necessary to serve the plat. Evidence that this has been done shall be provided to the Town Engineer.

10. A maintenance agreement with the Town will be required for all stormwater facilities.

11. The soil types and their boundaries shall be added to the preliminary plat per Town ordinances.

12. Each lot will be required to have adequate area and suitable soils for the septic systems required by Dane County.

13. The preliminary and final plats and plans shall show and dimension proper sight triangles at the intersection of proposed “A” Street and Keewatin Trail, the intersection of proposed “B” Street and Old Sauk Road, and the intersection of proposed “A” Street and proposed “B” Street. Vision triangles are not provided on the preliminary plat for any intersections. In addition to the vision triangle, a Clear Sight Window for Intersection Sight Distance may also be required to complete the Vision Corner. A Vision corner note shown on the preliminary plat shall be included to record as follows:

“Vision Corner: No structure, berm or vegetation of any kind, which exceeds a height of 2.5 feet above the average elevation of the roadway and driveway within the vision corner, except for necessary highway and safety signs or approved public utility lines, shall be permitted within the vision corner. No plant material which obscures safe vision of the approaches to the intersection shall be permitted. Grasses and similar turf, however, would be considered acceptable.”

Vision corners at the intersection of proposed “B” Street and Old Sauk Road will need to be

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addressed further due to the desired vision corner crossing land outside the plat on both the east and west sides of the proposed street. Several Options are discussed in the Street Plans and Profiles section below.

14. The Applicant will be required to remove or cut back vegetation along both proposed streets “A” and “B”, and possibly Keewatin Trail to ensure that the Town’s minimum Clear Zone of 7-10 feet from the edge of the travel lane is provided. Distances greater than the minimum may be required if it is determined that overhanging branches are found to create an issue.

15. The invert elevations of any culvert pipes adjacent to the plat, along with any existing utilities whether overhead or underground shall be added to the preliminary plat.

16. Two (2) permanent benchmarks and the datum used per the ordinance shall be added to the preliminary plat.

17. The boundary of the plat in the vicinity of CSM 13282 is proposed to be modified by a lot line adjustment. It is recommended that a new CSM be approved and recorded over Lots 1 and 2 of CSM 13282 to take into account this lot line adjustment before one of the lots that is proposed to be adjusted is included into this plat. The Town should obtain assurances from the applicant that the CSM with the lot-line adjustment will not be recorded unless the Plat is also recorded immediately afterward. This will require that the plat and CSM are both approved and recorded or neither is approved and recorded.

18. The final subdivision plat shall be fully compliant with Chapter 236, Wis. Stats., Dane County Subdivision Ordinances, and Town of Middleton Subdivision Ordinance.

19. Under Town ordinances, four (4) hard copies and one (1) electronic copy of a current title commitment or adequate title report shall be submitted with preliminary plat applications. The Town Attorney will determine the adequacy of the information submitted. This information shall be updated and resubmitted in the future in conjunction with a future final plat submittal.

20. Proper title work will reveal any mortgages of record on the property. If any liens exist, a Consent of Mortgage Certificate will be required due to the dedication of additional right-of-way.

21. Landscape buffers are required across the entire frontage on collectors like Old Sauk Road. However, because the only portion of the plat fronting Old Sauk Road is the strip to be dedicated as proposed “B” Street, no landscape buffers will be required on created lots.

22. A 66’ wide access easement exists on the proposed lots 4 and 5. The Applicant shall be responsible for recording a vacation or release of the access easement. Another access easement exists for the neighboring Lawson parcel, which follows approximately the proposed “A” Street. It will be confirmed with the Town Attorney to what, if any, of this easement must be vacated.

23. As “A” Street could remain a dead end for quite some time, the Town should consider whether to require dedication of a cul-de-sac right of way or temporary turnaround easement at the west end of proposed “A” Street.

24. The Town recommends a 50’ front yard setback. The Town should determine if such a setback is required for this preliminary plat. This exceeds the minimum front yard setback of 30’ required by Dane County zoning ordinances.

25. All existing utilities shall be shown on the Preliminary Plat. If no utilities exist, the developer is responsible for the extension of utilities to serve these lots.

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26. Numerous trees exist on the plat. Town ordinances require that any native canopy tree with a diameter of 8” or larger be shown on the Preliminary Plat. The location of trees may dictate more restrictive building envelope placement and realignment of the north end of “B” Street.

27. The Town does not allow use or disturbance of land on hillsides with natural or manmade slopes of twenty percent (20%) or more. The preliminary plat indicates areas of slopes greater than 20%. The Town should consider if restrictions to building envelopes on those lots should be required. The 20% areas should be noted in the legend on the preliminary plat.

28. The proposed plat contains land currently labeled as “Oak Forest – Savanna Restoration Sites” and “Five Sinks Oak Forest” in the Kailing and Zimmerman report. The preferred use in these areas is large-lot residential with integrative native landscaping. Clustered residential development at forest margins is acceptable.

29. The application letter suggests that vehicular access to between proposed “B” Street and Old Sauk Road be restricted to right-in, right-out. Further study should be required and a note to this effect shall be added to the notes on the final plat.

30. Stormwater drainage easements shall be shown along all lot lines where drainage swales/pipes

are shown on the preliminary stormwater report. The exact width of the easements will be determined when final construction plans are prepared and a final plat submitted. The preliminary plat should show the basin on lot 12 and should indicate access in provided to the basin on lots 10 and 11. A note should be included on the preliminary plat that states stormwater management facilities are to be maintained by either lot owners or a private homeowner association. It should also indicate that the Town of Middleton has an easement over the stormwater easement areas.

31. Once the lot line adjustment of the two lots of CSM 13282 is recorded in the northeast corner of this plat, the Final Plat shall be updated with regards to the CSM 13282 lot adjustments.

Preliminary Engineering Report and Environmental Checklist

1. The applicant’s environmental assessment preliminary checklist indicated the project site does not involve a drainage way for 5 or more acres of land. This is incorrect and should be addressed.

2. It is suggested the applicant contact Dane County and the Department of Natural Resources to evaluate proposed well systems.

Street Plans and Profiles

1. Overhead utilities exist in the “A” and “B” Street right of ways. These utilities may have to be modified to accommodate the new street and clear zones. If these utilities lie on easements, it will be necessary for the owner of the easement to take a secondary position behind the Town for rights to the right of way.

2. The driveway for the existing home at the end of the long driveway located in Street “A” is proposed to be directly across from “B” Street. At this time, this alignment is preferable.

3. The Lot numbers are mis-numbered on plan sheet 4 of 7.

4. A cul-de-sac with a 36’ pavement radius is shown at the west end of “A” Street. A temporary cul-de-sac easement or permanent cul-de-sac dedication shall be shown on the plans and preliminary plat.

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5. As noted earlier, a stormwater easement shall be shown on Lot 12 on the preliminary plat. Runoff from the north ditch of “A” Street and from the stormwater facility on Lot 12 will discharge from the plan to the north along the right of way. Applicant shall demonstrate how runoff will be discharged at this location without causing any damage to downstream properties.

6. The grade at the west end of proposed “A” Street is appropriate for future connection to Windermere Court.

7. The driveway for the existing home on proposed Lot 9 shall be relocated. The new location shall be such that no 20% slopes are disturbed. Construction plans will be reviewed when driveway relocation plans are completed.

8. The intersection details for the intersection of Old Sauk Road and “B” Street must be worked out. At the Town Board meeting on September 17, 2012, a motion was made to approve the connectivity plan and move forward to officially map two roadways for the Keewatin-Windermere area with two points of ingress and egress on Old Sauk Road (of which one point is Keewatin Trail), represented here by the two proposed streets. The motion stated that at the time the land division is proposed in this area, the Town Board is to determine whether the north-south road ("B" Street on the preliminary plat) is to be constructed as a road or an emergency access.

We offer a number of options for the Town Board to consider for the construction of the proposed intersection of Old Sauk Road and "B" Street, as follows.

Option 1: Construct intersection as a normal intersection with no restrictions. It appears this can be accomplished according to all DOT restrictions, with the exception of a small variance to the vision corners which cross over onto the adjacent property owners’ land to both the east and west of the proposed intersection.

Option 2A: Construct intersection with right-in right-out restrictions, controlled with appropriate signage. This option is desired by the Applicant.

Option 2B: Construct intersection with right-in right-out restrictions, controlled with a median.

Option 3: Construct “B” Street to end on its south end with a cud-de-sac, which would then be connected to Old Sauk Road by an emergency access lane, which would be maintained by a private homeowner’s association.

If the Board prefers option 1, it will be necessary for the applicant to provide current Old Sauk Road topography to confirm it meets all Town requirements and how much of a variance for the vision corner will be required.

9. A stormwater drainage easement shall be shown on the Lot 10/11 lot line that will convey runoff from the low point on “B” Street to the stormwater management facility at the west end of the Lot 10/11 lot line. This easement may need to be wide enough to accommodate access to the stormwater management facility from “B” Street.

10. It may be desirable for the Wilson property driveway located just west of the proposed intersection of Street “B” and Old Sauk Road to be relocated off of Old Sauk Road and to connect with proposed "B" Street if "B" Street is constructed as a standard roadway intersecting with Old Sauk Road. This would require voluntary cooperation from the Wilsons as their property lies outside of the proposed plat.

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Preliminary Stormwater Report

1. There is an acre difference between the pre-developed and post-developed condition. This can be addressed in the final stormwater management report.

2. We have no additional comments.

Miscellaneous

1. A draft developer agreement will be prepared and forwarded to the developer after the Preliminary Plat is approved by the Town Board. This shall be approved and executed by the Town prior to final plat recording.

Sincerely,

Colin Punt CP cc: Town of Middleton Board

David Shaw, Administrator, Town of Middleton Tom Voss, Town Attorney, Erbach & Voss, SC Richard Karls, 4105 Keewatin Trail, Verona, WI 53593 Ronald Klaas, PE, D’Onofrio Kottke and Associates, Inc. Stephen Tunbush, Attorney, Murphy Desmond, SC Rod Zubella, PE, Vierbicher Mike Ziehr, PLS, Vierbicher

M:\Middleton, Town of\140005_2014 Engineering Review\Task 6 Dick Karls Subdivision\Plan Commission Ltr re Karls Preliminary Plat_December 2014.docx

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dshaw

of 4 | January 20, 2015

To: Town Board

From:

Ardith Lawson (4057 Keewatin Trail)

We attended the January 7, 2015 Plan Commission meeting and expressed some of

our concerns regarding the Proposed Preliminary Plat submitted by D'Onofrio, Kottke

and Associates on behalf of Richard Karls on November 12, 2104. Our reason for

writing this is not because we are against the potential development of this property,

but we do believe that there are a number of significant concerns that need to be

memorialized in the Town Board's action(s) related to this proposal. We request that

the Town Board require the following (listed in prioritized order of importance) in

regards to this Proposed Preliminary Plat:

1. That storm water discharge from any redevelopment does not exacerbate an

already problematic storm water runoff situation onto the multiple property

owner's that surround this Proposed Plat — particularly the discharge onto

the Lawson, Atterbury and Piper properties. We're particularly concerned with

the location, sizing and discharge of the three storm water retention areas. Our

specific concerns include the following:

a) Drainage areas east and south of the proposed subdivision that drain through

the proposed subdivision and ultimately through the Lawson and Atterbury

properties have not been accounted for in the storm water calculations. Failing

to account for these flows can ultimately lead to the failure of the basins to

perform according to their design for both rate control and treatment. This

would adversely impact the downstream land owners (Lawson & Atterbury).

The attached document, dated January 20, 2015, shows the Proposed

Preliminary Plat, the extent of the drainage areas that flow toward the Lawson

and Atterbury properties through the proposed subdivision, the three distinct

areas of storm water run-off (labeled A, B & C), and arrows indicating the flow

of storm water from the drainage areas onto the Lawson and Atterbury

properties. Storm water management basins should be increased in capacity

to accommodate the storm water run-off from these additional drainage areas.

Lee Atterbury (7873 Windemere Court)

RE: Karls Preliminary Plat Proposal, dated November 12, 2014

Date: January 20, 2014

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of 4 | January 20, 2015

b) Storm water run-off in the northwest corner of the proposed development (Lots

1, 2 & 3) are not proposed to be controlled at all in the Proposed Preliminary

Plat, This should be corrected to protect the downstream land owner (Ardith

Lawson) where drainage runs within at ravine that is within 15 feet of her

homes foundation. Without control of this run-off from the northwest corner of

this subdivision there will be a significant increase in the amount of storm water

flowing in the ravine beside her house and a direct impact on her home.

c) Storm water from Lot 6 releases uncontrolled toward the Lawson property and is

not being treated due to the lack of a storm water basin at the low point of the

proposed lot. The increase in storm water when Lot 6 is developed will impact

Ardith's ability to develop the southeast corner of her property in the future. The

lack of storm water control off of Lot 6 should be corrected by adding a storm

water basin at the southwest corner of the lot (low point) so that the

improvements to the lot can be drained to this basin and collected prior to

discharge onto the Lawson property.

d) The normal design standards require controlled release at the predevelopment

rate up to the 25 year event and that is what is being proposed by the

developer — although, as mentioned above in item 'a', only for areas within the

proposed subdivision, Due to the slopes involved and the sensitivity of the

downstream site to erosion and peak flows, control of more significant events

(50 or 100 year) should be considered to lessen the impacts on downstream

land owners (Lawson & Atterbury). We request that the Town Board require the

developer to control water for 50 year storm events or greater. We believe if

basins are increase in size this may also help control the spring floods as snow

melts and spring rains occur when the ground is still frozen.

e) The location of the north storm water management basin (along Street A) is

located in a position where it will have minimal impact on the area it is designed

to control and treat the runoff. It should be located close to the downstream end

of the drainage area not in the center where it is currently located on the

Proposed Preliminary Plat.

f) The proposed discharges to the Lawson property should be in the same general

locations as the existing condition and serve approximately the same area. The

attached document shows the three general areas of discharge onto the

Lawson property. If a discharge point serves a larger area than existing —

which is what is proposed with the north basin location along Street A, existing

grades within the development area should be modified so that runoff is

directed to the basin. We do not believe that the north storm water basin will

collect and discharge the area that it is designed to accommodate without

significant modifications to the existing grades on lots 1, 2, 3, & 6.

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of 4 | January 20, 2015

g) The town should in the developers agreement limit development on the lots

to the impervious areas used in the calculations or require additional

detention/treatment.

h) Street ditches should be designed to maintain and properly contain storm water

run-off.

In the Town Board's review of this Preliminary Plat we request that the Board

consider adding more stringent storm water requirements to this Plat than what is

required by Town ordinance or Dane County — ideally, requiring storm water

retention/detention areas that do not allow water to migrate out of the basins. We

also request that the development proposer further analyze storm water discharge

from not only the proposed development Plat area, but also from adjoining existing

properties that shed storm water onto the Plat in assessing, locating, sizing and

designing the storm water management areas within this Plat and require that soil

testing be provided prior to approval of the final plat to confirm that infiltration of

water can be accomplished in the location of the proposed storm water

management locations. If done right, the storm water runoff for the development

can be managed and directed to appropriately placed storm water management

reas to contain and infiltrate the storm water.

2. That the northern end of proposed Street "B" be shifted to the east to

intersect Street "A' away from the entrance to the Lawson property. The

Lawson's area very concerned with vehicular traffic if their driveway off of Street

"A" is at the intersection of Street "A" and "B" and would prefer a solution where

the driveway is not at this intersection.

3. That the extension of proposed Street "A" along the northern edge of Lot 12

not be constructed at this time and that Street "A" flow onto Street "B"

without the need for a cul-de-sac where the two streets intersect. This request

has many benefits including a significant reduction in additional street length (over

360 feet) and the amount of impervious surface being added in the area of the

Plat. This street extension, if constructed, will only increase the storm water within

the development without benefit to any lot proposed within the development and

with really no use at this time. We do request that if Street "A" is not extended that

the proposed storm water management area in Lot 12 be sized and constructed

appropriately to handle the storm water from any future extension of Street "A"

along the northern boundary of Lot 12.

4. That a home owner's association be required to maintain all storm water

management areas within the Plat on an annual basis. Vierbicher's letter dated

December 30, 2014, Item 30 under Preliminary Plat indicates that `stormwater

management facilities are to be maintained by either lot owners or a private

homeowner's association'. In this case, with the significant storm water issues

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of 4 | January 20, 2015

prevalent surrounding the Plat area, we believe that a homeowner's association

would be more dependable in hiring appropriate contractor(s) to annually maintain

and remove sediment that will collect within the storm water management facilities

to ensure there proper functioning over time.

5. That a fence be installed between the Karl's Plat along the eastern and

southern boundaries of Ardith Lawson's property.

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1158

1160

1165

1170

1175

1180

1185

1190

1195

1200

1158

1160

1165

1170

1175

1180

1185

1190

1195

1200

9+75 10+00

1201.03

1201.03

1200.21

1200.03

1199.16

1199.03

1197.65

1197.91

11+00

1196.16

1196.56

1194.40

1194.97

1192.62

1193.15

1190.65

1191.22

12+00

1188.82

1189.28

1187.03

1187.34

1184.86

1185.40

1182.62

1183.47

13+00

1180.61

1181.53

1178.57

1179.59

1176.62

1177.65

1175.64

1175.84

14+00

1174.02

1174.25

1172.12

1172.88

1171.19

1171.73

1169.98

1170.80

15+00

1168.49

1170.07

1168.06

1169.37

1167.39

1168.67

15+75

1166.06

1167.97

-

7

.7

5

%

-4

.0

0

%

GRADE BREAK STA = 10+00.00

ELEV = 1201.03

K:28.28

LVC:140.00

PVI STA = 14+18.46

PVI ELEV = 1172.35

LP STA = 14+88.46

LP ELEV = 1170.39

PV

C S

TA

=

13+

48.46

PV

C E

LV

=

1177.77

PV

T S

TA

=

14+

88.46

PV

T E

LV

=

1170.39

K:26.67

LVC:100.00

PVI STA = 11+00.10

PVI ELEV = 1197.02

HP STA = 10+50.10

HP ELEV = 1199.02

PV

C S

TA

=

10+

50.10

PV

C E

LV

=

1199.02

PV

T S

TA

=

11+

50.10

PV

T E

LV

=

1193.15

1

0

+

0

0

1

1

+

0

0

12+

00

1

3

+

0

0

14+

00

1

5

+

0

0

1

6

+

0

0

22'

22'

22'

0 20' 40'

PROPOSED CL

EXISTING CL

BIORETENTION BASIN

EXISTING CULVERT

3' SHOULDER (TYP.)

"A

S

T

R

E

E

T

"

REMOVE EXISTING DRIVEWAY

AND RECONNECT TO "A

STREET" AS SHOWN ON PAGE 4

1140

1145

1150

1155

1160

1165

1170

1175

1180

1140

1145

1150

1155

1160

1165

1170

1175

1180

15+50

1167.39

1168.67

1166.06

1167.97

16+00

1166.02

1167.27

1165.96

1166.57

1165.17

1165.87

1164.18

1165.17

17+00

1164.05

1164.47

1164.03

1163.77

1164.01

1163.07

1163.02

1162.37

18+00

1162.63

1161.67

1162.07

1160.97

1161.99

1160.27

1161.38

1159.57

19+00

1159.90

1158.87

1158.05

1158.17

1157.35

1157.47

1155.95

1156.77

20+00

1154.41

1156.07

1153.35

1155.37

1152.93

1154.67

1151.99

1153.97

21+00

1152.54

1153.27

1152.40

1152.57

21+50

1152.47

1151.87

-2.8

0%

22'

2

1

+

9

6

16+

00

17+

00

18+

00

19+

00

2

0

+

0

0

2

1

+

0

0

CL-CL

21+96.16

20+75.15

22'

22'

0 20' 40'

PROPOSED CL

EXISTING CL

BIORETENTION BASIN

CB #3

RIM=1168.00

I.E.=1164.00

19' - 36" STORM SEWER @ 0.5%

36" ENDWALL

I.E.=1163.90

EXISTING DRIVEWAY TO BE

REMOVED AND RECONNECTED

TO "A STREET"

18" CULVERT

3' SHOULDER (TYP.)

"A

ST

RE

ET

"

"

B

S

T

R

E

E

T

"

NEW

DRIVEWAY

1130

1135

1140

1145

1150

1155

1160

1165

1170

1130

1135

1140

1145

1150

1155

1160

1165

1170

21+25

1152.40

1152.57

1152.47

1151.87

1151.92

1151.17

22+00

1151.58

1150.47

1150.45

1149.77

1148.17

1149.07

1147.01

1148.37

23+00

1146.00

1147.67

1146.36

1146.97

1147.32

1146.27

1148.16

1145.57

24+00

1150.12

1144.87

1153.64

1144.17

1156.05

1143.47

1155.56

1142.77

25+00

1152.70

1142.07

1149.38

1141.37

1145.97

1140.67

1143.84

1139.97

26+00

1141.77

1139.27

1140.40

1138.57

1139.26

1137.87

1138.24

1137.17

27+00

1137.53

1136.47

27+25

1136.89

1135.77

-2.8

0%

GR

AD

E B

RE

AK

S

TA

=

24+

80.13

ELE

V =

1142.62

22+

00

23+

00

24+

00

25+

00

26+

00

27+

00

22'

0 20' 40'

PROPOSED CL

EXISTING CL

CB # 2

RIM=1150.00

I.E.=1146.00

BIORETENTION BASIN

10' - 24" STORM SEWER @ 0.5%

24" ENDWALL

I.E.=1145.90

22'

22'

3' SHOULDER (TYP.)

"A

ST

RE

ET

"

24" CULVERT

10+

00

11+

00

12+

00

13+

00

14+

00

15+

00

16+

00

EXISITING DRIVEWAY TO BE REMOVED

1150

1155

1160

1165

1170

1175

1180

1185

1190

1150

1155

1160

1165

1170

1175

1180

1185

1190

10+00

1188.81

1187.74

1190.81

1186.88

1189.17

1185.82

11+00

1186.83

1184.48

1184.97

1182.82

1182.80

1180.85

1179.37

1178.57

12+00

1175.25

1176.08

1172.11

1173.58

1168.84

1171.08

1166.34

1168.58

13+00

1163.85

1166.09

1161.58

1163.80

1159.65

1161.75

1158.13

1159.94

14+00

1157.25

1158.38

1156.43

1157.06

1155.96

1155.98

1155.82

1155.15

15+00

1155.85

1154.57

1156.00

1154.22

1156.74

1154.12

1157.04

1154.27

16+00

1157.93

1154.65

-2.0

0%

-4

.0

0

%

-

1

0

.

0

0

%


ELEV = 1188.00


ELEV = 1187.60

K:25.63

LVC:425.00

PVI STA = 15+03.90

PVI ELEV = 1145.69

LP STA = 15+47.75

LP ELEV = 1154.12

PV

C S

TA

=

12+

91.40

PV

C E

LV

=

1166.94

K:20.00

LVC:120.00

PVI STA = 11+20.00

PVI ELEV = 1184.08

HP STA = 10+60.00

HP ELEV = 1186.48

PV

C S

TA

=

10+

60.00

PV

C E

LV

=

1186.48

PV

T S

TA

=

11+

80.00

PV

T E

LV

=

1178.08

0 20' 40'

PROPOSED CL

EXISTING CL

3' SHOULDER (TYP.)

"B STREET"

18" CULVERT

16+

00

17+

00

18+

00

1

9

+

0

0

2

0

+

0

0

2

1

+

0

0

2

1

+

9

6

20+00

2

1

+

0

0

C

L

-

C

L

2

1

+

9

6

.

1

6

2

0

+

7

5

.

1

5

1150

1155

1160

1165

1170

1175

1180

1185

1190

1150

1155

1160

1165

1170

1175

1180

1185

1190

2.0

0%

6

.5

8

%

-3.31%

16+00

1157.93

1154.65

1158.86

1155.28

1159.92

1156.16

1161.58

1157.28

17+00

1163.89

1158.64

1167.01

1160.23

1169.40

1161.84

1169.97

1163.18

18+00

1170.00

1164.21

1169.95

1164.93

1168.68

1165.34

1167.08

1165.44

19+00

1166.25

1165.24

1165.40

1164.72

1163.59

1163.93

1161.94

1163.10

20+00

1160.20

1162.28

1161.05

1161.45

1162.00

1160.62

1162.01

1159.79

21+00

1161.64

1158.96

1159.57

1158.13

1157.16

1157.30

1154.62

1156.48

22+00

GR

AD

E B

RE

AK

S

TA

=

21+

76.14

ELE

V =

1156.44

GR

AD

E B

RE

AK

S

TA

=

21+

96.14

ELE

V =

1156.84

K:25.63

LVC:425.00

PVI STA = 15+03.90

PVI ELEV = 1145.69

LP STA = 15+47.75

LP ELEV = 1154.12

PV

T S

TA

=

17+

16.40

PV

T E

LV

=

1159.67

K:20.22

LVC:200.00

PVI STA = 18+37.75

PVI ELEV = 1167.65

HP STA = 18+70.75

HP ELEV = 1165.45

PV

C S

TA

=

17+

37.75

PV

C E

LV

=

1161.07

PV

T S

TA

=

19+

37.75

PV

T E

LV

=

1164.34

0 20' 40'

PROPOSED CL

EXISTING CL

3' SHOULDER (TYP.)

"

B

S

T

R

E

E

T

"

18" CULVERT

REMOVE EXISTING DRIVEWAY AND

RECONNECT WITH "A STREET" AS

SHOWN ON PAGE 4

1S

Ex N

2S

Ex S

3S

Pro N

4S

Pro S

10S

Pro Mid

6P

N Pond

9P

S Pond

11P

Mid Pond

14L

Total

Routing Diagram for Storm WaterPrepared by Hewlett-Packard Company, Printed 11/12/2014

HydroCAD® 10.00 s/n 02063 © 2011 HydroCAD Software Solutions LLC

Subcat Reach Pond Link

dshaw

Nature's Cove Stormwater

Type II 24-hr 1yr 24hr Rainfall=2.50"Storm Water Printed 11/12/2014Prepared by Hewlett-Packard Company

Page 2HydroCAD® 10.00 s/n 02063 © 2011 HydroCAD Software Solutions LLC

Summary for Subcatchment 1S: Ex N

Runoff = 5.92 cfs @ 12.10 hrs, Volume= 0.539 af, Depth= 0.36"

Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.01 hrsType II 24-hr 1yr 24hr Rainfall=2.50"

Area (ac) CN Description* 17.570 66* 0.340 98 Ex Impervious* 0.230 98 Ex Impervious

18.140 67 Weighted Average17.570 96.86% Pervious Area0.570 3.14% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.7 300 0.1625 0.47 Sheet Flow, Sheet

Grass: Short n= 0.150 P2= 2.90"4.2 350 0.0769 1.39 Shallow Concentrated Flow, Shallow

Woodland Kv= 5.0 fps14.9 650 Total



Summary for Subcatchment 2S: Ex S



Area (ac) CN Description* 7.360 66* 0.110 98


Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)

7.4 150 0.2667 0.34 Sheet Flow, SheetGrass: Dense n= 0.240 P2= 2.90"

10.4 650 0.0431 1.04 Shallow Concentrated Flow, ShallowWoodland Kv= 5.0 fps

17.8 800 Total



Summary for Subcatchment 3S: Pro N



Area (ac) CN Description* 9.560 68* 1.820 98 16% Impervious







Summary for Subcatchment 4S: Pro S






5.1 150 0.2667 0.49 Sheet Flow, SheetGrass: Short n= 0.150 P2= 2.90"


15.5 800 Total



Summary for Subcatchment 10S: Pro Mid







9.7 770 0.0078 1.32 Shallow Concentrated Flow, DitchGrassed Waterway Kv= 15.0 fps

13.8 1,000 Total



Summary for Pond 6P: N Pond

Inflow Area = 11.380 ac, 15.99% Impervious, Inflow Depth = 0.57" for 1yr 24hr eventInflow = 7.41 cfs @ 12.09 hrs, Volume= 0.538 afOutflow = 1.21 cfs @ 12.67 hrs, Volume= 0.355 af, Atten= 84%, Lag= 34.8 minPrimary = 1.21 cfs @ 12.67 hrs, Volume= 0.355 af

Routing by Dyn-Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.01 hrsPeak Elev= 1,168.13' @ 12.67 hrs Surf.Area= 8,873 sf Storage= 9,133 cf

Plug-Flow detention time= 235.0 min calculated for 0.355 af (66% of inflow)Center-of-Mass det. time= 107.5 min ( 996.5 - 889.0 )

Volume Invert Avail.Storage Storage Description#1 1,167.00' 28,361 cf Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)

1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361

Device Routing Invert Outlet Devices#1 Primary 1,164.00' 30.0" Round Culvert

L= 19.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,164.00' / 1,163.90' S= 0.0053 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf

#2 Device 1 1,168.00' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads

Primary OutFlow Max=1.21 cfs @ 12.67 hrs HW=1,168.13' TW=0.00' (Dynamic Tailwater)1=Culvert (Passes 1.21 cfs of 40.11 cfs potential flow)

2=Orifice/Grate (Weir Controls 1.21 cfs @ 1.18 fps)



Summary for Pond 9P: S Pond


Routing by Dyn-Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.01 hrsPeak Elev= 1,144.54' @ 17.91 hrs Surf.Area= 0 sf Storage= 12,680 cf

Plug-Flow detention time= 572.4 min calculated for 0.209 af (48% of inflow)Center-of-Mass det. time= 418.9 min ( 1,308.4 - 889.6 )

Volume Invert Avail.Storage Storage Description#1 1,143.25' 34,144 cf Custom Stage Data Listed below

Elevation Cum.Store(feet) (cubic-feet)

1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144




#3 Device 1 1,144.25' 6.0" Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.22 cfs @ 17.91 hrs HW=1,144.54' (Free Discharge)1=Culvert (Passes 0.22 cfs of 27.44 cfs potential flow)

2=Orifice/Grate ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.22 cfs @ 1.84 fps)



Summary for Pond 11P: Mid Pond






1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638








Summary for Link 14L: Total

Inflow Area = 15.420 ac, 16.02% Impervious, Inflow Depth = 0.37" for 1yr 24hr eventInflow = 1.68 cfs @ 12.64 hrs, Volume= 0.479 afPrimary = 1.68 cfs @ 12.64 hrs, Volume= 0.479 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.01 hrs











17.8 800 Total











15.5 800 Total











13.8 1,000 Total









1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361














1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144






2=Orifice/Grate ( Controls 0.00 cfs)3=Orifice/Grate (Orifice Controls 0.45 cfs @ 2.34 fps)









1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638
















17.8 800 Total











15.5 800 Total











13.8 1,000 Total









1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361














1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144






2=Orifice/Grate (Weir Controls 2.14 cfs @ 1.54 fps)3=Orifice/Grate (Orifice Controls 0.65 cfs @ 3.31 fps)









1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638
















17.8 800 Total











15.5 800 Total











13.8 1,000 Total









1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361














1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144















1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638
















17.8 800 Total











15.5 800 Total











13.8 1,000 Total









1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361





2=Orifice/Grate (Orifice Controls 24.37 cfs @ 4.96 fps)









1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144















1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638
















17.8 800 Total











15.5 800 Total











13.8 1,000 Total









1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361














1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144






2=Orifice/Grate (Orifice Controls 14.70 cfs @ 4.68 fps)3=Orifice/Grate (Orifice Controls 1.03 cfs @ 5.26 fps)









1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638
















17.8 800 Total











15.5 800 Total











13.8 1,000 Total









1,167.00 7,300 0 01,168.00 8,680 7,990 7,9901,169.00 10,160 9,420 17,4101,170.00 11,741 10,951 28,361














1,143.25 01,144.25 9,3681,145.25 20,7171,146.25 34,144






2=Orifice/Grate (Orifice Controls 17.59 cfs @ 5.60 fps)3=Orifice/Grate (Orifice Controls 1.20 cfs @ 6.09 fps)









1,149.00 2,500 0 01,150.00 3,296 2,898 2,8981,151.00 4,183 3,740 6,638






Drainage Area for Northern basin

11.38 Acres

Existing

27.20 x 0.9 = 24.48” of stay-on required

Proposed

7,300 square foot basin bottom = 26.48” stay-on which exceeds required 24.48” stay-on

Drainage Area for Middle Basin

4.04 Acres

Existing


Proposed


Drainage Area for Southern Basin

9.17 Acres

Existing


Proposed


noswald

Rectangle

noswald

Typewritten Text

Project Location

noswald

Line

Hydrologic Soil Group—Dane County, Wisconsin(Karls Keewatin Trail)

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

11/5/2014Page 1 of 4

4772

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288820 288910 289000 289090 289180 289270 289360

288820 288910 289000 289090 289180 289270

43° 4' 51'' N89

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9'' W

43° 4' 51'' N

89° 3

5' 1

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43° 4' 27'' N

89° 3

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43° 4' 27'' N

89° 3

5' 1

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N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS840 150 300 600 900

Feet0 50 100 200 300

MetersMap Scale: 1:3,580 if printed on A portrait (8.5" x 11") sheet.

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Hydrologic Soil Group

Hydrologic Soil Group— Summary by Map Unit — Dane County, Wisconsin (WI025)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

BbB Batavia silt loam,gravelly substratum, 2to 6 percent slopes

B 10.2 39.2%

DnB Dodge silt loam, 2 to 6percent slopes

B 0.1 0.5%

DrD2 Dresden loam, 12 to 20percent slopes,eroded

B 3.3 12.8%

DrE2 Dresden loam, 20 to 30percent slopes,eroded

B 0.1 0.5%

DsC2 Dresden silt loam, 6 to 12percent slopes,eroded

B 9.0 34.5%

KrD2 Kidder soils, 10 to 20percent slopes,eroded

B 0.3 1.1%

MdC2 McHenry silt loam, 6 to12 percent slopes,eroded

B 0.1 0.3%

MhD2 Military loam, 12 to 20percent slopes,eroded

C 2.5 9.6%

RpE Rodman sandy loam, 12to 35 percent slopes

A 0.4 1.5%

Totals for Area of Interest 26.1 100.0%

Hydrologic Soil Group—Dane County, Wisconsin Karls Keewatin Trail



11/5/2014Page 3 of 4

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils areassigned to one of four groups according to the rate of water infiltration when thesoils are not protected by vegetation, are thoroughly wet, and receive precipitationfrom long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) andthree dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughlywet. These consist mainly of deep, well drained to excessively drained sands orgravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. Theseconsist chiefly of moderately deep or deep, moderately well drained or well drainedsoils that have moderately fine texture to moderately coarse texture. These soilshave a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consistchiefly of soils having a layer that impedes the downward movement of water orsoils of moderately fine texture or fine texture. These soils have a slow rate of watertransmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) whenthoroughly wet. These consist chiefly of clays that have a high shrink-swellpotential, soils that have a high water table, soils that have a claypan or clay layerat or near the surface, and soils that are shallow over nearly impervious material.These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter isfor drained areas and the second is for undrained areas. Only the soils that in theirnatural condition are in group D are assigned to dual classes.

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher

Hydrologic Soil Group—Dane County, Wisconsin Karls Keewatin Trail



11/5/2014Page 4 of 4

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