Page PCD File No.€¦ · Page 2 of 6 PCD File No. _____. DEVIATION REQUEST (Attach diagrams, figures, and other documentation to clarify request) A deviation from the standards of

Page 2 of 6 PCD File No. ____________

DEVIATION REQUEST (Attach diagrams, figures, and other documentation to clarify request)

A deviation from the standards of or in Section 2.2.4 of the Engineering Criteria Manual (ECM) is requested.

Identify the specific ECM standard which a deviation is requested: Per Section 2.2.4 and Figure 2-14, an Urban Nonresidential Collector should have a 5-ft detached sidewalk on both sides of the roadway. Section 2.5.2 also calls for sidewalks to be installed on both sides of roadways.

State the reason for the requested deviation: Filing 1 will be constructed prior to any controlled crossing of Bradley Road. A traffic signal is proposed for the intersection of Bradley Road with Legacy Hill Drive in future filings. Until the traffic signal is installed, directing pedestrians towards Bradley Road should be discouraged. Additionally, any crossing of Legacy Hill Drive can be accomplished more safely at the roundabout intersection with Frontside Drive. Pedestrians crossing Legacy Hill Drive at the roundabout will only have to cross one direction of traffic at a time and will have a much shorter crossing distance reducing the chances of a pedestrian/vehicle conflict. The sidewalks along Legacy Hill Drive will be constructed between Frontside Drive and Bradley Road in future filings once the traffic signal is installed at the Bradley Road/Legacy Hill Drive intersection. There are no amenities that can be reached by pedestrians either across Bradley Road or in either direction along Bradley Road. Therefore, there are no pedestrian destinations from the Bradley Road/Legacy Hill Drive intersection.

Explain the proposed alternative and compare to the ECM standards (May provide applicable regional or national standards used as basis): The proposed alternative still proposes to meet the ECM standards at a future time once traffic signal control is established at the Bradley Road/Legacy Hill Drive intersection. Until the traffic signal is installed, pedestrians crossing Legacy Hill Drive can do it more safely at the Frontside Drive roundabout intersection and pedestrians should not be encouraged to walk towards Bradley Road where no pedestrian facilities exists, and no controlled crossing of Bradley Road exists. The current design of Legacy Hill Drive does allow for installation of the sidewalks along both sides of Legacy Hill Drive in future filings when a traffic signal is installed at the intersection with Bradley Road. At the time of construction for these sidewalks, it is understood that the County may require additional right-of-way to ensure that the sidewalks are within the ROW.

SF192


LIMITS OF CONSIDERATION (At least one of the conditions listed below must be met for this deviation request to be considered.)

☐ The ECM standard is inapplicable to the particular situation. ☒ Topography, right-of-way, or other geographical conditions or impediments impose an undue hardship and an equivalent alternative that can accomplish the same design objective is available and does not compromise public safety or accessibility. ☐ A change to a standard is required to address a specific design or construction problem, and if not modified, the standard will impose an undue hardship on the applicant with little or no material benefit to the public. Provide justification: It is in the public’s best interest to not have pedestrians directed along Legacy Hill Drive between Frontside Drive and Bradley Road until a traffic signal is installed at the Bradley Road/Legacy Hill Drive intersection. Until a traffic signal controlled crossing of Bradley Road exists, pedestrians can cross Legacy Hill Drive more safely at the Frontside Drive roundabout intersection.

CRITERIA FOR APPROVAL

Per ECM section 5.8.7 the request for a deviation may be considered if the request is not based exclusively on financial considerations. The deviation must not be detrimental to public safety or surrounding property. The applicant must include supporting information demonstrating compliance with all of the following criteria:

The deviation will achieve the intended result with a comparable or superior design and quality of improvement. The deviation is only proposing to delay the ultimate installation of sidewalks along both sides of Legacy Hill Drive between Frontside Drive and Bradley Road until a traffic signal is installed at the Bradley Road intersection. The currently proposed design accounts for the future sidewalk construction and does not preclude its construction in the future.

The deviation will not adversely affect safety or operations. The proposed deviation will actually improve safety by not directing pedestrians to cross Legacy Hill Drive at a wider intersection or Bradley Road with no traffic control.

SF192


The deviation will not adversely affect maintenance and its associated cost. The deviation will have no impact on maintenance and will actually provide less infrastructure to maintain at first.

The deviation will not adversely affect aesthetic appearance. The deviation will not adversely affect aesthetic appearance because the sidewalk will still be constructed in the future.

The deviation meets the design intent and purpose of the ECM standards. The deviation meets the design intent and purpose of the ECM standards as it only seeks to delay the ultimate sidewalk construction until after a traffic signal is installed at the Bradley Road/Legacy Hill Drive intersection.

The deviation meets the control measure requirements of Part I.E.3 and Part I.E.4 of the County’s MS4 permit, as applicable. The deviation has not impact on the County’s MS4 permit.

SF192


REVIEW AND RECOMMENDATION: Approved by the ECM Administrator This request has been determined to have met the criteria for approval. A deviation from Section __________________ of the ECM is hereby granted based on the justification provided.

┌ ┐ └ ┘

Denied by the ECM Administrator This request has been determined not to have met criteria for approval. A deviation from Section __________________ of the ECM is hereby denied. ┌ ┐ └ ┘ ECM ADMINISTRATOR COMMENTS/CONDITIONS:

2.2.4

By: Elizabeth NijkampDate:02/13/2020El Paso County Planning & Community Development

Approved


1.1. PURPOSE The purpose of this resource is to provide a form for documenting the findings and decision by the ECM Administrator concerning a deviation request. The form is used to document the review and decision concerning a requested deviation. The request and decision concerning each deviation from a specific section of the ECM shall be recorded on a separate form.

1.2. BACKGROUND A deviation is a critical aspect of the review process and needs to be documented to ensure that the deviations granted are applied to a specific development application in conformance with the criteria for approval and that the action is documented as such requests can point to potential needed revisions to the ECM.

1.3. APPLICABLE STATUTES AND REGULATIONS Section 5.8 of the ECM establishes a mechanism whereby an engineering design standard can be modified when if strictly adhered to, would cause unnecessary hardship or unsafe design because of topographical or other conditions particular to the site, and that a departure may be made without destroying the intent of such provision.

1.4. APPLICABILITY All provisions of the ECM are subject to deviation by the ECM Administrator provided that one of the following conditions is met:

The ECM standard is inapplicable to a particular situation. Topography, right-of-way, or other geographical conditions or impediments impose an undue hardship

on the applicant, and an equivalent alternative that can accomplish the same design objective is available and does not compromise public safety or accessibility.

A change to a standard is required to address a specific design or construction problem, and if not modified, the standard will impose an undue hardship on the applicant with little or no material benefit to the public.

1.5. TECHNICAL GUIDANCE The review shall ensure all criteria for approval are adequately considered and that justification for the deviation is properly documented.

1.6. LIMITS OF APPROVAL Whether a request for deviation is approved as proposed or with conditions, the approval is for project-specific use and shall not constitute a precedent or general deviation from these Standards.

1.7. REVIEW FEES A Deviation Review Fee shall be paid in full at the time of submission of a request for deviation. The fee for Deviation Review shall be as determined by resolution of the BoCC.

5890

5895

5900

5905

5910

5915

5920

5925

5930

5935

5940

5945

5890

5895

5900

5905

5910

5915

5920

5925

5930

5935

5940

5945

-0.75%

-1.7

5%

-1.5

0%

-

5

.9

5

%

STA: 2+60.50

EL=5928.90

PVI STA: 5+64.83

PVI EL: 5917.00

K: 38.10

LVC: 160.00

BV

CS

: 4

+8

4.8

3

BV

CE

: 5

92

1.7

6

EV

CS

: 6

+4

4.8

3

EV

CE

: 5

91

5.6

0

PVI STA: 9+50.00

PVI EL: 5910.25

K: 93.90

LVC: 150.00

BV

CS

: 8

+7

5.0

0

BV

CE

: 5

91

1.5

6

EV

CS

: 1

0+

25

.0

0

EV

CE

: 5

90

7.7

4

PVI STA: 4+00.00

PVI EL: 5926.81

K: 20.21

LVC: 90.00

BV

CS

: 3

+5

5.0

0

BV

CE

: 5

92

7.4

8

EV

CS

: 4

+4

5.0

0

EV

CE

: 5

92

4.1

3

EXISTING GROUND

@ CENTERLINE

PROPOSED GROUND

@ CENTERLINE

INTERSECTION w/

CL FRONTSIDE DRIVE

STA. 32+02.11 ELEV. = 5913.32

END TYPICAL SECTION

STA. 5+00.76

ELEV. = 5920.84

END TYPICAL SECTION

STA. 9+63.35

ELEV. = 5911.37

BEGIN TYPICAL SECTION

STA. 3+12.49

ELEV. = 5928.14

EG

=

FG

=5

92

9.3

6

2+00

EG

=5

92

9.1

6

FG

=5

92

8.9

8

2+50

EG

=5

92

8.2

6

FG

=5

92

8.3

1

3+00

EG

=5

92

7.1

1

FG

=5

92

7.5

6

3+50

EG

=5

92

5.5

4

FG

=5

92

6.3

1

4+00

EG

=5

92

3.5

2

FG

=5

92

3.8

3

4+50

EG

=5

92

1.0

0

FG

=5

92

0.8

9

5+00

EG

=5

91

8.7

8

FG

=5

91

8.4

4

5+50

EG

=

FG

=5

91

6.6

5

6+00

EG

=

FG

=5

91

5.5

1

6+50

EG

=5

91

5.9

8

FG

=5

91

4.6

3

7+00

EG

=5

91

8.1

7

FG

=5

91

3.7

5

7+50

EG

=5

91

7.7

2

FG

=5

91

2.8

8

8+00

EG

=5

91

4.9

5

FG

=5

91

2.0

0

8+50

EG

=5

91

3.0

5

FG

=5

91

1.0

9

9+00

EG

=5

91

1.2

0

FG

=5

90

9.9

5

9+50

EG

=5

91

0.2

5

FG

=5

90

8.5

4

10+00

RECOVERABLE

2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00

10

0' R

OW

78

' F

L-F

L

EPC TYPE A

C&G

LEGACY HILL DRIVE

5' DETACHED

SIDEWALK

SEE LEGACY HILL DRIVE / FRONTSIDE

DRIVE ROUNDABOUT PLAN

(SEE SHEET 14 - RND01-L FOR DESIGN

INFORMATION)

FR

ON

TS

ID

E D

RIV

E

LEGACY HILL DRIVE

BR

AD

LE

Y R

OA

D

SEE BRADLEY RD. ROADWAY PLAN

(SEE SHEET 6 - RD01-B FOR DESIGN

INFORMATION)

PT

STA. 3+12.49, 42.00' R

ELEV. 5928.31

STA. 4+97.40, 0.00'

ELEV. 5921.03

END TYPICAL SECTION

STA. 9+63.29, 0.00'

ELEV. 5911.38


80

' R

OW

52

' F

L-F

L

STA. 7+74.48 PR - LEGACY =

STA. 32+02.11 PR - SIDEWINDER-FRONTSIDE

ELEV. = 5913.33

3

0

+

0

0

31+

00

32

+0

03

3+

00

19+

00

20

+0

02

1+

00

5' DETACHED

SIDEWALK

STA. 3+12.49, 0.00'

ELEV. 5928.14


PT

STA. 3+12.49, 36.00' L

ELEV. 5927.33

PC

STA. 5+11.51, 36.00' L

ELEV. 5919.49

PC

STA. 4+97.40, 42.00' R

ELEV. 5920.19

STA. 1+99.49 PR-LEGACY DRIVE

STA. 20+32.48 PR-BRADLEY ROAD

ELEV. = 5929.47

PC

STA. 9+45.26, 26.00' L

ELEV. 5909.42

PC

STA. 9+63.29, 26.00' R

ELEV. 5908.96

274.99' 790.35'

S 15°39'12" E

1464.83'

FUTURE 5'

DETACHED

SIDEWALK

FUTURE 5'

DETACHED

SIDEWALK

HORIZ.

VERT.

DESIGNED BY:

DRAWN BY:

CHECKED BY:

SCALE

DATE ISSUED: DRAWING No.

SEAL

FOR AND ON BEHALF OF

MATRIX DESIGN GROUP, INC.

PROJECT No.

PREPARED BY:

REFERENCE

DRAWINGS

FILE NAME:

CTB FILE:

PLOT DATE:

THIS DRAWING IS CURRENT AS OF PLOT DATE AND MAY BE SUBJECT TO CHANGE.

COMPUTER FILE MANAGEMENT

No. DATE DESCRIPTION BY

REVISIONS

SHEET KEY

N

SHEET No.

SHEET OF

Know what's below.before you dig.Call

R

BENCHMARK

BASIS OF BEARING

COLORADO SPRINGS UTILITIES (FIMS) MONUMENT F206

A BERNTSEN TOP SECURITY MONUMENT SYSTEM WITH A 3.5-INCH DIAMETER ALUMINUM CAP IN A

ROAD BOX, LOCATED ON THE NORTHWEST CORNER OF FONTAINE BOULEVARD AND POWERS

BOULEVARD,

ELEVATION - 5897.89' U.S. SURVEY FT

BEARINGS ARE BASED ON THE NORTH LINE OF THE NORTHWEST QUARTER OF SECTION 9,

TOWNSHIP 15 SOUTH, RANGE 65 WEST OF THE 6TH P.M. SAID LINE BEARS S89°51'23"E FROM THE

NORTHWEST CORNER OF SAID SECTION 9 (2

1

2

" AULM. CAP PLS 17664) TO THE N

1

4

CORNER OF SAID

SECTION 9 (3

1

4

" AULM. CAP PLS 10377)

January 7, 2020 4:32:46 PM

----

S:\19.886.011 (Trails at Aspen Ridge - F1)\100 Dwg\104 Plan Sets\Construction Plans\Road & Storm Plans\RD01-Legacy Road.dwg

7 73 RD01-L

1" = 40'

1" = 8'

SEPTEMBER, 2019

NMS

TJC

NMS

19.886.011

LEGACY HILL DRIVE

PLAN & PROFILE

TRAILS AT ASPEN RIDGE

ROADWAY & STORM IMPROVEMENT PLANS

FILING NO. 1

7

LEGACY HILL DRIVE CL PROFILE

HORIZ: 1" = 40'

VERT: 1" = 8'

LEGACY HILL DRIVE PLAN

MA

TC

HLIN

E - S

TA

. 10+

00.00

SE

E S

HE

ET

8 - R

D02-L

MA

TC

HLIN

E - S

TA

. 10+

00.00

SE

E S

HE

ET

8 - R

D02-L

Page 2 of 6 PCD File No. __SF192___


A deviation from the standards of or in Section 3.3.1.J.2 of the Engineering Criteria Manual (ECM) is requested.

Identify the specific ECM standard which a deviation is requested: Section 3.3.1.J.2 "Where the conduit size increases, the inside top slope of the conduits shall be continuous in elevation. Change in conduit shall be accomplished in a reinforced concrete manhole or cleanout structure only."

State the reason for the requested deviation: Storm MH‐35 and Storm MH‐17: A manhole drop greater than one foot (without matching inside top of conduit elevations) is requested in order to provide acceptable velocities within the proposed storm sewer and optimize the elevation at which the storm sewer enters the proposed East Pond full spectrum detention pond for the proposed development. The existing sanitary sewer presents a challenge for the installation of the storm sewer. Without the drop manhole storm sewer will be placed in deep installations (greater than 18 feet) due to the size of the pipe and to avoid sanitary sewer service conflicts of the existing sanitary sewer. By using the drop at Storm MH‐35, the storm sewer is above the services within Sunday Gulch (MH‐17) and at the intersection of Falling Rock and Big Johnson Drive (upstream of MH‐35) with a more conventional installation and the deep sewer installation is limited to short segments just upstream of the East Pond Detention Facility. Slopes and associated water velocities within the storm sewer system are optimized to be just below the allowable maximum velocity allowed for the Q100 event. The two drop manholes are vital components of this design and enable more easily maintainable depths of cover and avoidance of the many potential utility conflicts within the site.

Explain the proposed alternative and compare to the ECM standards (May provide applicable regional or national standards used as basis): Drop manholes in excess of 1‐ft have been approved under the City of Colorado Springs DCM Volume 1, Chapter 9, Section 6.4 (regional standard) for similar situations within adjacent municipalities. Drops greater than 1‐ft require additional concrete strength and scour protection which is proposed with this design in the form of Class D concrete for the manhole and provision of a 1’ sump for energy dissipation.


LIMITS OF CONSIDERATION (At least one of the conditions listed below must be met for this deviation request to be considered.) ☐ The ECM standard is inapplicable to the particular situation. ☒ Topography, right-of-way, or other geographical conditions or impediments impose an undue hardship and an equivalent alternative that can accomplish the same design objective is available and does not compromise public safety or accessibility. ☒ A change to a standard is required to address a specific design or construction problem, and if not modified, the standard will impose an undue hardship on the applicant with little or no material benefit to the public. Provide justification: With the sanitary sewer currently installed within Filing One, the storm sewer installation needs to coordinate to avoid conflict with the existing Sanitary sewer main and associated sanitary sewer services. The design as presented, eliminates deep storm sewer installation that would require excessive shoring and sanitary sewer protection (because it would have been installed below the sanitary) and potentially dangerous installation and long‐term deep manhole access points for maintenance. Downstream of the drop manhole, the storm sewer is adjusted to a flatter grade to daylight to the existing pond and does not require a steeper pipe slope which would increase velocities (above 18 fps).



The deviation will achieve the intended result with a comparable or superior design and quality of improvement. Per Section 5.8 of the ECM, “Section 5.8 of the ECM establishes a mechanism whereby an engineering design standard can be modified when if strictly adhered to, would cause unnecessary hardship or unsafe design because of topographical or other conditions particular to the site, and that a departure may be made without destroying the intent of such provision” The design revision provides a superior design to the storm drain with relation to the existing utility constraints, conventional construction practices and enables the pipe velocities to meet EPC criteria.

The deviation will not adversely affect safety or operations. The proposed deviation will not adversely impact safety or operations by allowing the shallow installation of the storm drain and creating shallower manholes instead of deep (greater than 18‐ft) access manholes for maintenance. Construction safety will be enhanced because the installation will not require additional protective shoring and working around existing installed utilities.


The deviation will not adversely affect maintenance and its associated cost. Proposed access to the drop manhole will be in conformance with all pertinent safety and maintenance guidelines and will not increase maintenance costs.

The deviation will not adversely affect aesthetic appearance. Aesthetic appearance will not be changed as the proposed deviation is a storm manhole and will appear as such in the field.

The deviation meets the design intent and purpose of the ECM standards. By raising the upstream storm pipe to avoid utility conflict with proposed sanitary sewer, and by lowering the downstream pipe to reduce pipe velocities/HGL’s to within acceptable range, the 3.56‐foot drop meets the design intent and purpose of the ECM standards.

The deviation meets the control measure requirements of Part I.E.3 and Part I.E.4 of the County’s MS4 permit, as applicable. The proposed deviation is in conformance with Part I.E.3 and Part I.E.4 of the County’s MS4 permit.


REVIEW AND RECOMMENDATION: Approved by the ECM Administrator This request has been determined to have met the criteria for approval. A deviation from Section __________________ of the ECM is hereby granted based on the justification provided. ┌ ┐ └ ┘ Denied by the ECM Administrator This request has been determined not to have met criteria for approval. A deviation from Section __________________ of the ECM is hereby denied. ┌ ┐ └ ┘ ECM ADMINISTRATOR COMMENTS/CONDITIONS:

3.3.1.J.2


Approved


1.1. PURPOSE

The purpose of this resource is to provide a form for documenting the findings and decision by the ECM

Administrator concerning a deviation request. The form is used to document the review and decision concerning

a requested deviation. The request and decision concerning each deviation from a specific section of the ECM

shall be recorded on a separate form.

1.2. BACKGROUND

A deviation is a critical aspect of the review process and needs to be documented to ensure that the deviations

granted are applied to a specific development application in conformance with the criteria for approval and that

the action is documented as such requests can point to potential needed revisions to the ECM.

1.3. APPLICABLE STATUTES AND REGULATIONS

Section 5.8 of the ECM establishes a mechanism whereby an engineering design standard can be modified

when if strictly adhered to, would cause unnecessary hardship or unsafe design because of topographical or

other conditions particular to the site, and that a departure may be made without destroying the intent of such

provision.

1.4. APPLICABILITY

All provisions of the ECM are subject to deviation by the ECM Administrator provided that one of the following

conditions is met:

The ECM standard is inapplicable to a particular situation.

Topography, right-of-way, or other geographical conditions or impediments impose an undue hardship

on the applicant, and an equivalent alternative that can accomplish the same design objective is

available and does not compromise public safety or accessibility.

A change to a standard is required to address a specific design or construction problem, and if not

modified, the standard will impose an undue hardship on the applicant with little or no material benefit to

the public.

1.5. TECHNICAL GUIDANCE

The review shall ensure all criteria for approval are adequately considered and that justification for the deviation

is properly documented.

1.6. LIMITS OF APPROVAL

Whether a request for deviation is approved as proposed or with conditions, the approval is for project-specific

use and shall not constitute a precedent or general deviation from these Standards.

1.7. REVIEW FEES

A Deviation Review Fee shall be paid in full at the time of submission of a request for deviation. The fee for

Deviation Review shall be as determined by resolution of the BoCC.

F

A

L

L

I

N

G

R

O

C

K

D

R

.

B

I

G

J

O

H

N

S

O

N

D

R

.

LE

GA

CY

H

ILL D

R.

41

42

18

FILING 1 BOUNDARY

FULL SPECTRUM

DETENTION POND

TR

AILS

A

T A

SP

EN

R

ID

GE

(F

UT

UR

E F

ILIN

GS

)

16+00 17+

00

1

8

+

0

0

1

9

+

0

0

2

0

+

0

0

2

1

+

0

0

2

2

+

0

0

2

3

+

0

0

2

4

+

0

0 2

5

+

0

0

2

5

+

2

4

MH - 33

STA. 20+78.44

MH - 32

STA. 19+55.31

MH - 34

STA. 21+66.72

INLET 5-I

STA. 22+56.80

MH - 35

STA. 24+47.26

HEADWALL 1

STA. 25+03.34

PIPE - 63

88.8 LF~48" RCP

P

IP

E

- 7

0

9

0

.1

L

F

~

4

8

" R

C

P

PIPE - 68

123.1 LF~48" RCP

PIPE - 72

56.1 LF~48" RCP

P

I

P

E

-

6

7

2

7

9

.

6

L

F

~

4

8

"

R

C

P

PIPE - 69

88.3 LF~48" RCP

P

I

P

E

-

7

1

1

9

0

.

5

L

F

~

4

8

"

R

C

P

MH - 31

6.33' X 6.33' TYPE I MH

BIG JOHNSON DRIVE STORM MAIN STA. 16+75.70

LEGACY HILL DRIVE LATERAL 3 STA. 2+44.43

3+48

3

+

0

0

P

I

:

2

+

8

6

.

5

4

48" x 45° ROLLED BEND

1.51° DEFLECTION

BIG JOHNSON DRIVE STORM MAIN (1) STA: 15+86.87 =

UNDEVELOPED FLOW COLLECTION STA: 3+32.45

STRUCTURE TABLE

NAME

HEADWALL 1

INLET 5-I

MH - 31

MH - 32

MH - 33

MH - 34

MH - 35

MH - 204

TYPE

25'-1/2" HEADWALL

10' SUMP TYPE R INLET (1' DROP)

6.33' X 6.33' TYPE I MH

6.33' X 6.33' TYPE I 1' DROP MH

6.33' X 6.33' TYPE I 1' DROP MH

6.33' X 6.33' TYPE I 1' DROP MH

6.33' X 6.33' TYPE I 1' DROP MH

6.33' X 6.33' TYPE I MH

DETAILS

RIM = 5824.23

PIPE - 72 INV IN (48") = 5819.57

RIM = 5840.32

PIPE - 70 INV IN (48") = 5829.04

PIPE - 71 INV OUT (48") = 5828.04

RIM = 5850.03

PIPE - 63 INV IN (48") = 5840.21

PIPE - 64 INV IN (24") = 5841.31

PIPE - 67 INV OUT (48") = 5839.91

RIM = 5844.99

PIPE - 67 INV IN (48") = 5837.11

PIPE - 68 INV OUT (48") = 5836.11

RIM = 5844.05

PIPE - 68 INV IN (48") = 5834.87

PIPE - 69 INV OUT (48") = 5833.87

RIM = 5841.43

PIPE - 69 INV IN (48") = 5831.93

PIPE - 70 INV OUT (48") = 5830.93

RIM = 5831.97

PIPE - 71 INV IN (48") = 5824.23

PIPE - 72 INV OUT (48") = 5820.67

RIM = 5849.18

PIPE - 203 INV IN (48") = 5840.84

PIPE - 223 INV IN (18") = 5843.34

PIPE - 222 INV IN (18") = 5843.34

PIPE - 232 INV OUT (48") = 5840.74

N & E

N: 6121.72

E: 13768.57

N: 6346.94

E: 13826.64

N: 6821.46

E: 14003.48

N: 6582.59

E: 13879.65

N: 6516.10

E: 13776.02

N: 6435.89

E: 13812.37

N: 6173.69

E: 13747.51

N: 6927.98

E: 14002.74

BIG JOHNSON DRIVE STORM MAIN PROFILE

HORIZ. SCALE: 1" = 40'

VERT. SCALE: 1" = 8'

5810

5815

5820

5825

5830

5835

5840

5845

5850

5855

5810

5815

5820

5825

5830

5835

5840

5845

5850

5855

EG

- 5

85

1.7

9

FG

=

5

85

0.4

4

15+50

EG

- 5

85

0.3

5

FG

=

5

84

9.3

1

16+00

EG

- 5

85

0.0

1

FG

=

5

85

0.2

6

16+50

EG

- 5

84

8.5

4

FG

=

5

84

9.4

9

17+00

EG

- 5

84

7.3

8

FG

=

5

84

8.4

9

17+50

EG

- 5

84

6.1

4

FG

=

5

84

7.6

3

18+00

EG

- 5

84

4.4

2

FG

=

5

84

6.7

8

18+50

EG

- 5

84

2.0

9

FG

=

5

84

5.9

2

19+00

EG

- 5

83

8.3

9

FG

=

5

84

5.0

8

19+50

EG

- 5

83

5.2

3

FG

=

5

84

4.5

4

20+00

EG

- 5

83

4.0

1

FG

=

5

84

3.8

5

20+50

EG

- 5

83

1.3

9

FG

=

5

84

3.2

5

21+00

EG

- 5

83

0.3

0

FG

=

5

84

1.7

4

21+50

EG

- 5

82

9.5

1

FG

=

5

84

0.5

0

22+00

EG

- 5

82

7.9

8

FG

=

5

83

9.7

8

22+50

EG

- 5

82

9.0

5

FG

=

5

84

1.7

2

23+00

EG

- 5

82

8.8

4

FG

=

5

83

3.4

4

23+50

EG

- 5

82

7.7

7

FG

=

5

83

2.2

8

24+00

EG

- 5

82

8.2

3

FG

=

5

83

1.2

4

24+50

EG

- 5

82

7.7

8

FG

=

5

82

5.1

4

25+00

MH

- 3

1

ST

A. 1

6+

75

.7

0

RIM

=5

85

0.0

3'

CU

T=

10

.1

3'

IN

V. IN

(4

8") =

5

84

0.2

1' (N

)

IN

V. IN

(2

4") =

5

84

1.3

1' (W

)

IN

V. O

UT

(4

8") =

5

83

9.9

1' (S

)

PROPOSED GROUND @

PIPE CENTERLINE

EXISTING GROUND @

PIPE CENTERLINE

MH

- 3

2

ST

A. 1

9+

55

.3

1

RIM

=5

84

4.9

9'

CU

T=

8.8

9'

IN

V. IN

(4

8") =

5

83

7.1

1' (N

E)

IN

V. O

UT

(4

8") =

5

83

6.1

1' (S

W)

MH

- 3

3

ST

A. 2

0+

78

.4

4

RIM

=5

84

4.0

5'

CU

T=

10

.1

8'

IN

V. IN

(4

8") =

5

83

4.8

7' (N

E)

IN

V. O

UT

(4

8") =

5

83

3.8

7' (S

E)

MH

- 3

4

ST

A. 2

1+

66

.7

2

RIM

=5

84

1.4

3'

CU

T=

10

.5

0'

IN

V. IN

(4

8") =

5

83

1.9

3' (N

)

IN

V. O

UT

(4

8") =

5

83

0.9

3' (S

)

IN

LE

T 5

-I

ST

A. 2

2+

56

.8

0

RIM

=5

84

0.3

2'

CU

T=

12

.2

8'

IN

V. IN

(4

8") =

5

82

9.0

4' (N

)

IN

V. O

UT

(4

8") =

5

82

8.0

4' (S

W)

MH

- 3

5

ST

A. 2

4+

47

.2

6

RIM

=5

83

1.9

7'

CU

T=

11

.3

0'

IN

V. IN

(4

8") =

5

82

4.2

3' (N

E)

IN

V. O

UT

(4

8") =

5

82

0.6

7' (S

)

HE

AD

WA

LL

1

ST

A. 2

5+

03

.3

4

RIM

=5

82

4.2

3'

IN

V. O

UT

(4

8") =

5

81

9.5

7' (N

)

42

18

41

5 YR HGL

100 YR HGL

PIPE - 63, 88.8 LF~48" @ 0.48%

PIPE - 67, 279.6 LF~48" @ 1.00%

PIPE - 68, 123.1 LF~48" @ 1.00%

PIPE - 69, 88.3 LF~48" @ 2.20%

PIPE - 70, 90.1 LF~48" @ 2.10%

PIP

E - 7

1, 1

90.5

LF

~48" @

2.0

0%

PIPE - 72, 56.1 LF~48" @ 1.96%

3.8

0' D

RO

P

USE CLASS D CONCRETE

AND INSTALL 1' SUMP PIT

AT ELEV=5819.67

RECOVERABLE

48" x 45° ROLLED BEND

1.51° DEFLECTION

STA. 15+86.87

EL=5840.64

PIPE TABLE

PIPE NAME

PIPE - 68

PIPE - 72

PIPE - 71

PIPE - 63

PIPE - 70

BEARING

S57°19'01"W

S22°03'30"E

S24°32'55"W

S00°23'44"E

S09°06'55"E

LENGTH

123.1'

56.1'

190.5'

88.8'

90.1'

SLOPE

1.00%

1.96%

2.00%

0.48%

2.10%

SIZE

48" RCP

48" RCP

48" RCP

48" RCP

48" RCP

PIPE TABLE

PIPE NAME

PIPE - 67

PIPE - 69

RADIUS

292.32'

368.81'

CHORD LENGTH

269.07'

88.06'

LENGTH

279.60'

88.27'

SLOPE

1.000%

2.200%

SIZE

48" RCP

48" RCP

UTILITY CROSSING DETAILS

CROSSING # N & E TOP OF PIPE BTM OF PIPE SEPARATION

8" PVC SEWER 12" PVC WATER

N 5,446.40

18

8" PVC WATER 48" RCP STORM

4.52'

8" PVC WATER 8" PVC SEWER

N 6,527.71

E 13,794.11

N 6,519.14

5834.685830.27

41

8" PVC SAN 48" RCP STORM

2.69'


5829.295826.60

N 6,373.53

E 13,823.63

N 6,522.39

42


1.56'


5834.525832.96

N 6,522.39

E 13,785.59

N 7,322.55

HORIZ.

VERT.

DESIGNED BY:

DRAWN BY:

CHECKED BY:

SCALE


SEAL



PROJECT No.

PREPARED BY:

REFERENCE

DRAWINGS

FILE NAME:

CTB FILE:

PLOT DATE:




REVISIONS

SHEET KEY

N

SHEET No.

SHEET OF


R

BENCHMARK

BASIS OF BEARING




BOULEVARD,





1

2


1

4

CORNER OF SAID

SECTION 9 (3

1

4


January 6, 2020 9:50:01 AM

----

s:\19.886.011 (trails at aspen ridge - f1)\100 Dwg\104 plan sets\construction plans\road & storm plans\SD13-14.dwg

60 73 SD14

1'' = 40'

1'' = 8'

SEPTEMBER, 2019

NMS

LCB

KMZ

19.886.011

STORM DRAIN PLAN & PROFILE



FILING NO. 1

60

LEGACY HILL DR.

STORM LATERALS

SEE SHEET 59 (SD13)

SEE SHEETS 64 - 71 (SD18 -

DT07) FOR POND PLAN AND

OUTFALL/ FOREBAY DETAILS.

NOTES:

1. ALL STATION, OFFSET, AND NORTHING/EASTING VALUES ARE TO THE

CENTER OF ALL STRUCTURES UNLESS OTHERWISE NOTED.

2. PIPE LENGTHS ARE MEASURED FROM CENTER TO CENTER OF ALL

STRUCTURES.

3. ALL PIPE BENDS ANGLES ARE MEASURED FROM THE CENTER OF PIPE.

4. CONTRACTOR TO FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF

EXISTING STRUCTURES,

5. TOP OF BOX ELEVATIONS GIVEN FOR CDOT TYPE R INLETS REFER TO THE

COUNTY STANDARD DETAIL FOR CORRESPONDING DESIGN ELEVATIONS.

6. ALL RCP PIPE SHALL BE CLASS III UNLESS OTHERWISE NOTED.

7. PIPES OF DIFFERENT SIZES ARE TO BE MATCHED TO THE CROWN OF THE

INSIDE WALL OF PIPE.

8. ALL TYPE C INLETS ARE TO COLORADO DEPARTMENT OF

TRANSPORTATION STANDARD TYPE M-604-10.

9. PER THE EL PASO COUNTY ENGINEERING CRITERIA MANUAL, MANHOLES

SHALL BE INSTALLED 1/8'' BELOW THE SURFACE OF THE PAVEMENT ON

THE LOWEST SIDE OF THE MANHOLE."

10. SECTIONS OF STORM PIPE WITH PRESSURE HEAD DURING THE 100 YR

STORM SHALL USE WATERTIGHT JOINTS WITH A 100 YR SERVICE LIFE PER

ECM 3.3.1.B.2.

U

N

D

E

V

E

L

O

P

E

D

F

L

O

W

C

O

L

L

E

C

T

I

O

N

F

E

S

A

N

D

P

I

P

E

S

E

E

S

H

E

E

T

5

9

(

S

D

1

3

)

Please note the multiple conflicts with existing and proposed utilities

Depth of cover if the storm sewer were run flatter to go below utilities. This route would likely not work with the detention pond design either.

Velocities in storm sewer upstream of Drop MH optimized just below county maximum. Further increase in slope not feasible.

10+54

6+00

7+00

8+00

9+00

10+00

1+

00

1+

57

LOOKOUT CT.

SU

ND

AY

G

UL

CH

D

R.

39

20

MH - 17

6.33' X 6.33' TYPE I DROP MH

LOOKOUT COURT STORM MAIN STA. 8+30.90

LEGACY DRIVE STORM MAIN STA. 32+23.16

INLET 1-G

STA. 8+62.64

INLET 7-F

STA. 1+13.76

MH - 18

4' TYPE II MH

LOOKOUT COURT STORM MAIN STA. 7+91.33

LOOKOUT COURT LATERAL 1 STA. 1+43.69

INLET 8-F

STA. 1+52.11

HEADWALL 2

STA. 10+10.05

PIPE - 35

29.9 LF~18" RCP

PIPE - 36

8.4 LF~18" RCP

FULL SPECTRUM

DETENTION POND

38

14

PIPE - 34

39.6 LF~30" RCP

PIP

E - 33

147.4 LF~48" RC

P

PIPE - 32

31.7 LF~48" RCP

PIPE - 37

212.9 LF~24" RCP

LOOKOUT COURT STORM MAIN PROFILE



5815

5820

5825

5830

5835

5840

5845

5850

5855

5860

5815

5820

5825

5830

5835

5840

5845

5850

5855

5860

EXISTING GROUND @

PIPE CENTERLINE

EG

=

5

85

5.6

4

FG

=

5

84

6.3

7

6+00

EG

=

5

85

2.5

0

FG

=

5

84

5.0

0

6+50

EG

=

5

84

9.1

7

FG

=

5

84

3.5

0

7+00

EG

=

5

84

5.5

0

FG

=

5

84

2.0

1

7+50

EG

=

5

84

2.1

8

FG

=

5

84

1.3

9

8+00

EG

=

5

83

8.4

3

FG

=

5

84

1.9

4

8+50

EG

=

5

83

5.1

7

FG

=

5

84

3.0

0

9+00

EG

=

5

83

2.7

4

FG

=

5

83

6.5

7

9+50

EG

=

5

83

0.1

5

FG

=

5

82

5.9

6

10+00

EG

=

5

82

7.6

3

FG

=

5

81

8.5

6

10+50

MH

- 18

ST

A. 7+

91.33

RIM

=5841.39'

CU

T=

6.29'

IN

V. IN

(18") =

5836.10' (N

W)

IN

V. IN

(24") =

5835.60' (S

W)

IN

V. IN

(18") =

5836.10' (S

E)

IN

V. O

UT

(30") =

5835.10' (N

E)

MH

- 17

ST

A. 8+

30.90

RIM

=5841.92'

CU

T=

14.85'

IN

V. IN

(48") =

5833.14' (N

W)

IN

V. IN

(30") =

5834.64' (S

W)

IN

V. O

UT

(48") =

5827.07' (N

E)

IN

LE

T 1-G

ST

A. 8+

62.64

RIM

=5842.12'

CU

T=

16.74'

IN

V. IN

(48") =

5826.37' (S

W)

IN

V. O

UT

(48") =

5825.38' (N

E)

HE

AD

WA

LL 2

ST

A. 10+

10.05

RIM

=5824.23'

IN

V. O

UT

(48") =

5819.57' (S

W)

PROPOSED GROUND @

PIPE CENTERLINE

38

14PIPE - 37, 212.9 LF~24" @ 2.15%

PIPE - 34, 39.6 LF~30" @ 1.15%

PIPE - 32, 31.7 LF~48" @ 2.20%

P

IP

E

- 3

3

, 1

4

7

.4

L

F

~

4

8

" @

3

.9

4

%

5 YR HGL

100 YR HGL

7.5' D

RO

P

RECOVERABLE

STRUCTURE TABLE

NAME

HEADWALL 2

INLET 1-G

INLET 7-F

INLET 8-F

MH - 17

MH - 18

TYPE

24'-5 1/8" HEADWALL

10' ON-GRADE TYPE R INLET (1' DROP)

10' SUMP TYPE R INLET

5' SUMP TYPE R INLET

6.33' X 6.33' TYPE I DROP MH

4' TYPE II MH

DETAILS

RIM = 5824.23

PIPE - 33 INV IN (48") = 5819.57

RIM = 5842.12

PIPE - 32 INV IN (48") = 5826.37

PIPE - 33 INV OUT (48") = 5825.38

RIM = 5841.74

PIPE - 35 INV OUT (18") = 5836.40

RIM = 5841.64

PIPE - 36 INV OUT (18") = 5836.18

RIM = 5841.92

PIPE - 31 INV IN (48") = 5833.14

PIPE - 34 INV IN (30") = 5834.64

PIPE - 32 INV OUT (48") = 5827.07

RIM = 5841.39

PIPE - 35 INV IN (18") = 5836.10

PIPE - 37 INV IN (24") = 5835.60

PIPE - 36 INV IN (18") = 5836.10

PIPE - 34 INV OUT (30") = 5835.10

N & E

N: 6088.17

E: 13738.21

N: 6028.42

E: 13603.45

N: 6023.63

E: 13526.12

N: 5989.35

E: 13543.28

N: 6014.58

E: 13574.89

N: 5996.88

E: 13539.51

PIPE TABLE

PIPE NAME

PIPE - 32

PIPE - 34

PIPE - 33

PIPE - 37

BEARING

S64°08'25"W

S63°25'00"W

N66°05'26"E

S63°24'17"W

LENGTH

31.7'

39.6'

147.4'

212.9'

SLOPE

2.20%

1.15%

3.94%

2.15%

SIZE

48" RCP

30" RCP

48" RCP

24" RCP

UTILITY CROSSING DETAILS

CROSSING # N & E TOP OF PIPE BTM OF PIPE SEPARATION


N 5,446.40

14

48" RCP STORM 8" PVC WATER

5.25'


N 6,024.68

E 13,595.07

N 6,034.29

5836.235830.98

20


4.84'

N 6,015.43

E 13,530.215831.26 5836.10

38


1.97'


5823.465821.49

E 13,737.52

N 6,020.11

E 13,585.98

N 6,006.40

39


11.44'


E 13,585.98

5836.005824.56

N 6,006.40

E 13,534.70

N 6,024.19

LOOKOUT COURT LATERAL 1 PROFILE



5815

5820

5825

5830

5835

5840

5845

5850

5815

5820

5825

5830

5835

5840

5845

5850

MH

- 18

ST

A. 1+

43.69

RIM

=5841.39'

CU

T=

6.29'

IN

V. IN

(18") =

5836.10' (N

W)

IN

V. IN

(24") =

5835.60' (S

W)

IN

V. IN

(18") =

5836.10' (S

E)

IN

V. O

UT

(30") =

5835.10' (N

E)

IN

LE

T 7-F

ST

A. 1+

13.76

RIM

=5841.74'

CU

T=

5.34'

IN

V. O

UT

(18") =

5836.40' (S

E)

IN

LE

T 8-F

ST

A. 1+

52.11

RIM

=5841.64'

CU

T=

5.46'

IN

V. O

UT

(18") =

5836.18' (N

W)

PROPOSED GROUND @

PIPE CENTERLINE

EXISTING GROUND @

PIPE CENTERLINE

EG

=

5

84

1.7

0

FG

=

5

84

3.1

7

1+00

EG

=

5

84

2.9

5

FG

=

5

84

1.1

8

1+50

20

39

PIPE - 35, 29.9 LF~18" @ 1.00%

PIPE - 36, 8.4 LF~18" @ 1.00%

5 YR HGL

100 YR HGL

HORIZ.

VERT.

DESIGNED BY:

DRAWN BY:

CHECKED BY:

SCALE


SEAL



PROJECT No.

PREPARED BY:

REFERENCE

DRAWINGS

FILE NAME:

CTB FILE:

PLOT DATE:




REVISIONS

SHEET KEY

N

SHEET No.

SHEET OF


R

BENCHMARK

BASIS OF BEARING




BOULEVARD,





1

2


1

4

CORNER OF SAID

SECTION 9 (3

1

4


January 6, 2020 9:53:13 AM

----

s:\19.886.011 (trails at aspen ridge - f1)\100 Dwg\104 plan sets\construction plans\road & storm plans\SD15-16.dwg

62 73 SD16

1'' = 40'

1'' = 8'

SEPTEMBER, 2019

NMS

LCB

KMZ

19.886.011

STORM DRAIN PLAN & PROFILE



FILING NO. 1

62

MA

TC

HL

IN

E - S

TA

. 6

+0

0.0

0

SE

E S

HE

ET

6

1 - S

D1

5

MA

TC

HL

IN

E - S

TA

. 6

+0

0.0

0

SE

E S

HE

ET

6

1 - S

D1

5

LEGACY DR. STORM MAIN

SEE SHEET 55 (SD09)

SEE SHEETS 64 - 71 (SD18 -

DT07) FOR POND PLAN AND

OUTFALL/FOREBAY DETAILS.

NOTES:

1. ALL STATION, OFFSET, AND NORTHING/EASTING VALUES ARE TO THE CENTER OF ALL

STRUCTURES UNLESS OTHERWISE NOTED.

2. PIPE LENGTHS ARE MEASURED FROM CENTER TO CENTER OF ALL STRUCTURES.

3. ALL PIPE BENDS ANGLES ARE MEASURED FROM THE CENTER OF PIPE.

4. CONTRACTOR TO FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING

STRUCTURES,

5. TOP OF BOX ELEVATIONS GIVEN FOR CDOT TYPE R INLETS REFER TO THE COUNTY

STANDARD DETAIL FOR CORRESPONDING DESIGN ELEVATIONS.

6. ALL RCP PIPE SHALL BE CLASS III UNLESS OTHERWISE NOTED.

7. PIPES OF DIFFERENT SIZES ARE TO BE MATCHED TO THE CROWN OF THE INSIDE

WALL OF PIPE.

8. ALL TYPE C INLETS ARE TO COLORADO DEPARTMENT OF TRANSPORTATION

STANDARD TYPE M-604-10.

9. PER THE EL PASO COUNTY ENGINEERING CRITERIA MANUAL, MANHOLES SHALL BE

INSTALLED 1/8'' BELOW THE SURFACE OF THE PAVEMENT ON THE LOWEST SIDE OF

THE MANHOLE."

10. SECTIONS OF STORM PIPE WITH PRESSURE HEAD DURING THE 100 YR STORM SHALL

USE WATERTIGHT JOINTS WITH A 100 YR SERVICE LIFE PER ECM 3.3.1.B.2.

Velocities this pipe are slightly below the county maximum at the slope indicated. Increasing the slope will cause the velocity to exceed county requirements.

Utility Conflict.

Depth of cover at 15' +/- Depth of cover following the storm sewer uphill will gradually get deeper leading to excessive trench depths and increased maintenance costs.

Please note that the storm sewer system has been optimized to be below the county water velocity requirement of 18 ft/s and minimize depth of cover. The drop manhole is a vital component of this design.



A deviation from the standards of or in Section 2.3.2 of the Engineering Criteria Manual (ECM) is requested.

Identify the specific ECM standard which a deviation is requested: Section 2.3.2 of the ECM, Table 2‐7 indicates that the design speed for an Urban Non‐Residential Collector road is 40 miles‐per‐hour (mph). Legacy Hill Drive is classified as an Urban Non‐Residential Collector and should have a design speed of 40 mph. The K value for a crest vertical curve at 40 mph is 44 and the K value for a sag vertical curve at 40 mph is 64. Neither of these K values can me met between Bradley Road and the Frontside Drive vertical curve.

State the reason for the requested deviation: The design speed was lowered to 30 mph along Legacy Hill Drive between Bradley Road and Frontside Drive to allow the vertical curve adjustment required between the no greater than 2% slope along Legacy Hill Drive at the ultimate pedestrian crossing location at Bradley Road and the platform formed for the roundabout intersection at Frontside Drive. Lowering the design speed to 30 mph allows the crest vertical curve K value between STA 3+55.00 and STA 4+45.00 to have its K value lowered from 44 (40 mph requirement) to 19 (30 mph requirement). Additionally, the sag vertical curve between STA 4+84.83 and STA 6+44.83 has a K value of 38.10 which meets the K value requirement for a 30 mph sag vertical curve, but not a 40 mph sag vertical curve (K value of 64).

Explain the proposed alternative and compare to the ECM standards (May provide applicable regional or national standards used as basis): Legacy Hill Drive is stop‐controlled in the northbound direction at the Bradley Road intersection and has a roundabout intersection with Frontside Drive. Southbound traffic is signed for 15 mph entering the roundabout intersection. The 30‐mph design speed is 10 mph below the standard for an Urban Non‐Residential Collector. However, with the stop‐controlled intersection on the north side of this segment and a roundabout intersection on the south side of the segment, 40 mph will not be attained by most vehicles. The only criteria not being met by this design exception is the K value for the two vertical curves between Bradley Road and Frontside Drive.


LIMITS OF CONSIDERATION (At least one of the conditions listed below must be met for this deviation request to be considered.)

☐ The ECM standard is inapplicable to the particular situation. ☒ Topography, right-of-way, or other geographical conditions or impediments impose an undue hardship and an equivalent alternative that can accomplish the same design objective is available and does not compromise public safety or accessibility. ☐ A change to a standard is required to address a specific design or construction problem, and if not modified, the standard will impose an undue hardship on the applicant with little or no material benefit to the public. Provide justification: 40-mph vertical curves cannot be obtained between the Bradley Road intersection and the Frontside Drive roundabout intersection. Since the segment of roadway is only 300-ft long between the stop-controlled intersection and a roundabout, speeds of 40 mph or greater will not be experienced and lowering of the design speed is appropriate to make the vertical alignment work between the two intersections. The highest entry speed at the roundabout intersection is 19-mph and the highest exit speed at the roundabout is 23-mph. Therefore, a design speed of 30-mph for the vertical alignment is appropriate.



The deviation will achieve the intended result with a comparable or superior design and quality of improvement. The lowering of the design speed along Legacy Hill Drive between Bradley Road and Frontside Drive is not only appropriate due to the inability for the 40‐mph design speed to be achieved, it will also force vehicles to travel slower between two closely spaced intersections.

The deviation will not adversely affect safety or operations. The deviation will not adversely affect safety or operations. The ECM mandate design speed is not achievable between the two intersections and a slower design speed is more prudent between the two intersections.


The deviation will not adversely affect maintenance and its associated cost. The deviation will not have any impact on maintenance and its associated cost.

The deviation will not adversely affect aesthetic appearance. The deviation will not have any impact on the aesthetic appearance of Legacy Hill Drive.

The deviation meets the design intent and purpose of the ECM standards. The deviation meets the design intent and purpose of the ECM by still providing a design speed higher than anticipated actual vehicle speeds.

The deviation meets the control measure requirements of Part I.E.3 and Part I.E.4 of the County’s MS4 permit, as applicable. The deviation does not impact the control measure requirements of Part I.E.3 and Part I.E.4 of the County’s MS4 permit.


REVIEW AND RECOMMENDATION: Approved by the ECM Administrator This request has been determined to have met the criteria for approval. A deviation from Section __________________ of the ECM is hereby granted based on the justification provided.

┌ ┐ └ ┘

Denied by the ECM Administrator This request has been determined not to have met criteria for approval. A deviation from Section __________________ of the ECM is hereby denied. ┌ ┐ └ ┘ ECM ADMINISTRATOR COMMENTS/CONDITIONS:

2.3.2


Approved


1.1. PURPOSE

The purpose of this resource is to provide a form for documenting the findings and decision by the ECM

Administrator concerning a deviation request. The form is used to document the review and decision concerning

a requested deviation. The request and decision concerning each deviation from a specific section of the ECM

shall be recorded on a separate form.

1.2. BACKGROUND

A deviation is a critical aspect of the review process and needs to be documented to ensure that the deviations

granted are applied to a specific development application in conformance with the criteria for approval and that

the action is documented as such requests can point to potential needed revisions to the ECM.

1.3. APPLICABLE STATUTES AND REGULATIONS

Section 5.8 of the ECM establishes a mechanism whereby an engineering design standard can be modified

when if strictly adhered to, would cause unnecessary hardship or unsafe design because of topographical or

other conditions particular to the site, and that a departure may be made without destroying the intent of such

provision.

1.4. APPLICABILITY

All provisions of the ECM are subject to deviation by the ECM Administrator provided that one of the following

conditions is met:

The ECM standard is inapplicable to a particular situation.

Topography, right-of-way, or other geographical conditions or impediments impose an undue hardship

on the applicant, and an equivalent alternative that can accomplish the same design objective is

available and does not compromise public safety or accessibility.

A change to a standard is required to address a specific design or construction problem, and if not

modified, the standard will impose an undue hardship on the applicant with little or no material benefit to

the public.

1.5. TECHNICAL GUIDANCE

The review shall ensure all criteria for approval are adequately considered and that justification for the deviation

is properly documented.

1.6. LIMITS OF APPROVAL

Whether a request for deviation is approved as proposed or with conditions, the approval is for project-specific

use and shall not constitute a precedent or general deviation from these Standards.

1.7. REVIEW FEES

A Deviation Review Fee shall be paid in full at the time of submission of a request for deviation. The fee for

Deviation Review shall be as determined by resolution of the BoCC.

5890

5895

5900

5905

5910

5915

5920

5925

5930

5935

5940

5945

5890

5895

5900

5905

5910

5915

5920

5925

5930

5935

5940

5945

-0.75%

-1.7

5%

-1.5

0%

-

5

.9

5

%

STA: 2+60.50

EL=5928.90

PVI STA: 5+64.83

PVI EL: 5917.00

K: 38.10

LVC: 160.00

BV

CS

: 4

+8

4.8

3

BV

CE

: 5

92

1.7

6

EV

CS

: 6

+4

4.8

3

EV

CE

: 5

91

5.6

0

PVI STA: 9+50.00

PVI EL: 5910.25

K: 93.90

LVC: 150.00

BV

CS

: 8

+7

5.0

0

BV

CE

: 5

91

1.5

6

EV

CS

: 1

0+

25

.0

0

EV

CE

: 5

90

7.7

4

PVI STA: 4+00.00

PVI EL: 5926.81

K: 20.21

LVC: 90.00

BV

CS

: 3

+5

5.0

0

BV

CE

: 5

92

7.4

8

EV

CS

: 4

+4

5.0

0

EV

CE

: 5

92

4.1

3

EXISTING GROUND

@ CENTERLINE

PROPOSED GROUND

@ CENTERLINE

INTERSECTION w/

CL FRONTSIDE DRIVE

STA. 32+02.11 ELEV. = 5913.32

END TYPICAL SECTION

STA. 5+00.76

ELEV. = 5920.84

END TYPICAL SECTION

STA. 9+63.35

ELEV. = 5911.37


STA. 3+12.49

ELEV. = 5928.14

EG

=

FG

=5

92

9.3

6

2+00

EG

=5

92

9.1

6

FG

=5

92

8.9

8

2+50

EG

=5

92

8.2

6

FG

=5

92

8.3

1

3+00

EG

=5

92

7.1

1

FG

=5

92

7.5

6

3+50

EG

=5

92

5.5

4

FG

=5

92

6.3

1

4+00

EG

=5

92

3.5

2

FG

=5

92

3.8

3

4+50

EG

=5

92

1.0

0

FG

=5

92

0.8

9

5+00

EG

=5

91

8.7

8

FG

=5

91

8.4

4

5+50

EG

=

FG

=5

91

6.6

5

6+00

EG

=

FG

=5

91

5.5

1

6+50

EG

=5

91

5.9

8

FG

=5

91

4.6

3

7+00

EG

=5

91

8.1

7

FG

=5

91

3.7

5

7+50

EG

=5

91

7.7

2

FG

=5

91

2.8

8

8+00

EG

=5

91

4.9

5

FG

=5

91

2.0

0

8+50

EG

=5

91

3.0

5

FG

=5

91

1.0

9

9+00

EG

=5

91

1.2

0

FG

=5

90

9.9

5

9+50

EG

=5

91

0.2

5

FG

=5

90

8.5

4

10+00

RECOVERABLE

2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00

10

0' R

OW

78

' F

L-F

L

EPC TYPE A

C&G

LEGACY HILL DRIVE

5' DETACHED

SIDEWALK

SEE LEGACY HILL DRIVE / FRONTSIDE

DRIVE ROUNDABOUT PLAN

(SEE SHEET 14 - RND01-L FOR DESIGN

INFORMATION)

FR

ON

TS

ID

E D

RIV

E

LEGACY HILL DRIVE

BR

AD

LE

Y R

OA

D

SEE BRADLEY RD. ROADWAY PLAN

(SEE SHEET 6 - RD01-B FOR DESIGN

INFORMATION)

PT

STA. 3+12.49, 42.00' R

ELEV. 5928.31

STA. 4+97.40, 0.00'

ELEV. 5921.03

END TYPICAL SECTION

STA. 9+63.29, 0.00'

ELEV. 5911.38


80

' R

OW

52

' F

L-F

L

STA. 7+74.48 PR - LEGACY =

STA. 32+02.11 PR - SIDEWINDER-FRONTSIDE

ELEV. = 5913.33

3

0

+

0

0

31+

00

32

+0

03

3+

00

19+

00

20

+0

02

1+

00

5' DETACHED

SIDEWALK

STA. 3+12.49, 0.00'

ELEV. 5928.14


PT

STA. 3+12.49, 36.00' L

ELEV. 5927.33

PC

STA. 5+11.51, 36.00' L

ELEV. 5919.49

PC

STA. 4+97.40, 42.00' R

ELEV. 5920.19

STA. 1+99.49 PR-LEGACY DRIVE

STA. 20+32.48 PR-BRADLEY ROAD

ELEV. = 5929.47

PC

STA. 9+45.26, 26.00' L

ELEV. 5909.42

PC

STA. 9+63.29, 26.00' R

ELEV. 5908.96

274.99' 790.35'

S 15°39'12" E

1464.83'

FUTURE 5'

DETACHED

SIDEWALK

FUTURE 5'

DETACHED

SIDEWALK

HORIZ.

VERT.

DESIGNED BY:

DRAWN BY:

CHECKED BY:

SCALE


SEAL



PROJECT No.

PREPARED BY:

REFERENCE

DRAWINGS

FILE NAME:

CTB FILE:

PLOT DATE:




REVISIONS

SHEET KEY

N

SHEET No.

SHEET OF


R

BENCHMARK

BASIS OF BEARING




BOULEVARD,





1

2


1

4

CORNER OF SAID

SECTION 9 (3

1

4


January 7, 2020 4:32:46 PM

----

S:\19.886.011 (Trails at Aspen Ridge - F1)\100 Dwg\104 Plan Sets\Construction Plans\Road & Storm Plans\RD01-Legacy Road.dwg

7 73 RD01-L

1" = 40'

1" = 8'

SEPTEMBER, 2019

NMS

TJC

NMS

19.886.011

LEGACY HILL DRIVE

PLAN & PROFILE



FILING NO. 1

7

LEGACY HILL DRIVE CL PROFILE

HORIZ: 1" = 40'

VERT: 1" = 8'

LEGACY HILL DRIVE PLAN

MA

TC

HLIN

E - S

TA

. 10+

00.00

SE

E S

HE

ET

8 - R

D02-L

MA

TC

HLIN

E - S

TA

. 10+

00.00

SE

E S

HE

ET

8 - R

D02-L

Documents

Page PCD File No.€¦ · Page 2 of 6 PCD File No. _____. DEVIATION REQUEST (Attach diagrams, figures, and other documentation to clarify request) A deviation from the standards of