FINAL DRAINAGE REPORT FOR FLYING HORSE NO. 23 TURIN …€¦ · This document is the Final Drainage Report for Flying Horse No. 23 Turin Filing No. 3 & 4. The purpose of this report

FINAL DRAINAGE REPORT FOR

FLYING HORSE NO. 23 TURIN FILING NO. 3 & 4

APRIL 2020

Prepared for: CLASSIC DEVELOPMENT FLYING HORSE LLC

6385 CORPORATE DRIVE, SUITE 200 COLORADO SPRINGS CO 80919

(719) 592-9333

Prepared by: CLASSIC CONSULTING ENGINEERS & SURVEYORS

619 N. CASCADE AVENUE, SUITE 200 COLORADO SPRINGS CO 80903

(719) 785-0790

Job no. 1171.52

FINAL DRAINAGE REPORT FOR FLYING HORSE NO. 23 TURIN FILING NO. 3 & 4

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DRAINAGE REPORT FOR FLYING HORSE NO. 23 TURIN FILING NO. 3 & 4

AGE ADDENDUM STATEMENT Engineer’s Statement This report and plan for the drainage design of Flying Horse No. 23 Turin Filing No. 3 & 4 was prepared by me (or under my direct supervision) and is correct to the best of my knowledge and belief. Said report and plan has been prepared in accordance with the City of Colorado Springs Drainage Criteria Manual and is in conformity with the master plan of the drainage basin. I understand that the City of Colorado Springs does not and will not assume liability for drainage facilities designed by others. I accept responsibility for any liability caused by any negligent acts, errors or omissions on my part in preparing this report. SIGNATURE (Affix Seal):

Colorado P.E. No. 46477 Date Developer’s Statement Pulpit Rock Investments LLC hereby certifies that the drainage facilities for Flying Horse No. 23 Turin Filing No. 3 & 4 shall be constructed according to the design presented in this report. I understand that the City of Colorado Springs does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that are submitted to the City of Colorado Springs pursuant to section 7.7.906 of the City Code; and cannot, on behalf of Flying Horse No. 23 Turin Filing No. 3 & 4, guarantee that final drainage design review will absolve Pulpit Rock Investment LLC and/or their successors and/or assigns of future liability for improper design. I further understand that approval of the final plat does not imply approval of my engineer’s drainage design. Pulpit Rock Investments LLC Name of Developer Signature Mr. Drew Balsick Printed Name Vice President Title 6385 Corporate Drive, Suite 200 Colorado Springs, CO 80919 City of Colorado Springs Statement: Filed in accordance with Section 7.7.906 of the Code of the City of Colorado Springs, 2001, as amended. __________________________________________ ______________________ For City Engineer Date Conditions:


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TABLE OF CONTENTS: PURPOSE Page 1 GENERAL DESCRIPTION Page 1 EXISTING DRAINAGE CONDITIONS Page 1 PROPOSED DRAINAGE CHARACTERISTICS Page 2 STORMWATER QUALITY/DETENTION Page 6 FLOODPLAIN STATEMENT Page 9 DRAINAGE AND BRIDGE FEES Page 9

SUMMARY Page 12 REFERENCES Page 13 APPENDICES

VICINITY MAP

SOILS MAP (S.C.S. SURVEY)

F.E.M.A. MAP

CALCULATIONS

DRAINAGE MAP


Page 1

PURPOSE

This document is the Final Drainage Report for Flying Horse No. 23 Turin Filing No. 3 & 4. The purpose of this

report is to identify onsite and offsite drainage patterns, and areas tributary to the site, and to safely route developed

storm water runoff to adequate outfall facilities.

GENERAL DESCRIPTION

Please consider this the Final Drainage Report for Flying Horse No. 23 Turin Filing No. 3 & 4. This report is

being written to accompany the Flying Horse No. 23 Turin Filing No. 3 & 4 Development Plan and the Flying

Horse No. 23 Turin Filing No’s 3 & 4 Plats. Flying Horse No. 23 Turin Filing No. 3 & 4 is 58.69 acres of proposed

residential development in a portion of section 9 and 16, township 12 south, range 66 west of the sixth principal

meridian located east of State Highway 83., and north of Black Squirrel Creek. This Development Plan proposes

to develop approximately 58.69 acres into 95 residential single-family lots and tracts in 2 separate filings. This

project is not within an existing Stream Side Overlay zone.

According to the Soil Survey of El Paso County Area, Colorado, prepared by the U.S. Department of Agriculture

Soil Conservation Service, the soils underlying the site consist of Soil Types “93” Tomah-Crowfoot Complex.

These classifications are considered a Hydrologic Group “B” (See Appendix).

EXISTING DRAINAGE CONDITIONS

See appendix for Existing Drainage Map for reference to descriptions below:

The site is mainly located within the Black Squirrel Creek Drainage Basin with a portion of the site in the Middle

Creek Drainage Basin and a portion of Monument Branch Drainage Basin and has existing slopes ranging from

1% to 33% and ground cover being predominantly native grasses. This site has been previously studied as a part

of the Black Squirrel Creek Drainage Basin (DBPS), the Flying Horse Master Development Drainage Plan

(MDDP), Final Drainage Report for Flying Horse 25 Turin Filing No. 1 and Final Drainage Report for Flying

Horse 25 Turin and Final Drainage Report amendment for Flying Horse 25 Filing No. 1, 2, &3” and the

“Preliminary/Final Drainage Report for Flying Horse No. 4 Palermo Filing No. 3, 4 & 5”.

Existing flows travel southwesterly direction towards Black Squirrel Creek. Per the Black Squirrel Drainage Basin

Planning Study (D.B.P.S) a proposed public pond, Detention Facility No. 5 is to be built with the development of

this portion of Flying Horse as on offline facility. This facility will have a historic release of 106cfs.

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Basin EX-2 (Q5= 6 cfs, Q100= 45 cfs) is 23.29 acres of existing natural ground with native grasses and represents

a portion of Flying Horse No. 23 residential area. This area will be tributary to the proposed Full Spectrum

Detention Facility that will be proposed with development of Flying Horse No. 4 Palermo Filing No. 3, 4, 5.

Basin EX-3 (Q5= 10 cfs, Q100= 73 cfs) is 35.14 acres of existing natural ground with native grasses and represents

a portion of Future Flying Horse No. 23 residential area. Currently flows from this area sheet flow to the east

towards existing State Highway 83. Flows are routed in an existing roadside ditch to Black Squirrel Creek.

PROPOSED DRAINAGE CONDITIONS

See appendix for Proposed Drainage Map for reference to descriptions below:

Design Point 1 (Q5= 6 cfs, Q100= 14 cfs) consists of developed flows from Basin A, Basin A-1, Basin OS-3 along

with Basin O, N, Q from Flying Horse No. 25 Turin Filing No. 2. Basin A is 1.84 acres of proposed residential

landscaping and homes. Basin A-1 is a 0.44-acre tract for a future park and Basin OS-3 is 0.58 acres of existing

rear landscape yards that flow onto Basin A-1. Flows will travel in the curb line of Veneto Way and combine with

existing flows from Flying Horse 25 Turin Filing No. 2 flows (Basin O, N Q Flying Horse 25 report) to Design

Point 1 where an existing public 6’ D-10-R sump inlet will intercept flows. Street Capacity for a collector street

with Type 1 curb and gutter at 2.00% is Q5= 25.6 cfs (1/2 street), Q100= 109 cfs (to ROW) at this design point.

Flows will be conveyed by an existing public 24” RCP storm sewer. The emergency overflow route for this inlet

will overtop the crown in the road to Design Point 2. Per the Flying Horse 25 Turin drainage report this was

Design Point 7 (Q5= 8 cfs, Q100= 16 cfs). Existing installed facilities are adequately sized to handle developed

flows.

Design Point 2 (Q5= 3 cfs, Q100= 6 cfs) consists of developed flows from Basin B along with Basin R from Flying

Horse 25 Turin Filing No. 2. Basin B is 0.55 acres of proposed collector street and landscaping. Flows will travel

in the curb line of Veneto Way and combine with existing flows from Flying Horse 25 Turin Filing No. 2 flows

(Basin R Flying Horse 25 report) to Design Point 2 where an existing public 4’ D-10-R sump inlet will intercept

flows. Street Capacity for a collector street with Type 1 curb and gutter at 2.00% is Q5= 25.6 cfs (1/2 street),

Q100= 109 cfs (to ROW) at this design point. Flows will be conveyed by an existing public 24” RCP storm sewer.

The emergency overflow route for this inlet will overtop the crown in the road to Design Point 1. Per the Flying

Horse 25 Turin drainage report this was Design Point 6 (Q5=2 cfs, Q100= 5 cfs). Existing installed facilities are

adequately sized to handle developed flows.

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Design Point 3 (Q5= 10 cfs, Q100= 28 cfs) consists of developed flows from Basin C. Basin C is 8.74 acres of

proposed residential with associated streets, landscaping and homes. Flows will travel in the northerly curb line of

Sangria Drive to Design Point 3 where a proposed public 12’ D-10-R sump inlet will intercept flows. Street

Capacity for a residential street with Type 5 curb and gutter at 2.00% is Q5= 11.8cfs (1/2 street), Q100= 44.4 cfs

(to ROW) at this design point. Flows will be conveyed by a proposed public 30” RCP storm sewer (Pipe 1). The

emergency overflow route for this inlet will overtop the crown to Design Point 4.

Design Point 4 (Q5= 4 cfs, Q100= 10 cfs) consists of developed flows from Basin D. Basin D is 2.52 acres of

proposed residential with associated streets, landscaping and homes. Flows will travel in the southerly curb line of

Sangria Street to Design Point 4 where a proposed public 4’ D-10-R sump inlet will intercept flows. Street Capacity

for a residential street with Type 5 curb and gutter at 2.00% is Q5= 11.8 cfs (1/2 street), Q100= 44.4 cfs (to ROW)

at this design point. Flows will be conveyed by a proposed public 18” RCP storm sewer (Pipe 2). The emergency

overflow route for this inlet will be Veneto Way.

Design Point 5 (Q5= 11 cfs, Q100= 29 cfs) consists of developed flows from Basin E, F and G. Basin E is 4.23

acres and Basin F is 3.42 acres. Both are proposed residential with associated streets, landscaping and homes.

Basin G is 0.88 acres of Veneto Way. Flows will travel in the easterly curb line of Veneto Way to Design Point 5

where a proposed public 12’ D-10-R sump inlet will intercept flows. Street Capacity for a collector street with

Type 1 curb and gutter at 2.00% is Q5= 25.6 cfs (1/2 street), Q100= 109 cfs (to ROW) at this design point. Flows

will be conveyed by a proposed public 30” RCP storm sewer (Pipe 4). The emergency overflow route for this inlet

will the intersection of Ridgeline Drive and Veneto Way.

Design Point 6 (Q5= 4 cfs, Q100= 8 cfs) consists of flows from Basin H. Basin H consists of 1.64 acres of proposed

Veneto Way. Flows will travel in the easterly curb line of Veneto Way to Design Point 6 where a proposed public

4’ D-10-R sump inlet will intercept flows. Street Capacity for a collector street with Type 1 curb and gutter at

2.00% is Q5= 25.6 cfs (1/2 street), Q100= 109 cfs (to ROW) at this design point. Flows will be conveyed by a

proposed public 18” RCP storm sewer (Pipe 5). The emergency overflow route for this inlet will over top the

crown in the road to Design Point 5

Design Point 7 (Q5= 7 cfs, Q100= 26 cfs) consists of flows from Basin I and Basin OS-1. Basin I consists of 9.11

acres of proposed residential with associated streets, landscaping and homes. Basin OS-1 consist of 0.18 acres

of vegetated slope. Flows will travel in the curb line of Sangria Drive to Design Point 7 where a proposed public

16’ D-10-R sump inlet will intercept flows. Street Capacity for a residential street with Type 5 curb and gutter at

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4.00% is Q5= 16.7 cfs (1/2 street), Q100= 37.3 cfs (to ROW) at this design point. Flows will be conveyed by a

proposed public 30” RCP storm sewer (Pipe 7). The emergency overflow route for this inlet will overtop the curb

and into Tract B.

Basin J (Q5= 1 cfs, Q100= 2 cfs) is 0.28 acres and Basin K (Q5= 1 cfs, Q100= 2 cfs) is 0.23 acres. These basins

consist of flows from Ridgeline Drive West of Veneto Way. Flow will travel in the curbline of Ridgeline Drive and

will be intercepted by an existing 16’ D-10-R at grade inlet at the intersection of Hawkstone Drive and Ridgeline

Drive as well as an existing 12’ D-10-R sump inlet in Hawkstone Drive. Flows are treated in the existing public

Full Spectrum Detention Facility located at Ridgeline Drive and Clayhouse Drive in Flying Horse No. 4 Palermo

Filing No. 1.

Basin L (Q5= 1 cfs, Q100= 8 cfs) is 2.96 acres, Basin M (Q5= 0.20 cfs, Q100= 1 cfs) is 0.51 acres and Basin OS-2

(Q5= 2 cfs, Q100= 16 cfs) is 7.64 acres. These basins consist of flows from vegetated Tract A which will be slope

area for Powers construction, and future ROW for Powers Boulevard/SH 21. In the interim until Powers

Boulevard is construction occurs flows will be routed to a temporary sediment basin to be located with the GEC

plan for Flying Horse No. 23 Turin Filing No. 1 & 2. Once Powers is constructed flows will need to be accounted

for in the drainage pattern for Powers Blvd.

Basin N (Q5= 5 cfs, Q100= 32 cfs) is 13.21 acres. This basin consists of rear yard landscaping, roof, and patio

within the single-family lots and undisturbed vegetated slope along Hwy 83. Of that 13.21 acres of basin, 0.22

acres is the assumed impervious area (patio, roof) of the residential development. This basin will drain as

unconcentrated sheet flow across the landscape rear yard and undisturbed vegetated slope along its historic path

to the adjacent existing road side ditch along State Hwy 83 and eventually to Black Squirrel Creek. Slope constraints

limit the disturbance along this corridor. The physical constraints of the elevations along Hwy 83 make collection

of stormwater difficult to capture and treat, and is impractical to access for maintenance. This 0.22 acres of

impervious area will sheet flow over approximately 300+’ feet of natural grass buffer prior to discharge into Black

Squirrel Creek. The landscape drainage from the rear yard will be treated as a grass buffer with a minimum width of

20’ and over the entire length of 1,900 linear feet across this basin. The grass buffer form in the Appendix shows that

the sheet flow for the 2 year, 1 cfs from this basin is adequately treated prior to discharge into existing Black Squirrel

Creek. Any roof drains will be routed north to the proposed roadway in an attempt to route as much impervious

area to the Full Spectrum Detention Facility.

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Basin O (Q5 3 cfs, Q100= 19 cfs) is 8.04 acres. This basin consists of rear yard landscaping, roof, and patio within

the single-family lots and undisturbed vegetated slope. Of that 8.04 acres of basin, 0.14 acres is the assumed

impervious area (patio, roof) of the residential development. This basin will drain as unconcentrated sheet flow

across the landscape rear yard and undisturbed vegetated slope along its historic path to the adjacent Black Squirrel

Creek. Slope constraints of the existing grading the disturbance along this corridor are limited due to protected

Preble’s Jumping Mouse. The physical constraints of the elevations along Black Squirrel Creek make collection of

stormwater difficult to capture and treat, and is impractical to access for maintenance. This 0.14 acres of

impervious area will sheet flow over approximately 500’ feet of natural grass buffer prior to discharge into Black

Squirrel Creek. The landscape drainage from the rear yard will be treated as a grass buffer with a minimum width of

20’ and over the entire length of 1,200 linear feet across this basin. The grass buffer form in the Appendix shows that

the sheet flow for the 2 year, 1 cfs from this basin is adequately treated prior to discharge into existing Black Squirrel

Creek. Any roof drains will be routed north to the proposed roadway in an attempt to route as much impervious

area to the Full Spectrum Detention Facility.

Pipe 8 (Q5= 33 cfs, Q100= 92 cfs) is the total developed flows from Flying Horse No. 23 Turin Filing No. 1 & 2

that will discharge into a public 42” RCP storm sewer stub provided with the construction of Flying Horse Palermo

Filing No. 3. Per the Flying Horse Palermo Filing No. 3, 4, &5 drainaage report flows tributary to the 42” RCP

storm sewer stub were represented as Basin OS-1 (Q5= 37 cfs, Q100= 97 cfs) is 30.30 acres of future Flying Horse

No. 23 located between Future Powers Blvd and State Hwy 83. The 42” RCP storm sewer stub was provided in

order to route future developed flows to the proposed public Full Spectrum Detention Facility Pond 1 where

developed flows will be treated. Onsite detention will not be required for Flying Horse 23 with construction of

Pond 1.

STORM WATER QUALITY/DETENTION

Developed flows from Flying Horse No. 4 Palermo Filing No. 3, 4, & 5 along with flows from Flying Horse 23

Turin Filing No. 1 and 2 will be routed to a public Full Spectrum Detention facility, EDB Pond 1 located in Flying

Horse Palermo Filing No. 3. This facility will release treated developed flows into Black Squirrel Creek. This

facility is a public facility with maintenance of storm/outlet structures by the City of Colorado Springs, and

maintenance of the landscaping/surface treatment by the HOA. No additional on-site detention or stormwater

quality is proposed for this development at this time.

Per the Black Squirrel Drainage Basin Planning Study (D.B.P.S) proposed Pond 1 was included in list of major

facilities on the developed conditions map as Detention Pond No. 5.

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The City of Colorado Springs has required the Four Step Process for receiving water protection that focuses on

reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainage ways, and

implementing long-term source controls. The Four Step Process pertains to management of smaller, frequently

occurring storm events, as opposed to larger storms for which drainage and flood control infrastructure are sized.

Implementation of these four steps helps to achieve storm water permit requirements. This site adheres to this

Four Step Process as follows:

1. Employ Runoff Reduction Practices: Development of project site is proposed single family residential

with individual lots with homes and associated landscaping. Proposed impervious areas (roof tops, patios)

will sheet flow across landscaped ground to slow runoff and increase time of concentration prior to being

conveyed to the proposed public streets. This will minimize directly connected impervious areas within

the project site. See appendix for IRF spreadsheet.

2. Implement BMP’s that provide a Water Quality Capture Volume with slow release: Runoff from

Flying Horse No. 23 Turin Filing No. 1 & 2 and Flying Horse No. 4 Filing No. 3, 4 & 5 will be treated

through capture and slow release in a permanent Full Spectrum Extended Detention Basin designed per

current City of Colorado Springs drainage criteria.

3. Stabilize Drainageways: This site will utilize existing storm sewer adjacent to the site. A public storm

system will intercept and direct the on-site development flows further downstream to proposed detention

facilities designed to release below historic rates into Black Squirrel Creek. Based upon the proposed

reduction in released flows compared to the anticipated flows that were assumed in the design of

downstream facilities, no impact to Black Squirrel Creek is anticipated. Drainage Fees will be paid for

improvements to Black Squirrel Creek per the DBPS. The developer is responsible for analyzing portions

of Black Squirrel Creek. A separate analysis will follow this report. If the analysis of the portions of Black

Squirrel Creek adjacent to this development finds that improvements are required, these improvements

shall be fully constructed and accepted for the probationary period by the City's Public Works Department

or assurances posted for 100% of the public improvement cost prior to the issuance of the first building

permit within the Flying Horse Palermo Filing No’s 3, 4 and 5 development project as well as Flying

Horse No. 23 Turin Filing No. 1 & 2. Any deviation from this standard process will require a development

agreement between the developer and the City.

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4. Implement Site Specific and Other Source Control BMP’s: A site specific storm water quality and

erosion control plan and narrative will be submitted and approved by City Engineering prior to any

disturbance within the project area. Details such as site specific source control construction BMP’s as well

as permanent BMP’s will be detailed in this plan and narrative to protect receiving waters.

DRAINAGE CRITERIA

Hydrologic calculations were performed using the City of Colorado Springs/El Paso County Drainage Criteria

Manual, as revised in May 2014. Detention storage and storm sewer conveyance to Black Squirrel Drainage Basin

was established with the M.D.D.P. for Flying Horse. The Rational Method was used to estimate stormwater runoff

anticipated from design storms for the 5-year and 100-year recurrence interval.

Hydraulic Grade Line Calculations will be provided with the Storm Sewer and EDB construction drawings at the

time of submittal of those plans.

FLOODPLAIN STATEMENT

No portion of this site is located within a floodplain as determined by the Flood Insurance Rate Maps (F.I.R.M.)

Map Number 08041C 0295G effective date, December 07, 2018 (See Appendix).

COST OPINION – FILING NO. 3

INITIAL PUBLIC DRAINAGE FACILITIES REIMBURSABLE JUSTIFICATION FILING NO. 3

BLACK SQUIRREL CREEK BASIN

ITEM DESCRIPTION QUANTITY UNIT COST COST 1. 4’ D-10-R Inlet 2 EACH $3,900/EA $ 7,800.00 2. 12’ D-10-R Inlet 1 EACH $5,200/EA $ 5,200.00 3. 16’ D-10-R Inlet 1 EACH $7,200/EA $ 7,200.00 4. 18” RCP Storm Drain 50 LF $45/LF $ 2,250.00 5. 30” RCP Storm Drain 1,075 LF $68/LF $ 73,100.00 6. 42” RCP Storm Drain 1,170 LF $160/LF $ 187,200.00

SUB-TOTAL $ 282,750.00 10% ENGINEERING $ 28,275.00 5% CONTINGENCIES $ 14,137.50 SUB-TOTAL $ 325,162.50

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Per the Black Squirrel Creek Drainage Basin Planning Study initial system Figure 5 (urban and rural)

conveyance facilities are reimbursable north of DBPS Pond #5 (36” RCP pipe and Inlets as shown

on Fig. 5) Figure 5 of the Black Squirrel Creek Drainage Basin Planning Study shows the entire

length of pipe being a 36” storm sewer north of Pond#5 with inlets in future Flying Horse 23. Fees

calculated adding up the entire length of pipe shown above and applying the 36” storm sewer costs

with inlets brought up to today’s dollars using a rate increase of 2.65 as calculated from the Colorado

Springs Annual Construction Index:

1. 36” RCP Storm Drain 500 LF $230.55/LF $ 115,275.00 2. D-10-R Inlet 7 EACH $6,625/EA $ 46,375.00

SUB-TOTAL $ 161,650.00 The estimated cost of construction of the storm sewer for Filing No. 3 ($325,162.50) is more than the assumed cost per the DBPS 36” storm sewer plus inlets ($161,650.00). Reimbursement of the initial system estimate for Filing 3.

TOTAL REIMBURSABLE FILING NO. 3 FILING 3 INTIAL SYSTEMS $ 161,650.00 TOTAL REIMBURSABLE FILING NO. 3 $ 161,650.00 PUBLIC DRAINAGE FACILITIES NON-REIMBURSABLE FILING NO. 3


1. Type I Storm MH 6 EACH $6,500/EA $ 39,000.00

SUB-TOTAL $ 39,000.00 10% ENGINEERING $ 3,900.00 5% CONTINGENCIES $ 1,950.00 TOTAL NON-REIMBURSABLE FILING NO. 3 $ 44,850.00

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COST OPINION – FILING NO. 4

PUBLIC DRAINAGE FACILITIES NON-REIMBURSABLE FILING NO. 4


ITEM DESCRIPTION QUANTITY UNIT COST COST 1. 4’ D-10-R Inlet 1 EACH $3,900/EA $ 3,900.00 2. 12’ D-10-R Inlet 1 EACH $4,800/EA $ 4,800.00 3. 18” RCP Storm Drain 50 LF $45/LF $ 2,250.00 4. 30” RCP Storm Drain 100 LF $100/LF $ 10,000.00 5. Type I Storm MH 1 EACH $6,500/EA $ 6,500.00 SUB-TOTAL $ 27,450.00 10% ENGINEERING $ 2,745.00 5% CONTINGENCIES $ 1,372.50 SUB-TOTAL $ 31,567.50 TOTAL NON-REIMBURSABLE FILING NO. 4 $ 31,567.50 Classic Consulting Engineers & Surveyors cannot and does not guarantee that the construction cost will not vary

from these opinions of probable construction costs. These opinions represent our best judgment as design

professionals familiar with the construction industry and this development in particular.

DRAINAGE AND BRIDGE FEES FILING NO. 3

BLACK SQUIRREL BASIN

The total platted area of Filing No. 3 within Black Squirrel Basin is 38.121 acres.

BLACK SQUIRREL FEE CALCULATIONS: $14,593/acre x 38.121 acres (Drainage 2020) $ 556,299.75 $1,667/acre x 38.121 acres (Bridge 2020) $ 65,547.71 $3,739/acre x 38.121 acres (Pond Land 2020) $ 142,534.42

Black Squirrel Fees Filing No. 3 $764,381.88 CREDITS:

Total Credits available at the time of Filing No. 3 plat are:

$85,526.21 Credits available (FH Palermo 3,4,5) - $142,534.00 Pond Land Fees at Filing 3 plat

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Total fees available for Credit after Filing No. 3 $0 Remaining for use in basin.

A. Reimbursable initial and major facilities credits will be used to offset drainage fees for Turin Filing No. 3 in the amount of $161,650.00

BLACK SQUIRREL FINAL FEE CALCULATIONS FILING NO. 3: $14,593/acre x 38,121 acres (Drainage 2020) FEES OFFSET $556,299.75 -161,650.00

$394,649.75 $1,667/acre x 38,121 acres (Bridge 2020) $ 65,547.71 $3,739/acre x 38,121 acres (Pond Land 2020) POND LAND CREDIT $ 142,534.42-85,526.21 $57,008.21

Black Squirrel Fees Turin Filing No. 3 - due at platting $517,205.67 MIDDLE CREEK DRAINAGE BASIN

A portion of this site lies within the Middle Creek Drainage Basin boundaries. The total platted area of Filing

No. 3 within Middle Creek Basin is 2.03 acres.

MIDDLE CREEK FEE CALCULATIONS: $24,907/acre x 2.03 acres (Drainage 2020) $ 50,561.21 $1,121/acre x 2.03 acres (Pond Land 2020) $ 2,275.63 Middle Creek Fees Filing No. 4 $52,836.84

Middle Creek Fees Turin Filing No. 3 - due at platting $52,836.84

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DRAINAGE AND BRIDGE FEES FILING NO. 4

BLACK SQUIRREL BASIN

The total platted area of Filing No. 4 within Black Squirrel Basin is 13.49 acres

BLACK SQUIRREL FEE CALCULATIONS: $14,593/acre x 13.49 acres (Drainage 2020) $ 196,859.57 $1,667/acre x 13.49 acres (Bridge 2020) $ 22,487.83 $3,739/acre x 13.49 acres (Pond Land 2020) $ 50,439.11 Black Squirrel Fees Filing No. 4 $269,786.51

BLACK SQUIRREL FEES PALERMO FILING NO. 4 -DUE AT PLATTING $269,786.51 MIDDLE CREEK DRAINAGE BASIN

A portion of this site lies within the Middle Creek Drainage Basin boundaries. The total platted area of Filing

No. 4 within Middle Creek Basin is 3.74 acres.

MIDDLE CREEK FEE CALCULATIONS: $24,907/acre x 3.74 acres (Drainage 2020) $ 93,152.18 $1,121/acre x 3.74 acres (Pond Land 2020) $ 4,192.54 Middle Creek Fees Filing No. 4 $97,344.72

Middle Creek Fees Turin Filing No. 4 - due at platting $97,344.72 MONUMENT BRANCH DRAINAGE BASIN

The total platted area of Filing No. 4 within Monument Branch Drainage Basin is 1.31 acres

This basin was officially closed as approved by Drainage Board and City Council at the October 12, 2010

Council meeting. (Reference Resolution #177-10). No fees will be paid for this development within the

Monument Branch Drainage Basin.

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SUMMARY

Flows for the Flying Horse No. 23 Turin Filing No. 3 & 4 site are proposed to outfall into proposed public Full

Spectrum Detention facility constructed with Flying Horse Palermo Filing No. 3. Developed flows from Flying

Horse No. 23 Turin Filing No. 3 & 4 will be treated in this permanent EDB. This is in general conformance with

previously referenced reports. All drainage facilities were sized using the current City of Colorado Springs Drainage

Criteria and will safely discharge storm water runoff to adequate outfalls and will not adversely affect the

downstream and surrounding developments.

PREPARED BY: Classic Consulting Engineers & Surveyors, LLC David L Gibson P.E. Project Manager dlg/1171.52/PDR Turin 3,4,.doc

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REFERENCES 1. City of Colorado Springs/County of El Paso Drainage Criteria Manual dated May 2014. 2. “Flying Horse Ranch Master Development Drainage Plan MDDP” Classic Consulting Engineers and

Surveyors, dated November 2002, revised December 2003.

3. “Final Drainage Report for Deer Creek at Northgate Filing No. 1” Classic Consulting Engineers and Surveyors, dated February 2001.

4. “Northgate Master Development Drainage Plan (Black Squirrel Creek and Misc. Basins) URS Consultants dated November 1988, Revised August 1989.

APPENDIX

VICINITY MAP

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GLENEAGLE

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NORTH GATE

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I N T E R S T A T E 2 5

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USAFA

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HIGHWAY 83

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BRIAR GATE

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N.T.S

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%%UVICINITY MAP

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N

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VOYAGER PARKWAY

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NORTH GATE BOULEVARD

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OLD NORTH

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SHOUP ROAD

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HIGHWAY 83

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GATE ROAD

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FLYING HORSE CLUB DRIVE

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BAROSSA VALLEY ROAD

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SITE

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HAWK STONE DRIVE

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RIDGELINE DRIVE

SOILS MAP (S.C.S SURVEY)

Hydrologic Soil Group—El Paso County Area, Colorado

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

4/7/2020Page 1 of 4

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518500 518600 518700 518800 518900 519000 519100 519200

518500 518600 518700 518800 518900 519000 519100 519200

39° 0' 58'' N10

4° 4

7' 1

4'' W

39° 0' 58'' N

104°

46'

39'' W

39° 0' 23'' N

104°

47'

14'' W

39° 0' 23'' N

104°

46'

39'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 250 500 1000 1500

Feet0 50 100 200 300

MetersMap Scale: 1:5,360 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating LinesA

A/D

B

B/D

C

C/D

D


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: El Paso County Area, ColoradoSurvey Area Data: Version 17, Sep 13, 2019

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Aug 19, 2018—Sep 23, 2018

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.




4/7/2020Page 2 of 4

Hydrologic Soil Group

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

68 Peyton-Pring complex, 3 to 8 percent slopes

B 9.3 6.8%

93 Tomah-Crowfoot complex, 8 to 15 percent slopes

B 127.0 93.2%

Totals for Area of Interest 136.3 100.0%

Description

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

The soils in the United States are assigned to four groups (A, B, C, and D) and three 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 thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

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

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

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at 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 is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.




4/7/2020Page 3 of 4

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher




4/7/2020Page 4 of 4

F.E.M.A. MAP

USGS The National Map: Orthoimagery. Data refreshed April, 2019.

National Flood Hazard Layer FIRMette

0 500 1,000 1,500 2,000250Feet

Ü

104°

47'16

.86"W

39°0'53.21"N

104°46'39.40"W

39°0'25.25"N

SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

SPECIAL FLOODHAZARD AREAS

Without Base Flood Elevation (BFE)Zone A, V, A99

With BFE or Depth Zone AE, AO, AH, VE, ARRegulatory Floodway

0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone XFuture Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes. Zone XArea with Flood Risk due to Levee Zone D

NO SCREEN Area of Minimal Flood Hazard Zone X

Area of Undetermined Flood Hazard Zone D

Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall

Cross Sections with 1% Annual Chance17.5 Water Surface Elevation

Coastal Transect

Coastal Transect BaselineProfile BaselineHydrographic Feature

Base Flood Elevation Line (BFE)

Effective LOMRs

Limit of StudyJurisdiction Boundary

Digital Data AvailableNo Digital Data AvailableUnmapped

This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standardsThe flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 4/7/2020 at 6:01:38 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.

Legend

OTHER AREAS OFFLOOD HAZARD

OTHER AREAS

GENERALSTRUCTURES

OTHERFEATURES

MAP PANELS

8

1:6,000

B 20.2

The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location.

CALCULATIONS

JOB NAME: FLYING HORSE NO. 23 TURIN FIL 3 & 4JOB NUMBER: 1171.52DATE: 04/17/20CALCULATED BY: DLG

IMPERVIOUS AREA / STREETS

BASINTOTAL

AREA (AC) AREA (AC) C(2) C(5) C(100) AREA (AC) C(2) C(5) C(100) C(2) C(5) C(100) CA(2) CA(5) CA(100)A 1.84 0.33 0.89 0.90 0.96 1.51 0.02 0.08 0.35 0.18 0.23 0.46 0.32 0.42 0.85

A-1 0.44 0.14 0.89 0.90 0.96 0.30 0.02 0.08 0.35 0.30 0.34 0.54 0.13 0.15 0.24B 0.55 0.18 0.89 0.90 0.96 0.37 0.02 0.08 0.35 0.30 0.35 0.55 0.17 0.19 0.30C 8.74 2.50 0.89 0.90 0.96 6.24 0.02 0.08 0.35 0.27 0.31 0.52 2.35 2.75 4.58D 2.52 0.87 0.89 0.90 0.96 1.65 0.02 0.08 0.35 0.32 0.36 0.56 0.81 0.92 1.41E 4.23 1.22 0.89 0.90 0.96 3.01 0.02 0.08 0.35 0.27 0.32 0.53 1.15 1.34 2.22F 3.42 0.62 0.89 0.90 0.96 2.80 0.02 0.08 0.35 0.18 0.23 0.46 0.61 0.78 1.58G 0.88 0.88 0.89 0.90 0.96 0.00 0.02 0.08 0.35 0.89 0.90 0.96 0.78 0.79 0.84H 1.64 1.06 0.89 0.90 0.96 0.58 0.02 0.08 0.35 0.58 0.61 0.74 0.96 1.00 1.22I 9.11 1.53 0.89 0.90 0.96 7.58 0.02 0.08 0.35 0.17 0.22 0.45 1.51 1.98 4.12J 0.28 0.28 0.89 0.90 0.96 0.00 0.02 0.08 0.35 0.89 0.90 0.96 0.25 0.25 0.27K 0.23 0.23 0.89 0.90 0.96 0.00 0.02 0.08 0.35 0.89 0.90 0.96 0.20 0.21 0.22L 2.96 0.00 0.89 0.90 0.96 2.96 0.02 0.08 0.35 0.02 0.08 0.35 0.06 0.24 1.04M 0.51 0.00 0.89 0.90 0.96 0.51 0.02 0.08 0.35 0.02 0.08 0.35 0.01 0.04 0.18N 13.21 0.22 0.89 0.90 0.96 12.99 0.02 0.08 0.35 0.03 0.09 0.36 0.46 1.24 4.76O 8.04 0.14 0.89 0.90 0.96 7.90 0.02 0.08 0.35 0.04 0.09 0.36 0.28 0.76 2.90

OS-1 0.18 0.00 0.89 0.90 0.96 0.18 0.02 0.08 0.35 0.02 0.08 0.35 0.00 0.01 0.06OS-2 7.64 0.00 0.89 0.90 0.96 7.64 0.02 0.08 0.35 0.02 0.08 0.35 0.15 0.61 2.67OS-3 0.58 0.14 0.89 0.90 0.96 0.44 0.02 0.08 0.35 0.23 0.28 0.50 0.13 0.16 0.29

LANDSCAPE/UNDEVELOPED AREAS WEIGHTED FINAL DRAINAGE REPORT ~ BASIN RUNOFF COEFFICIENT SUMMARY

WEIGHTED CA

Classic ConsultingCopy of CALCS-MSTR-WQCV 2017.xlsx Page 1of 1 4/17/2020

JOB NAME: FLYING HORSE NO. 23 TURIN FIL 3 & 4JOB NUMBER:DATE:CALC'D BY:

Tc=L/V

FINAL DRAINAGE REPORT ~ BASIN RUNOFF SUMMARYSTREET / CHANNEL FLOW Tc

BASIN CA(2) CA(5) CA(100) C(5) Length Height Tc Length Slope Velocity Tc TOTAL I(2) I(5) I(100) Q(2) Q(5) Q(100)(ft) (ft) (min) (ft) (%) (fps) (min) (min) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs)

A 0.32 0.42 0.85 0.08 160 10 12.7 570 2.0% 2.8 3.4 16.1 2.73 3.42 5.74 1 1 5

A-1 0.13 0.15 0.24 0.08 180 10 14.0 0 0.0% 0.0 0.0 14.0 2.89 3.62 6.08 0 1 1

B 0.17 0.19 0.30 0.08 100 12 8.1 300 2.0% 2.8 1.8 9.9 3.31 4.15 6.96 1 1 2

C 2.35 2.75 4.58 0.08 100 4 11.7 300 2.0% 2.8 1.8 13.4 2.94 3.69 6.19 7 10 28

D 0.81 0.92 1.41 0.08 50 2 8.2 300 2.0% 2.8 1.8 10.0 3.29 4.13 6.93 2.7 4 10

E 1.15 1.34 2.22 0.08 100 4 11.7 300 2.0% 2.8 1.8 13.4 2.94 3.69 6.19 3 5 14

F 0.61 0.78 1.58 0.08 100 4 11.7 300 2.0% 2.8 1.8 13.4 2.94 3.69 6.19 1.8 3 10

G 0.78 0.79 0.84 0.08 10 1 2.7 300 2.0% 2.8 1.8 5.0 4.12 5.17 8.68 3 4 7

H 0.96 1.00 1.22 0.08 100 12 8.1 300 2.0% 2.8 1.8 9.9 3.31 4.15 6.96 3 4 8

I 1.51 1.98 4.12 0.08 100 4 11.7 300 4.0% 4.0 1.3 12.9 2.99 3.75 6.29 4.5 7 26

J 0.25 0.25 0.27 0.08 10 1 2.7 300 2.0% 2.8 1.8 5.0 4.12 5.17 8.68 1.03 1 2

K 0.20 0.21 0.22 0.08 10 1 2.7 300 2.0% 2.8 1.8 5.0 4.12 5.17 8.68 1 1 2

L 0.06 0.24 1.04 0.08 100 12 8.1 0 0.0% 0.0 0.0 8.1 3.54 4.44 7.46 0 1 8

M 0.01 0.04 0.18 0.08 50 6 5.7 0 0.0% 0.0 0.0 5.7 3.96 4.96 8.33 0 0.2 1

N 0.46 1.24 4.76 0.08 300 75 11.0 0 0.0% 0.0 0.0 11.0 3.18 3.98 6.69 1 5 32

O 0.28 0.76 2.90 0.08 300 75 11.0 0 0.0% 0.0 0.0 11.0 3.18 3.98 6.69 1 3 19

OS-1 0.00 0.01 0.06 0.08 50 4 6.6 0 0.0% 0.0 0.0 6.6 3.80 4.76 8.00 0 0.1 1

OS-2 0.15 0.61 2.67 0.08 300 30 14.9 0 0.0% 0.0 0.0 14.9 2.82 3.53 5.92 0 2 16

OS-3 0.13 0.16 0.29 0.08 100 8 9.3 0 0.0% 0.0 0.0 9.3 3.38 4.24 7.12 0 1 2

INTENSITY TOTAL FLOWS OVERLANDWEIGHTED

1171.5204/17/20DLG



DesignPoint(s) Contributing Basins Equivalent

CA(5)Equivalent

CA(100)Maximum

Tc I(5) I(100) Q(5) Q(100)Inlet Size

1 BASIN A, A-1 & OS-3 (ALSO BASIN O,N Q FH 25) 1.64 2.43 16.1 3.42 5.74 6 14 6' D-10-R

2 BASIN B (ALSO BASIN R FH 25) 0.66 0.80 9.9 4.15 6.96 3 6 4' D-10-R

3 BASIN C 2.75 4.58 13.4 3.69 6.19 10 28 12' D-10-R

4 BASIN D 0.92 1.41 10.0 4.13 6.93 4 10 4' D-10-R

5 BASIN E, BASIN F, BASIN G 2.91 4.64 13.4 3.69 6.19 11 29 12' D-10-R

6 BASIN H 1.00 1.22 9.9 4.15 6.96 4 8 4' D-10-R

7 BASIN I, BASIN OS-1 2.00 4.18 12.9 3.75 6.29 7 26 16' D-10-R

Intensity FlowFINAL DRAINAGE REPORT ~ SURFACE ROUTING SUMMARY


Project:Inlet ID:

Gutter Geometry (Enter data in the blue cells)

Maximum Allowable Width for Spread Behind Curb TBACK = 12.0 ft

Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft

Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020

Height of Curb at Gutter Flow Line HCURB = 8.00 inches

Distance from Curb Face to Street Crown TCROWN = 21.0 ft

Gutter Width W = 2.00 ft

Street Transverse Slope SX = 0.020 ft/ft

Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.065 ft/ft

Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft

Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016

Minor Storm Major Storm

Max. Allowable Spread for Minor & Major Storm TMAX = 21.0 21.0 ft

Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 8.0 10.9 inches

Check boxes are not applicable in SUMP conditions

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs

Version 4.05 Released March 2017

ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)

(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)FLYING HORSE NO. 23 TURIN FIL 3 & 4

DP 1 EX Inlet

UD-Inlet_v4.05.xlsm, DP 1 EX Inlet 4/17/2020, 10:59 AM

Design Information (Input) MINOR MAJOR

Type of Inlet Type =

Local Depression (additional to continuous gutter depression 'a' from above) alocal = 4.00 4.00 inches

Number of Unit Inlets (Grate or Curb Opening) No = 1 1

Water Depth at Flowline (outside of local depression) Ponding Depth = 8.0 10.9 inches

Grate Information MINOR MAJOR

Length of a Unit Grate Lo (G) = N/A N/A feet

Width of a Unit Grate Wo = N/A N/A feet

Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A

Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A

Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A

Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A

Curb Opening Information MINOR MAJOR

Length of a Unit Curb Opening Lo (C) = 6.00 6.00 feet

Height of Vertical Curb Opening in Inches Hvert = 8.00 8.00 inches

Height of Curb Orifice Throat in Inches Hthroat = 8.00 8.00 inches

Angle of Throat (see USDCM Figure ST-5) Theta = 81.00 81.00 degrees

Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet

Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10

Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60

Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67

Low Head Performance Reduction (Calculated) MINOR MAJOR

Depth for Grate Midwidth dGrate = N/A N/A ft

Depth for Curb Opening Weir Equation dCurb = 0.54 0.78 ft

Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.94 1.00

Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00

Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A

MINOR MAJOR

Total Inlet Interception Capacity (assumes clogged condition) Qa = 12.5 18.8 cfsInlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 6.0 14.0 cfs

Colorado Springs D-10-R

INLET IN A SUMP OR SAG LOCATIONVersion 4.05 Released March 2017

H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


Override Depths

UD-Inlet_v4.05.xlsm, DP 1 EX Inlet 4/17/2020, 10:59 AM

Project:Inlet ID:















Allow Flow Depth at Street Crown (leave blank for no) check = yes

MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 25.6 109.0 cfs

Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'




DP 1 STREET CAP

UD-Inlet_v4.05.xlsm, DP 1 STREET CAP 4/17/2020, 10:59 AM

Project:Inlet ID:






















DP 2 STREET CAP


Project:Inlet ID:





















DP 2 EX INLET

UD-Inlet_v4.05.xlsm, DP 2 EX INLET 4/17/2020, 10:59 AM




























MINOR MAJOR




H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


Override Depths

UD-Inlet_v4.05.xlsm, DP 2 EX INLET 4/17/2020, 10:59 AM

Project:Inlet ID:






















DP 3 STREET CAP


Project:Inlet ID:





















DP 3 INLET

UD-Inlet_v4.05.xlsm, DP 3 INLET 4/17/2020, 10:59 AM




























MINOR MAJOR




H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


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Project:Inlet ID:






















DP 4 STREET CAP


Project:Inlet ID:





















DP 4 INLET





























MINOR MAJOR




H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


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DP 5 STREET CAP


Project:Inlet ID:





















DP 5 INLET





























MINOR MAJOR




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W

Lo (C)

Lo (G)

W o

WP


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Project:Inlet ID:






















DP 6 STREET CAP


Project:Inlet ID:





















DP 6 INLET





























MINOR MAJOR




H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


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Project:Inlet ID:






















DP 7 STREET CAP


Project:Inlet ID:





















DP 7 INLET





























MINOR MAJOR




H-VertH-Curb

W

Lo (C)

Lo (G)

W o

WP


Override Depths



* PIPES ARE LISTED AT MAXIMUM SIZE REQUIRED TO ACCOMMODATE Q100 FLOWS AT MINIMUM GRADE.REFER TO INDIVIDUAL PIPE SHEETS FOR HYDRAULIC INFORMATION.

Pipe Run Contributing Basins EquivalentCA(5)

EquivalentCA(100)

MaximumTc I(5) I(100) Q(5) Q(100)

Pipe Size*1 DP 3 2.75 4.58 13.42 3.69 6.19 10 28 30" RCP

2 DP 4 0.92 1.41 10.01 4.13 6.93 4 10 18" RCP

3 PIPE 1 & PIPE 2 3.66 6.00 13.42 3.69 6.19 14 37 30" RCP

4 DP 5 2.91 4.64 13.4 3.69 6.19 11 29 30" RCP

5 DP 6 1.00 1.22 9.9 4.15 6.96 4 8 18" RCP

6 PIPE 3, PIPE 4, PIPE 5 7.58 11.86 13.4 3.69 6.19 28 73 42" RCP

7 DP 7 2.00 4.18 12.9 3.75 6.29 7 26 30" RCP

8 PIPE 6, PIPE 7 9.58 16.05 15.9 3.43 5.76 33 92 42" RCP

Intensity FlowFINAL DRAINAGE REPORT ~ PIPE ROUTING SUMMARY


Worksheet for PIPE RUN - 1Project Description

Manning FormulaFriction Method

Normal DepthSolve For

Input Data

0.013Roughness Coefficientft/ft0.010Channel Slopein30.0Diametercfs28.00Discharge

Results

in18.2Normal Depthft²3.1Flow Areaft4.5Wetted Perimeterin8.4Hydraulic Radiusft2.44Top Widthin21.7Critical Depth%60.6Percent Fullft/ft0.006Critical Slopeft/s8.99Velocityft1.26Velocity Headft2.77Specific Energy

1.404Froude Numbercfs44.12Maximum Dischargecfs41.01Discharge Fullft/ft0.005Slope Full

SupercriticalFlow Type

GVF Input Data

in0.0Downstream Depthft0.0Length

0Number Of Steps

GVF Output Data

in0.0Upstream DepthN/AProfile Description

ft0.00Profile Headloss%0.0Average End Depth Over Rise%60.6Normal Depth Over Riseft/sInfinityDownstream Velocityft/sInfinityUpstream Velocityin18.2Normal Depthin21.7Critical Depthft/ft0.010Channel Slopeft/ft0.006Critical Slope

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

4/17/2020

FlowMaster[10.02.00.01]

Bentley Systems, Inc. Haestad Methods Solution CenterPIPES.fm8




Input Data


Results




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0Number Of Steps

GVF Output Data




4/17/2020






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Sheet 1 of 1

Designer:

Company:

Date:

Project:

Location:

1. Design Discharge

A) 2-Year Peak Flow Rate of the Area Draining to the Grass Buffer Q2 = 1.0 cfs

2. Minimum Width of Grass Buffer WG = 20 ft

3. Length of Grass Buffer (14' or greater recommended) LG = 1,900 ft

4. Buffer Slope (in the direction of flow, not to exceed 0.1 ft / ft) SG = 0.100 ft / ft

5. Flow Characteristics (sheet or concentrated)

A) Does runoff flow into the grass buffer across the entire width of the buffer?

B) Watershed Flow Length FL= 100 ft

C) Interface Slope (normal to flow) SI= 0.010 ft / ft

D) Type of Flow SHEET FLOW Sheet Flow: FL * SI < 1 Concentrated Flow: FL * SI > 1

6. Flow Distribution for Concentrated Flows

7 Soil Preparation(Describe soil amendment)

8 Vegetation (Check the type used or describe "Other")

9. Irrigation(*Select None if existing buffer area has 80% vegetation AND will not be disturbed during construction.)

10. Outflow Collection (Check the type used or describe "Other")

Notes:

Design Procedure Form: Grass Buffer (GB)

DLG

CLASSIC CONSULTING

FLYING HORSE NO. 23 TURIN FILING NO. 3, 4

April 17, 2020

UD-BMP (Version 3.06, November 2016)

BASIN N GRASS BUFFER

Existing Xeric Turf GrassIrrigated Turf GrassOther (Explain):

Choose One

Choose OneGrass SwaleStreet GutterStorm Sewer InletOther (Explain):

None (sheet flow)Slotted CurbingLevel Spreader

Choose One

Other (Explain):

Choose OneYes No

Choose One

PermanentNone*

Temporary

UD-BMP_v3.06 BASIN N.xlsm, GB 4/17/2020, 11:03 AM

Sheet 1 of 1

Designer:

Company:

Date:

Project:

Location:

1. Design Discharge

A) 2-Year Peak Flow Rate of the Area Draining to the Grass Buffer Q2 = 1.0 cfs

2. Minimum Width of Grass Buffer WG = 20 ft

3. Length of Grass Buffer (14' or greater recommended) LG = 1,200 ft

4. Buffer Slope (in the direction of flow, not to exceed 0.1 ft / ft) SG = 0.100 ft / ft

5. Flow Characteristics (sheet or concentrated)

A) Does runoff flow into the grass buffer across the entire width of the buffer?

B) Watershed Flow Length FL= 100 ft

C) Interface Slope (normal to flow) SI= 0.010 ft / ft

D) Type of Flow SHEET FLOW Sheet Flow: FL * SI < 1 Concentrated Flow: FL * SI > 1

6. Flow Distribution for Concentrated Flows

7 Soil Preparation(Describe soil amendment)

8 Vegetation (Check the type used or describe "Other")

9. Irrigation(*Select None if existing buffer area has 80% vegetation AND will not be disturbed during construction.)

10. Outflow Collection (Check the type used or describe "Other")

Notes:

Design Procedure Form: Grass Buffer (GB)

DLG

CLASSIC CONSULTING

FLYING HORSE NO. 23 TURIN FILING NO. 1

April 17, 2020

UD-BMP (Version 3.06, November 2016)

BASIN O GRASS BUFFER

Existing Xeric Turf GrassIrrigated Turf GrassOther (Explain):

Choose One

Choose OneGrass SwaleStreet GutterStorm Sewer InletOther (Explain):

None (sheet flow)Slotted CurbingLevel Spreader

Choose One

Other (Explain):

Choose OneYes No

Choose One

PermanentNone*

Temporary

UD-BMP_v3.06 BASIN O.xlsm, GB 4/17/2020, 11:03 AM

Worksheet Protected

User Input

Calculated cells Designer:

Company:

***Design Storm: 1‐Hour Rain Depth WQCV Event 0.53 inches Date:

***Minor Storm: 1‐Hour Rain Depth 5‐Year Event 1.19 inches Project:

***Major Storm: 1‐Hour Rain Depth 100‐Year Event 2.52 inches Location:

Optional User Defined Storm CUHP

(CUHP) NOAA 1 Hour Rainfall Depth and

Frequency for User Defined Storm100‐Year Event 2.52

Max Intensity for Optional User Defined Storm 2.51496

SITE INFORMATION (USER‐INPUT)

Sub‐basin Identifier B C D E F G H I

Receiving Pervious Area Soil Type Loamy Sand Loamy Sand Loamy Sand Loamy Sand Loamy Sand Loamy Sand Loamy Sand Loamy Sand

Total Area (ac., Sum of DCIA, UIA, RPA, & SPA) 0.550 8.740 2.520 4.230 3.420 0.880 1.640 9.110

Directly Connected Impervious Area (DCIA, acres) 0.180 2.000 0.680 0.860 0.490 0.880 1.060 1.210

Unconnected Impervious Area (UIA, acres) 0.000 0.500 0.190 0.360 0.130 0.000 0.000 0.320

Receiving Pervious Area (RPA, acres) 0.000 5.020 1.650 3.010 2.800 0.000 0.000 6.330

Separate Pervious Area (SPA, acres) 0.370 1.220 0.000 0.000 0.000 0.000 0.580 1.250

C C C C C C C C

CALCULATED RESULTS (OUTPUT)

Total Calculated Area (ac, check against input) 0.550 8.740 2.520 4.230 3.420 0.880 1.640 9.110

Directly Connected Impervious Area (DCIA, %) 32.7% 22.9% 27.0% 20.3% 14.3% 100.0% 64.6% 13.3%

Unconnected Impervious Area (UIA, %) 0.0% 5.7% 7.5% 8.5% 3.8% 0.0% 0.0% 3.5%

Receiving Pervious Area (RPA, %) 0.0% 57.4% 65.5% 71.2% 81.9% 0.0% 0.0% 69.5%

Separate Pervious Area (SPA, %) 67.3% 14.0% 0.0% 0.0% 0.0% 0.0% 35.4% 13.7%

AR (RPA / UIA) 0.000 10.040 8.684 8.361 21.538 0.000 0.000 19.781

Ia Check 1.000 0.090 0.100 0.110 0.040 1.000 1.000 0.050

f / I for WQCV Event: 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

f / I for 5‐Year Event: 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

f / I for 100‐Year Event: 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4

f / I for Optional User Defined Storm CUHP: 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39

IRF for WQCV Event: 1.00 0.19 0.22 0.24 0.09 1.00 1.00 0.11

IRF for 5‐Year Event: 1.00 0.36 0.40 0.44 0.16 1.00 1.00 0.20

IRF for 100‐Year Event: 1.00 0.39 0.43 0.48 0.17 1.00 1.00 0.22

IRF for Optional User Defined Storm CUHP: 1.00 0.39 0.43 0.48 0.17 1.00 1.00 0.22

Total Site Imperviousness: Itotal 32.7% 28.6% 34.5% 28.8% 18.1% 100.0% 64.6% 16.8%

Effective Imperviousness for WQCV Event: 32.7% 24.0% 28.6% 22.4% 14.7% 100.0% 64.6% 13.7%

Effective Imperviousness for 5‐Year Event: 32.7% 25.0% 30.0% 24.1% 14.9% 100.0% 64.6% 14.0%

Effective Imperviousness for 100‐Year Event: 32.7% 25.1% 30.2% 24.4% 15.0% 100.0% 64.6% 14.0%

32.7% 25.1% 30.2% 24.4% 15.0% 100.0% 64.6% 14.0%

LID / EFFECTIVE IMPERVIOUSNESS CREDITS

WQCV Event CREDIT: Reduce Detention By: 0.0% 10.8% 10.8% 15.4% 14.9% 0.0% 0.0% 14.8% N/A N/A N/A N/A N/A N/A

This line only for 10‐Year Event N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

100‐Year Event CREDIT**: Reduce Detention By: 0.0% 12.8% 12.8% 16.2% 19.2% 0.0% 0.0% 18.4% N/A N/A N/A N/A N/A N/A

User Defined CUHP CREDIT: Reduce Detention By: 0.0% 8.7% 9.2% 11.0% 11.5% 0.0% 0.0% 10.7%

Total Site Imperviousness: 28.5% Notes:

Total Site Effective Imperviousness for WQCV Event: 24.5% * Use Green‐Ampt average infiltration rate values from Table 3‐3.

Total Site Effective Imperviousness for 5‐Year Event: 25.3% ** Flood control detention volume credits based on empirical equations from Storage Chapter of USDCM.Total Site Effective Imperviousness for 100‐Year Event: 25.4% *** Method assumes that 1‐hour rainfall depth is equivalent to 1‐hour intensity for calculation purposed

25.4%

Site‐Level Low Impact Development (LID) Design Effective Impervious CalculatorLID Credit by Impervious Reduction Factor (IRF) Method

Classic Consulting

April 15, 2020

Flying Horse No. 23 Turin Fil. 3 & 4

PALERMO FIL 3 EDB

dlg

RPA Treatment Type: Conveyance (C),

Volume (V), or Permeable Pavement (PP)

UD‐BMP (Version 3.06, November 2016)

Total Site Effective Imperviousness for Optional User Defined Storm CUHP:

Effective Imperviousness for Optional User Defined Storm CUHP:

UD-BMP_v3.06.xlsm, IRF 4/17/2020, 11:04 AM

DRAINAGE MAP

FH 23OS-1

FH PALERMOFIL. 3, 4, 5

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FLYING HORSE NO. 4 PALERMO FILING NO. 2

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EX HAWK STONE DR

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EX. SILVER CREEK DRIVE 60' PUBLIC ROW

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BLACK SQUIRREL CREEK

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EX TYPE 1 C&G

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EX. PUBLIC 30" RCP STORM SEWER Q100 = 29cfs

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FLYING HORSE NO. 3 CORTONA FILING NO. 1

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EXISTING PREBLE'S MEADOW JUMPING MOUSE (PMJM) CRITICAL HABITAT LINE IS SHOWN FOR REFERENCE. A CURRENT APPLICATION FOR PROPOSED PMJM CRITICAL HABITAT LINE IS IN PROCESS WITH THE UNITED STATES FISH AND WILDLIFE SERVICE.

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EX TYPE 1 C&G

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FUTURE FLYING HORSE NO. 23. RESIDENTIAL

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EXISTING CDOT PROPERTY

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FUTURE POWERS BLVD SH 21

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100 YEAR FLOODPLAIN

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100 YEAR FLOODPLAIN

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100 YEAR FLOODPLAIN

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MONUMENT BRANCH BASIN

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MIDDLE CREEK BASIN

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(719)785-0799 (Fax)

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Colorado Springs, Colorado 80903

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619 N. Cascade Avenue, Suite 200

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(719)785-0790

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EXISTING CONDITIONS

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6978

AutoCAD SHX Text

6976

AutoCAD SHX Text

6974

AutoCAD SHX Text

6972

AutoCAD SHX Text

6976

AutoCAD SHX Text

6978

AutoCAD SHX Text

6980

AutoCAD SHX Text

6982

AutoCAD SHX Text

6984

AutoCAD SHX Text

6986

AutoCAD SHX Text

6974

AutoCAD SHX Text

6990

AutoCAD SHX Text

6980

AutoCAD SHX Text

6970

AutoCAD SHX Text

6960

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6970

AutoCAD SHX Text

6960

AutoCAD SHX Text

6980

AutoCAD SHX Text

6970

AutoCAD SHX Text

6960

AutoCAD SHX Text

6980

AutoCAD SHX Text

D

AutoCAD SHX Text

Y

AutoCAD SHX Text

H

AutoCAD SHX Text

LOT 1

AutoCAD SHX Text

LOT 2

AutoCAD SHX Text

LOT 3

AutoCAD SHX Text

LOT 5

AutoCAD SHX Text

LOT 6

AutoCAD SHX Text

LOT 7

AutoCAD SHX Text

LOT 8

AutoCAD SHX Text

LOT 9

AutoCAD SHX Text

LOT 10

AutoCAD SHX Text

LOT 11

AutoCAD SHX Text

LOT 12

AutoCAD SHX Text

LOT 13

AutoCAD SHX Text

LOT 14

AutoCAD SHX Text

LOT 15

AutoCAD SHX Text

LOT 16

AutoCAD SHX Text

LOT 17

AutoCAD SHX Text

LOT 18

AutoCAD SHX Text

LOT 19

AutoCAD SHX Text

LOT 20

AutoCAD SHX Text

LOT 21

AutoCAD SHX Text

LOT 22

AutoCAD SHX Text

LOT 23

AutoCAD SHX Text

LOT 24

AutoCAD SHX Text

LOT 25

AutoCAD SHX Text

LOT 26

AutoCAD SHX Text

LOT 27

AutoCAD SHX Text

LOT 28

AutoCAD SHX Text

LOT 29

AutoCAD SHX Text

LOT 30

AutoCAD SHX Text

LOT 31

AutoCAD SHX Text

LOT 32

AutoCAD SHX Text

LOT 33

AutoCAD SHX Text

LOT 34

AutoCAD SHX Text

LOT 35

AutoCAD SHX Text

LOT 36

AutoCAD SHX Text

LOT 37

AutoCAD SHX Text

LOT 38

AutoCAD SHX Text

LOT 39

AutoCAD SHX Text

LOT 40

AutoCAD SHX Text

LOT 41

AutoCAD SHX Text

LOT 42

AutoCAD SHX Text

LOT 43

AutoCAD SHX Text

LOT 1

AutoCAD SHX Text

LOT 2

AutoCAD SHX Text

LOT 3

AutoCAD SHX Text

LOT 4

AutoCAD SHX Text

LOT 5

AutoCAD SHX Text

LOT 6

AutoCAD SHX Text

LOT 7

AutoCAD SHX Text

LOT 8

AutoCAD SHX Text

LOT 9

AutoCAD SHX Text

LOT 10

AutoCAD SHX Text

LOT 11

AutoCAD SHX Text

LOT 12

AutoCAD SHX Text

LOT 13

AutoCAD SHX Text

LOT 14

AutoCAD SHX Text

LOT 15

AutoCAD SHX Text

LOT 16

AutoCAD SHX Text

LOT 17

AutoCAD SHX Text

LOT 18

AutoCAD SHX Text

LOT 19

AutoCAD SHX Text

LOT 20

AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

SANGRIA COURT 50' PUBLIC ROW

AutoCAD SHX Text

BOSA COURT 50' PUBLIC ROW

AutoCAD SHX Text

CAVIT COURT 50' PUBLIC ROW

AutoCAD SHX Text

ANTICA COURT 50' PUBLIC ROW

AutoCAD SHX Text

VENETO WAY 67' PUBLIC ROW

AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

FLYING HORSE NO. 25 TURIN FILING NO. 2

AutoCAD SHX Text

EX. DELICATO CT.

AutoCAD SHX Text

EX. 6' INLET

AutoCAD SHX Text

EX. 4' INLET

AutoCAD SHX Text

EX. 12" PVC WATER MAIN

AutoCAD SHX Text

TRACT A

AutoCAD SHX Text

TRACT A

AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

FUTURE POWERS BLVD / SH 21

AutoCAD SHX Text

TRACT A

AutoCAD SHX Text

LP

AutoCAD SHX Text

HP

AutoCAD SHX Text

T

AutoCAD SHX Text

4' SUMP INLET (PUB)

AutoCAD SHX Text

12' SUMP INLET (PUB)

AutoCAD SHX Text

24" RCP STORM SEWER (PUB)

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

EX. FIELDBROOK CT.

AutoCAD SHX Text

TRACT A

AutoCAD SHX Text

TRACT A

AutoCAD SHX Text

TRACT B

AutoCAD SHX Text

EXISTING STATE HIGHWAY 83

AutoCAD SHX Text

LOT 22

AutoCAD SHX Text

LOT 23

AutoCAD SHX Text

LOT 24

AutoCAD SHX Text

LOT 25

AutoCAD SHX Text

LOT 26

AutoCAD SHX Text

LOT 27

AutoCAD SHX Text

LOT 38

AutoCAD SHX Text

LOT 39

AutoCAD SHX Text

TRACT B

AutoCAD SHX Text

6980

AutoCAD SHX Text

7020

AutoCAD SHX Text

7020

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

7000

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

7010

AutoCAD SHX Text

7010

AutoCAD SHX Text

7010

AutoCAD SHX Text

7010

AutoCAD SHX Text

7010

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6990

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6930

AutoCAD SHX Text

6930

AutoCAD SHX Text

C

AutoCAD SHX Text

8.74

AutoCAD SHX Text

A

AutoCAD SHX Text

1.84

AutoCAD SHX Text

M

AutoCAD SHX Text

0.51

AutoCAD SHX Text

B

AutoCAD SHX Text

0.55

AutoCAD SHX Text

N

AutoCAD SHX Text

13.21

AutoCAD SHX Text

E

AutoCAD SHX Text

4.23

AutoCAD SHX Text

F

AutoCAD SHX Text

3.42

AutoCAD SHX Text

H

AutoCAD SHX Text

1.64

AutoCAD SHX Text

G

AutoCAD SHX Text

0.88

AutoCAD SHX Text

D

AutoCAD SHX Text

2.52

AutoCAD SHX Text

1

AutoCAD SHX Text

1

AutoCAD SHX Text

A-1

AutoCAD SHX Text

0.44

AutoCAD SHX Text

OS-3

AutoCAD SHX Text

0.58

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

3

AutoCAD SHX Text

4

AutoCAD SHX Text

3

AutoCAD SHX Text

LOT 4

AutoCAD SHX Text

JOB NO.

AutoCAD SHX Text

SHEET OF

AutoCAD SHX Text

DESIGNED BY

AutoCAD SHX Text

DRAWN BY

AutoCAD SHX Text

CHECKED BY

AutoCAD SHX Text

SCALE

AutoCAD SHX Text

(H) 1"=

AutoCAD SHX Text

(V) 1"=

AutoCAD SHX Text

(719)785-0799 (Fax)

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

(719)785-0790

AutoCAD SHX Text

DATE

AutoCAD SHX Text

1171.52

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

FLYING HORSE NO. 23 TURIN

AutoCAD SHX Text

FILING NO. 3 & 4

AutoCAD SHX Text

DRAINAGE MAP

AutoCAD SHX Text

DLG

AutoCAD SHX Text

DLG

AutoCAD SHX Text

60'

AutoCAD SHX Text

N/A

AutoCAD SHX Text

04/09/20

AutoCAD SHX Text

0

AutoCAD SHX Text

SCALE: 1" =

AutoCAD SHX Text

60'

AutoCAD SHX Text

60'

AutoCAD SHX Text

60'

AutoCAD SHX Text

30'

AutoCAD SHX Text

120'

AutoCAD SHX Text

N

AutoCAD SHX Text

CROSS PAN

AutoCAD SHX Text

EXISTING DIRECTION OF FLOW

AutoCAD SHX Text

PROPOSED DIRECTION OF FLOW

AutoCAD SHX Text

STORM SEWER

AutoCAD SHX Text

PIPE RUN

AutoCAD SHX Text

4

AutoCAD SHX Text

BASIN IDENTIFIER

AutoCAD SHX Text

AREA IN ACRES

AutoCAD SHX Text

DESIGN POINT

AutoCAD SHX Text

BB 10.0

AutoCAD SHX Text

3

AutoCAD SHX Text

PROPOSED FINISHED CONTOUR

AutoCAD SHX Text

EXISTING GROUND CONTOUR

AutoCAD SHX Text

BASIN BOUNDARY

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

%%uDESCRIPTION

AutoCAD SHX Text

%%ULEGEND

AutoCAD SHX Text

%%uSYMBOL

AutoCAD SHX Text

6974

AutoCAD SHX Text

6972

AutoCAD SHX Text

6970

AutoCAD SHX Text

6968

AutoCAD SHX Text

6966

AutoCAD SHX Text

6966

AutoCAD SHX Text

6970

AutoCAD SHX Text

6972

AutoCAD SHX Text

6974

AutoCAD SHX Text

6966

AutoCAD SHX Text

6964

AutoCAD SHX Text

6962

AutoCAD SHX Text

6960

AutoCAD SHX Text

6958

AutoCAD SHX Text

6956

AutoCAD SHX Text

6954

AutoCAD SHX Text

6952

AutoCAD SHX Text

6950

AutoCAD SHX Text

6948

AutoCAD SHX Text

6966

AutoCAD SHX Text

6948

AutoCAD SHX Text

6950

AutoCAD SHX Text

6952

AutoCAD SHX Text

6954

AutoCAD SHX Text

6956

AutoCAD SHX Text

6946

AutoCAD SHX Text

6944

AutoCAD SHX Text

6942

AutoCAD SHX Text

6940

AutoCAD SHX Text

6938

AutoCAD SHX Text

6936

AutoCAD SHX Text

6934

AutoCAD SHX Text

6932

AutoCAD SHX Text

6930

AutoCAD SHX Text

6928

AutoCAD SHX Text

6970

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6950

AutoCAD SHX Text

6960

AutoCAD SHX Text

6970

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6970

AutoCAD SHX Text

6950

AutoCAD SHX Text

6960

AutoCAD SHX Text

6940

AutoCAD SHX Text

6930

AutoCAD SHX Text

6930

AutoCAD SHX Text

6920

AutoCAD SHX Text

280

AutoCAD SHX Text

LOT 19

AutoCAD SHX Text

LOT 20

AutoCAD SHX Text


AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

LOT 21

AutoCAD SHX Text

LOT 22

AutoCAD SHX Text

LOT 23

AutoCAD SHX Text

LOT 24

AutoCAD SHX Text

LOT 25

AutoCAD SHX Text

LOT 26

AutoCAD SHX Text

LOT 27

AutoCAD SHX Text

LOT 28

AutoCAD SHX Text

LOT 29

AutoCAD SHX Text

LOT 30

AutoCAD SHX Text

LOT 31

AutoCAD SHX Text

LOT 32

AutoCAD SHX Text

LOT 33

AutoCAD SHX Text

LOT 34

AutoCAD SHX Text

LOT 35

AutoCAD SHX Text

LOT 36

AutoCAD SHX Text

LOT 37

AutoCAD SHX Text

LOT 38

AutoCAD SHX Text

LOT 39

AutoCAD SHX Text

LOT 40

AutoCAD SHX Text

LOT 41

AutoCAD SHX Text

LOT 42

AutoCAD SHX Text

LOT 43

AutoCAD SHX Text

LOT 44

AutoCAD SHX Text

LOT 45

AutoCAD SHX Text

LOT 46

AutoCAD SHX Text

LOT 47

AutoCAD SHX Text

LOT 48

AutoCAD SHX Text

LOT 49

AutoCAD SHX Text

LOT 50

AutoCAD SHX Text

LOT 51

AutoCAD SHX Text

LOT 52

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

TYPE 5 C&G

AutoCAD SHX Text

PARMA COURT 50' PUBLIC ROW

AutoCAD SHX Text

RIDGELINE DRIVE 50' PUBLIC ROW

AutoCAD SHX Text

MIONETO COURT 50' PUBLIC ROW

AutoCAD SHX Text


AutoCAD SHX Text

TRACT A

AutoCAD SHX Text

TRACT C

AutoCAD SHX Text

PROP. PARK

AutoCAD SHX Text

TRACT

AutoCAD SHX Text

TRACT B

AutoCAD SHX Text

UNPLATTED CDOT

AutoCAD SHX Text

RIDGELINE DRIVE 57' PUBLIC ROW

AutoCAD SHX Text

LP

AutoCAD SHX Text


AutoCAD SHX Text

4' SUMP INLET (PUB)

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TYPE 1 C&G

AutoCAD SHX Text

LP

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

FLYING HORSE CORTONA FILING NO. 1

AutoCAD SHX Text

FLYING HORSE PALERMO FILING NO. 3

AutoCAD SHX Text


AutoCAD SHX Text

TRACT B

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

18' MAX HEIGHT RETAINING WALL

AutoCAD SHX Text

18' MAX HEIGHT RETAINING WALL

AutoCAD SHX Text

10' MAX HEIGHT RETAINING WALLS

AutoCAD SHX Text

6980

AutoCAD SHX Text

6980

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6960

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6940

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6970

AutoCAD SHX Text

6860

AutoCAD SHX Text

6860

AutoCAD SHX Text

6860

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6920

AutoCAD SHX Text

6880

AutoCAD SHX Text

6880

AutoCAD SHX Text

6880

AutoCAD SHX Text

6880

AutoCAD SHX Text

6880

AutoCAD SHX Text

6900

AutoCAD SHX Text

6900

AutoCAD SHX Text

6900

AutoCAD SHX Text

6900

AutoCAD SHX Text

6900

AutoCAD SHX Text

6900

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6950

AutoCAD SHX Text

6930

AutoCAD SHX Text

6930

AutoCAD SHX Text

6930

AutoCAD SHX Text

6930

AutoCAD SHX Text

6930

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

6890

AutoCAD SHX Text

6890

AutoCAD SHX Text

6890

AutoCAD SHX Text

6890

AutoCAD SHX Text

6890

AutoCAD SHX Text

6890

AutoCAD SHX Text

6870

AutoCAD SHX Text

6870

AutoCAD SHX Text

6870

AutoCAD SHX Text

6870

AutoCAD SHX Text

6870

AutoCAD SHX Text

6850

AutoCAD SHX Text

6850

AutoCAD SHX Text

F

AutoCAD SHX Text

3.42

AutoCAD SHX Text

I

AutoCAD SHX Text

9.11

AutoCAD SHX Text

O

AutoCAD SHX Text

8.04

AutoCAD SHX Text

J

AutoCAD SHX Text

0.28

AutoCAD SHX Text

OS-1

AutoCAD SHX Text

0.18

AutoCAD SHX Text

K

AutoCAD SHX Text

0.23

AutoCAD SHX Text

L

AutoCAD SHX Text

2.96

AutoCAD SHX Text

G

AutoCAD SHX Text

0.88

AutoCAD SHX Text

OS-2

AutoCAD SHX Text

7.64

AutoCAD SHX Text

5

AutoCAD SHX Text

6

AutoCAD SHX Text

4

AutoCAD SHX Text

5

AutoCAD SHX Text

6

AutoCAD SHX Text

7

AutoCAD SHX Text

7

AutoCAD SHX Text

8

AutoCAD SHX Text

N

AutoCAD SHX Text

13.21

AutoCAD SHX Text

CONNECT TO 42" RCP PUBLIC STORM SEWER STUB FROM FLYING HORSE NO. 3A & 10 PALERMO FILING NO. 3, 4 AND 5

AutoCAD SHX Text

25' PUBLIC STORM SEWER EASEMENT

AutoCAD SHX Text

EXISTING STATE HIGHWAY 83

AutoCAD SHX Text

JOB NO.

AutoCAD SHX Text

SHEET OF

AutoCAD SHX Text

DESIGNED BY

AutoCAD SHX Text

DRAWN BY

AutoCAD SHX Text

CHECKED BY

AutoCAD SHX Text

SCALE

AutoCAD SHX Text

(H) 1"=

AutoCAD SHX Text

(V) 1"=

AutoCAD SHX Text

(719)785-0799 (Fax)

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

(719)785-0790

AutoCAD SHX Text

DATE

AutoCAD SHX Text

1171.52

AutoCAD SHX Text

1

AutoCAD SHX Text

2

AutoCAD SHX Text

FLYING HORSE NO. 23 TURIN

AutoCAD SHX Text

FILING NO. 3 & 4

AutoCAD SHX Text

DRAINAGE MAP

AutoCAD SHX Text

DLG

AutoCAD SHX Text

DLG

AutoCAD SHX Text

60'

AutoCAD SHX Text

N/A

AutoCAD SHX Text

04/09/20

AutoCAD SHX Text

0

AutoCAD SHX Text

SCALE: 1" =

AutoCAD SHX Text

60'

AutoCAD SHX Text

60'

AutoCAD SHX Text

60'

AutoCAD SHX Text

30'

AutoCAD SHX Text

120'

AutoCAD SHX Text

N

AutoCAD SHX Text

CROSS PAN

AutoCAD SHX Text

EXISTING DIRECTION OF FLOW

AutoCAD SHX Text

PROPOSED DIRECTION OF FLOW

AutoCAD SHX Text

STORM SEWER

AutoCAD SHX Text

PIPE RUN

AutoCAD SHX Text

4

AutoCAD SHX Text

BASIN IDENTIFIER

AutoCAD SHX Text

AREA IN ACRES

AutoCAD SHX Text

DESIGN POINT

AutoCAD SHX Text

BB 10.0

AutoCAD SHX Text

3

AutoCAD SHX Text

PROPOSED FINISHED CONTOUR

AutoCAD SHX Text

EXISTING GROUND CONTOUR

AutoCAD SHX Text

BASIN BOUNDARY

AutoCAD SHX Text

6910

AutoCAD SHX Text

6910

AutoCAD SHX Text

%%uDESCRIPTION

AutoCAD SHX Text

%%ULEGEND

AutoCAD SHX Text

%%uSYMBOL

Documents

FINAL DRAINAGE REPORT FOR FLYING HORSE NO. 23 TURIN …€¦ · This document is the Final Drainage Report for Flying Horse No. 23 Turin Filing No. 3 & 4. The purpose of this report