HomeMy WebLinkAboutLOT 1, HARMONY COMMONS - PDP - PDP170023 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPDP DRAINAGE REPORT
Harmony Commons Second Filing
Lot 1
Prepared for:
Brinkman Development
3528 Precision Drive, Suite 100
Fort Collins, CO 80528
(970) 667-0954
Prepared by:
Interwest Consulting Group
1218 West Ash, Suite A
Windsor, Colorado 80550
(970) 674-3300
June 28, 2017
Job Number 1254-045-03
June 28, 2017
Mr. Wes Lamarque
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: PDP Drainage Report for Harmony Commons Second Filing – Lot 1
Dear Wes,
I am pleased to submit for your review and approval, this PDP Drainage Report for the Harmony
Commons Second Filing – Lot 1 development. A Final Drainage Report for Lot 2 (which
includes calculations for Lot 1) is currently at the City for review. This report is truncated as that
report covers most of the Lot 1 development. I certify that this report for the drainage design was
prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Sincerely, Reviewed By:
Erika Schneider, P.E. Michael Oberlander, P.E., LEED AP
Colorado Professional Colorado Professional
Engineer No. 41777 Engineer No. 34288
TABLE OF CONTENTS
TABLE OF CONTENTS ............................................................................................................ iii
1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1
1.1 Location ........................................................................................................................... 1
1.2 Description of Property ................................................................................................. 1
1.3 Floodplain Submittal Requirements ............................................................................. 1
2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2
2.1 Major Basin Description ................................................................................................ 2
2.2 Sub-basin Description .................................................................................................... 2
3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2
3.1 Regulations ...................................................................................................................... 2
3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2
3.3 Development Criteria Reference and Constraints ...................................................... 4
3.4 Hydrological Criteria ..................................................................................................... 4
3.5 Hydraulic Criteria .......................................................................................................... 5
3.6 Floodplain Regulations Compliance ............................................................................. 5
3.7 Modifications of Criteria ............................................................................................... 5
4. DRAINAGE FACILITY DESIGN ....................................................................................... 5
4.1 General Concept ............................................................................................................. 5
4.2 Specific Details ................................................................................................................ 5
5. CONCLUSIONS .................................................................................................................... 8
5.1 Compliance with Standards .......................................................................................... 8
5.2 Drainage Concept ........................................................................................................... 8
6. REFERENCES ...................................................................................................................... 9
APPENDIX
VICINITY MAP AND DRAINAGE PLAN .............................................................................. A
HYDROLOGIC COMPUTATIONS .......................................................................................... B
HYDRAULIC COMPUTATIONS .............................................................................................. C
WATER QUALITY AND LID INFORMATION .................................................................... D
EXCERPTS FROM REFERENCE REPORTS......................................................................... E
1
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
The Harmony Commons Second Filing – Lot 1 is located in the Northwest Quarter of
Section 4, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City
of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix
A.
The project site is located at the southwest corner of E. Harmony Road and Lady Moon
Drive. Lot 2 of Harmony Commons bounds the property on the east, E. Harmony Road
and Outlot A on the north, Harmony Commons, Lot 7 on the west and Lot 6 of Harmony
Commons on the south.
1.2 Description of Property
The property consists of about 1.62 acres of land and will consist of a new building, new
parking and drive aisles.
The site generally slopes in an easterly direction at approximately 0.5% to 1.0%. The land
is currently vacant.
According to FEMA Panel 08069C0994F there are no mapped FEMA Floodways on this
property.
1.3 Floodplain Submittal Requirements
Because the project is not within any FEMA or City of Fort Collins mapped floodway, a
Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review
Checklist for 100% Submittals” has not been included with this report.
2
2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The proposed development lies within the McClellands Basin and McClellands Creek
Master Drainage Plan. The overall development has been designed with a master plan by
Stantec Consulting, Inc. and titled “Final Drainage and Erosion Control Study Harmony
Technology Park Site Master Plan”, dated May 19, 2008. The area was also designed
with a drainage report by Interwest Consulting Group, Inc. and titled “Final Drainage
Report Harmony Commons Subdivision”, dated March 11, 2016 and approved by the
City on May 16, 2016. The “Final Drainage Report – Harmony Commons Second Filing
Lot 2” is currently under review by the City, this report also studied Lot 1.
2.2 Sub-basin Description
Historically, the site generally drains to the storm system in Lady Moon Drive and Rock
Creek Drive and eventually reaches the Fossil Creek Reservoir Inlet Ditch (FCRID).
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage
Design Criteria Manual” specifications. Where applicable, the criteria established in the
“Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional
Council of Governments, has been used.
3.2 Directly Connected Impervious Area (DCIA) Discussion
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process
for receiving water protection that focuses on reducing runoff volumes, treating the water
quality capture volume (WQCV), stabilizing drainageways and implementing long-term
source controls. The Four Step Process applies to the management of smaller, frequently
occurring events.
3
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement
Low Impact Development (LID) strategies, including Minimizing Directly Connected
Impervious Areas (MDCIA).
Runoff from the parking lot and surrounding sidewalks shall drain directly into porous
pavement systems thereby slowing runoff and also promoting infiltration
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow
Release
Once runoff has been minimized, the remaining runoff shall be treated through the porous
pavement system. The porous pavement system allows for settlement of sediments.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate and volume of runoff during and following development. Because the site
will drain to a master planned regional water quality and detention pond, bank
stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
Proactively controlling pollutants at their source by preventing pollution rather than
removing contaminants once they have entered the stormwater system or receiving waters
is important when protecting storm systems and receiving waters. This can be
accomplished through site specific needs such as construction site runoff control, post-
construction runoff control and pollution prevention / good housekeeping. It will be the
responsibility of the contractor to develop a procedural best management practice for the
site.
4
3.3 Development Criteria Reference and Constraints
The runoff from this site has been routed to conform to the requirements of the City
Stormwater Department and the approved Harmony Technology and Harmony Commons
drainage plans. Because water quality capture volume from this site will be provided for
in the downstream regional detention and water quality pond 301, water quality facilities
are not required for the site. However, City LID requirements are necessary therefore;
additional water quality will be accomplished through the use of the porous pavement
systems that include 24” of storage in the voids below the pavers. The impervious area
for the site has also already been accounted for in Pond 301 and was assumed to have a C
value of 0.80 and an impervious value of 80%. Please refer to supporting documentation
in Appendix E.
Runoff reduction practices (LID techniques) are also required. No less than fifty percent
of any newly added impervious area must be treated using one or a combination of LID
techniques. The project adds 51,393 sf of new impervious area. Using the porous paver
LID technique, 35,957 sf of new impervious area (70%) will be treated which exceeds the
50% requirement.
No less than twenty five percent of any newly added pavement areas must be treated
using a permeable pavement technology. The project adds 32,530 sf of new pavement
area. This project will incorporate 8,952 sf of porous pavers which is 28% of the newly
added pavement which meets the required 25%.
Please refer to Appendix D for LID calculations and information.
3.4 Hydrologic Criteria
Runoff computations were prepared for the 10-year minor and 100-year major storm
frequency utilizing the rational method.
All hydrologic calculations associated with the basins are included in Appendix B of this
report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub-
basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub-
basins and Design Points associated with this site.
5
Water quality capture volume and detention has been provided for in the downstream
regional detention and water quality pond 301.
3.5 Hydraulic Criteria
All hydraulic calculations are presented in Appendix C of this report and are prepared in
accordance with the City of Fort Collins Drainage Criteria. Hydraulic calculations
include inlet capacity spreadsheets and StormCAD calculations.
3.6 Floodplain Regulations Compliance
The project is not within any FEMA or City of Fort Collins mapped floodway; therefore,
Floodplain Regulations Compliance is not required.
3.7 Modifications of Criteria
There are no Modifications of Criteria for this development.
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The majority of the proposed development will be collected and conveyed to the
proposed storm drain system via porous pavement systems before being conveyed under
Timberwood Drive to Pond 301.
4.2 Specific Details
A summary of the drainage patterns within each basin is provided in the following
paragraphs. Please refer to Appendix A for the drainage plan.
6
PROPOSED DEVELOPMENT (LOT 1)
Basin J1 and J2 are 0.92 and 0.65 acres, respectively and contain Lot 1’s parking lot and
building.
Basin J1 is calculated to have a 10-year discharge of 3.2 cfs and a 100-year discharge of
8.8 cfs. Flows from Basin J1 will be captured by the porous paver system where the 100-
year flow will be detained and reduced to 1.1 cfs. An underdrain system will release this
flow into the proposed storm system of Lot 2 that will release into the existing double
5’x2’ box culvert under Timberwood Drive.
Basin J2 is calculated to have a 10-year discharge of 1.7 cfs and a 100-year discharge of
4.5 cfs. Flows from the building roof will be collected in 15 inch roof drains that will
drain to the same proposed storm system that releases into the existing double 5’x2’ box
culvert under Timberwood Drive.
Basin C2 was adjusted from the original area of the Harmony Commons drainage study.
The area is 0.26 acres and is calculated to have a 10-year discharge of 1.0 cfs and a 100-
year discharge of 2.6 cfs. Flow from this basin is captured by the existing 5’ Type R
sump inlet in the drive aisle at design point c2. This inlet directs flow to the existing
storm system that releases to the existing double 5’x2’ box culvert under Timberwood
Drive.
7
5. CONCLUSIONS
5.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Storm Drainage Design Criteria Manual.
5.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provides for stormwater quantity and quality treatment of proposed
impervious areas. Conveyance elements have been designed to pass required flows and
to minimize future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
8
6. REFERENCES
1. Interwest Consulting Group, “Final Drainage Report Harmony Commons
Subdivision”, dated March 11, 2016.
2. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to
the Urban Drainage and Flood Control District Criteria Manual”, adopted
December 2011.
3. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria
Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November
2010.
4. JR Engineering, “Final Drainage and Erosion Control Report Harmony
Technology Park Second Filing”, dated June 20, 2001.
5. Stantec Consulting, Inc., “Final Drainage and Erosion Control Study Harmony
Technology Park Site Master Plan”, dated May 19, 2008.
A
APPENDIX A
VICINITY MAP AND DRAINAGE PLAN
B
APPENDIX B
HYDROLOGIC COMPUTATIONS
SUMMARY
DRAINAGE SUMMARY TABLE
Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot
Sub-basin REMARKS
Point (ac) (min) (min) (cfs) (cfs)
C2 C2 0.26 0.80 1.00 5.3 5.0 1.0 2.6 EX 5' TYPE R SUMP INLET
J1 J1 0.92 0.77 0.97 6.2 5.0 3.2 8.8 POROUS PAVERS
J2 J2 0.65 0.58 0.73 6.6 5.7 1.7 4.5 ROOF STORM SYSTEM
K1 K1 0.42 0.74 0.92 5.6 5.0 1.4 3.9 EX POROUS PAVERS
K2 K2 0.37 0.76 0.95 6.3 5.0 1.3 3.4 EX POROUS PAVERS
K3 K3 0.40 0.67 0.84 11.1 8.6 1.0 2.7 EX ROOF STORM SYSTEM
Page 7
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Lot 1 - Harmony Commons Subdivision
PROJECT NO: 1254-045-02
COMPUTATIONS BY: es
DATE: 6/20/2017
Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I
Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I
Type B Soils Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Gravel or Pavers: 0.50 40
Landscape Areas (Flat, heavy) : 0.20 0
Landscape Areas (Steep, heavy) : 0.35 0
SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF %
DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
C2 0.26 11,301 0 6,991 0 2,016 2,294 0.80 79
I 1.47 64,152 15,656 17,447 10,162 7,427 13,460 0.72 67
J1 0.92 40,086 0 23,578 8,952 3,427 4,129 0.77 76
J2 0.65 28,464 12,871 0 0 1,674 13,920 0.58 46
K1 0.42 18,415 0 11,264 4,813 0 2,338 0.74 72
K2 0.37 16,137 0 7,030 4,649 3,173 1,285 0.76 74
K3 0.40 17,336 8,956 0 0 1,881 6,498 0.67 57
TOTAL J 1.57 68550.73 12871.02 23578.28 8952.00 5100.26 18049.17 0.69 64
Equations
- Calculated C coefficients & % Impervious are area weighted
C = Σ (Ci Ai) / At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
6-20-17 FC FLOW LOT 1 PDP.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: Lot 1 - Harmony Commons Subdivision
PROJECT NO: 1254-045-02
COMPUTATIONS BY: es
DATE: 6/20/2017
2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
c2 C2 0.26 0.80 12 2.0 1.6 375 0.7 0.016 1.7 3.7 5.3 387 12.2 5.3
i I 1.47 0.72 60 2.0 4.4 350 0.5 0.03 0.8 7.7 12.1 410 12.3 12.1
j1 J1 0.92 0.77 20 2.0 2.2 200 0.6 0.03 0.8 4.0 6.2 220 11.2 6.2
j2 J2 0.65 0.58 20 2.0 3.4 160 0.6 0.03 0.8 3.2 6.6 180 11.0 6.6
k1 K1 0.42 0.74 20 2.0 2.4 160 0.6 0.03 0.8 3.2 5.6 180 11.0 5.6
k2 K2 0.37 0.76 20 2.0 2.3 200 0.6 0.03 0.8 4.0 6.3 220 11.2 6.3
k3 K3 0.40 0.67 60 1.0 6.2 170 0.3 0.03 0.6 4.8 11.1 230 11.3 11.1
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
6-20-17 FC FLOW LOT 1 PDP.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: Lot 1 - Harmony Commons Subdivision
PROJECT NO: 1254-045-02
COMPUTATIONS BY: es
DATE: 6/20/2017
100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
c2 C2 0.26 0.80 1.00 12 2.0 0.5 375 0.7 0.016 1.7 3.7 4.2 387 12.2 5.0
i I 1.47 0.72 0.90 60 2.0 2.3 350 0.5 0.03 0.8 7.7 10.0 410 12.3 10.0
j1 J1 0.92 0.77 0.97 20 2.0 0.9 200 0.6 0.03 0.8 4.0 4.9 220 11.2 5.0
j2 J2 0.65 0.58 0.73 20 2.0 2.5 160 0.6 0.03 0.8 3.2 5.7 180 11.0 5.7
k1 K1 0.42 0.74 0.92 20 2.0 1.2 160 0.6 0.03 0.8 3.2 4.4 180 11.0 5.0
k2 K2 0.37 0.76 0.95 20 2.0 1.0 200 0.6 0.03 0.8 4.0 5.0 220 11.2 5.0
k3 K3 0.40 0.67 0.84 60 1.0 3.8 170 0.3 0.03 0.6 4.8 8.6 230 11.3 8.6
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
6-20-17 FC FLOW LOT 1 PDP.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Lot 1 - Harmony Commons Subdivision
PROJECT NO: 1254-045-02
COMPUTATIONS BY: es
DATE: 6/20/2017
2 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
c2 C2 0.26 0.80 5.3 2.76 0.6 0.6
i I 1.47 0.72 12.1 2.06 2.2 2.2
j1 J1 0.92 0.77 6.2 2.63 1.9 1.9
j2 J2 0.65 0.58 6.6 2.58 1.0 1.0
k1 K1 0.42 0.74 5.6 2.71 0.8 0.8
k2 K2 0.37 0.76 6.3 2.62 0.7 0.7
k3 K3 0.40 0.67 11.1 2.14 0.6 0.6
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 24.221 / (10+ tc)0.7968
6-20-17 FC FLOW LOT 1 PDP.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Lot 1 - Harmony Commons Subdivision
PROJECT NO: 1254-045-02
COMPUTATIONS BY: es
DATE: 6/20/2017
10 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
c2 C2 0.26 0.80 5.3 4.71 1.0 1.0
i I 1.47 0.72 12.1 3.52 3.7 3.7
j1 J1 0.92 0.77 6.2 4.50 3.2 3.2
j2 J2 0.65 0.58 6.6 4.40 1.7 1.7
k1 K1 0.42 0.74 5.6 4.63 1.4 1.4
k2 K2 0.37 0.76 6.3 4.48 1.3 1.3
k3 K3 0.40 0.67 11.1 3.65 1.0 1.0
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / (10+ tc)0.7974
6-20-17 FC FLOW LOT 1 PDP.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Lot 1 - Harmony Commons Subdivision
PROJECT NO: 1254-045-02
COMPUTATIONS BY: es
DATE: 6/20/2017
100 yr storm, Cf = 1.25
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot
Design
Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
c2 C2 0.26 1.00 5.0 9.95 2.6 2.6
i I 1.47 0.90 10.0 7.77 10.3 10.3
j1 J1 0.92 0.97 5.0 9.95 8.8 8.8
j2 J2 0.65 0.73 5.7 9.43 4.5 4.5
k1 K1 0.42 0.92 5.0 9.95 3.9 3.9
k2 K2 0.37 0.95 5.0 9.77 3.4 3.4
k3 K3 0.40 0.84 8.6 8.21 2.7 2.7
Q = C iA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 84.682 / (10+ tc)
0.7975
6-20-17 FC FLOW LOT 1 PDP.xls
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C
APPENDIX C
HYDRAULIC CALCULATIONS
SEE LOT 2 – FINAL DRAINAGE REPORT CURRENTLY UNDER REVIEW
D
APPENDIX D
WATER QUALITY
AND
LID INFORMATION
New Impervious Area 51,393 acre/sq. ft.
Required Minimum Impervious Area to be Treated 25,697 acre/sq. ft.
Ratio
Area of Paver Section #1 (BASIN J1) 8,952 acre/sq. ft.
Pavement area for Paver Section #1 23,525 acre/sq. ft. 2.6
Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 26,952 acre/sq. ft. 3.0
Total Impervious Area Treated 35,904 acre/sq. ft.
Actual % On-Site Treated by LID 70 %
New Pavement Area 32,477 acre/sq. ft.
Required Minimum Area of Porous Pavement 8,119 acre/sq. ft.
Area of Paver Section #1 8,952 acre/sq. ft.
Total Porous Pavement Area 8,952 acre/sq. ft.
Actual % of Porous Pavement Provided 28 %
NOTE: City recommended ratio is 3:1 for impervious areas. All pavement areas are less than 3:1. Total areas vary.
50% On-Site Treatment by LID Requirement
25% Porous Pavement Requirement
LID Table
New Impervious Area 51,393 acre/sq. ft.
Required Minimum Impervious Area to be Treated 25,697 acre/sq. ft.
Ratio
Area of Paver Section #1 (BASIN J1) 8,952 acre/sq. ft.
Pavement area for Paver Section #1 23,578 acre/sq. ft. 2.6
Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 27,005 acre/sq. ft. 3.0
Total Impervious Area Treated 35,957 acre/sq. ft.
Actual % On-Site Treated by LID 70 %
New Pavement Area 32,530 acre/sq. ft.
Required Minimum Area of Porous Pavement 8,133 acre/sq. ft.
Area of Paver Section #1 8,952 acre/sq. ft.
Total Porous Pavement Area 8,952 acre/sq. ft.
Actual % of Porous Pavement Provided 28 %
50% On-Site Treatment by LID Requirement
25% Porous Pavement Requirement
LID Table
FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME
Rational Volumetric (FAA) Method
OVERALL 100-Year Event
LOCATION: HCS Lot 1 Basin J1 Paver Area 8952 ft
PROJECT NO: 1254-045-03 Void Depth 2 ft
COMPUTATIONS BY: es 30% Void 5371 cf
DATE: 6/20/2017
Equations: Area trib. to pavers = 40086 sf
Developed flow = QD = CIA C (100) = 0.92
Vol. In = Vi = T C I A = T QD Developed C A = 36879 sf
Vol. Out = Vo =K QPO T Release rate, QPO = 1.1 cfs
storage = S = Vi - Vo K = 0.9
Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall
Storm Rainfall QD Vol. In Vol. Out Storage
Duration, T Intensity, I (cfs) Vi Vo S
(min) (in/hr) (ft3) (ft3) (ft3)
5 9.95 8.4 2527 297 2230
6 9.31 7.9 2838 356 2481
7 8.80 7.5 3129 416 2713
8 8.38 7.1 3405 475 2930
9 8.03 6.8 3671 535 3137
10 7.72 6.5 3922 594 3328
11 7.42 6.3 4146 653 3493
12 7.16 6.1 4365 713 3652
13 6.92 5.9 4570 772 3798
14 6.71 5.7 4772 832 3940
15 6.52 5.5 4968 891 4077
16 6.30 5.3 5120 950 4170
17 6.10 5.2 5268 1010 4258
18 5.92 5.0 5413 1069 4344
19 5.75 4.9 5550 1129 4421
20 5.60 4.7 5689 1188 4501
21 5.46 4.6 5824 1247 4577
22 5.32 4.5 5945 1307 4639
23 5.20 4.4 6075 1366 4709
24 5.09 4.3 6205 1426 4780
25 4.98 4.2 6324 1485 4839
26 4.87 4.1 6432 1544 4888
27 4.78 4.0 6556 1604 4952
28 4.69 4.0 6671 1663 5008
29 4.60 3.9 6776 1723 5054
30 4.52 3.8 6888 1782 5106
31 4.42 3.7 6960 1841 5119
32 4.33 3.7 7039 1901 5138
33 4.24 3.6 7108 1960 5147
34 4.16 3.5 7185 2020 5165
35 4.08 3.5 7254 2079 5175
36 4.01 3.4 7333 2138 5195
37 3.93 3.3 7386 2198 5189
38 3.87 3.3 7470 2257 5213
39 3.80 3.2 7528 2317 5212
40 3.74 3.2 7599 2376 5223
41 3.68 3.1 7664 2435 5229
42 3.62 3.1 7723 2495 5228
43 3.56 3.0 7776 2554 5222
44 3.51 3.0 7845 2614 5232
45 3.46 2.9 7909 2673 5236
46 3.41 2.9 7968 2732 5236
47 3.36 2.8 8022 2792 5230
48 3.31 2.8 8071 2851 5220
E
APPENDIX E
EXCERPTS FROM REFERENCE REPORTS
SEE LOT 2 – FINAL DRAINAGE REPORT CURRENTLY UNDER REVIEW
49 3.27 2.8 8139 2911 5229
50 3.23 2.7 8204 2970 5234
51 3.18 2.7 8238 3029 5209
52 3.14 2.7 8294 3089 5205
53 3.10 2.6 8346 3148 5198
54 3.07 2.6 8421 3208 5214
55 3.03 2.6 8465 3267 5198
56 2.99 2.5 8506 3326 5179
57 2.96 2.5 8571 3386 5185
58 2.96 2.5 8721 3445 5276
59 2.89 2.4 8662 3505 5157
60 2.86 2.4 8717 3564 5153
Storage Volume for Design Flow: 5276 ft3
6-28-17 FAA POND PAVER FLOW REDUCTION 2FT DEEP.xls,HTP J1
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❹ ❹ ❹ ❹ ❹ ⑨ ⑤ ❷ ⑩ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❶ ⑧ ⑧ ⑩ ⑦ ⑩ ⑥ ⑩ ❹ ⑤ ❸ ❸ ❸ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❶ ❶ ❶ ⑧ ❶ ❷ ❷ ⑤ ❷ ❷ ⑦ ⑦ ⑦ ⑩ ⑤ ❶ ⑦ ⑦ ❸ ❹ ❹ ⑥ ⑥
❹ ⑥ ⑥ ⑥ ❶ ❺ ❹ ⑥ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ⑤ ⑤ ⑤ ❹ ❷ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ❷ ❷ ⑥ ⑨ ⑩ ❹ ⑤ ⑤ ⑤ ⑤ ⑦ ⑦ ⑦ ⑩ ⑨ ❸ ⑦ ❷ ⑤ ❷ ⑥