HomeMy WebLinkAboutLOFTS AT TIMBERLINE - FDP200007 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPage 1 of 6
2133 S. Timberline Road, Unit 110
Fort Collins, CO 80525
ditescoservices.com
Drainage Memorandum
Date: February 3, 2020
Project: Lofts at Timberline
Timberline Center, Lot 4, 6 and 7
Attn: Stormwater Staff, City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
To Whom It May Concern:
The purpose of this report is to summarize the proposed drainage design as an addendum to the original
Final Drainage and Erosion Control Report for the Timberline Center Subdivision as prepared by North
Star Design; February 2006 - (North Star Report) and describe project conformance to LID standards.
The new development is located in sub-basins 9, 10 and 17 of the original North Star Report. Basin
flows are largely being maintained according to the original planned development. A summary table of
basin sizes for the proposed project compared to the original development is provided below in Table 1.
For the purposes of comparison, the original design references are labeled North Star Report or Overall
Development Plan (ODP). The proposed project is labeled Proposed Project or Lofts. In an effort to
simplify the basin comparisons, only the areas contained within Lots 4, 6 and 7 have been directly
compared (see Figures 1 and 2 below). The original sub-basin sizes, in most cases are larger and
traverse across multiple lots and roadways within the development. Appendix E contains exhibits that
show a mapped comparison between the original and new basins.
Table 1
Overall Development Plan Proposed Project (Lofts)
Design
Point
Basin
Area
(acres)
Q 10
(cfs)
Q 100
(cfs)
Design
Point
Area
(acres)
Q 10
(cfs)
Q 100
(cfs)
9 1.43 4.8 12.6 9A, 9B 1.88 6.74 17.32
10 0.75 3.0 7.4 10B 0.42 1.76 4.18
17 1.80 6.4 17.9 17 1.67 6.7 16.63
Totals 3.98 3.97
Page 2 of 6
Figure 1 – Overall Development Plan Sub-Basin Comparison (on Lots 4, 6, 7)
Figure 2 – Proposed Project Basin Delineation (on Lots 4, 6, 7)
Page 3 of 6
Design Narrative
Sub-Basin 9. Sub-basin 9 is predominately the area along the west and southwest side of the site
comprising portions of Lots 6 and 7. Flows from this basin are routed into the inlet on the southwest
corner of existing Lot 7 (original inlet B-4) in Joseph Allen Drive. The proposed site grading plan routes
runoff through two new type 13 valley grate inlets south of the proposed building. These inlets route
flow into the rear side of original inlet B-4 and on to the original pipeline B2. All flows are then routed to
pipe in Joseph Allen Drive and north to Detention Pond A.
To directly compare site contributory flows to that of the original North Star Report, this study shows
the runoff areas in each sub-basin. See Table 1, Figures 1 and 2 and Appendix E contained in this
report. Certain areas of sub-basin 9, are now included in basins 10 and 17 as shown in Figures 1 and 2
and Appendix E. Flows contributory to this new sub-basin 9 area have increased by 1.94 cfs for a 10-
year storm and 4.72 cfs for a 100-year storm. However, while there is a slight increase in flows in sub-
basin 9. Flows for sub-basin 10 have decreased by 1.24 cfs in a 10-year event and 3.22 cfs in a 100-year
event (see Table 1). Both sub-basin 9 and 10 contribute flows to pipelines in Joseph Allen Drive and on
to Detention Pond A. There is sufficient pipe capacity in Joseph Allen Drive to route all flows subsurface.
Additionally, there is currently over 18-inches of freeboard in Detention Pond A where these flows will
ultimately be routed.
Sub-Basin 10. Sub-basin 10 is a central sub-basin to the site near the northwest portion comprising
most of Lot 6 and a portion of Lot 7 (see Figures 1 and 2 above). Flows from this sub-basin are routed to
design point 10B which is a planned double type 13 valley grate inlet. From this inlet, flows are then
routed to a pipeline in Joseph Allen Drive and on to Detention Pond A.
To directly compare site contributory flows to that of the original North Star Report, this study shows
the runoff areas in each basin. See Table 1, Figures 1 and 2 and Appendix E contained in this report.
For sub-basin 10, the original basin boundaries were all contained within the property, as is the case for
the proposed project. For the proposed project, sub-basin 10 is decreased in size by 0.33 acres. Flows
contributory to this new sub-basin 10 area have decreased by 1.24 cfs for a 10-year storm and 3.22 cfs
for a 100-year storm (see Table 1).
Sub-Basin 17. Sub-Basin 17 is the predominant basin on the site. It contains the majority of Lot 4 and
small portions of Lot 7. Flows from this sub-basin are all routed east to design point 17 which is the
existing Type R inlet (original inlet C-3) in the north-south access road. From this inlet, flows are then
routed northeast to Detention Pond C.
To directly compare site contributory flows to that of the original North Star Report, this study shows
the runoff areas in each basin. See Table 1, Figures 1 and 2 and Appendix E contained in this report.
For sub-basin 17, the original basin boundaries were all contained within the property, as is the case for
the proposed project. For the proposed project, sub-basin 17 is decreased in size by 0.88 acres. Flows
contributory to this new sub-basin 17 area have increased slightly by 0.30 cfs for a 10-year storm
(slightly higher runoff coefficient for the proposed condition) and have decreased by 1.27 cfs for a 100-
year storm (see Table 1).
Page 4 of 6
Calculations for runoff, pipe and inlet sizing are included in Appendix A.
Site Imperviousness and LIDs:
The lots under consideration are lots 4, 6 and 7 of the 3rd Filing of the Timberline Center Subdivision. As
proposed, the new design will modify the original overall development plan and construct a single flex
use building vs. the multiple building complex envisioned in the ODP. The original lot configuration for
the filing served three separate buildings and associated parking.
The new site design includes a 26,000 SF building, parking, outdoor spaces and LID improvements which
encompass 8,580 square feet of permeable pavers and a raingarden. Table 2, below show a
comparative overview of the impervious and pervious areas from the new design and the original ODP.
With the addition of pervious pavers, the impervious area has decreased by 9%. The overall area of
landscaping between the original ODP and the updated design is very similar. With only a 535 square
foot reduction in landscaping areas for a 2-acre site, this makes up only 0.6% of the site and is within a
reasonable margin of error. Drawings that were utilized to calculate the areas for the proposed project
design and the original ODP are included as Appendix B.
Table 2: Impervious/Pervious Area Summary
Timberline Lots 4,6,7 (proposed Lofts project)
Timberline Center ODP
Impervious Area Summary
Impervious Area Summary
Area Description Color Area-SF
Area Description Color Area-SF
Asphalt Grey 27,970
Asphalt Grey
42,050
Sidewalks Peach 7,770
Sidewalks Peach
11,235
Curb/Gutter Orange 2,300
Curb/Gutter
Included in Asphalt
and Sidewalk
-
Building Footprint Yellow 26,430
Building Footprint Yellow
18,365
Total Area 64,430
Total Area
71,650
Pervious Area Summary
Pervious Area Summary
Area Description Color Area-SF
Area Description Color Area-SF
Landscaping Beds Green 15,235
Areas Between
Front Walks Green
15,975
Porous Pavers Blue 8,580
Total Area 23,815
Total Area
15,975
Impervious Percentage 73.0%
Impervious Percentage 81.8%
As the proposed project provides less impervious area when compared to the original design, the
proposed project is in compliance with the original approved North Star Report.
Page 5 of 6
Drainage Basin Compliance:
Basins 9, 10, and 17 as outlined in the North Star Report have been modified slightly to account for the
location and differing sub-basin routing conditions. It has been determined that these modifications will
have negligible impact on the runoff that is routed to each of the design points (see analysis above and
associated Appendices).
Low Impact Development Compliance:
Low Impact Development (LID) requirements according to Section 3.1 of the Urban Drainage and Flood
Control District Manual (Fort Collins 2012 Amendments) (UDFCD) include:
Section 3.1(a)(1) water quality treatment for 50% of new impervious area
Section 3.1(a)(2) 25% of new paved areas must be pervious.
Or, per City of Fort Collins Ordinance No. 007, 2016; 75% of a newly developed area may be
treated using a combination of LID techniques to achieve compliance.
The proposed project includes 57,080 sf (1.31 acres) of new impervious area. The project will treat
37.7% of this area (21,497 sf) using permeable pavers and run-on to the pavers. The proposed project
provides 27.3% of new impervious area as permeable pavers (8,396 sf) located in parking areas
throughout the site. The project will treat 46% of the total new impervious area using a combination of
LID treatments (both permeable pavers and a single rain garden). A summary LID Compliance Table is
provided in Appendix D.
Roof Drains
The proposed project routes roof drain flows to subsurface piping throughout the site to minimize icing
and increase safety. Roof drains along the east building roof line will be routed through the single rain
garden provided as part of the project.
Erosion Control
A site-specific Erosion Control Report has been developed for the proposed project and is included in
Appendix C.
Summary
In summary, the proposed project largely follows the original Overall Development Plan (ODP) concepts
for stormwater runoff, collection and routing to detention facilities. Flows are slightly greater to less
than what was originally designed. All infrastructure (on and off site) will accommodate the proposed
design. While the 2005 ODP properly designed stormwater flow collection and routing, it did not
contemplate Low Impact Development Standards (LID). The proposed project incorporates permeable
pavers as the primary component of stormwater LID treatment. It also includes a single rain garden.
The LID treatment standard is very closely met with 23% of the site as permeable pavers and 46% of
runoff treated. All other drainage criteria both City of Fort Collins and Urban Drainage and Flood Control
District Manual (Fort Collins 2012 Amendments) are met.
Page 6 of 6
If you have any questions regarding this submittal, please do not hesitate to contact me by email at
keith.meyer@ditescoservices.com or by phone at (970) 988-8605. Thank you for your attention and
assistance in this matter.
Sincerely,
Jenna Beairsto, EI Keith Meyer, PE
Enc. Appendix A – Runoff, Pipe Sizing and Inlet Design Calculations
Appendix B – 3rd Filing Lot 1 Drawing of Impervious Areas; 2006 Drawing of Impervious Areas
Appendix C – Erosion Control Report
Appendix D – 3rd Filing Lot 1 LID Treatment Areas and Calculations
Appendix E – Overall Drainage Basin Comparison
Appendix A
Runoff, Pipe & Inlet Sizing
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION: Timberline Center - Revised for Lofts at Timberline, Lots 4, 6 and 7
COMPUTATIONS BY: JLB
DATE: 1/7/2020
Runoff
Coefficient C
% Impervious
Streets, parking lots (asphalt) 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Lawns (flat <2%, heavy soil): 0.2 0
Basin Designation
Total Area
(SF)
Total Area
(AC.)
Pavement/
Roof/ Sidewalk
(SF)
Lawn/
Mulched
(SF)
Runoff
Coefficient
(C)
% Impervious
Basin 9A 11,145 0.26 10,865 280 0.93 97.5%
Basin 9B 7,820 0.18 7,130 690 0.88 91.2%
Basin 10B 16,170 0.37 15,925 245 0.94 98.5%
Basin 17 34,265 0.79 33,985 280 0.94 99.2%
Basin Designation
Total Area
(SF)
Total Area
(AC.)
Pavement/
Roof/ Sidewalk
(SF)
Lawn/
Mulched
(SF)
Runoff
Coefficient
(C)
% Impervious
9 18,965 0.44 17995 970 0.91 94.9%
10 16,170 0.37 15925 245 0.94 98.5%
17 34,265 0.79 33985 280 0.94 99.2%
RUNOFF COEFFICIENT & % IMPERVIOUS
Recommend Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommend %
Imperivous from Urban Storm Drainage Criteria Manual
Lofts at Timberline
Time of Concentration Calculated By: JB
Design Storm: 10 year tc tc = t
i+t
t
Date: 1/7/2020
Site Calculations: Comp tc
Final tc Remarks
Basin Sub-basin Area Total Contrib. Area Ci
*A
Frequency
Adjustment
C2
Cf Length Slope ti Length Slope
Roughness
Coefficient
Hydraulic
Radius
Velocity tt tc
Comp tc Minimum
No. (Ac) Area (Ac) Area (Ac) (ft) (%) (min) (ft) ft/ft A/P = D/4 (ft) ft/sec (min) (min) (min) (min)
Basin 9 A 0.256 0.683 0.256 0.93 1.00 0.93 40 4.00% 1.26 182 0.023 0.015 0.25 5.98 0.51 1.77 11.23 1.77 5.0
Basin 9 B 0.180 0.683 0.18 0.88 1.00 0.88 100 1.40% 3.62 0 NA NA NA 0.00 0.00 3.62 10.56 3.62 5.0
Basin 10 B 0.371 0.421 0.37 0.94 1.00 0.94 90 4.00% 1.81 140 0.032 0.015 0.167 5.38 0.43 2.25 11.28 2.25 5.0
Basin 17 0.787 0.922 0.79 0.94 1.00 0.94 164.00 1.00% 3.74 113 0.025 0.015 0.21 5.52 0.34 4.08 11.54 4.08 5.0
Design Storm: 100 year
Date: 1/7/2020 Cf
=1.25, C100
not to exceed 1.00
Site Calculations:
Final tc Remarks
Basin Sub-basin Area Total Contrib. Area Ci*A
Frequency
Adjustment
C2Cf Length Slope t
i Length Slope
Roughness
Coefficient
Hydraulic
Radius
Velocity tt
tc Comp tc
Minimum
No. (Ac) Area (Ac) Area (Ac) (ft) (%) (min) (ft) (%) (fps) (min) (min) (min) (min)
Basin 9 A 0.256 0.683 0.256 0.93 1.25 1.00 40 4.00% 0.75 182 0.023 0.015 0.25 5.98 0.51 1.26 11.23 1.26 5.00
Basin 9 B 0.180 0.683 0.180 0.88 1.25 1.00 100 1.40% 1.67 0 NA NA NA 0.00 0.00 1.67 10.56 1.67 5.00
Basin 10 B 0.371 0.421 0.371 0.94 1.25 1.00 90 4.00% 1.12 140 0.032 0.015 0.167 5.38 0.43 1.56 11.28 1.56 5.00
Basin 17 0.787 0.922 0.787 0.94 1.25 1.00 164.00 1.00% 2.39 113 0.025 0.015 0.21 5.52 0.34 2.74 11.54 2.74 5.00
Basin Data Initial/Overland Time (ti) Travel Time (tt) tc Check (urbanized basins)
Basin Data Initial/Overland Time (ti)Travel Time (tt)tc Check (urbanized basins)
��
=
�
180
+ 10
��
=
1.87 1.1 − ��
��
��
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION:
COMPUTATIONS BY: JLB
DATE: 2/4/2020
Design Storm: 2 year Q=CIA Cf = 1.0
Design Point
A
(AC)
C*Cf
tc
(min)
I
(in/hr)
Q2
(cfs)
9A 0.26 0.90 5.00 2.88 0.7
9B 0.18 0.72 6.42 2.69 0.3
Lot 9 Proposed 1.0
Remainder of Lot 9 1.44 0.82 8.00 2.48 2.9
Total Proposed 3.95
ODP Total 3.38
Difference Between
Proposed and ODP
0.45 Flow (Q): 0.57
10B 0.37 0.86 5.00 2.88 0.9
Lot 10 Proposed 0.92
Remainder of Lot 10 0.05 0.82 5.00 2.88 0.1
Total Proposed 1.03
ODP Total 1.77
Difference Between
Proposed and ODP
-0.33 Flow (Q): -0.74
17 0.79 0.90 5.22 2.88 2.03
Lot 17 2.0
Remainder of Lot 17 0.88 0.83 7.00 2.62 1.9
Total Proposed 3.95
ODP Total 4.30
Difference Between
Proposed and ODP
-0.13 Flow (Q): -0.35
Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Area:
Area:
Area:
Runoff for 2, 10 and 100 year storm events
RATIONAL METHOD PEAK RUNOFF (NEW IDF CURVE)
Timberline Center - Revised for Lofts at Timberline,
Lots 4, 6 and 7
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION:
COMPUTATIONS BY: JLB
DATE: 2/4/2020
Design Storm: 10 year Q=CIA Cf = 1.0
Design Point
A
(AC)
C*Cf
tc
(min)
I
(in/hr)
Q10
(cfs)
9A 0.26 0.90 5.00 4.92 1.1
9B 0.18 0.72 6.42 4.60 0.6
Lot 9 Proposed 1.72
Remainder of Lot 9 1.44 0.82 8.00 4.24 5.0
Total Proposed 6.74
ODP Total 4.80
Difference Between
Proposed and ODP
0.45 Flow (Q): 1.94
10A 0.37 0.86 5.00 4.92 1.6
Lot 10 1.57
Remainder of Lot 10 0.05 0.82 5.00 4.92 0.2
Total Proposed 1.76
ODP Total 3.00
Difference Between
Proposed and ODP
-0.33 Flow (Q): -1.24
17 0.79 0.90 5.22 4.92 3.47
Lot 17 3.47
Remainder of Lot 17 0.88 0.82 7.00 4.46 3.2
Total Proposed 6.70
ODP Total 6.40
Difference Between
Proposed and ODP
-0.13 Flow (Q): 0.30
Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Area:
Area:
Area:
RATIONAL METHOD PEAK RUNOFF (NEW IDF CURVE)
Runoff for 2, 10 and 100 year storm events
Timberline Center - Revised for Lofts at Timberline,
Lots 4, 6 and 7
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION:
COMPUTATIONS BY: JLB
DATE: 2/4/2020
Design Storm: 100 year Q=CIA Cf = 1.25, (C@1.0 max)
Design Point
A
(AC)
C*Cf
tc
(min)
I
(in/hr)
Q100
(cfs)
9A 0.26 1.00 5.00 9.96 2.5
9B 0.18 0.90 5.00 9.96 1.6
Lot 9 4.15
Remainder of Lot 9 1.44 1.00 6.90 9.12 13.2
Total Proposed 17.32
ODP Total 12.60
Difference Between
Proposed and ODP
0.45 Flow (Q): 4.72
10A 0.37 1.00 5.00 9.96 3.7
Lot 10 3.7
Remainder of Lot 10 0.05 1.00 5.00 9.96 0.5
Total Proposed 4.18
ODP Total 7.40
Difference Between
Proposed and ODP
-0.33 Flow (Q): -3.22
17 0.79 1.00 5.00 9.96 7.8
Lot 17 7.83
Remainder of Lot 17 0.88 1.00 5.00 9.96 8.8
Total Proposed 16.63
ODP Total 17.90
Difference Between
Proposed and ODP
-0.13 Flow (Q): -1.27
Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Area:
Area:
Area:
RATIONAL METHOD PEAK RUNOFF (NEW IDF CURVE)
Runoff for 2, 10 and 100 year storm events
Timberline Center - Revised for Lofts at
Timberline, Lots 4, 6 and 7
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION:
COMPUTATIONS BY: JLB
DATE: 11/18/2019
Basin Area (AC) C10 C100
Tc10
(min)
Tc100
(min)
Q10
(cfs)
Q100
(cfs)
9 1.43 0.82 1.00 8.0 6.9 4.8 12.6
10 0.75 0.82 1.00 5.0 5.0 3 7.4
17 1.80 0.83 1.00 7.0 5.0 6.4 17.9
Drainage Summary Table From ODP
RATIONAL METHOD PEAK RUNOFF (NEW IDF CURVE)
Timberline Center - Revised for Lofts at
Timberline, Lots 4, 6 and 7
Runoff for 2, 10 and 100 year storm events
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION: Timberline Center - Revised for Lofts at Timberline, Lots 4, 6 and 7
COMPUTATIONS BY: JLB
DATE: 1/7/2020
Mannings
Coefficient
Area of
Pipe
Perimeter
of Pipe
Hydraulic
Radius
Slope Velocity
Full Pipe
Flow
Full Pipe
Flow
PIPE From Invert US Pipe Size Length Invert DS Pipe Size To Pipe Slope n A (sf) P (ft) R(ft) S (ft/ft) V(ft/s) Q (cfs) Q (gpm)
9B Inlet 9B to Pipe 9A 4940.59 10 90 4939.60 12 9A 1.10% 0.015 0.55 2.62 0.21 0.011 3.66 2.00 896
9A 9A to Inlet 9 4939.60 12 32 4938.88 12 IN 9 2.25% 0.015 0.79 3.14 0.25 0.023 5.91 4.64 2,084
9 Inlet 9A to Inlet 9D 4938.84 12 55 4937.38 12 IN 9D 2.65% 0.015 0.79 3.14 0.25 0.027 6.42 5.04 2,264
10A 10A to Inlet 10 4941.95 8 65 4939.59 10 IN 10 3.63% 0.015 0.35 2.09 0.17 0.036 5.73 2.00 898
10B 10B to Inlet 10 4943.00 6 67 4939.59 10 IN 10 5.09% 0.015 0.20 1.57 0.13 0.051 5.60 1.10 494
10 Inlet 10 to MH 10 4939.55 12 105 4937.33 12 MH 10 2.11% 0.015 0.79 3.14 0.25 0.021 5.73 4.50 2,020
17B MH17B to MH17 4941.72 10 37 4940.61 12 MH17 3.00% 0.015 0.55 2.62 0.21 0.030 6.05 3.30 1,480
17A 17A to MH17 4941.04 8 15 4940.59 15 MH17 3.00% 0.015 0.35 2.09 0.17 0.030 5.21 1.82 816
17 MH17 to Inlet 17 4940.57 15 49 4939.83 24 IN17 1.51% 0.015 1.23 3.93 0.31 0.015 5.62 6.90 3,096
Basin No. Inlet
Area
(acres)
C Qreq (10) Qavail(10) Qavail(100)
9A 9A 0.09 0.00 0.30 1.1 1.7
9B 9B 0.16 0.00 0.40 1.1 1.7
10 10B 0.21 0.00 0.60 1.1 2.1
17 17 0.19 0.00 0.50 0.6 1.7
Type 13 Valley Grate
Type 13 Valley Grate
Type 13 Valley Grate
Type R
Storm Pipe and Inlet Design Calculations
PROPOSED CONDITIONS
PROPOSED CONDITIONS OPERATIONAL FLOW CALCULATIONS
PIPE SEGMENT DATA
Type
10''
10''
10'' 10''
10''
6'' 6''
6''
6'' 6'' 6''
6''
6''
6''
6'' 6'' 6''
10'' 10'' 10''
10'' 10''
12''
12''
8''
8'' 8''
8''
8''
8''
8'' 8''
6''
8''
8''
8''
8''
6'' 6''
6''
6''
6''
6'' 6''
6'' 6''
12'' 12'' 12''
12'' 12'' 12'' 12'' 12'' 12''
6''
6''
6''
6''
6'' 6''
6''
6''
6''
6'' 6''
6''
6''
X
X X X X X X X X X X X
X X X X
X
II
I
I
II
III
I
I
I
III
I
II
Appendix B
Impervious Area Comparison
10''
10''
10'' 10''
10''
6'' 6''
6''
6'' 6'' 6''
6''
6''
6''
6'' 6'' 6''
10'' 10'' 10''
10'' 10''
12''
12''
8''
8'' 8''
8''
8''
8''
8'' 8''
6''
8''
8''
8''
8''
6'' 6''
6''
6''
6''
6'' 6''
6'' 6''
12'' 12'' 12''
12'' 12'' 12'' 12'' 12'' 12''
6''
6''
6''
6''
6'' 6''
6''
6''
6''
6'' 6''
6''
6''
X
X X X X X X X X X X X
X X X X
X
II
I
I
II
III
I
I
I
III
I
II
This unofficial copy was downloaded on Jul-11-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA
impervious
71,649 SF
pervious
15,894 SF
2,251 sf
24,694 sf
4,042 sf
1,526 sf
201 sf
1,498 sf
1,833 sf
196 sf 260 sf
75 sf 179 sf 65 sf
224 sf
502 sf
245 sf
614 sf
614 sf
640 sf
1,450 sf
81 sf
654 sf
2,329 sf
313 sf
574 sf
160 sf
7,115 sf
3,434 sf
87,602 sf
197 sf
305 sf
3,477 sf
2,413 sf
1,736 sf
124 sf
1,151 sf
208 sf
764 sf
86 sf
3,765 sf 1,726 sf
15,903 sf
Appendix C
Erosion Control Report
TIMBERLINE CENER LOTS 4, 6, 7
PROJECT ECR
Page 1 of 4
APPENDIX C – EROSION CONTROL REPORT
A. Proposed Construction Area
i. Developed Conditions – The proposed site is located at the northeast corner of the
Joseph Allen Drive and Bear Mountain Drive, west of S. Timberline Rd., in Fort Collins.
Currently, the proposed site development area route flows to two established detention
ponds. One pond is on the northwest side of the site, and located to the east of the site.
Vegetative Cover has been established in the detention ponds.
ii. Rainfall Erodibility – Rainfall erosion will be controlled through use of temporary
construction BMPs until permanent vegetative cover has reached 70% percent of
groundcover. Opportunities for rainfall erosion include sheet flow across the site during
earthwork operations and utility installations.
iii. Proposed Rainfall Erosion and Sediment Control Methods – Primary methods will
include silt fence installation on the east, west, north and south lot limits and inlet and
channel protection with gravel bags to both slow and filter runoff water before it enters
any structures or channel outletting to the detention pond. A stabilized construction
entrance will be utilized at the site ingress/egress point.
iv. Site Phasing and BMP Installation Schedule – The site construction will take place in the
following order:
1. Installation of site BMPs
i. Stabilized Construction Entrance
ii. Silt Fence
iii. Inlet protection on existing inlets
2. Site Utility Installation
i. Installation of inlet control in new inlets and channels as they are
finished
3. Building Foundation and Earthwork
4. Vertical building construction and ongoing utilities
5. Finished site grading, hardscaping and paving
6. Landscaping and Irrigation installation
B. Stormwater Management Controls
i. SWMP Administrator
1. During construction, the SWMP administrator will be the earthwork and utility
contractor. Until such time as that contractor has been selected, the SWMP
Administrator will be Keith Meyer, Project Manager-Ditesco. He will be
TIMBERLINE CENER LOTS 4, 6, 7
PROJECT ECR
Page 2 of 4
responsible for developing, implementing, maintaining, and revising the SWMP
and will address all aspects of the site SWMP.
i. Keith Meyer, PE – Ditesco Project Manager
2133 S. Timberline Rd, Suite 110
Fort Collins, CO 80525
(970)988-8605
ii. Identification of Potential Pollution Sources
1. All disturbed and stored soils – there will be disturbed soils onsite through
excavation and vehicle/equipment movement. Soils will be
stockpiled/permanently embanked onsite. Excess soil will be transported
offsite. Soil stockpiles left undisturbed for a period greater than 30 days will be
mulched and seeded.
2. Vehicle tracking of sediments – most vehicle and equipment travel will risk
sediment tracking until final pavement is installed. A stabilized construction
entrance will be used for the site. Surrounding roadways will be swept if
sediment is tracked onto the roadway.
3. Management of contaminated soils – soils may be contaminated through spills
during fueling operation or equipment oil leaks. The contractor will keep spill
kits onsite during the project and will excavate and remove contaminated kit
materials and soil and dispose through the proper waste stream.
4. Loading and unloading operations – Loading and unloading operations will take
place within the site for materials to be incorporated in the project. Vehicles
will use the stabilized entrance for ingress/egress.
5. Outdoor storage activities (building materials, fertilizers, chemicals, etc.)
Storage of materials will be in a designated area. Any chemicals used during
construction, concrete cure, etc., will be stored on secondary containment.
6. Vehicle and equipment maintenance and fueling – Maintenance and fueling will
be done in the field at the location of the equipment on grade. Spills will be
addressed through item 3 of this section.
7. Significant dust or particulate generating processes – dust may be generated
from vehicle tracking or portions of backfill operation. The site will be kept from
producing dust through watering of any exposed soils.
8. Routine maintenance activities involving fertilizers, pesticides, detergents, fuels,
solvents, oils, etc. – Fueling, lubrication, and maintenance operations will take
place within the project limits on grade. No fertilizers pesticides or detergents
are planned for use on site.
9. On-site waste management practices (waste piles, liquid wastes, dumpsters,
etc.) Roll-off Dumpsters will be utilized for the site and will be hauled off at
TIMBERLINE CENER LOTS 4, 6, 7
PROJECT ECR
Page 3 of 4
regular intervals. Any liquid waste generated will be contained. Concrete
process water will be addressed through the next item in the section.
10. Concrete truck/equipment washing, including the concrete truck chute and
associated fixtures and equipment – A concrete wash out will be utilized for all
concrete placement operations. A sign will be posted clearly showing the
washout location.
11. Dedicated asphalt and concrete batch plants – no asphalt or concrete batch
plants will be erected onsite.
12. Non-industrial waste sources such as worker trash and portable toilets –
Portable toilets will be staged onsite. Trash receptacles will be emptied
regularly.
13. Other areas or procedures where potential spills can occur – No other areas
qualify for this section.
C. Dryland Vegetation
i. PLACEHOLDER – soil types, seed mix, soil amendments, mulches
D. Detailed Sequence of Construction Activities
i. It is anticipated that this project will begin construction during 2020 and will be
completed within a year.
ii. Installation of site BMPs
1. Stabilized Construction Entrance
2. Silt Fence
3. Inlet protection on existing inlets
iii. Site Utility Installation
1. Installation of drainage facilities
2. Installation of inlet control/BMPs in new inlets and channels as they are finished
iv. Building Foundation and Earthwork
v. Vertical building construction and ongoing utilities
vi. Finished site grading, hardscaping and paving
vii. Landscaping and Irrigation installation
1. Seeding and mulching
2. Tree planting
3. Shrub planting
viii. Vegetative cover establishment period
ix. Removal of silt fence and inlet protection
x. BMPs will be inspected for effectiveness and maintained after each runoff event and
every 14 days at a minimum during construction.
E. Erosion Control Security Calculations
TIMBERLINE CENER LOTS 4, 6, 7
PROJECT ECR
Page 4 of 4
Example Erosion and Sediment Control Escrow/Security
Calculation for The City of Fort Collins
Project: Timberline Lots 4, 6, 7
Disturbed Acres: 2.0
BMP Amount
EROSION CONTROL BMPS
Units
Estimated
Quantity Unit Price Total Price
Silt Fence (SF)
LF 1280 $2.50 $3,200.00
Inlet Protection (IP)
EA 2 $150.00 $300.00
Concrete Washout (CW)
EA 1 $928.00 $928.00
Vehicle Tracking Control (VTC)
EA 1 $1,750.00 $1,750.00
(add all other BMPs for the site in this list) SubTotal: $6,178.00
1.5 x Sub-Total: $9,267.00
Amount of security: $9,267.00
Minimum Escrow Amount
Minimum escrow amount: $3,000.00
Final Escrow Amount
Erosion Control Escrow: $9,267.00
Appendix D
LID Calculations
6'' 6'' 6''
6''
6'' 6'' 6''
6''
6''
6''
6'' 6''
10'' 10'' 10''
10'' 10''
8''
8'' 8''
8''
8''
6''
6'' 6''
6''
6''
6''
6''
8''
8''
6'' 6''
6''
8''
6''
6'' 6'' 6''
6''
10'' 10'' 10'' 10''
6''
10''
10''
8''
8''
6''
6''
6''
6'' 6'' 6''
6''
6''
X
X X X X X X X X X X X
X X
X X
X
II
II
I
I
III
I
I
I
III
I
II
C Gas
Irrigation
Control
D
MW
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION:
COMPUTATIONS BY: JLB/KM
DATE: 12/26/2019
Area Description Color Area-SF
Asphalt Grey 27,970
Sidewalks Peach 7,770
Curb/Gutter Orange 2,300
Building Footprint Yellow 26,390
Total Area 64,430
Area Description Color Area-SF
Landscaping Beds Green 15,235
Porous Pavers Blue 8,580
Total Area 23,815
73.0%
Paver Area
(sf)
Max (3:1)
Runon Area
(sf)
Actual Treated
Area (sf)
Paver Area 1 1190 3570 965 2155
Paver Area 2 1200 3600 3377 4577
Paver Area 3 851 2553 5548 3404
Paver Area 4 1115 3345 3468 4460
Paver Area 5 930 2790 563 1493
Paver Area 6 1495 4485 1727 3222
Paver Area 7 730 2190 119 849
Paver Area 8 885 2655 452 1337
Timberline Center - Revised for Lofts at
Timberline, Lots 4, 6 and 7
LID Summary for Lofts Project
Timberline Lots 4,6,7 (proposed Lofts project)
Impervious Area Summary
Pervious Area Summary
Impervious Percentage
Ditesco
2133 S. Timberline Rd. Suite 110
Fort Collins, CO 80525
LOCATION:
COMPUTATIONS BY: JLB/KM
DATE: 12/26/2019
25% of new paved areas must be pervious;
Area (sf) Area (ac)
Total new Impervious 64,430 1.48
Required area to be treated 32,215 0.74
Actual area being treated by pavers 21,497 0.49
Actual area being treated by rain garden 8,235 0.19
Difference 2,483 0.06
Percent being treated 46.1% 46.1%
New Pavement Area 38,040 0.87
Required Min. Area of Permeable Pavers 9,510 0.22
Actual Area of Permeable Pavers 8,580 0.20
Difference 930 0.02
Percentage 22.6% 22.6%
Or
Total new Impervious 64,430
Required area to be treated 48,323
Actual area being treated 29,732
Difference 18,591
Percent being treated 46%
50% of the newly added or modified impervious area must be
treated by LID techniques and
treat 75% of all newly added or modified impervious area must be
treated by LID techniques
LID Summary for Lofts Project
Timberline Center - Revised for Lofts at
Timberline, Lots 4, 6 and 7
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 8,207 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 273.6 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 0.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 164 sq ft
D) Actual Flat Surface Area AActual = 175 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 175 sq ft
F) Rain Garden Total Volume VT= 175 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
25" provided
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = 1.4 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = 274 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 2/5 in
Design Procedure Form: Rain Garden (RG)
Keith Meyer
Ditesco
January 30, 2020
Lofts at Timberline
Raingarden at west entrance
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD - Rain Garden, RG 2/6/2020, 4:25 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes: 1. Side slopes of rain garden to be installed at 4:1
Design Procedure Form: Rain Garden (RG)
Keith Meyer
Ditesco
January 30, 2020
Lofts at Timberline
Raingarden at west entrance
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD - Rain Garden, RG 2/6/2020, 4:25 PM
Appendix E
Overall Drainage Basin
Comparison
1 2 3
4
A
B
C
D
E
F
G
H
I
5 6 7 8
9 10
Fire
Riser
DW
Entry
LS
Backflow
C.8
C.1
C.9
D.9
E.8
J
Possible Entry Point Possible Entry Point
Overhead Door
Overhead Door Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door Overhead Door
Possible Entry Point
TF
Joseph Allen Drive
Bear Mountain Drive
S. Timberline Road
Nancy Gray Avenue
9
10 17
Drawing Name: D:\Projects\Lofts At Timberline\Dwg\Exhibits\Original Basin Monday, Boundry.February dwg 03, 2:2020 46 PM By: Rhonda Bunner
LOFTS AT
TIMBERLINE
ORIGINAL DRAINAGE
BASINS
SCALE: 1" =60'
60' 0 60' 120' 180'
(True scale for 22x34 sheet size)
BASIN ID OLD AREA NEW AREA DELTA
9 1.43 AC 1.88 AC +0.45
10 0.75 AC 0.42 AC -0.33
17 1.80 AC 1.67 AC -0.13
1 2 3
4
A
B
C
D
E
F
G
H
I
5 6 7 8
9 10
Fire
Riser
DW
Entry
LS
Backflow
C.8
C.1
C.9
D.9
E.8
J
Possible Entry Point Possible Entry Point
Overhead Door
Overhead Door Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door
Overhead Door Overhead Door
Possible Entry Point
TF
Joseph Allen Drive
Bear Mountain Drive
S. Timberline Road
Nancy Gray Avenue
10
9
17
LOFTS AT
TIMBERLINE
PROPOSED
DRAINAGE BASINS
SCALE: 1" =60'
60' 0 60' 120' 180'
(True scale for 22x34 sheet size)
Drawing Name: D:\Projects\Lofts At Timberline\Dwg\Exhibits\Proposed Monday, Basin Boundry.February dwg 03, 2:2020 01 PM By: Rhonda Bunner
BASIN ID OLD AREA NEW AREA DELTA
9 1.43 AC 1.88 AC +0.45
10 0.75 AC 0.42 AC -0.33
17 1.80 AC 1.67 AC -0.13
C
CC CC
MW
W V
W V
W V
W V
W V
W V W V
W V
W V
W V
W
M
D
D
D
D
D
D
M
W V
W
C
S
Irrigation
Control
T
C
Electric
Vault
Electric
Vault
Irrigation
Control
Irrigation
Control
Irrigation
Control
CC
Gas
Electric
T
T C
C
H
Y
D
D
D
D D
D
H
Y
D
Electric
Vault
1
2 3
4
A
B
C
D
E
F
G
H
I
5 6
7 8 9
10
F
ire
Riser
DW
Entry
LS
Backflow
C.8
C.1
C.9
D.9
E.8
J
Possible Entry Point Possible Entry Point
Overhead Door
Overhead Door Overhead Door
Overhead Door Overhead Door
Overhead Door Overhead Door Overhead Door Overhead Door
Overhead Door
Overhead Door
Overhead Door
Possible Entry Point
TF
LOT 4
TIMBERLINE CENTER
LOT 6
TIMBERLINE CENTER
LOT 7
TIMBERLINE CENTER
Joseph Allen Drive
Bear Mountain Drive
FFE=4947.600
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
SHEET NO.
x
PROJECT NO.
SHEET INDEX
DESIGNED BY:
DRAWN BY:
APPROVED BY:
SCALE:
SHEET SUBSET:
LOT 4, LOT 6, LOT 7, TIMBERLINE CENTER,
THIRD FILING DATE:
NONE
November 19, 2019
K. Meyer
Drawing Name: D:\Projects\Lofts At Timberline\Dwg\Sheets\Timberline Thursday, Lofts-Grading.December dwg 05, 5:2019 50 AM By: Rhonda Bunner
R. Bunner
K. Meyer
NOT FOR CONSTRUCTION
REVIEW SET
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Date
Date
Date
Date
Date
Date
City Engineer
Traffic Engineer
Parks & Recreation
Stormwater Utility
Water & Wastewater Utility
SCALE: 1" =20'
0
(True scale for 22x34 sheet size)
20' 20' 40' 60'
C401
4
OVERALL GRADING PLAN
1" = 20'
LEGEND:
10''
NOTES:
965 sf
Paver Area 1 = 1,188 sf
Paver Area 2 = 1,200 sf
3,377 sf
Paver Area 3 = 851 sf
5,548 sf
Paver Area 4 = 1,115 sf
3,468 sf Paver Area 5 = 930 sf
563 sf
Paver Area 6 = 1,495 sf
1,727 sf
Paver Area 7 = 730 sf
119 sf
Paver Area 8 = 885 sf
452 sf
162 sf
C Gas
Irrigation
Control
D
MW
C
CC CC
MW
W V
W V
W V
W V
W V
W V W V
W V
W V
W V
W
M
D
D
D
D
D
D
M
W V
W
C
S
Irrigation
Control
T
C
Electric
Vault
Electric
Vault
Irrigation
Control
Irrigation
Control
Irrigation
Control
W
CC
Gas
Electric
T
T C
C
H
Y
D
D
D
D D
D
H
Y
D
Electric
Vault
1
2 3
4
A
B
C
D
E
F
G
H
I
5 6
7 8 9
10
F
ire
Riser
DW
Entry
LS
Backflow
C.8
C.1
C.9
D.9
E.8
J
Possible Entry Point Possible Entry Point
Overhead Door
Overhead Door Overhead Door
Overhead Door Overhead Door
Overhead Door Overhead Door Overhead Door Overhead Door
Overhead Door
Overhead Door
Overhead Door
Possible Entry Point
LOT 4
TIMBERLINE CENTER
THIRD FILING
LOT 6
TIMBERLINE CENTER
THIRD FILING
LOT 7
TIMBERLINE CENTER
THIRD FILING
Joseph Allen Drive
Bear Mountain Drive
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
SHEET NO.
x
PROJECT NO.
SHEET INDEX
DESIGNED BY:
DRAWN BY:
APPROVED BY:
SCALE:
SHEET SUBSET:
LOT 4, LOT 6, LOT 7, TIMBERLINE CENTER,
THIRD FILING DATE:
NONE
October 31, 2019
K. Meyer
Drawing Name: D:\Projects\Lofts At Timberline\Dwg\Sheets\Timberline Thursday, Lofts-Drainage.October dwg 31, 9:2019 17 AM By: Rhonda Bunner
R. Bunner
K. Meyer
NOT FOR CONSTRUCTION
REVIEW SET
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Date
Date
Date
Date
Date
Date
City Engineer
Traffic Engineer
Parks & Recreation
Stormwater Utility
Water & Wastewater Utility
SCALE: 1" =20'
0
(True scale for 22x34 sheet size)
20' 20' 40' 60'
C801
6
DEVELOPED DRAINAGE EXHIBIT
1" = 20'
LEGEND:
NOTES:
A
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
5,880 sf
307 sf
6,660 sf
16,350 sf
10,604 sf
2,034 sf
125 sf
102 sf 102 sf 100 sf
539 sf
184 sf
124 sf
910 sf 2,093 sf
1,840 sf
444 sf
373 sf
38 sf
43 sf
6,880 sf
627 sf
54 sf
790 sf
110 sf 28 sf
120 sf
270 sf
157 sf
542 sf
1,185 sf
928 sf
900 sf
1,494 sf
731 sf 884 sf
110 sf
1,201 sf
1,188 sf
246 sf
2,090 sf
933 sf
89 sf
32 sf 115 sf 115 sf
132 sf
112 sf
5,587 sf
150 sf
235 sf
7 sf
2,219 sf
65 sf
119 sf
114 sf
105 sf
101 sf
94 sf
1,925 sf
2,801 sf
153 sf
221 sf
982 sf
1,164 sf
568 sf
558 sf
187 sf
17
10
9
747 sf
C Gas
Irrigation
Control
D
MW
C
CC CC
MW
W V
W V
W V
W V
W V
W V W V
W V
W V
W V
W
M
D
D
D
D
D
D
M
W V
W
C
S
Irrigation
Control
T
C
Electric
Vault
Electric
Vault
Irrigation
Control
Irrigation
Control
Irrigation
Control
W
CC
Gas
Electric
T
T C
C
H
Y
D
D
D
D D
D
H
Y
D
Electric
Vault
1
2 3
4
A
B
C
D
E
F
G
H
I
5 6
7 8 9
10
F
ire
Riser
DW
Entry
LS
Backflow
C.8
C.1
C.9
D.9
E.8
J
Possible Entry Point Possible Entry Point
Overhead Door
Overhead Door Overhead Door
Overhead Door Overhead Door
Overhead Door Overhead Door Overhead Door Overhead Door
Overhead Door
Overhead Door
Overhead Door
Possible Entry Point
LOT 4
TIMBERLINE CENTER
THIRD FILING
LOT 6
TIMBERLINE CENTER
THIRD FILING
LOT 7
TIMBERLINE CENTER
THIRD FILING
Joseph Allen Drive
Bear Mountain Drive
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
SHEET NO.
x
PROJECT NO.
SHEET INDEX
DESIGNED BY:
DRAWN BY:
APPROVED BY:
SCALE:
SHEET SUBSET:
LOT 4, LOT 6, LOT 7, TIMBERLINE CENTER,
THIRD FILING DATE:
NONE
October 31, 2019
K. Meyer
Drawing Name: D:\Projects\Lofts At Timberline\Dwg\Sheets\Timberline Thursday, Lofts-Drainage.October dwg 31, 9:2019 17 AM By: Rhonda Bunner
R. Bunner
K. Meyer
NOT FOR CONSTRUCTION
REVIEW SET
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Date
Date
Date
Date
Date
Date
City Engineer
Traffic Engineer
Parks & Recreation
Stormwater Utility
Water & Wastewater Utility
SCALE: 1" =20'
0
(True scale for 22x34 sheet size)
20' 20' 40' 60'
C801
6
DEVELOPED DRAINAGE EXHIBIT
1" = 20'
LEGEND:
NOTES:
A
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
219 sf
151 sf
1,536 sf
1,494 sf
6,049 sf
2,429 sf
928 sf
6,880 sf
731 sf
2,848 sf
1,899 sf
105 sf
114 sf
1,925 sf
101 sf
2,149 sf
6,663 sf
10,063 sf
2,119 sf
982 sf
1,185 sf
856 sf
398 sf
219 sf
246 sf
6,289 sf
1,188 sf
1,201 sf
9A
10C
10B
10
10A
10AA
10AB
10AC
10AD
17
17B
17A
17BA
17BC
306 sf
8,306 sf
125 sf
102 sf 102 sf 100 sf
184 sf
124 sf
885 sf
1,609 sf
444 sf
394 sf
16 sf
17 sf
54 sf
799 sf
110 sf 28 sf
120 sf
270 sf
157 sf
522 sf
884 sf
110 sf
68 sf
803 sf
49 sf
32 sf 115 sf 115 sf
132 sf
112 sf
173 sf
104 sf
7 sf
2,241 sf
65 sf
119 sf
94 sf
153 sf
221 sf
1,164 sf
503 sf
351 sf
170 sf
17
9
747 sf
9AA
9AB
9AC 9AD 9AE 9AF
9BA
9C
9BB
9
9E
9ED 9EC 9EB 9EA
17BB
17BD
17BDB 17BDA
17BCA 17BCB
17AA 17AB 17AC 17AD
17AE 17AF
17
9B
76 sf
124 sf
150 sf
122 sf 123 sf
123 sf
133 sf 110 sf
35 sf
472 sf
2,371 sf
561 sf
61 sf
17 sf
195 sf
17 sf
15 sf
2 sf
40 ft
100 ft
37 ft
200 ft
58 ft
232 ft
30 ft
48 ft
20 ft
90 ft
139 ft
37 ft
121 ft
14 ft
31 ft
163 ft
25 ft
140 ft
6 ft
11 ft
25 ft
192 ft
2 ft
14 ft
25 ft
5 ft
5 ft
31 ft
12 ft
78 ft
15 ft
9B
57 ft
90 ft
9A
28 ft
27 ft
27 ft
23 ft
20 ft
26 ft
32 ft
54 ft
55 ft
Inlet 9D
INV OUT = 4939.57
INV IN = 4937.38 (S)
INV OUT = 4937.33(W)
INV IN = 4941.21 (E)
INV IN = 4938.40(S)
INV OUT = 4938.34 (N)
Inlet 17
INV OUT = 4939.79 (N)
Inlet 9B
MH 9E
MH 10
Inlet 10
Inlet 9
36 ft
Inlet 9E
24 ft
20 ft
105 ft
56 ft
67 ft
65 ft
23 ft
37 ft
35 ft
11 ft
15 ft
8 ft
18 ft
32 ft
28 ft
30 ft
26 ft
37 ft
66 ft
MH17A MH17B
60 ft
Inlet 17A
16 ft
3 ft
73 ft
57 ft
48 ft
27 ft
27 ft
10B
10
53'-0"
163'-8 3/4"
��
�.��