HomeMy WebLinkAboutCorrespondence - 10/14/20255265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300 • GallowayUS.com
Memorandum
HFH072_DR_Compliance-LTR.docx
Page 1 of 2
To:
City of Fort Collins Stormwater Utility
From:
Herman Feissner, P.E.
Galloway & Company, LLC
Date:
October 14th, 2025
Re:
Bloom Sojourn (Lot 1, Bloom Filing 9) | Drainage Compliance Letter
(PDP)
Introduction
Bloom Sojourn (Site), Lot 1 of Bloom Filing 9 (F9), is generally located south of Donella Drive
and east of proposed detention Pond G1. Lot 1 will be developed as a new concept brick-
and-mortar restaurant incorporating food trucks. The proposed site improvements include the
building, parking, common areas for patrons, landscaping, and site-specific wet and dry
utilities. The backbone infrastructure is being designed and constructed with F9, which was
recently submitted (2nd BDR, Galloway & Company, LLC) to the City of Fort Collins (CoFC)
on October 1st, 2025.
The following Drainage Compliance Letter provides supporting preliminary drainage design
narrative and calculations (see attached) demonstrating compliance with the larger Bloom
Filing 9 (Bloom Commercial) project drainage design in (3) – three key areas: Land Use
Compliance, Storm Drain Infrastructure, and Water Quality.
Land Use Compliance - Percent Imperviousness
Lot 1 has been divided among (9) – nine Rational Method basins. The subset of basins (4.54-
ac) most directly associated with the site and include G1.7, G1.8b, G1.10b, G1.11, G1.12,
G1.13, and G1.14. Basins G1.8a and G1.10a are a part of Tract A which is a future hotel site
to the north of Sojourn that will not be developed with this work. A future submittal will include
interim off-site flows in the site-specific drainage design calculations. Several basins around
the periphery were also included in this work for estimating the preliminary Low Impact
Development (LID) facility volume tributary area (5.16-ac) G1.15, G1.16, and G1.17. The
inclusion is largely driven by the F9 storm drain layout. Basin G1.9 (F9 – Pond G1) was not
revised as apart of this current work.
The above-mentioned basins are situated within SWMM Basin G1 (±32.0-ac, imp.=80%) of
F9. The Sojourn basins have an estimated imperviousness of ±68.3%. This is less than 80%;
therefore, detention Pond G1 should function as it was designed and present in the F9 work.
Refer to the attached Rational Method Calculations for preliminary 2- and 100-year
developed runoff estimates. Sheet C10.0, Drainage Plan, is also attached. The ‘mustard-
colored’ basins are specific to this work while the grey-shaded basins are included for
reference as they were submitted with the F9 Drainage Plan, which is also attached..
Storm Drain Infrastructure
The design and construction of storm drain infrastructure shown on the Sojourn PDP
construction documents, specifically sheet C5.0, Utility Plan, is split between the Site and F9.
Bloom Filing 1
01/31/2025
HFH072_DR_Compliance-LTR.docx
Galloway & Company, Inc. Page 2 of 2
Sheet C5.0 identifies which storm drain infrastructure will be constructed with F9 and
Sojourn. For example, the proposed storm drain system and Type ‘R ‘Curb Inlets within the
adjacent Right-of-Way bordering the South and East limits of Lot 1 will be constructed with
F9. Alternatively, the proposed storm drain system and associated inlets in basin G1.8b will
be constructed with Sojourn.
Water Quality Compliance
The Bloom Filing 9 drainage design work included estimated Water Quality Capture Volume
(WQCV) and LID requirements for Lot 1 based on Section 2.3.7 Low Impact Development
(FCSCM), “75% of all newly added or modified impervious area must be treated by LID
technologies”. Specifically, the estimated (i.e., based on proposed land uses) newly added
impervious area in SWMM Basin G1 outside of Filing 3, which provides local LID, was divided
into LID technologies associated with each Lot/Tract (e.g., Tract A, Lot1, etc.) and WQCV
associated with the roadway sections. The WQCV was added to the estimated 100-year
storage volume in Pond G1.
Ideally, the basins mentioned above comprising the 5.16-ac tributary and 3.52-ac of newly
added impervious area can be routed to the proposed Rain Garden (RG) in Basin G1.10b.
The minimum required design volume for this tributary area at ±68.3% impervious is ±4,009
ft3; the proposed preliminary RG provides ±4,733 ft3 at 12-inch deep.
Alternatives to the RG we have considered include an ADS StormTech system in basin
G1.10b, Grass Buffers in basins G1.12 and G1.13, and high flow rate bioretention systems
such as the Filterra Bioretention System in basins G1.7 and G1.13.Our final direction and
design will be provided with final design documents.
Conclusion
The proposed Sojourn development within Lot 1 of Bloom Filing 9 generally complies with the
Final Drainage design presented with the Bloom Filing 9 design documents (2nd BDR).
Sincerely,
GALLOWAY & COMPANY, LLC
Herman Feissner, P.E.
Technical Project Manager
HermanFeissner@GallowayUS.com
Subdivision:Bloom Filing 9 Project Name: Bloom Sojourn
Location:CO, Fort Collins Project No.:
Calculated By: HHF
Checked By: HHF
INPUT User Input Date: 10/15/25
OUTPUT Calculated Value Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family
95%5%100%
G1.7 0.52 95 0.33 61 15 0.18 5 95 0.00 0 0.67
G1.8a 1.07 95 0.00 0 15 0.84 12 95 0.23 20 0.32
G1.8b 1.06 95 0.92 82 15 0.15 2 95 0.00 0 0.84
G1.9 2.44 95 0.00 0 15 1.55 10 95 0.89 35 0.44
G1.10a 0.18 95 0.00 0 15 0.11 10 95 0.07 35 0.44
G1.10b 1.30 95 0.98 71 15 0.33 4 95 0.00 0 0.75
G1.11 0.26 95 0.00 0 15 0.00 0 95 0.26 95 0.95
G1.12 0.51 95 0.19 35 15 0.32 9 95 0.00 0 0.45
G1.13 0.59 95 0.35 56 15 0.24 6 95 0.00 0 0.62
G1.14 0.29 95 0.14 45 15 0.15 8 95 0.00 0 0.53
G1.15 0.38 95 0.28 70 15 0.10 4 95 0.00 0 0.74
G1.16 0.12 95 0.08 67 15 0.04 4 95 0.00 0 0.71
G1.17 0.12 95 0.08 67 15 0.03 4 95 0.00 0 0.71
SOJOURN PROJECT SITE (approx.) 4.54 Newly Added Imp. Area, ac: 3.09 Trib. Area % Imp.: 68.1%
SOJOURN LID Trib. Area, ac: 5.16 Newly Added Imp. Area, ac: 3.52 Trib. Area % Imp.: 68.3%
COMPOSITE RUNOFF COEFFICIENTS
HFH072
Area (ac)Basin ID Total Area (ac)Runoff
Coefficient
Area
Weighted
C2Runoff
Coefficient Area (ac)
Roofs, Ponds, and Gravel
Runoff
Coefficient Area (ac)Area
Weighted
Asphalt + Concrete Walks Lawns, Sandy Soil
Area Weighted
10/15/2025
Subdivision:Bloom Filing 9 Project Name: Bloom Sojourn
Location:CO, Fort Collins Project No.:
Calculated By: HHF
Checked By: HHF
Date: 8/3/21
1 2 3 4 5 6 7 8 9 10 13 14 15 16 17 18 19 20 21 22 23 24
BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L Calculated S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year
ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) Slope, % (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN)
G1.7 0.52 B 0.67 0.67 0.83 39 2.00 4.0 2.5 344 0.57 0.57 20 1.5 3.8 7.8 6.3 383 12.1 7.8 6.3
G1.8a 1.07 B 0.32 0.32 0.40 155 2.00 14.4 13.0 0 0.00 20 0.0 0.0 14.4 13.0 155 10.9 10.9 10.9
G1.8b 1.06 B 0.84 0.84 1.00 114 2.10 4.1 1.6 19 0.53 0.53 20 1.4 0.2 4.3 1.8 133 10.7 5.0 5.0
G1.9 2.44 B 0.44 0.44 0.55 20 1.90 4.4 3.7 210 1.57 1.50 20 2.5 1.4 5.8 5.1 230 11.3 5.8 5.1
G1.10a 0.18 B 0.44 0.44 0.55 93 2.00 9.4 7.8 0 0.00 20 0.0 0.0 9.4 7.8 93 10.5 9.4 7.8
G1.10b 1.30 B 0.75 0.75 0.94 85 2.80 4.3 2.0 123 0.87 0.87 20 1.9 1.1 5.4 3.1 207 11.2 5.4 5.0
G1.11 0.26 B 0.95 0.95 1.00 0 0.00 0.0 0.0 0 0.00 0.00 20 0.0 0.0 0.0 0.0 0 10.0 5.0 5.0
G1.12 0.51 B 0.45 0.45 0.56 139 2.40 10.8 8.9 45 2.00 2.00 15 2.1 0.4 11.1 9.3 184 11.0 11.0 9.3
G1.13 0.59 B 0.62 0.62 0.78 99 2.00 7.1 4.8 185 0.54 0.54 20 1.5 2.1 9.2 6.9 284 11.6 9.2 6.9
G1.14 0.29 B 0.53 0.53 0.66 22 2.00 4.0 3.0 229 0.62 0.62 20 1.6 2.4 6.4 5.5 250 11.4 6.4 5.5
G1.15 0.38 B 0.74 0.74 0.92 40 0.70 4.8 2.4 280 0.45 1.70 20 1.3 3.5 8.3 5.9 320 11.8 8.3 5.9
G1.16 0.12 B 0.71 0.71 0.89 20 1.70 2.7 1.5 60 11.67 0.20 20 6.8 0.1 2.9 1.6 80 10.4 5.0 5.0
G1.17 0.12 B 0.71 0.71 0.89 20 1.70 2.7 1.5 60 11.67 0.20 20 6.8 0.1 2.9 1.6 80 10.4 5.0 5.0
NOTES:
Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %Cv
Tt=L/60V 2.5
Velocity V=Cv*S^0.5, S in ft/ft 5
Tc Check = 10+L/180 7
For urbanized basins a minimum Tc of 5.0 minutes is required.10
For non-urbanized basins a minimum Tc of 10.0 minutes is required 15
20
Cv
2.5
5
7
10
15
20
STANDARD FORM SF-2
TIME OF CONCENTRATION
Paved Areas and Shallow Paved Swales
DATA
Type of Land Surface
Heavy Meadow
Tillage/Field
Short Pasture and Lawns
Nearly Bare Ground
Grassed Waterway
SUB-BASIN Tc CHECK
HFH072
FINAL
INITIAL/OVERLAND
(Ti)
TRAVEL TIME
(URBANIZED BASINS)(Tt)
Paved Areas and Shallow Paved Swales
Type of Land Surface
Heavy Meadow
Tillage/Field
Short Pasture and Lawns
Grassed Waterway
Nearly Bare Ground
10/15/2025
Project Name: Bloom Sojourn
Subdivision:Bloom Filing 9 Project No.:HFH072
Location:CO, Fort Collins Calculated By: HHF
Design Storm:Checked By: HHF
Date:
TRAVEL TIME
STREET
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REMARKS
G1.7 G1.7 0.52 0.67 7.8 0.35 2.49 0.9
G1.8a G1.8a 1.07 0.32 10.9 0.34 2.15 0.7
G1.8b G1.8b 1.06 0.84 5.0 0.89 2.85 2.5
G1.9 G1.9 2.44 0.44 5.8 1.08 2.74 3.0
G1.10a G1.10a 0.18 0.44 9.4 0.08 2.29 0.2
G1.10b G1.10b 1.30 0.75 5.4 0.98 2.80 2.7
G1.11 G1.11 0.26 0.95 5.0 0.25 2.85 0.7
G1.12 G1.12 0.51 0.45 11.0 0.23 2.14 0.5
G1.13 G1.13 0.59 0.62 9.2 0.37 2.32 0.8
G1.14 G1.14 0.29 0.53 6.4 0.15 2.67 0.4
G1.15 G1.15 0.38 0.74 8.3 0.28 2.42 0.7
G1.16 G1.16 0.12 0.71 5.0 0.08 2.85 0.2
G1.17 G1.17 0.12 0.71 5.0 0.08 2.85 0.2
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
2-Year
8/3/21
10/15/2025
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
Project Name: Bloom Sojourn
Subdivision:Bloom Filing 9 Project No.:HFH072
Location:CO, Fort Collins Calculated By: HHF
Design Storm: Checked By: HHF
Date:
TRAVEL TIME
STREET
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REMARKS
G1.7 G1.7 0.52 0.83 6.3 0.43 9.38 4.1
G1.8a G1.8a 1.07 0.40 10.9 0.43 7.51 3.2
G1.8b G1.8b 1.06 1.00 5.0 1.06 9.95 10.6
G1.9 G1.9 2.44 0.55 5.1 1.35 9.91 13.4
G1.10a G1.10a 0.18 0.55 7.8 0.10 8.69 0.9
G1.10b G1.10b 1.30 0.94 5.0 1.22 9.95 12.2
G1.11 G1.11 0.26 1.00 5.0 0.26 9.95 2.6
G1.12 G1.12 0.51 0.56 9.3 0.29 8.04 2.3
G1.13 G1.13 0.59 0.78 6.9 0.46 9.12 4.2
G1.14 G1.14 0.29 0.66 5.5 0.19 9.74 1.9
G1.15 G1.15 0.38 0.92 5.9 0.35 9.56 3.3
G1.16 G1.16 0.12 0.89 5.0 0.10 9.95 1.0
G1.17 G1.17 0.12 0.89 5.0 0.11 9.95 1.0
100-Year
DIRECT RUNOFF TOTAL RUNOFF STREET
6/2/21
PIPE
10/15/2025
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =68.3 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.683
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.21 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 224,769 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =4,009 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =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 =12.00 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =3070 sq ft
D) Actual Flat Surface Area AActual =3126 sq ft
E) Area at Design Depth (Top Surface Area)ATop =6340 sq ft
F) Rain Garden Total Volume VT=4,733 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
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 =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
Design Procedure Form: Rain Garden (RG)
Herman Feissner
Galloway & Company, LLC
October 14, 2025
Bloom Sojourn
Fort Collins, CO
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
HFH072_UD-BMP_v3.07.xlsm, RG 10/14/2025, 1:46 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:
Design Procedure Form: Rain Garden (RG)
Herman Feissner
Galloway & Company, LLC
October 14, 2025
Bloom Sojourn
Fort Collins, CO
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
HFH072_UD-BMP_v3.07.xlsm, RG 10/14/2025, 1:46 PM
G1.3
G1.4
G-OS
G1.1 G1.2
G1.15G1.7
G1.16
G1.17
H1 H2
G1.5
G1.12
H5
H6
G1.13
G1.14
G1.11
G1.8
G1.9
acres
H1
0.80
1.00
0.61
acres
H2
0.81
1.00
0.55
acres
H
0.91
1.00
6.16
acres
G1.2
0.95
1.00
1.36acres
G1.3
0.95
1.00
2.29
acres
G1.9
0.46
0.58 2.44 acres
G1.10
0.85
1.00
1.00
acres
G1.8
0.83
1.00
2.06
acres
G1.7
0.63
0.79
0.56
acres
G1.12
0.95
1.00
0.61
acres
G1.13
0.94
1.00
0.69
acres
G1.11
0.87
1.00
0.61
acres
G1.4
0.95
1.00 0.23
acres
G1.5
0.95
1.00
0.25 acres
G1.6
0.95
1.00 0.39
acres
G1.16
0.70
0.87
0.12 acres
H5
0.62
0.78 0.35
acres
G1.1
0.95
1.00 1.56
acres
G1.15
0.73
0.91
0.38
acres
G1
% IMP.
72.5
32.0 acres
G
% IMP.
90.0
19.6
DESIGN POINT
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
BASIN BOUNDARY (i.e., SWMM)
A
BASIN BOUNDARY (i.e., Rational Method)
SWMM BASIN ID
SWMM BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
SWMM BASIN
IMPERVIOUS (%)
RATIONAL METHOD
BASIN IDENTIFIER
SWMM
BASIN IDENTIFIER
Know what's
before you dig.
PGS
JEP
DRAINAGE PLAN
67
C10.1
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
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#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
J1
J
G1.16
G1.17
H3
H8
H5
H6
G1.13
G1.14
acres
H7
0.72
0.89
5.31
acres
H3
0.85
1.00
0.61
acres
J1
0.68
0.85
0.80
acres
H8
0.39
0.49
3.09
acres
G1.14
0.75
0.94
0.32
acres
J
0.82
1.00
6.85
acres0.87
acres
G1.17
0.71
0.89 0.12
acres
H6
0.63
0.78
0.36
acres
H
% IMP.
80.0
10.7
acres
J
% IMP.
80.0
6.9
DESIGN POINT
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
BASIN BOUNDARY (i.e., SWMM)
A
BASIN BOUNDARY (i.e., Rational Method)
SWMM BASIN ID
SWMM BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
SWMM BASIN
IMPERVIOUS (%)
RATIONAL METHOD
BASIN IDENTIFIER
SWMM
BASIN IDENTIFIER
Know what's
before you dig.
PGS
JEP
DRAINAGE PLAN
68
C10.2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
H:
\
H
\
H
a
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7
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0
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3
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BL
O
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M
F
I
L
I
N
G
N
I
N
E
FI
N
A
L
D
E
V
E
L
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P
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E
N
T
P
L
A
N
FO
R
T
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O
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L
I
N
S
,
C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
O
R
CON
S
T
R
U
C
T
I
O
N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
acres
G1.9
0.46
0.58
2.44
acres
G1.7
0.63
0.79 0.56
acres
G1.12
0.45
0.56
0.51
acres
G1.13
0.62
0.78
0.59
acres
G1.14
0.53
0.66
0.29
acres
G1.16
0.71
0.89
0.12
acres
G1.17
0.71
0.89 0.12
acres
G1.15
0.74
0.92
0.38
acres
G1.8a
0.32
0.40
1.07
acres
G1.8b
0.84
1.00
1.06
acres
G1.10a
0.44
0.55
0.18
acres
G1.10b
0.75
0.94
1.30
acres
G1.11
0.95
1.00
0.26
G1.15
G1.7
G1.16
G1.17
G1.12
G1.13
G1.14
G1.11
G1.8b
G1.9
G1.8aG1.10a
G1.10b
Know what's
before you dig.
PGS
JEP
DRAINAGE PLAN
18
C10.0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
H:
\
H
\
H
a
r
t
f
o
r
d
H
o
m
e
s
\
C
O
F
o
r
t
C
o
l
l
i
n
s
H
F
H
7
3
-
B
l
o
o
m
C
o
m
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r
c
i
a
l
\
0
C
I
V
\
3
-
C
D
\
S
O
J
\
P
D
P
\
H
F
H
0
7
2
_
C
1
0
.
0
D
r
a
i
n
a
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e
P
l
a
n
P
D
P
.
d
w
g
-
He
r
m
a
n
F
e
i
s
s
n
e
r
-
10
/
1
5
/
2
0
2
5
SO
J
O
U
R
N
PR
E
L
I
M
I
N
A
R
Y
D
E
V
E
L
O
P
M
E
N
T
P
L
A
N
FO
R
T
C
O
L
L
I
N
S
,
C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
O
R
CON
S
T
R
U
C
T
I
O
N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000072
10/15/2025
Sheet of 18
DESIGN POINT
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
BASIN BOUNDARY (i.e., Rational Method)
BLOOM COMMERCIAL
A
BASIN BOUNDARY (i.e., Rational Method)
BLOOM SOJOURN
SWMM BASIN ID
SWMM BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
SWMM BASIN
IMPERVIOUS (%)
RATIONAL METHOD
BASIN IDENTIFIER
SWMM
BASIN IDENTIFIER