HomeMy WebLinkAboutGrading Plans - 12/15/2020DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Grading/Stormwater Plan Accepted �
(Building Permit Released) HIGHLAND
Accepted by: Dan Mogen ,,; u„f
Date: 12/15/2020 Ort O It1S DEVELOP'v'��NT SERVICES
Memorandum
T0: Dan Mogen — Fort Collins Utilities
FROM: Jason Claeys, P.E.
DATE: 11/04/20
PROJECT: 1819 W. Mulberry Street
HDS JOB NO: 20-1022-00
SUBJECT: Drainage Summary
This memo has been prepared to describe the existing drainage conditions along with the
proposed improvements related to building remodel at 1819 W. Mulberry St (1819) and the
shared driveway improvements with 1817 W. Mulberry St (1817).
The existing property of 1819 W. Mulberry St is located along the south side of Mulberry and east
of the New Mercer Canal irrigation ditch. The property drains from the northwest to the
southeast to an existing inlet located on the neighboring property of 1817 W. Mulberry St. Both
property's high points are the back of walk along Mulberry with all of the property runoff directed
to the inlet in 1817. The existing inlet is approximately 6" deep and has a small pipe that exists
to the south, though an outfall cannot be located. In discussing the condition of the inlet with the
1817 property owner and the 1819 owner rep, they believe that the pipe is clogged or collapsed
downstream of the inlet and the area around the inlet ponds frequently during rainfall events.
The inlet rim elevation is approximately 5055 ft and based on aerial topography, drainage relief
occurs when the ponding reaches an elevation of 5056 ft, then drains to the east via overland
flow.
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Existing Inlet
Highland Development Services, Inc.
6355 Fairgrounds Avenue, Suite 100 � Windsor, CO 80550 � 970.674.7550
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
11/4/20
Page2of3
The property owner of 1819 W. Mulberry St is proposing to rebuild and add an addition to the
existing house/foundation along with adding a detached garage south of the house. The existing
house has been removed and is proposed to use the existing foundation for the rebuild. Due to
the existing drainage condition and ponding that occurs on the properties of 1819 and 1817, the
runoff volume cannot be increased without making the ponding condition worse and increasing
the potential of inundating the adjacent buildings. The owners of 1819 and 1817 have agreed to
a shared driveway. With the reconstruction of the driveway, a high point is proposed
approximately 26' south from the back of walk along Mulberry. The adjusted high point and
proposed retaining wall at 1819 will direct approximately 3,036 sqft and the associated runoff to
Mulberry St, rather than to the existing inlet. The reduction in area draining to the existing inlet
is intended to allow the proposed improvements to occur while having no additional adverse
impacts to the current drainage conditions.
For the purposes of evaluating the existing and proposed drainage conditions, all of the 1819 and
a portion of 1817 properties were analyzed in the drainage basin calculations. As previously
mentioned, all of both properties drain to the existing inlet located on 1817. The analyzed existing
area draining to the inlet is approximately 12,938 sqft and includes approximately 3,726 sqft of
impervious area. The 100-yr peak runoff rate is estimated to be 1.67 cfs with an estimated runoff
volume 2,213 cu-ft. The inlet is proposed to be removed and the drainage within the southern
basin (Basin D2) will be directed to a graded depression and dry well. The area draining to the
dry well is approximately 9,901 sqft, a 3,036 sqft reduction from existing, and includes
approximately 4,283 sqft of impervious area, a 557 sqft increase. The 100-yr peak runoff rate is
estimated to be 1.60 cfs, a 0.07 cfs reduction, with an estimated runoff volume of 2,143 cu-ft, an
estimated reduction of 70 cu-ft. It should be noted that this analysis did not include all of the
area draining to the graded depression and dry well and is in reference to the survey provided.
There is additional area that drains to the dry well.
The proposed drain pan within the shared driveway will direct runoff to a graded depression
along the south side of 1819 and 1817. The drainage depression is proposed to be approximately
1.5 ft deep and will have a cumulative volume of 1,769 cu-ft. This storage will accommodate the
runoff volume of the 2-yr and 10-yr storms, which have estimated runoff volumes of 571 cu-ft
and 1,001 cu-ft, respectively. However, the depression will not accommodate the 100-yr storm,
which has a runoff volume of 2,143 cu-ft. An 11 ft deep, 2 ft diameter dry well is proposed in the
bottom of the depression to allow infiltration and some ponding relief. The dry well will extend
2 ft into the permeable layer. A soils report is attached for reference.
When runoff volume exceeds the volume provided within the graded depression, in reference to
the provided aerial topography, runoff will pond to an approximate elevation of 5056 ft before
draining overland to the east as it has historically. It should be noted that the proposed graded
depression and associated ponding volume will reduce the overflow rates and potentially reduce
the 100-yr ponding elevation. The proposed dry well will promote infiltration and provide
ponding relief.
This drainage analysis has been completed to review and mitigate the impacts of the described
improvements. Based on this analysis, the proposed improvements do not adversely impact the
ocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
11/4/20
Page3of3
existing drainage conditions and does not increase the volume of ponding and/or runoff rates.
The proposed improvements and this analysis do not resolve the current ponding. Regional
improvements are necessary to resolve the current ponding and are out of the scope of the
proposed improvements and this analysis. The proposed structures at 1819 W. Mulberry Street
have been elevated to provide a minimum of one (1) foot of freeboard above the assumed
ponding elevation. Though the proposed improvements improve the existing drainage
conditions, a 100-yr storm has the potential of inundating structures at 1817 W. Mulberry St. Due
to the lack of an adequate outfall, both within the existing and proposed conditions, no guarantee
is implied that the structures are protected from a 100-yr rainfall event.
Acknowledgement:
I acknowledge that the proposed improvements described within and shown on the "1819 W.
Mulberry St — Grading & Drainage Plan" are estimated to not increase the existing ponding based
on the provided documentation. It is understood that the proposed improvements do not
alleviate the current potential of flooding during major rainfall events:
1819 W. Mulberry Street:
CUocuSigned by:
aSbin, �.t.
...
Signature
Jason Metzler
Name
11/5/2020
Date
DocuSigned by:
C�� �4C�
Teresa Metzler
11/5/2020
1R17 \A/ Miilharry Ctraat•
DocuSigned by:
C� ' /
, � % �,—'
320729BSF39B44E...
Signature
Chapman Rose
Name
11/4/2020
Date
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD782FB40D
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EXISTING INE
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DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD782FB40D
� Hydrologic Soil Group—Larimer County Area, Colorado �
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- Map S�le: 1:391 if printed on A portrait (8.5" x 11") sheet.
° N Meters
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Map projection: Web Merrator Comer coordinates: WG584 Edge tics: UTM Zone 13N WG584
USDn Natural Resources Web Soil Survey
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Page 1 of 4
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD782FB40D
Hydrologic Soil Group—Larimer County Area, Colorado
(1819 W. Mulberry St)
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
� A
o �o
0 B
� B/D
0 C
0 C/D
� D
� Not rated or not available
Soil Rating Lines
,�y A
o �
■ C/D
� D
0 Not rated or not available
Water Features
Streams and Canals
Transportation
� Rails
ti Interstate Highways
US Routes
Major Roads
Local Roads
Background
- Aerial Photography
�,� A/D
,.�� B
,..,,� si�
. r C
..as C/D
,ry D
. w Not rated or not available
Soil Rating Points
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MAP INFORMATION
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 Service
Web 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: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 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.
USDa Natural Resources Web Soil Survey 8/20/2020
� Conservation Service National Cooperative Soil Survey Page 2 of 4
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Hydrologic Soil Group—Larimer County Area, Colorado
Hydrologic Soil Group
1819 W. Mulberry St
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
74
Nunn clay loam, 1 to 3 C
percent slopes
�.
100.0%
Totals for Area of Interest
Description
0.6
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.� None Specified
100.0%
USDa Natural Resources Web Soil Survey 8/20/2020
� Conservation Service National Cooperative Soil Survey Page 3 of 4
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Hydrologic Soil Group—Larimer County Area, Colorado
Tie-break Rule: Higher
1819 W. Mulberry St
USDA Natural Resources Web Soil Survey 8/20/2020
� Conservation Service National Cooperative Soil Survey Page 4 of 4
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
• ' �
l N C O!� O t A T■ 0
October 2, 2020
Forge and Bow
116 North College Avenue, Suite 5
Fort Collins, Colorado 80524
Attention: Alexandra Henze
Subject: Permeability Tests
1819 Mulberry Street
Fort Collins, Colorado
CTL�T Project Number: FC09580-120
CTL�Thompson, Inc. was asked to determine the hydraulic conductivity of the
soils at the subject address. We understand that a dry well is being considered on the lot
to provide infiltration of stormwater runoff.
The field investigation included drilling one exploratory boring at the approximate
center of the lot as presented on Figure 1. The boring was drilled to a depth of
approximately 15 feet using 4-inch diameter, continuous-flight augers and a truck-
mounted drill. Drilling was observed by our field representative who logged the soils. A
summary log of the boring, including results of field penetration resistance tests, is
presented on Figure 2. Particle size analysis results are presented on Figure 3.
Subsurface conditions encountered in our boring consisted of 9 feet of clayey/silty sand
over well graded, clean to slightly clayey, sand and gravel to the depth explored.
Groundwater was measured at a depth of 8'/2 feet.
In-situ permeability testing was conducted at the boring by adding water in the
hole and measuring the drop in the water level over time. Based on our testing, we
determined a hydraulic conductivity of 0.7 cm/s. Based on our experience and literature,
we believe the measured hydraulic conductivity is appropriate for the granular materials
encountered.
We appreciate the opportunity to work with you on this project. Please do not
hesitate to contact us with any other questions or concerns.
Sincerely,
CTL�THOMPSON, INC.
.%,�-, 1'�.,--_
Trace Krausse, EI
Project Geotechnical Engineer
5pencer 5cnram, rt
Geotechnical Department Ma a er
�p�ncer Schran�
Oct 2 2020 2:05
PM
400 North Link Lane � Fort Collins, Colorado 80524
Telephone:970-206-9455 Fax:970-206-9441
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD782FB40D
APPROXIMATE
SCALE: 1" = 50'
0' 25' 50'
LEGEND:
TH-1 INDICATES APPROXIMATE
� LOCATION OF EXPLORATORY
BORING
� 1 � West Mulberry Street
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FORGE AND BOW
1819 WEST MULBERRY STREET
CTL I T PROJECT NO. FC09580-120
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Location of
Exploratory Boring
FIGURE 1
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
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HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 `100 `50 '40 '30 '16 '10 `8 `4 3/8" 3/4" 1%" 3" 5" 6" 8"
100 � I p
90 — 10
80 �I�— - - - 20
Z �� �i �i 30 Z
N I I Q
a 60 ! I I 40 w
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I
20 I I � 80
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10 90
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p �� � ',, ',. .100
.001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
Sample of SAND, GRAVELLY, SLIGHTLY CLAYEY (SW-SC
From TH - 1 AT 9 FEET
FORGE AND BOW
1819 MULBERRY STREET PERMEABILITY TESTING
CTL � T PROJECT NO. FC09580-120
GRAVEL 4� % SAND 5� %
SILT & CLAY g %
Gradation
Test Results
FIGURE 1
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
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200' EXISTING
DIA GRADE �--
--- 4 DRY �
� 1 WELL
PROPOSED
ELEV = 5054.31 GRADE
1" LANDSCAPE J �� 11.00'
COBBLE
BEGINNWG OF
PERMEABLE LAYER
24" PVC PIPE EXTEND DRY WELL 2.00'
INTO PERMEABLE LAYER
(PERFORATE BOTTOM 2', Yi'
HOLES, 4" O.C.
DRY WELL DETAIL
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20
NOTES:
I. iH15 PLAN HAS 9EEN PREPARE� i0 RE EQUAL i0 AN�/OR IMPROVE iHE �RAINAGE CONDIiIONS iHnt
E%ISTATSHARED INLEf Ai 181] W.M�LBERRYST �IBI)� WHILEALLOWINGTHEPROPOSED
iMPROVEMENfS Al' 1819 W. MULBERRY Si �1819� i0 OCCUR. iHE PROPOSED IMPROVEMENiS ARE
ESTIMAiED i0 RE�IICE STORM Rl1NOFF QUANiIiIES, PROVIDE ADDITIONAL PONOING AREA/VOLUME
AND A DRV W ELL i0 ASSISi IN PONDING RELIEF iHROUGH INFILTRATION.
2. BASEDONESiIMATESOFiHEEXISTINGCONDITIONSANDREVIEWOFTHEAVAILABLEAERIAL
tOPOGRAPrIY. li iS ESiIMAt[D iHAI PONDING DURING n SiORM EVENi REACHES i0 AN ELEVAiIOn OF
5056 Fi PRIOR 10 DRAINING EASI VIA OVERLAND FLOW.
3. iHE PftGPOSED SiRtICiURES Ai IBi9 HAVE BEEN CLEVAiED t0 PROVI�E A nnlNlrnUM O� I Fi Of
FREEBOARD ABOVE iMS ASSUMEU PONDING ELC-VAiION_
4_ iHOUGH iHE PROPOSEO Ir�nPROVEMENi51MPROVE �HE E%ISiING DRAINnGE CONDIiIONS. A I(10 VR
SiORM HAS THE P9iENTIAL OF INUNDATING SiRUCiURES AT 18 i 7 W. MULBERRY S7. �UE i0 T�1E LACK OF
AN ADEOUATE Ol1iFALL W ITHIN BOiH EXISTING AND PROPOSED CONOIiIONS. NO GUAeqNTEE IS
IMPLIED 1HA1 �HE SiRUCi'URES ON I81 / ARE PkOiPC1N FROM A I DO-YR S�C�RM. REFERFNCP iH["1819
W. MlIL9ERFY $iRELI � �RAIIVAGE SUMMARY"MEMORANDUM. DAIED 11/04/20. AND CALCULAIIONS
BELOW.
5. Ph�OVIDE A MINIMUM OG 5% SLOPEAWAY FROM FOUNDAiIONS FOR iHE FIRSi 5 i0 10'T.
BASINS:
"�, I mperviouz val ues from Ta ble PO 11 �in Me Fort Coll �i nz Amendmen[s to the tlrba n Dra �inaCe ar.c Flootl Conaol ��isttict Criteria Ma r��al
Rur�off Coefficienn a ntl Frecuer.cy Pdjustment Faaors for Ciry of Fort Colli ns � Smrm Wamr Crireria Ma nua I
W. RunaH Renm Frequenry
tand Uu Adjurtment
Mvermou: coemaene c re.ma vxxo.141
Paved 100% 095 �-Yearto 1.00
10-yex
Roof 9pY 095 100ryear 1.25
Walks 90% 095
Gavel/Pavers 40% O50
Lawns
(Heavy, 3�Nh Slope� �y0 0 25
Sub�6asin qaa 11uin !y,„a A.,,r A„.nk /1p.,.Yr.�.� A�.�• Weigh[ed� �OMPOSRE
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_ — _ _ _ — — � _ _ — _ _ _ _ _ ' _ _ _ ,7B77 W. MULBERRY ST 75.00'
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DEVELOPED
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DRAINAGE ESMT�I I . I ' 1
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DEVE�orM.ENrSEFucEs
DATE Il/4/20
$CALE �HJ 1"= 10'
SCALE (V) N/A
DRo.wN Bv JTC
CHECKEo BY JTC
HDS PRo�ECi?+ 20-1022-00
SHEET � OF �
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
DEVELOPED IMPERVIOUS AREA CALCULATION
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 20-1022-00
Date:
DESIGN CRITERIA:
August 21, 2020
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
BASINS:
% Impervious values from Table RO-11 in the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
Land Use � Runoff
Impervious Coefficient C
Paved 100% 0.95
Roof 90% 0.95
Walks 90% 0.95
Gravel/Pavers 40% 0.50
Lawns
(Heavy, 2-7% Slope) 0% 0.25
Frequency
Return
Adjustment
Period
Factor (C )
2-year to
1.00
10- ear
100-year 1.25
Sub-basin Atotal Atotal Apaved Aroof Awalk Agravel/pavers Alawn Weighted % COMPOSITE
Designation (sq feet) (acres) (sq feet) (sq feet) (sq feet) (sq feet) (sq feet) Impervious CZto Clo ��oo
H1 2,152 0.049 2,152 0 0 0 0 100.0% 0.95 1.00
H2 12,938 0.297 1,664 1,776 286 0 9,211 27.2% 0.45 0.56
D1 5,188 0.119 2,521 878 134 0 1,656 66.1% 0.73 0.91
D2 9,901 0.227 1,565 2,719 0 584 5,034 42.9% 0.57 0.71
D2 vs. H2 -3,036 -0.070 557
1819 W. Mulberry - Rational Calcs (FC) (Updated).xlsx Page 1 of 1 Highland Development Services
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
PEAK RUNOFF
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 20-1022-00
Date: August 21, 2020
DESIGN CRITERIA:
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
The time of concentration (t� ) is assumed to be 5 min
EQUATIONS:
Q„ = n -yr peak discharge (cfs)
= C„I�� A C„ = n-yr runoff coefficient
�" " I„ = n -yr rainfall intensity (in/hr)
A„ = Basin drainage area (ac)
28.SP,
� 10.7H6657)
�l�+t��
1 = rainfall intensity (in/hr)
P 1= one-hour point rainfall depth (in)
t� =time of concentration (min)
P1_2yr = 0.82 In
P1-loy, = 1.40 in
Pi-iooY. = 2.86 in
BASIN SUMMARY:
2-yr Peak Runoff 10-yr Peak Runoff 100-yr Peak Runoff
Design Sub-basin Area (acres) Runoff Coeff Intensit Runoff Coeff Intensit Runoff Coeff. Intensit
Point t� (min) ��z-lo) CIA) (acres) (in/hr�Y Q (ft3/s) t� (min) (�z-io) �IA) (acres) (in/hr)Y Q (ft3/s) t� (min) (Cloo) �IA) (acres) (in/hr�Y 41ft3/s)
H7 Hl 0.049 5.00 0.95 0.05 2.85 0.13 5.00 0.95 0.05 4.57 OZ3 5.00 1.00 0.05 9.95 0.49
H2 H2 O.297 5.00 0.45 0.13 2.85 038 5.00 0.45 0.13 4.87 0.65 5.00 0.56 0.17 9.95 1.67
Dl D1 0.119 5.00 0.73 0.09 2.85 0.25 5.00 0.73 0.09 4.87 0.42 5.00 0.91 0.11 9.95 1.08
D2 D2 0.227 5.00 0.57 0.13 2.85 037 5.00 0.57 0.13 4.87 0.63 5.00 0.71 0.16 9.95 1.60
1819 W. Mulberry - Rational Calcs (FC) (Updated).xlsx Page 1 of 1 Highland Development Services
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
100-yr Detention Volume - FAA Method
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 18-1000-00
Date: August 21, 2020
DESIGN CRITERIA
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
City of Fort Collins - Storm Water Criteria Manual
Existing Runoff Volume Calculation - No Outlet (Basin H2)
Runoff Coefficient (C ) 0.45
Frequency Factor (C,) 1.25 Required Detention
Adjusted Runoff Coefficient (CCf) 0.56 ft3 acre-ft
Area (A ) 0.297 acres 2,213 0.05
Allowed Release Rate 0.00 cfs
100-yr Accumulative Kelease Detained Detained
Time Intensity Q�oo Runoff Volume Volume Volume Volume
(min) (/, in/hr) (cfs) (ft3) (ft3) (ft3) (acre-ft)
0 0.00 0.00 0 0 0 0.00
5 9.95 1.66 499 0 499 0.01
10 7.72 1.29 774 0 774 0.02
15 6.52 1.09 980 0 980 0.02
20 5.60 0.94 1,123 0 1,123 0.03
25 4.98 0.83 1,248 0 1,248 0.03
30 4.52 0.76 1,359 0 1,359 0.03
35 4.08 0.68 1,431 0 1,431 0.03
40 3.74 0.62 1,500 0 1,500 0.03
45 3.46 0.58 1,561 0 1,561 0.04
50 3.23 0.54 1,619 0 1,619 0.04
55 3.03 0.51 1,670 0 1,670 0.04
60 2.86 0.48 1,720 0 1,720 0.04
65 2.72 0.45 1,772 0 1,772 0.04
70 2.59 0.43 1,817 0 1,817 0.04
75 2.48 0.41 1,864 0 1,864 0.04
80 2.38 0.40 1,909 0 1,909 0.04
85 2.29 0.38 1,951 0 1,951 0.04
90 2.21 0.37 1,994 0 1,994 0.05
95 2.13 0.36 2,028 0 2,028 0.05
100 2.06 0.34 2,065 0 2,065 0.05
105 2.00 0.33 2,105 0 2,105 0.05
110 1.94 0.32 2,139 0 2,139 0.05
115 1.89 0.32 2,179 0 2,179 0.05
120 1.84 0.31 2,213 0 2,213 0.05
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
2-yr Detention Volume - FAA Method
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 20-1022-00
Date: August 21, 2020
DESIGN CRITERIA
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
City of Fort Collins - Storm Water Criteria Manual
Proposed Runoff Volume Calculation - No Outlet (Basin D2)
Runoff Coefficient (C ) 0.57
Frequency Factor (C,) 1.25 Required Detention
Adjusted Runoff Coefficient (CCf) 0.71 ft3 acre-ft
Area (A ) 0.227 acres 571 0.01
Allowed Release Rate 0.00 cfs
2_yr Accumulative Release Detained Detained
Time Intensity Q2 Runoff Volume Volume Volume Volume
(min) (/, in/hr) (cfs) (ft3) (ft3) (ft3) (acre-ft)
0 0.00 0.00 0 0 0 0.00
5 2.85 0.46 138 0 138 0.00
10 2.21 0.36 214 0 214 0.00
15 1.87 0.30 272 0 272 0.01
20 1.61 0.26 312 0 312 0.01
25 1.43 023 347 0 347 0.01
30 1.30 0.21 378 0 378 0.01
35 1.17 0.19 397 0 397 0.01
40 1.07 0.17 415 0 415 0.01
45 0.99 0.16 432 0 432 0.01
50 0.92 0.15 446 0 446 0.01
55 0.87 0.14 464 0 464 0.01
60 0.82 0.13 477 0 477 0.01
65 0.78 0.13 492 0 492 0.01
70 0.73 0.12 496 0 496 0.01
75 0.70 0.11 509 0 509 0.01
80 0.66 0.11 512 0 512 0.01
85 0.64 0.10 528 0 528 0.01
90 0.61 0.10 533 0 533 0.01
95 0.58 0.09 535 0 535 0.01
100 0.56 0.09 543 0 543 0.01
105 0.54 0.09 550 0 550 0.01
110 0.52 0.08 555 0 555 0.01
115 0.51 0.08 569 0 569 0.01
120 0.49 0.08 571 0 571 0.01
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
10-yr Detention Volume - FAA Method
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 20-1022-00
Date: August 21, 2020
DESIGN CRITERIA
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
City of Fort Collins - Storm Water Criteria Manual
Proposed Runoff Volume Calculation - No Outlet (Basin D2)
Runoff Coefficient (C ) 0.57
Frequency Factor (C,) 1.25 Required Detention
Adjusted Runoff Coefficient (CCf) 0.71 ft3 acre-ft
Area (A ) 0.227 acres 1,001 0.02
Allowed Release Rate 0.00 cfs
10-yr Accumulative Kelease Detained Detained
Time Intensity Q�o Runoff Volume Volume Volume Volume
(min) (/, in/hr) (cfs) (ft3) (ft3) (ft3) (acre-ft)
0 0.00 0.00 0 0 0 0.00
5 4.87 0.79 236 0 236 0.01
10 3.78 0.61 367 0 367 0.01
15 3.19 0.52 464 0 464 0.01
20 2.74 0.44 532 0 532 0.01
25 2.44 0.39 592 0 592 0.01
30 2.21 0.36 643 0 643 0.01
35 2.00 0.32 679 0 679 0.02
40 1.83 0.30 710 0 710 0.02
45 1.69 027 738 0 738 0.02
50 1.58 0.26 767 0 767 0.02
55 1.48 024 790 0 790 0.02
60 1.40 0.23 815 0 815 0.02
65 1.32 021 833 0 833 0.02
70 1.25 0.20 849 0 849 0.02
75 1.19 0.19 866 0 866 0.02
80 1.14 0.18 885 0 885 0.02
85 1.09 0.18 899 0 899 0.02
90 1.05 0.17 917 0 917 0.02
95 1.01 0.16 931 0 931 0.02
100 0.97 0.16 941 0 941 0.02
105 0.94 0.15 958 0 958 0.02
110 0.91 0.15 971 0 971 0.02
115 0.88 0.14 982 0 982 0.02
120 0.86 0.14 1,001 0 1,001 0.02
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
1819 W. Mulberry St
100-yr Detention Volume - FAA Method
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 20-1022-00
Date: August 21, 2020
DESIGN CRITERIA
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
City of Fort Collins - Storm Water Criteria Manual
Proposed Runoff Volume Calculation - No Outlet (Basin D2)
Runoff Coefficient (C ) 0.57
Frequency Factor (C,) 1.25 Required Detention
Adjusted Runoff Coefficient (CCf) 0.71 ft3 acre-ft
Area (A ) 0.227 acres 2,143 0.05
Allowed Release Rate 0.00 cfs
100-yr Accumulative Kelease Detained Detained
Time Intensity Q�oo Runoff Volume Volume Volume Volume
(min) (/, in/hr) (cfs) (ft3) (ft3) (ft3) (acre-ft)
0 0.00 0.00 0 0 0 0.0000
5 9.95 1.61 483 0 483 0.0111
10 7.72 1.25 749 0 749 0.0172
15 6.52 1.05 949 0 949 0.0218
20 5.60 0.91 1,087 0 1,087 0.0250
25 4.98 0.81 1,208 0 1,208 0.0277
30 4.52 0.73 1,316 0 1,316 0.0302
35 4.08 0.66 1,386 0 1,386 0.0318
40 3.74 0.60 1,452 0 1,452 0.0333
45 3.46 0.56 1,511 0 1,511 0.0347
50 3.23 0.52 1,567 0 1,567 0.0360
55 3.03 0.49 1,617 0 1,617 0.0371
60 2.86 0.46 1,665 0 1,665 0.0382
65 2.72 0.44 1,716 0 1,716 0.0394
70 2.59 0.42 1,759 0 1,759 0.0404
75 2.48 0.40 1,805 0 1,805 0.0414
80 2.38 0.38 1,848 0 1,848 0.0424
85 2.29 0.37 1,889 0 1,889 0.0434
90 2.21 0.36 1,930 0 1,930 0.0443
95 2.13 0.34 1,964 0 1,964 0.0451
100 2.06 0.33 1,999 0 1,999 0.0459
105 2.00 0.32 2,038 0 2,038 0.0468
110 1.94 0.31 2,071 0 2,071 0.0475
115 1.89 0.31 2,109 0 2,109 0.0484
120 1.84 0.30 2,143 0 2,143 0.0492
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Forge+Bow � Metzler � Rose - Drainage Plan Cost Summary
OWNER
Jason and Teresa Metzler
1819 W Mulberry Street
Fort Collins, CO 80521
OWNER
Chapman Rose
1817 W Mulberry Street
Fort Collins, CO 80521
CONTRACTOR
Property Inc., LLC DBA Forge+Bow Dwellings
116 N College Ave, Suite 5
Fort Collins, CO 80524
COST SUMMARY
The tables below summarize costs associated for each property as described in the
Plan Documents. The structure of payment to Contractor is to be a Stipulated Sum
"Flat Fee" — both Owners shall agree to pay the Contractor (Forge+Bow Dwellings) the
Cost of Work in current funds for the Contractor's performance of the drainage plan
and description of work below.
Contractor shall seek additional bids for concrete flatwork before work is performed
and submit a reductive change order to the Owners, if lower cost can be achieved. The
Owners understand that the Contractor cannot guarantee lower costs and agree to pay
Contractor for costs as summarized below for all work completed.
Costs Shared EquallX
Shared costs between the parties for the execution of the drainage plan for both
lots are split 50/50 between the Owners and include the following:
Dry-wel I
Soils Test
Driveway Pan
Final Drainage Plan Engineering
Pumping
DS
�C(�1 � �`
DS
1� "
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Additional Costs - Metzler
Includes preliminary drainage engineering fees, site survey costs, removal of
existing concrete driveway, 13 tons of gravel, and a concrete apron
approximately120 SF in front of the new garage location according to the
drainage plan.
Additional Costs - Rose
Costs associated with concrete flatwork are split 55 (Chapman Rose) / 45 (Jason
and Teresa Metzler). There is more concrete square footage removal and new
pour on Chapman Rose's property. The additional work and costs for Rose
includes the following (not depicted on the drainage plan and memo drawings):
Existing concrete, approximately 657 SF in front of garage to be removed
as well as 216 SF of dirt removal on east side of current concrete pad.
876 SF of new concrete to be poured to replace both the existing
concrete in front of the garage as well as the existing grass area east of
existing concrete. 77 SF of new concrete to be poured from new driveway
to front following removal of existing pathway.
DS � �DS
�C� � � �
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Rose Cost Summary
Drainage Costs - Rose Cost
Site Observation and Grading Plan (Carson) $ -
Topographic Survey (Majestic) $ -
Preliminary Drainage Plan (Keefe) $ -
Drywell $ 5,250.00
Soils Test $ 850.00
Driveway Pan $ 1,650.00
Foundation Increase $ -
Engineering/Highland Development $ 1,500.00
Original Drainage Plan $ -
Total $ 9,250.00
Driveway Related Costs - Rose Cost
Gravel Driveway w/ Concrete Apron $ -
Concrete Removal (Metzler Side Driveway) $ -
Driveway Removal for New Pan $ 1,932.00
Concrete Driveway $ 5,055.00
Garage Pad Flatwork (includes concrete removal) $ 8,733.60
Front Walkway Flatwork (includes concrete remova $ 646.80
Pumping $ 890.40
Total $ 17,257.80
NOTE:
Items
highlighted green do not have Contractor markup applied. Items highlighted blue do
include Contractor markup in the cost listed.
DS -DS
�I`C� ; �,,-, �
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
Metzler Cost Summary
Drainage Costs - Metzler Cost
Site Observation and Grading Plan $ 250.00
Topographic Survey $ 850.00
Preliminary Drainage Plan $ -
Drywell $ 5,250.00
Soils Test $ 850.00
Driveway Pan $ 1,650.00
Foundation Increase $ 1,578.00
Engineering/Highland Development $ 1,500.00
Original Drainage Plan $ 1,512.00
Total $ 13,440.00
Driveway Related Costs - Metzler Cost
Gravel Driveway w/ Concrete Apron $ 2,323.20
Concrete Removal (Metzler Existing Driveway) $ 2,162.40
Driveway Removal for New Pan $ 1,296.00
Concrete Driveway $ 4,192.50
Chap Flatwork $ -
Chap Front Walkway $ -
Pumping $ 890.40
Total $ 10,864.50
NOTE: Items highlighted green do not have Contractor markup applied. Items
highlighted blue do include Contractor markup in the cost listed.
DS ' -DS
�1`Cr'1 � r� �
DocuSign Envelope ID: 726F6E27-D6B5-4531-BCFA-4ADD7B2FB40D
The Owners hereby agree to the costs and scope outlined in the cost summary and
depicted on the grading and drainage memo. By signing below, Forge+Bow is given
permission to proceed with executing the plan and invoicing as described above for
the work.
CDocuSigned by:
aSbin, �l.c.{-��
ssoeisozocs�ass...
Owner - Jason Metzler
DocuSigned by:
.��� qj q��
Owner - Teresa Metzler
DocuSigned by:
���.�/�-�
320729BSF39B44E...
Owner - Chapman Rose
DocuSignetl by:
C���.�, r���i/ta/�.
— 79353851CB92429...
Owner - Jordan Obermann
11/5/2020
Date
11/5/2020
Date
ii�4�zozo
Date
11/5/2020
Date
Forge + Bow
�
y
RECEPTION #20200100020, 12/12020 4 43:40 PM,
1 of 10, $58.00
Angela Myers, Clerk � Recorder, Larimer County, CO
tip
DECLARATION OF PRNATE EASEMQ�TT AND MAINTENANCE AGREEMENf
That the imdersigned, being the owner(s) of certain rcal property in Larimer Co�mty, Colorddo legally described as:
Pazcel Number: 9715201002 (COM AT PT 1368.5 FT E OF NW COR 15-7-69_ TH S 218 FT: TH S 89 40' E 55
PT: TH N 218 FT� TH N 89 40' W 55 FI' TO BEG FTCI �nd 1 NL*�ber- 9715201003 (COM AT A PT 1423.5
FLE OF NW COR 15-7-69_ S 218 FT_ S 89 40' E 60 FT_ N 218 FT_ N 89 40' W 60 FT TO BEG. FTC) dces hereby
dedicate a permanent easement for the purpose of drainage in the Cily of Fort Collins, County of Larimer, State of
Colorado, more particularly described on Exhibit "A" attached heteto and by ttus reference macie a parl hereof (the
"EasemenY').
T'his Declaration of Private �asement and Maintenance Agreement ("Declaration") is made effective as of the
date reconied with the Clerk and Recorder of Larimer Coimty, Colorado ("Clerk and Recorde�') between the
• _ �� �c _ � • . • . � � ,n��� .-� '' _
The Parties' tights under lhe Easement include the right to ins�ll, operale, access, maintain, repair, reconsttuct,
remove and replace within the Easement private improvements consistent with the intended purpose of the
Easement the right to mark the location of the Easement with suitable mazkeis; and the right to permit other public
utilities to exercise these same rights.
The Owners of both properties are jointly responsible, at their sole cost, for maintenance, repair, and replacement of
the drywell. The drywell is intended to provide ponding relief through infiltration with the use of a 24inch diameter
vertical PVC pipe extending into the pecmeable layer, lhe pipe extending a minimum of 11 ft below grade, with
pipe perforalion within the bottom section of the pipe. Reference the "1819 W. Mulberry Street — Drainage
Siunmary" memorandum, E�chibit "B", dated I 1/04l20, for fiuther description and detail of the dry well and
drainage impmvements.
As nceded to maintain the performance of the drywell, lhe Owners will work cooperalively and joinfly to determine
the drywell maintenance and repair work to be done as well as the timing and cost of such work. The costs of
maintaining and repairing the drywell will be shared equally between the Owners of
boih properties. To maintain and extend the usefW life of the drywell, maintenance will include: removal of
JALEX HENZE
427 BUCKEYE ST
FORT COILINS, CO 80524
�
�dimentation upstream of the drywell, regular inspection of the dry well to evaluate pedormance, regular removal
of accumulated sediment from within the dry well, removal and replacement of stone within the dry well as needed
if the stone becomes cloggeci with debris and sediment, and the removal and replacement of the dry well (perforated
verticsil PVC pipe, mck, surmunding native material) when nceded due to the syslem being cloggeci or damaged
und restored back to the intended condilion. The graded depression surrounciing the dry well is intended tn provide
runoff ponding volume away from and reduce the risk of in�mdating the stn�cttues at 1817 W. Mulberry Street� The
gmding/elevations of the depression and dry wcll, as shown in the "1819 W. Mulberry St — Grading & Drdinage
Plan", dated I 1/4/20, shall be maintained without increasing the risk of flooding structures. Any modiGcation to the
grading shall be immediately restored to the design elevations.
�C�] �I�I�It7
Name: Jason Metzler
Adciress: 1819 West Mulbeay Street, Fort Collins, Colorado 80521
OWNER
Name: Teresa Metzler
Address: 1819 West Mulberry Street, Fort Collins, Colorado 80521
The foregoing instrument was acknowledged before me this � day of .N�,I�2020, by
Ja�o�, �'lerrsa l�ter�s ��1�'r1f1JV' . �a ('��mp�,��S� �
Q�J✓nQii� . Witness my and otlicial seal. My commission expires: Z�Z/i'
�Q,l�ifl�l9/}�' �ll.l,�i1M `S� d-�-�d (('l1ro�d.�i
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Notary Public
KAILEE THARNISH
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID 20204022983
MY COMMISSION EXPIRES 07-02-2024
Address: 1817 West Mulbetry�treet, Fort Collins, Colorado 80521
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Memorandum
TO:
FROM:
DATE:
PROJ ECT:
HDS JOB NO
SU BJ ECT:
Dan Mogen — Fort Collins Utilities
Jason Claeys, P.E.
11/04/20
1819 W. Mulberry Street
20-1022-00
Drainage Summary
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This memo has been prepared to describe the existing drainage conditions along with the
proposed improvements related to building remodel at 1819 W. Mulberry St (1819) and the
shared driveway improvements with 1817 W. Mulberry St (1817).
The existing property of 1819 W. Mulberry St is located along the south side of Mulberry and east
of the New Mercer Canal irrigation ditch. The property drains from the northwest to the
southeast to an existing inlet located on the neighboring property of 1817 W. Mulberry St. Both
property's high points are the back of walk along Mulberry with all of the property runoff directed
to the inlet in 1817. The existing inlet is approximately 6" deep and has a small pipe that exists
to the south, though an outfall cannot be located. In discussing the condition of the inlet with the
1517 property owner and the 1819 owner rep, they believe that the pipe is clogged or collapsed
downstream of the inlet and the area around the inlet ponds frequently during rainfall events.
The inlet rim elevation is approximately 5055 ft and based on aerial topography, drainage relief
occurs when the ponding reaches an elevation of 5056 ft, then drains to the east via overland
flow.
Highland Development Services, Inc.
6355 Fairgrounds Avenue, Suite 100 � Windsor, CO 80550 � 970.674.7550
Existing Inlet
�
1819 W. Mulberry St
11/4/20
Page 2 of 3
The property owner of 1819 W. Mulberry St is proposing to rebuild and add an addition to the
existing house/foundation along with adding a detached garage south of the house. The existing
house has been removed and is proposed to use the existing foundation for the rebuild. Due to
the existing drainage condition and ponding that occurs on the properties of 1819 and 1817, the
runoff volume cannot be increased without making the ponding condition worse and increasing
the potential of inundating the adjacent buildings. The owners of 1819 and 1817 have agreed to
a shared driveway. With the reconstruction of the driveway, a high point is proposed
approximately 26' south from the back of walk along Mulberry. The adjusted high point and
proposed retaining wall at 1819 will direct approximately 3,036 sqft and the associated runoff to
Mulberry St, rather than to the existing inlet. The reduction in area draining to the existing inlet
is intended to allow the proposed improvements to occur while having no additional adverse
impacts to the current drainage conditions.
For the purposes of evaluating the existing and proposed drainage conditions, all of the 1819 and
a portion of 1817 properties were analyzed in the drainage basin calculations. As previously
mentioned, all of both properties drain to the existing inlet located on 1817. The analyzed existing
area draining to the inlet is approximately 12,938 sqft and includes approximately 3,726 sqft of
impervious area. The 100-yr peak runoff rate is estimated to be 1.67 cfs with an estimated runoff
volume 2,213 cu-ft. The inlet is proposed to be removed and the drainage within the southern
basin (Basin D2) will be directed to a graded depression and dry well. The area draining to the
dry well is approximately 9,901 sqft, a 3,036 sqft reduction from existing, and includes
approximately 4,283 sqft of impervious area, a 557 sqft increase. The 100-yr peak runoff rate is
estimated to be 1.60 cfs, a 0.07 cfs reduction, with an estimated runoff volume of 2,143 cu-ft, an
estimated reduction of 70 cu-ft. It should be noted that this analysis did not include all of the
area draining to the graded depression and dry well and is in reference to the survey provided.
There is additional area that drains to the dry well.
The proposed drain pan within the shared driveway will direct runoff to a graded depression
along the south side of 1819 and 1817. The drainage depression is proposed to be approximately
1.5 ft deep and will have a cumulative volume of 1,769 cu-ft. This storage will accommodate the
runoff volume of the 2-yr and 10-yr storms, which have estimated runoff volumes of 571 cu-ft
and 1,001 cu-ft, respectively. However, the depression will not accommodate the 100-yr storm,
which has a runoff volume of 2,143 cu-ft. An 11 ft deep, 2 ft diameter dry well is proposed in the
bottom of the depression to allow infiltration and some ponding relief. The dry well will extend
2 ft into the permeable layer. A soils report is attached for reference.
When runoff volume exceeds the volume provided within the graded depression, in reference to
the provided aerial topography, runoff will pond to an approximate elevation of 5056 ft before
draining overland to the east as it has historically. It should be noted that the proposed graded
depression and associated ponding volume will reduce the overflow rates and potentially reduce
the 100-yr ponding elevation. The proposed dry well will promote infiltration and provide
ponding relief.
This drainage analysis has been completed to review and mitigate the impacts of the described
improvements. Based on this analysis, the proposed improvements do not adversely impact the
�
1819 W. Mulberry St
11/4/20
Page 3 of 3
existing drainage conditions and does not increase the volume of ponding and/or runoff rates.
The proposed improvements and this analysis do not resolve the current ponding. Regional
improvements are necessary to resolve the current ponding and are out of the scope of the
proposed improvements and this analysis. The proposed structures at 1819 W. Mulberry Street
have been elevated to provide a minimum of one (1) foot of freeboard above the assumed
ponding elevation. Though the proposed improvements improve the existing drainage
conditions, a 100-yr storm has the potential of inundating structures at 1817 W. Mulberry St. Due
to the lack of an adequate outfall, both within the existing and proposed conditions, no guarantee
is implied that the structures are protected from a 100-yr rainfall event.
Acknowledgement:
I acknowledge that the proposed improvements described within and shown on the "1819 W.
Mulberry St—Grading & Drainage Plan" are estimated to not increase the existing ponding based
on the provided documentation. It is understood that the proposed improvements do not
alleviate the current potential of flooding during major rainfall events:
1819 W. Mulberry Street:
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Signature
�ason Metzler
Name
11/5/2020
Date
1�17S1W d�ulberry Street:
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Signature
chapman Rose
Name
11/4/2020
Date
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Teresa Metzler
11/5/2020
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I4,I, �. I I� I' �� `i GRADING & DRAINAGE PLAN
EXHIBIT A
PARCEL DESCRIPTION
A iract of land, being part of those parcels as recorded November 23, 2004 as Reception
No. 20040] 13985 and December 8, 2019 as Reception No. 20190078982 of the Records of the
Larimer County Clerk and Recorder, situate in the Northwest Quarter (NW1/4) of Section Fifteen
(I S), Township Seven NoRh (T.7N.), Range Sixty-nine West (R.69W.) of the Sixth Principal
Meridian (6th P.M.), Ciry of Fort Collins, Counry of Larimer, State of Colorado and being more
particularly described as follows:
COMMENCING at the Northwest comer of said Section 15 and assuming the North line of said
NW 114 as bearing South 89°26'40" East, being a Grid Bearing of the Colorado State Plane
Coordinate System, North Zone, North American Datum 1983(201 l, a distance of2662.02 feet,
monumented by a#6 rebar with 2.S' aluminum cap stamped LS 34174 at the Northwest corncr and
a#b rebar with 2.5" aluminum cap stamped LS 17497 & 143.7' Witness Comer at the North
QuaRer comer of said Section 15 and with all other bearings contained herein relative thereto;
THENCE South 89°26'40" East along said North line distance of 1423.50 feet to the common line
between said Reception No. 200401 1 3 985 & 20190078982;
THENCE South 00°13'ZO" West along said common line distance of 134.89 feet to die POINT OF
BEGINNING;
THENCE North 89°46'40" West a distance of 3.50 feet to a line parallel with and 3.�0 feet West
of, as measured at a right angle, the East line of Reception No. 20190078982;
THENCE South 00°i 3'20" West along said pazallel line distance of 49.25 feet;
THENCE Nor[h 89°26'40" West a distance of 35.14 feet:
THENCE South 00°33'20" West a distance of 31.00 feet;
THENCE South 89°26'40" East a distance of 77.99 feer,
THENCE North 00°33'20" East a distance of 31.00 feet;
THENCE North 89°26'40" West a distance of 32.85 feet to a line parallel with and 6.50 feet East
of, as measured et a right angle, the West line of Reception No. 20040113985;
THENCE North 00°13'20" East along said parallel line distance of 4931 feet;
THENCE North 89°46'40" West a distance of 6.50 feet to the POIN7" OF BEGINNING.
Said described parcel of land contains 2,911 Squaze Feet more or less (f).
SURVEYORSSTATEMENT
I, Steven Pazks, a Colorado Licensed Professional Land Surveyor do hereby state that this Parcel
Description was prepared under my personal supervision and checking, and that it is we and
correct to the best of my knowledge and belief.
Steven Parks - on behalf of Majestic Surveying, LLC
Colorado Licensed Professional Land Surveyor 1�38348
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MAJESTIC SURVEYING
I I I I Diamond Valley Drive. Suiie 104
W'indsoc Colorado ft0550
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Drninage Easemtnt
NW1�4 Sectionl5,T.7N.,R.b9W.
NOR'THWE6T CORNER
SECTION 15, T.7N., R.69W.
FOUND /6 REBAR MATH
2.5' ALUMINUM CAP
LS 3�174
POINT OF COMNENCEIAENT
� _ _ 142J.50
f919 1BJ7
MULBERRY �'m MULBERRY
REC NO. ,�, REC. NO.
?t7190078982 Z(h7f01f39B5
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N
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N BECINNING
N89'46'40"W 3.50'�
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S00'13' i 0"W 49.25'�
3.5'
N89'26'40"W 35.14'1
S0033'20"W
31.00'
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EXHIBIT A
L1'/ESTMULBERRYSTREET
(BAS15 QF BEARINCS)
S89'26'4D�E 2662.02'
55.00' 60.00'
.ID' ROAr
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143.i H9TNES5 CORNER TO THE
NORTN QUAftiER CORNER
SECTION )5, T.7N., R.69W.
FOl1ND /'6 REBAR WITH�
2.5' ALUNINUM CAP
�_ A� _ LS I7497
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�2,91 1 SQ. FT.
N89'46'40"W 6.50'
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N00"13'ZO"E I49.31'
6.5'
N89'26'40"W 32.85'
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N0033'20"E
31.00'
S89'2u'40"E �5.00' S89'26'40'E 60.00�
ti�tc. Thi� dro�cing docs nw rcprc�cn! e munumrnted I�id survcy. Ib mic puq,osc u e prnphm
rrpicscniatiun ol�hc eccompenying wnucn desaiption.
Vuticc Accardmg to Colorndo Isu you must wmmuicc any legel �cuon ba:d upm em ckfm �n
thu sunq� within �firce ycus elta ��au fvs� discorer sud� Jc(ett In no evrnt mny eny ucuun
based upm� an� de[ect in ihu �urvry bc commmcul more �ha� tcn � rm from thc daic of Nc
urnifi�ation slroun hmm� (CRS 13-80.1051
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DATG 10-30-2020 SCALE: I"=3U'
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EXHIBIT A
PARCEL DESCRIPTION
A[ract of 1and, being part of those parcels as recorded November 23, 2004 as Reception
No. 20040113985 and December 8, 2019 as Rcception No. 20190078982 of che Records of the
Larimer County Clerk and Recorder, situate in the Northwest Quarter (NW 1/4) of Section Fifteen
(15), Township Seven Norih (T.1N.), Range Sixty-nine West (R.69W.) of the Sixth Principal
Meridian (6th P.M.), Ciry of Fon Collins, County of Larimer, State of Colorado and being more
particulazly described as follows;
C0�[MENCING at the Northwest comer of said Section I S and assuming the North line of said
NW U4 as bearing South 89°26'40" East, being a Grid Bearing of the Colorado State Plane
Coordinate System, North Zone, North American Datum 19832011, a distance of 2662.02 feet,
monument� by a#6 rebar with 2.5" aluminum cap stamped LS 34174 at the North�vest comer and
a#6 rebar with 2.5" aluminum cap stamped LS 17497 & 143.7' Witness Comer at the North
Quarter comer of said Section I S and with all other beazings containod herein relative thereto;
THENCE South 89°26'40" East along said North line distance of 1423.50 feet to the common line
betwecn said Reception No. 20040113985 & 20190078982;
THENCE South 00°13'20" West along said common line distana of 30.00 feet to the South Right
of Way (RO� line of Mullxrry 5veet and to the POINT OF BEGINNING;
THENCE North 89°26'40" West along said ROW Iine a distance of 6.00 feet to a line parallel with
and 6.00 feet West of, as meazured at a right angle, the East line of Reception No. 20190078982;
TI-IENCE South 00°13'20" West along said parallel line distance of 104.92 feet;
THENCE South 89°46'40" East a distance of 15.00 fcet to a line parallel with and 9.00 feet East
of, as measured at a right angle, the West line of Reception No. 200401 ] 3985;
THENCE NoRh 00°13'20" East along said parallel line distance of 104.84 feet to said ROW line;
THENCE North 89°26'40" West along said ROW line a distance of 9.00 feet to the POINT O�
BEGINNING.
Said described parcel of land contains 1,573 Square Feet more or less (t).
SURVEYORSSTATEMENT
I, Steven Parks, a Colorado Licensed Professional Land Surveyor do hereby state that this Parcel
Description was prepazed under my personal supervision and checking, and that it is true and
correct to the best of my knowledge and belief.
Steven Pazks - on behalf of Majestic Surveying, LLC
Colorado Licensed Professional Land Surveyor #38348
_�
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MAJESTIC SURVEYING
I I I I Diamond Valle� Drive. Suitc IOd
Windwr, Colorado 80550
Z:�prtyccts�201912019SIP�201936TUL:SC�USAtda Peyc i uf'_
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Utiliry �. Access Easement
NWU4 Section I5, T,7N., R.69W.
NORTHWEST CORNER
SECTION 15, T.7N., R.69W.
FOUND (j6 REBAR WITH
2.5' ALUMINUM CAP
LS 34174
POINT OF COMMENCEMENT
EXHIBIT A
I,#'/ESTMULBERRYSTREET
(BASIS Of BEARINGS)
S89'26'40"E 2662.02'
Page Z o(2
143.7' WITNESS CORNER TO THE
NORTH OUARTER CORNER
SECTION 15, T.7N., R,69W.
FOUND /j6 REBAR INTH
2.5' ALU�IINUM CAP
A_ _ LS 17497
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— t a23.50'
— — T
I
55.00' � 60, 00' �
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� POINT OF BEGINNING
- - - - � - - - N89'26'40"W 9.00'
N89'26'40"W 6.00' 9�
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S89'46'40"E 15.00'
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MULBERRY
REC. NO.
2019007B9B2
589'26'40'E 55.00'
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MULBERRY
REC. NO.
ZOG+40113985
589'26'40"E 60.00'
Steven Parks, PLti �S3-18
On behalf o(Mujestic Cuncying, L,LC
Nutc, lhis dru�� ing ducs nol mprcsent a monumcnlcd lund iunc� � lu sulc pu�wse is y(wphic
mprescnmtion of thc accompenying wriuen dacnptlun.
Nolitt� Acmrding to Colo2do lew you musl commcncc any legnl aaion baxJ upcm nny Jdctt in
ihis sune� wi�hin �hree ytan e(Icr you firstdiuova such de(ect In iw c��em moy any nclion
bssed upon eny defeci in U�is swrov be wmmanced mure dmn irn �can from �he dr,te of ihc
ccn{fcuiion sho�.n hcrcon. (CRS 13-80.105)
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PRbJL:CI Nt).2019367 CL16\T:FORGE+I30W
DATE:10-3U-°0�0 SG\Lt:l"=30'