HomeMy WebLinkAboutDrainage Reports - 10/12/2015LK Farnsworth
GROUP
October 6, 2015
City of Fort Collins
Utilities Stormwater Department
700 Wood Street
Fort Collins, CO 80521
1612 Specht Point Road, Suite 105
Fort Collins, CO 80525
p 970.484.7477 f 970.484.7488
www.f-w.com I www.greennavigation.com
City of'Fort Collins A roved Plans
Approved br.
Date: 'O/ zots—
RE: New Belgium Brewery Building Addition Final Drainage and Erosion Control Report
To whom it may concern:
Transmitted herewith is the drainage and erosion control report for the New Belgium Brewery
Building Addition. The computations and report are in compliance with the City of Fort Collins
Stormwater Criteria Manual.
Please contact me if you have any questions or concerns.
Sincerely,
Farnsworth Group, Inc.
Prepared by:
Scott Turner, E.I.T.
Engineer Intem II
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11
Reviewed by:
J.C. Cundall, P.E.
Engineering Manager
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ENGINEERS I ARCHITECTS I SURVEYORS i SCIENTISTS
Farnsworth
GROUP
FINAL DRAINAGE AND EROSION CONTROL REPORT
NEW BELGIUM BREWERY BUILDING ADDITION
Fort Collins, Colorado
For
New Belgium Brewery
500 Linden St.
Fort Collins, CO 80524
MA
Farnsworth Group
1612 Specht Point Rd, Suite 105
Fort Collins, CO 80525
Project No. 0141736.00
June 2015
Revised July 2015
Revised September 2015
Revised October 2015
TABLE OF CONTENTS
1
' ENGINEER'S CERTIFICATION............................................................................................... i
VICINITYMAP............................................................................................................................ ii
I. GENERAL LOCATION AND DESCRIPTION
A. Location.........................................................................................................................1
B. Description of Property ............................................. .... ................................................. I
C. Floodplain Submittal Requirements..............................................................................3
II.
DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description................................................................................................3
B. Sub -Basin Description...................................................................................................4
III.
DRAINAGE DESIGN CRITERIA
A. Regulations....................................................................................................................7
B. Directly Connected Impervious Area............................................................................7
C. Development Criteria Reference and Constraints..........................................................7
'
D. Hydrological Criteria.....................................................................................................7
E. Hydraulic Criteria..........................................................................................................8
F. Floodplain Regulations Criteria.....................................................................................9
IV.
DRAINAGE FACILITY DESIGN
A. General Concept.............................................................................................................9
'
B. Specific Details..............................................................................................................9
V.
CONCLUSIONS
A. Compliance with Standards.........................................................................................10
B. Drainage Concept.........................................................................................................10
VI.
REFERENCES..................................................................................................................10
VII.
APPENDICES
'
A. Hydrologic Computations
B. Hydraulic Computations
C. FEMA FIRM Panel
D. Drainage Map and Grading Plan
'
E. Erosion Control Report
Engineer's Certification
I hereby certify that this report (plan) for the drainage design of the New Belgium Brewery
Building Addition was prepared by me (or under my direct supervision) for the owners thereof,
and meet or exceed the requirements of the City of Fort Collins Storrnwater Criteria Manual.
James C. Cundall, P.E.
State of Colorado No. 41831
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PROJECT LOCATION: NORTH' OF SECTION 12, TOWNSHIP 07
NORTH, RANGE 69 WEST, 6TH PRINCIPAL MERIDIAN, CITY OF
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FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
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SCALE 1" = 1000- (APPROX)
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.E Farnsworth
NEW BELGIUM BREWING OFFICE
Project No: 0141736.00
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Book No: N/A
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x. GROUP
Drawn by: JWL
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1612 SPECHT POINT ROAD, SUITE 105
NEW BELGIUM BREWING OFFICE ADDITION
Revlewed:JCC
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FORT COLLINS. COLORADO 80525
DRAINAGE REPORT
Date: JUNE 30, 2015
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(970) 484-7477 / (970) 484-7488 Fax
VICINITY MAP
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VICINITY MAP
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General Location and Description
A. Location
The New Belgium Brewery (NBB) and associated project is located within the northwest
'/ of Section 12, Township 07N, Range 69W, of the Sixth Principal Meridian, within the
City of Fort Collins (City). Linden and Buckingham Streets bound the property on the
west and south, respectively. NBB operates other facilities east of the project limits, and
the City's Streets Facility bounds the property to the North. Refer to the vicinity map
(located immediately after the table of contents), or Figure 1, below, for additional
information.
Figure 1: Aerial View of the NBB and Surrounding Properties
B. Description of Property
Figure 2, displays the proposed project boundary overlaying the existing conditions.
Approximately 1.66 acres will be disturbed by the project. The existing property is well
vegetated with native and lawn grasses, as well as established trees and shrubs. The non -
paved areas exhibit approximately 90% vegetative density. The site is landscaped with
berms along Linden and Buckingham Streets, but otherwise has mild slopes ranging from
0-2%. Currently, a paved parking lot and turnaround are located in front of the primary
building entrance. The site is dominated by Caruso clay loam belonging to hydrologic
group D.
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Figure 2: Existing Conditions and Project Boundary
The proposed project includes a beer garden and two story, 13,400 gross square foot
building addition (approximately 7,700 square foot "footprint") within the southwest
corner of the NBB property. The beer garden will consist of a new concrete and paver
patio, outdoor tables, concrete paths, and a large bowl -shaped lawn (turf) area. New
waterlines and taps, sanitary sewer, and storm sewer system will also be constructed.
Major demolition includes the parking lot and turnaround, a deck, and the main entrance
patio. Refer to the construction plans for a more detailed geometric, utility, and
demolition plan. See Figure 3, below, for a general proposed layout.
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Figure 3: Proposed Project Site Plan
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A portion of Coy Ditch and its associated 15-foot easement run through the project area.
The ditch has already been made inoperable by the construction of the Woodward
Governor corporate office downstream of the NBB property. Therefore, abandoning,
filling, or altering the ditch will have no impact on its use for irrigation. Refer to the
construction plans for those portions of the ditch that will be abandoned or filled. The
ditch north of and paralleling Buckingham Street, to the east of the employee entrance,
will become part of the proposed "Buckingham Street Project". Other changes to and
uses of Coy Ditch are discussed later.
C. Floodplain Submittal Requirements
The proposed project does not impact the 100-year floodplain. Therefore, the City of Fort
Collins Floodplain Review Checklist for 50% Submittals has not been included.
However, we have included both the FEMA FIRM map Panel 0979H, and the City of
Fort Collins Floodplain Map in Appendix C, which shows that the project area lies within
the 500-year floodplain. The development site is within the Poudre River 500-year
Floodplain (Zone X) and must conform to the safety standards of Chapter 10 of City
Municipal Code.
3
1 II. Drainage Basins and Sub -Basins
' A. Maior Basin Description
The project is located within the Cache La Poudre Drainage Basin. In compliance with
the City's Master Plan for this basin, the stormwater release rate has not been increased
from those rates determined by previous drainage reports, referenced in Section V. In
fact, the discharge rate is being reduced. Further discussion of this is provided later.
B. Sub -Basin Description
Drainage within the project limits is currently detained in two ponds (A and B), and
slowly released to the existing storm sewer system located in Buckingham Street through
an existing Type R inlet. Flow is then conveyed to the ls` Street Storm Sewer system,
which outfalls in the Poudre River.
Pond B is formed by berms around the western parking area and contains 6,000 cubic
feet. A 4" PVC pipe allows 0.42 cfs to release from the pond and flow east within the
Buckingham Street gutter. The flow is then intercepted by a single 6' Type R inlet. Pond
' A is located immediately west of the employee and truck entrance (off of Buckingham)
and can detain 12,502 cubic feet. A 4.5" PVC pipe limits the discharge rate to 0.89 cfs.
The pond releases into the back of the same Type R inlet that collects drainage from
Buckingham Street. From the Type-R inlet, flow is conveyed via 15" RCP east to 1st
Street, then south under Buckingham Street.
Prior to the I" Street storm sewer improvements during summer 2015, this 15" pipe
originally day -lighted within the Vt Street ROW. Then, an area inlet installed by the City
captured the 2-year flow and connected it to the Is` Street storm sewer system. Any
excess flow drained overland to the Cache la Poudre in a historical pattern. As a result of
' the improvements, the area inlet and associated lateral were removed, and the 15" RCP
now connects directly to the Is` Street storm sewer. The improvements will increase the
capacity of the storm sewer once the outfall to the Poudre River is completed.
When the brewery was first constructed, drainage from land and facilities northeast of the
project site (delineated as basin E, and a large portion of A in the drainage report
prepared by Water, Waste, and Land in 1995, see Figure 4), was detained in ponds A and
B. Facility expansion and grading changes required the addition of retention pond, D, in
the northwest limits of the property, and detention pond, E, immediately north of
Buckingham Street and east of the employee and truck entrance to store runoff (drainage
report completed January 8, 2002 by JR Engineering Ltd., Figure 5). Pond E drains south
under Buckingham and ties into the I" Street sewer system via a 12" RCP pipe.
Discharge from the pond is restricted to 1.15 cfs due to the limited capacity currently
provided by the I" Street storm sewer. Once the improvements have been completed,
discharge from Pond E can be increased to 6.45 cfs, as described in the 2006 Fourth
Filing drainage report completed by North Star Design.
1
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BASIN
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BASIN A
1 BASIN 0
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Figure 4: Drainage Map Prepared By Water, Waste & Land in the March, 1995
Drainage Report (Original Drainage Study)
5
I -TT+------ =- _------r -fT
RETENTION—
_= -
POND D
DETENTION
POND E
DETENTION DETENTION n
PONDB PONDA __-
ET
dr
EXISTING TYPE R
INLET ON
'`--'-- _•'. BUCKINGHAM ST.
I I
Figure 5: Drainage Map Prepared By JR Engineering, LTD. in the January, 2002
Drainage Report
Construction and later expansion of the NBB canning facility in 2011 resulted in an
expansion to Pond E. The current site configuration is displayed in Figure 6.
Figure 6: Drainage Map Prepared By North Star Design in the June 2011, Drainage
Report
6
' The building addition will fill a portion of pond A, and replacing the parking lot with the
' beer garden will remove pond B. Therefore, runoff from the proposed project will be
conveyed to Pond E. A more thorough description of the proposed drainage plan and
analyses is provided later.
III. Drainage Design Criteria
A. Resulations
' Drainage analysis and facility design was guided by the City of Fort Collins Stormwater
Criteria Manual, and the Urban Drainage and Flood Control District (UDFCD) Manual.
A full erosion control report is included in Appendix E.
B. Directly Connected Impervious Area
As it exists now, runoff from the area delineated basin `B" in previous drainage reports
' flows over pervious area to an impervious parking lot where it is detained in pond B. No
infiltration occurs during detainment.
The proposed project will improve stormwater quality by decreasing the amount of DCIA
and through BMP treatment processes. To meet the City's LID requirements, at least
50% of the 24,116 square feet of new impervious area will be treated using a BMP.
Approximately 18.8% of new impervious area (basins B, D2, and E) will be treated by a
' rain garden west of the building addition. Another 21.1% of impervious area from an
existing roof (basin F) will be treated by the rain garden. Runoff from every basin,
excluding J, will pass through a bio-swale created in the Coy Ditch east of the employee
' entrance. The bio-swale is approximately 90 feet long and 7 feet wide, allowing treatment
of 6,300 square feet of impervious area. Therefore, 66% of new impervious area will be
treated by either the rain garden or bio-swale prior to entering Pond E. The extra capacity
' provided by the bio-swale will be necessary to treat impervious area from future projects.
Limiting the impact to existing and well established vegetation has been a goal of this
project. Storm sewers have been routed to avoid tree root zones, and Coy Ditch will not
' require excessive grading changes that would destroy established vegetation. Most of the
existing trees will remain.
In conjunction with source controls that have been implemented since the brewery was
first established, these measures comply with the "Four Step Process".
C. Development Criteria Reference and Constraints
New basins, A-J, have been delineated for the proposed project. Previous drainage
reports and calculations were conducted using 5 basins, A-E; these are not relevant for
this project. As already discussed, the discharge rate for the NBB property as determined
' by previous drainage studies is being maintained.
D. Hydroloeical Criteria
EPA SWMM 5.1 was utilized to model the existing Pond E and the proposed drainage
system. A model titled "Pond E Assessment" was created to determine the capacity of
Pond E. Models titled "Building Addition" were created for the 2-year and 100-year
' proposed conditions. Model input parameters were obtained from the City's amended
1 7
UDFCD Manuals Rainfall and Runoff chapters. Rainfall information was taken from
Table RA-9, "Rainfall Intensity -Duration -Frequency for Use with SWMM".
Subcatchment and infiltration parameters were taken from Table RO-13, SWMM Input
Parameters, of the Runoff chapter.
Runoff was routed through the models via sheet flow and conduit networks. In the
Building Addition models, the routing method was set to pervious for basins A, B, and H.
Basin I was set impervious; all other basins were routed as outlet. All basins were routed
as outlet in the Pond E model.
Storage units with tabular curves were used to model the detention ponds and rain
garden. The rain garden has been sized to retain up to and including the 10-year storm
runoff until it has all infiltrated or evaporated. During the 100-year storm, peak excess
overflow of 2.45 cfs will be conveyed to Pond E through the proposed storm sewer
system.
Due to the increased imperviousness and grading changes to Pond A caused by the
building addition, there is no longer adequate capacity to detain the 100-year storm in
Detention Pond A. Instead, Pond A will no longer serve as a detention facility and will
drain to Pond E through the proposed storm sewer system. Also, as already discussed,
removal of the existing parking area and turnaround will eliminate Pond B. Drainage
previously detained in Pond B and released to the Type-R inlet in Buckingham Street will
now be rerouted to Pond E. Therefore, the only runoff draining to the Type-R inlet in
Buckingham Street is from basin J. The peak 100-year flow to the inlet is only 5.77 cfs,
as compared to 6.41 cfs identified in the 1995 drainage report by Water, Waste, and
Land.
As described previously, the discharge rate from Pond E will remain at 1.15 cfs until the
I" Street storm sewer outfall has been upgraded. Then, NBB will have the option to
increase discharge to 6.45 cfs. Currently, 4.02 acre-feet of detention storage is provided
by the pond. The "Pond E" model was used to determine the current runoff draining to
the pond during the 100-year storm. The "Building Addition 100-year" model was used
to determine the proposed new drainage conveyed to Pond E. By overlaying the Pond E
volume hydrographs (Appendix A) from the "Pond E" and "Building Addition 100-year"
models, it was determined that the peak volume is 2.90 acre-feet. Therefore, Pond E has
enough capacity to accommodate the additional drainage from the southwest portion of
the NBB property, while discharging at a rate of 1.15 cfs.
Hydrological computations and model reports are provided in Appendix A.
E. Hydraulic Criteria
By routing drainage from the southwest portion of the NBB to Pond E, and maintaining
the 1.15 cfs release rate, the overall discharge into the 1" Street storm sewer is being
reduced by approximately 0.64 cfs. In addition to storing 2.90 acre-feet of runoff, Pond E
must detain 0.36 acre-feet for the WQCV. As identified in the 2006 Fourth Filing
drainage report completed by North Star Design, the maximum elevation for WQCV is at
' an elevation of 4050.7' (adjusting for elevation change from NAD 27 to NAD 83). This
elevation provides the necessary volume.
' The required WQCV was calculated by first determining an area -weighted
imperviousness of 68.4% for the 15.30 acres draining to Pond E. To arrive at 68.4%,
imperviousness from basins E, E1, and 1-6, identified in the North Star Fourth Filing
Report were combined with the imperviousness of the new basins delineated for this
' project. Equation 3-1 from Chapter 3, Volume 3, of the UDFCM was then used to
calculate a WQCV of 0.27 watershed -inches, assuming a 40-hour drain time. This value
was then increased by 20% and converted to acre-feet to arrive at the design WQCV of
' 0.36 acre-feet. The existing water quality outlet and orifice plate will be utilized to treat
this water; its configuration provides the required 0.36 acre-feet of WQCV detention.
Pond E provides 4.02 acre-feet of detention storage.
Drainage will be conveyed to Pond E through the proposed storm sewer system. The
system is composed of ADS pipe and Nyoplase area inlets. UD-Sewer was utilized to
model the proposed system. Results and hydraulic grade line profiles are provided in
' Appendix B, along with all other hydraulic calculations.
Street and curb inlet capacity calculations were completed for Buckingham Street in
previous reports. The proposed project does not exceed these capacities.
F. Floodplain Reeulations Compliance
The project is not located within the 100-year floodplain. Therefore, no floodplain
analysis was completed. The project site is located within the 500-year floodplain, (Zone
X) and must conform to the Safety Standards of Chapter 10 of the City Municipal Code.
IV. Drainage Facility Design
A. General Concept
Runoff from Basin A will be intercepted by an area inlet in a sump at DP-1. Flow is then
conveyed southeast through Storm Sewer-1 to DP-3. A trench inlet within Basin E will
collect runoff from basins E and F. The trench inlet and a roof drain from basin D2
connect to Storm Sewer-2, which outlets in the rain garden at DP-2. Runoff from basin B
sheet flows to the rain garden. An area inlet at DP-3 will collect excess drainage from the
rain garden for storm events exceeding the 10-year return period. The rain garden
provides enough volume to detain smaller storms until they have completely infiltrated.
The inlet is connected to Storm Sewer-1. From DP-3, the storm sewer continues in a
primarily eastern direction to DP-4. Here, roof drainage from basins D1 and D3, as well
as runoff from basin C is collected in an area inlet in a sump. A depression will be graded
at this location to keep runoff from flowing onto Buckingham Street. The roof drains will
connect directly to the inlet underground. A small portion of Coy Ditch in basin I will be
regraded and revegetated to create the bio-Swale. Storm Sewer 1 outlets into the bio-
swale at DP-5.
9
As described previously, Pond A will no longer provide extended detention storage. The
existing 4.5" PVC pipe outlet will be replaced with a 12" pipe that outlets into the bio-
swale. An area inlet at DP-7 will convey roof drainage from basin G, and runoff from
basin H into the 12" pipe. Storm Sewer-3 will collect discharge from the bio-swale at DP-
6. The proposed 24" pipe will then pass underneath the employee entrance through
(within) an existing 30" x 48" RCP, and finally outfall into Pond E at DP-9. The
discharge will be protected by a riprap pad.
' Basin J consists primarily of Linden and Buckingham Streets. Due to limited grading
options, a small amount of the NBB property will drain onto Buckingham Street. This
will combine with street runoff and be collected in the existing Type-R inlet (DP-8) in
Buckingham Street. The existing 15" RCP will then convey 5.77 cfs from the inlet to the
I` Street sewer system.
' Refer to the next section for a summary of Pond E parameters and a description of design
points. A drainage map is provided in Appendix D.
B. Specific Details
Table 1 provides a summary of Pond E parameters; Table 2 summarizes the flows at
design points.
Table 1: Pond E Detention Parameters
Detention
Volume
Detention
WQCV
WQCV
WQCV
Spillway
Freeboard
equfeet
Viredolume Provided
Required
Provided
Elevation
Elevation
(ft)
A_
(cr2.90
(Acre-feet)
(acre-feet)
(acre=feet),.'
(ft)
(ft)
4.02
0.36
0.36
4950.7
4953.5
0.5*
*Variance granted for the 2006 Fourth Filing drainage report completed by North Star Design.
Table 2: Design Point Summary
Design PointFO.28
ioo cfs
Description
DP-1
7.27
30" N o last Grate Inlet
DP-2
1.44
Outfall Into Rain Garden
DP-3
2.45
Rain Garden Overflow Outlet- 18" N o last Grate Inlet
DP-4
1.48
18" N o last Grate Inlet
DP-5
1.70
11.09
Outfall into bio-swale
DP-6
2.92
15.67
Collection at end of bioswale
DP-7
1.02
4.32
Pond A Outlet-30" N o last Grate Inlet
DP-8
1.35
5.77
T e-R Inlet in Buckingham Street
DP-9
2.91
15.67
Pond E Outlet
10
V. Conclusions
' A. Compliance with Standards
The drainage analysis and computations conducted for the proposed project comply with
the City of Fort Collins Stormwater Criteria Manual. Discharge rates comply with the
City's master plan for this basin. No impact to the 100-year floodplain results from this
project.
' B. Drainage Concept
By decreasing the amount of DCIA and decreasing the overall discharge rate, this project
will improve the storm water quality from the southwest portion of the NBB property.
' Water will have increased time to infiltrate, and more pollutiants will be removed prior to
discharge.
11
V1. References
1) City of Fort Collins, Stormwater Criteria Manual, dated December, 2011.
( 2) Urban Drainage and Flood Control District Manual Volumes I and II, dated July, 2001
and Volume JII, dated August, 2011.
' 3) "Drainage and Erosion Control Report for New Belgium Brewery" dated March 30, 1995
by Water, Waste & Land, Inc.
' 4) "Final Drainage and Erosion Control Report for New Belgian Brewery Fermentation
Tanks" dated July 15, 1997 by JR Engineering, Ltd.
' 5) "Final Drainage and Erosion Control Report, New Belgium Brewery First Filing"
originally dated July 8, 1997, revised September 4, 1997, revised November 6, 1997,
' revised December 23, 1997 by JR Engineering Ltd.
6) "Final Drainage and Erosion Control Study New Belgium Brewery, Fourth Filing
Packaging Hall and Buckingham Street Improvements" dated June 15, 2006 by North
Star Design.
7) "Flew Belgium Brewery Administrative Change #6, Exanpsion of the Brew House" dated
' January 8, 2002 by JR Engineering Ltd.
8) "New Belgium Brewery Canning Line Expansion Project" dated June 26, 2011, by North
' Star Design.
V1I. Appendices
12
1
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APPENDIX A
HYDROLOGIC COMPUTATIONS
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APPENDIX B
HYDRAULIC COMPUTATIONS
LOCATION:
PROJECT NO:
COMPUTATIONS BY
SUBMITTED BY:
DATE:
NBB Building Addition
Pond E Volume
NBB Building Addition
141736.00
SMT
FARNSWORTH GROUP
9/3/2015
V=1/3d(A+B+sgrt(A'B))
where V = volume between contours, W
d = depth between contours, ft
A = surface area of contour
f16371I� _ Ill MAWIZOILl7
Stage
(ft)
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4949.67
4000
4950
13017
0.06
0.06
4950.7
24811
0.30
0.36
4951
29742
0.19
0.55
4952
51584
0.92
1.47
4953
82443
1.52
2.99
4953.5
97298
1.03
4.02
Detention Pond E Volume Calculator
NQCV
Spillway
t
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer:
SMT
'
Company:
Farnsworth Group, Inc.
Date:
August l 1, 2015
Project:
NBB Building Addition
Location:
Fort Collins, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
64.0
(100% if all paved and roofed areas upstream of rain garden)
8) Tributary Area's Imperviousness Ratio (i=1,/100)
i =
0,640
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
020
watershed inches
(WQCV= 0.8' (0.91'r3- 1.19' F-0.78' 8
D) Contributing Watershed Area (including rain garden area)
Area =
15,159
sq it
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu ft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
de =
2.86
In
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwocv OTHER =
1,681.4
cu 4
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv USER =
cu If
(Only B a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-Inch maximum)
DweEv =
12
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) Mimmmum Flat Surface Area
AMr, =
1121
sq It
D) Actual Flat Surface Area
A� =
1138
sq ft
E) Area at Design Depth (Top Surface Area)
A,p =
2378
sq it
F) Rain Garden Total Volume
VT=
1,758
cu 8
(VT= ((ATw * Akmd 12)' Depth)
Choose One
3. Growing Media
#18" Rain Garden Growing Media
OOther(Explain):
4. Underdrain System
Choom One
I
OYES
A) Are underdrains provided?
*NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
N/A
It
Volume to the Center of the Orifice
ti) Volume to Drain in 12 Hours
Vohz =
WA
CU It
III) Orifice Diameter, 3/8" Minimum
DO =
N/A
in
Designer: SMT
IRain Garden Final, RG
Design Procedure Form: Rain Garden (RG) (
Sheet 2 of 2
8/11/2015, 11:30 AM
Company: Farnsworth Group, Inc.
Date: August l 1, 2015
Project: NBB Building Addition
Location: Fort Collins, CO
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
OYES
A) Is an impermeable liner provided due to proximity
CHO
of structures or groundwater contamination?
Choose One
6. Inlet / Outlet Control
OSheet Flow- No Energy Dissipation Required
A) Inlet Control
!Concentrated Flow- Energy Dissipation Provided
7, Vegetation
OSeed (Plan for frequent weed central)
*Planfings
(DSand Grown or Other High Infiltration Sad
Choose One
8. Irrigabon
AYES
A) Will the rain garden be irrigated?
*NO
Notes:
IRain Garden RG 8/11/2015, 1 t30 AM
I
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: New Belgium Brewery Building Addition and Beer Garden Rain Garden
Facility Location &Jurisdiction: 500 Linden Street, City of Fort Collins, CO
User (Input) Watershed Characteristics
Watershed Slope =
0.063 1
Watershed Length -to -Width Ratio =
1.00 1
Watershed Area=
0.35
Watershed Imperviousness=
64.0%
Percentage Hydrologic Soil Group A =
0.0%
Percentage Hydrologic Soil Group B =
0.0%
Percentage Hydrologic Soil Groups C/D =
100.0%
Location for 1-hr Ra infall Depths (use
dropdown ):
Userinput
� I
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 12.00 hours
After completing and printing this worksheet to a pdf, go to:
httos://maoe,tu,e.diRi tald ataservices.com/"h/7viewe r=cswdif
create a new stormwater facility, and
attach the pdf of t his worksheet to that record.
Routed Hydro ra h Results
Design Storm Return Period =
One -Hour Rainfall Depth =
Calculated Runoff Volume
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97%of Inflow Volume =
Time to Drain 99%of Inflow Volume -
Maximum Ponding Depth =
Maximum Ponded Area =
Maximum Volume Stored -
SDI_Design_Data_FC_Rainfa1I1, Design Data
I
User Defined
User Defined
User Defined
User Defined
Stage [It]
Area [ft^21
Stage [ftl
Discharge (cfs)
0.00
1,139
0.00
0.01
1.00
2,378
0.99
0.03
1.00
3.20
WQCV
=
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.006
0.018
0.028
0.038
0.056
0.072
0.095
0.006
0.017
0.027
0.037
0.0S5
0.072
0.095
5
12
17
22
24
23
23
5
12
18
22
25
25
24
0.15
0.46
0.69
0.88
0.99
1 1.D0
1.00
0.031
0.039
0.046
0.051
0.054
1 0.055
0.055
0.004
0.015
0.025
0.034
0.040
1 0.040
0,040
n
icre-ft
¢re-ft
acre-ft
iours
iours
t
icres
acre-ft
9/3/2015, 3:56 PM
Stormwater Detention and Infiltration Design Data Sheet
3.5
— 100YR IN
100YR OUT
E 3 —SOYR IN
— — 50YR OUT
—25YR IN
2.5
25YR OUT
10YR IN
2 : — —— 1QYR OUT
�SYR IN
3
••-• SYR OUT
4 1.5
—2YR IN
2YR OUT
WQCV IN
1 ' i
•••••• WQCV OUT
0.5
0.1
1.2
100YR
' —50YR
1
0.8
r
x
W
0
0 0,6
Z
O
a
0.4
0.2
0
' 0.1
5 D1_Design_Data_FC_Rain fall 1, Design Data
1
TIME [hr]
1 10
DRAIN TIME ]hr]
10
100
9/3/2015, 3:56 PM
50% On -Site Treatment by LID
New Impervious Area
Required Minimum Impervious Area to be Treated
New Impervious Area Treated by LID Treatment Method #1 (Rain Garden) Existing
Impervious Area Treated by Rain Garden
Runoff from all basins, excluding G, H, and D4, pass through the bioswale
Total Impervious Area Treated
25% Porous Pavement Requirement
24116 sq. ft.
12058 sq. ft.
4542 sq. ft.
5078 sq. ft.
6300 sq. ft.
15920 sq. ft.
New Pavement Area 0 sq. ft.
Required Minimum Area of Porous Pavement 0 sq. ft.
Area of Paver Section #1 0 sq. ft.
Area of Paver Section #2 (and so on for all paver sections) 0 sq. ft.
Total Porous Pavement Area 0 sq. ft.
Actual % of Porous Pavement Provided 0 %
Impervious Area (ftz)
Basin
Existing
Proposed
Change
A
12791
11348
-1443
B
3280
2553
-727
C
358
1258
900
D1
1745
2490
745
D2
262
355
93
D3
0
2343
2343
D4
0
1527
1527
E
581
1634
1053
F
5078
5078
0
G
17558
17558
0
H
4433
5041
608
1
0
0
0
J
25790
25790
0
Net Gain in Impervious Area =
5099
11
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■ � APPENDIX C
fi
j FEMA FIRM PANEL AND
CITY FLOODPLAIN MAP
Fo�tCollms Floodplain Map for New Belgium Brewery
rtrt, E„Virte-Li
,1
tiro il '�
R o,,k
Nernto P'ti I
/
IV
711 */r
d7
2 J� 9
41
EWoun arn-Ave—
doB
a
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CIO
G F L, it
r
For( =`
u-
:r
NEW BELGIUM
BREWERY
BUILDING
ADDITION
LOCATION
-s
L
L Jr 0
o J'.
�. � 1:15,774
'... Vc ....���+. .r�rp'•,
v-,P
0.5 0 0.25 0.5 Miles
! t This map is a user generated static output from the City of Fort Collins FCMaps
WGS_1984_Web _Mercator _Auxiliary_Sphere Internet mapping site and is for reference only. Data layers that appear on this
map may or may not be accurate, current, or otherwise reliable.
City of Fort Collins - GIS
r—
F o it •
ollins
Lclrjniv iit
Legend
FEMA Floodplain
■ FEMA High Risk - Floodway
17 FEMA High Risk - 100 Year
n FEMA Moderate Risk - 100 1500 Y,
City Floodplains
■ City High Risk - Floodway
City High Risk - 100 Year
li 1 City Moderate Risk - 100 Year
i_; City Limits
Notes
NOTES TO USERS
raP Is br use An admmnter.ng nu National FME r-a PmJam. 11
-d mmeEssms, bervJr, a teas aor. to s odig. Imse ry kome oral
is 1 onam .Z.. TI, r maser mawsea p har, anaau
-��WarrpmLle uyJwHor alarlunal nmd mead nl—spron
era aced adu .a in vet roare Base Flood Flm4oni
1 b B dwaYz rwve bean Nlnm'nrm1, .,I'd An n
-,old am Foades, Dad andi 5 , as SUM. FIe a1M5
olout era thin me Flood remarsore, Shol IFU I anal lnal ourionparI
I'm. V ami For axve UW effa Samen on Na FIRM egezeN
vl ATI d Abovelions. Raise SFEa Are wilemsed! let Mod anomalies,
nil n tl not to uoM tip Ste Sou 1 flood�NI p� Asada lZ poor, ebreun that preeankd in Ira Fls
b tl be titrare N Froquilonion men to FIRM AN Mrposes M
1.th, An. 1 L oodp aq
.sl I Base flood Elevations decal online m landwad
eP I. LE
10 all N Vat D 1 d IS"relations
INAVD all Veen or IAIe
Should SI that wand le 1, In. floods
va also providedSol m me
m
y l sm, I ErAoaflu,a able n ma Barrel fill SWUM . El rpom
1 d be FI ar ona berm AI ins Summary N SMMra Epu a6oM
> nD m e e r a1 .Malmenu . an n - trio humaFIRM m mapsea
n her nq 0.1 ire ebvsl ona alarm an Slip FIRM.
.1111.Iloaa yz wars mnprled ar For. Aral and thim,10,1111
. The rtmace.ra mans baseMar d an aara
d egri I IM ArFool Inaurarce P rag F
A',
r penom Boaµ y data .1.wavldN at .'.it b- u
Z .1 shIw ed[I
SpeaM Fboa "Alold Meez may ors morel D, l c
1 1 Rare p sect' 24 Sol PrdaWn M .
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a ". alI no,of 1. normal— ar Iboa cVnud or
5 ; nseapn
y N 1 sad An . Pnpeare von d amap wad Colson '.
n IFUSZCfI D50 I The aoNmeal dwum her
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M N C duiun ofmI Ms be stream lurrsd twru r
po 1 Ian n p Nature anode jYIFM1ga1n dent
oM M nor ahecr me urary d the FIRM
devarmnz on Me map are reamnud to In. North Amerean Vevcal
Datum Or rate. These wool Nenlana order me omnpved A. hFudure and
pound reveal raeranceo m mn e arm. llosl daNmm . For inloWgn
gareinB Conversion be.. the NaMmil Geodefl. Vertical Datum of INS
YW the ral Amencen ValliDrm aDI INS, Nall In. Nalbnal GeodNk
Survey webYre al lllrq JAvvw.ngs,noaa Raul ar conedIlre Narrower GMdeRc
Survey At
hasblIt—, a0b.y'
NEW re"malan Serviced
MOM, MNG512
we. Grader. Shaer
SSIMC-J. All
111 LEasFWrshas vry
I— Span. M0Xg10-3212
all wnN dwMbn,dnoigral. ands beatwn mraemarron lw bench marl,
on de rap, prow tee the A,D,d T S—re, Bell at Ye
..... Gamet Salves at PAR) 713-3242. A, AA its wets¢ 0
xmr rye roes gel,
n map Mom,uon par VeA FIRM na trmon. rr me Lartmer Caunlr GIB and
I-g Depvc Add' p nosed AN Na Cary 1RaoCollins
pn' tri]nn ems Ory Thri d Izdld
am., .1.1. A. p e a t'.. tholarral cn ad.r.a.
eartheasnDwn n has p FIRM her m N ar*an. The nagaaa»
N MOTraA amid mere ,ansae,M lam 1. ortie FIRM mar naae teen
wRuned a rmnbrm a mere new "hamd..nn.l onallpp.arana As a
ShaII, IM1e FIous POOL, ant Flood—, I IMI m preFlma sreurarcs
d, nexi (hal ""E" eups"N a nydmu( oats me, resell stream
Uannal deuances liel dinar ✓mn watt a mown on lI m pis
CD polar, limits Shown on tins mare ve based on me brain dA. rvanNM
me Time olspuWWpon Becaun thaya bus to.—Ahlonyw dr-am e..
cr ha. D ma uw. ao VIA mss renamed. map a shoal raI..
or... Lob R'ak ID —IN mr l ,No. Arm Ipoliani
eLAI a Tal Xselars, pr'nlea Me, Met ly an .—Loaf map al this
irowy the A~ d map paneb astral tr map mormal addressed
L +g b Cumrumes labor Coneanng Nalta,l FaM rmaao m Rppam
1 am mmmare, as wed as A Um,o1 me panels on whim, am
b led
and W 1 ICeN R4 se,. .'eurrea 'Noul A. IN, Ab
Wmrg mossono lelmonal aNN FIRM. 1 ont FW a .,—.
Properin InpareerY pread, MM me F MAthD' damn a .dY
]FEMA�MAPIrb]]dJ6262]I he FEMAMg6 C terwmsna Ill aAMvaoec pov[l ,indad p N- alL mail.
-
cce.'a mm map o to some FIRM panel par of eweEM FA Map
i-rvaceCarter...'a or q calling The FEMP Map Irllama ma e%enwge
qw tlited Levi Notes to Ikefa: Cheek III ymor Will community to mean
name Informal such as tM estimated level N pWecttmn provided (Nihm may
Amiard the s malunt al them. level) and Emergency AEtiM Ran, m Ne
kvse ayateral down All wm/dmN maerEmn for area, on this pane. To
miVgate hand risk In redduel riall areas, property owners and lendents are
avoal,rol to conzlda flood mzwuxe and Paodpral or alher mrtalive
m6 Fw rime mmrnWmm nmd „»trance. Initlreand Iem65hould
the Fria weh9re at nap://w..w.runa.gov/bmsirwynnv/Ireez.znbn.
T455COD FT -
140000 FT
FLOODING EFFECTS FROM
SPRNO CREEK
�r
ZONE
.Seem.
Idsmm.r DmP.s.rmnp.
FLOODING EFFECTS FROM LAILLIER COUNTY
CACHE LA POVDRE FIRER VNINCORPORATFDAREAS
080101
J115DW FT J120p0p Fr
Sun rwn I I
m@�Noom
5
MIN
as
1111
1
Nil
IN
11
icon
MME
IEEE
JOINS PANEL Osw / \/ I wmra
pRDRlE MALS UNE 493 ..E Spandril C—A FLCODINGEFFECTSF OM ZONEAE shaeomoeip-iaBCf.eA Anlavw-'smmat
SPRMH3 CREEK whirAC Ik laminE... Elhlf
1. ANNUAL Groin FLOOD DIICIMAOE
tuarr EOMCWVe.T
Rom, EXIe.V,E• Y E IVV/NP9 BErNO ERORCTEO
FROM ME IiEP[EM J.ILC.. AAdl
I.e. MILPo av lLEvaE 5v9FEM OnorammpwO
ce,iaAan.OF.1 LEVEE 5Y9TEY AS ASOMME EOa
Feortha Y role... BEE Tre•AL<NEO
LEYEE NOTE• W... To VI...
CITY OF FORT COLLINS
080102
.r91a:. N
n92n.. N
a91-14
p 1. BASE IaM
.Lastly
and
LEGEND
SPECULL FLOOD HAZARD gpFgS ($F11g5) A9,YC( TO
IMINDAnON BY THE 1% ANNIIAl 13NNCf FLOOD
11 ali.tl aI— rud�. N. buy, AM, w— At Uri W Uflood.f Vw h+1
Jar N5 ° N 1— N p .pnW so . n aF elan pa M Mare
. w , v a a. I. oem m emdw e, ma I. ,...,al dance e..m. AaM
FA .Spina - 1 noraLln Mom, ea99. IFmoll aft The how
ka Mew or Me.
rat 2
.:A ILI. 20 FAli WM uN.
F Do I. A. ( NY d (mig1. W A.
3mal An . 'AI o b 1 .n (,tamp. WetM m thal k
p ttn emrcl w It, aI, eran-I Ian Nall I
m m
aOxEAn
d y reM AN. I'll.v riled tmn Me e% p
IWa a rim! neat ism Gx wa v on ru • mJn brmer n1. a l ayat n
oul
-9 ^l ppud.j1poeaw Irm rAe W nryal Manu yr
zmNE All n.e A.
Ia mew. no . Mm m A ILI
ers.
n n .them dv ®raaradn: e.v rom D.r.e.m
ZarvEv 1.m• mareI." nuxa (mow •smM1 As FbW souls
n.nl'pee. areamw.
ZOME VE Cp•MY pw M de n Miry MiN Rem,•Nnk Eu FML
IMMIMa monde
f1E(X)V r AREAS IN ZONE AE
R.. (Marl, As N. Qwtl M ° 0.aa dm Are •aRw R Wr moth M rnr°I As
.,ea or e.Ds•. M aw N RN awe antra and raI to ,nlw al
WW —ham F W IiF4
Q OTI¢A RO'JO MFA$
2WEa 4Me AT data wv1 .taw M: raw Y IY mM diem bm
.ir wvhe AND, As N dw 1 AM ar... a'W En Ma
1 . Ali IN Annae.d.mM rr that emr le .taw
Me
Q SRIFA AREAS
l.: n6MMIeY a A, re asiould. M I.lN .thus Ana MNeln
u SEA anal in ..xA Mm n•aua, ..I wd—Ill Sul All.
® D]iSFAI BNLDIEA usexpRCES SYSTEM (MRS) AREAS
ORIEAWISE MOIK'IEO aRF\S (OINa)
a45 Mw W WAa w.nnM'baM wlNln n •lmMa.E PoN Nuere kr..
fo-d.ry bNVY
_ ZsaoesWX,
....... Ado wtl pardee y
_ �I,—baNaY a'rM b,Ml M1W wN.w C d,lrne
Yn Fb1 F4rlm/4 M ba a 2n M[te
-^^•-51J^^^^'- aw FandlY.YYI Not tl,aeWrn 4e•
RLOaT m Fw B4eN. .ae w. aria.. rumor w.
tleYN h M•
• Wavd m dr• xsruu..rW xrlW hmn✓ MN e,Nm YI
D�AJ De.me.rN
Tmess, Ira MZY' ands Wx1M1 deal I)
he All abW gwmr
'a]5°'^N L[admnn uhnaazn Tm,.wv Narav erp e,a me A
AUDI FT Sp mw yid Nun wa.m M.M w mmmn.m
when' miw ism 'espMt meall LarrLel con. .
DX561ow M FlN tan upYrnM h . or um male Al
sal
IMI5 .world.
. REPOSr ONLE5
Rs.. Shp n ram. -hem lea deer.
IFIKM1VE Orr1E t%CgMTMOE
HGW wEV M'E4Aa
4.eirm.f ouse"M ol. ZNIFTV g4a yS.luap0lep5 iivEL
�aW.e•rad.0EbvMmn WmMpabusY eiu°a
1. mmm+a.v — . hn . orprmMW -hats Tin re the runt:-.
rW .1 al to w MW aomnNe Auer real . are Enders -
a arils A w•m. A, wmn ea memories, mama r
a5w air m .na me FbaG Dr..— Regan M L-#xIieID.
MAP SCALE V=500'
PANEL 0979H
FIRM
FLOOD INSURANCE RATE MAP
LARIMERCOUNTY,
COLORADO
AND INCORPORATED AREAS
l
PANEL 919 OF 1420
cT
ISEE MAP IND" FDA FlRM PANEL LAYWTj
o
CONTAINS.
f61.1.1LY NUMBER p L EYFFI9
-,.II,..., rn... tar.. 'mr, H
CD
r
F
mnaarNE MAP NUMBER
08069CO9T9H
SEO E
MAP R EVI
MAY 2, 2011 l
Federal EanoWl May.gessai AUDI
APPENDIX D
DRAINAGE MAP AND GRADING PLAN
h
1
1
1
ENGINEERS Farnsworth
ARCHITECTS
SURVEYORS
SCIENTISTSE GROUP
1612 SPECHT POINT ROAD, SUITE 105
FORT COLLINS, COLORADO 80525
(970) 484-7477 / (970) 484-7488 Fax
www.f-w.com
NEW BELGIUM BREWING OFFICE ADDITION
NEW BELGIUM BREWING DRAINAGE
REPORT
VICINITY MAP
N.T.S.
New SolUum bwery, 1015 Bulldm8 Addition ldote 1
Addisµ: so Llntlen Slleel
,.It C., InI, co 3053e
NOM Ono-N•H OF 5.[Ibn I1,TwmnIPOT Nonly, Rande.69 W.0, 6In Pnnd I M•ndlery, CI Nof Fort Collin., Counq of
r suµ UdIdnd.Icol.ny.
Lot 1 New BllgNon Brewery alb NMI, CNN o1 For! Collins, Wrote, COunry ColgaOe
Gros•S... Feel of New BURdin, 13,9W
TA, swda
P—1 Numbe, 97121 51001
Rod :1.1 nNdmber:3CO600d5063
Xnetlule Number: R16d15a1
Ne,hitorbood Nu lobe,. 170
Sheet List Table
Sheet Number
Sheet Title
1
COVER SHEET
2
.DRAINAGE PLAN.
3
GRADING PLAN
A
EROSION CONTROL PLAN
Pre cat �
1. HORIZONTAL CONTROL IS ASSUMED AND BASED ON A DRAWING COMPLETED BY J.O.
ENGINEERING (JOB NUMBED .IBBBT.00) GATED FEBRIIARY 26,8, 2DIZOt J.
2. VERTICAL CONTROL IS BASED DN RIGS DESIGNATION Z 401,
PID LLI010.
EUEVARON-4062.74 (MAW BB)
Dram... Gdne,dl ..to.
1) W+Ire•Lunn.Vd—, Norm e[Me, eM wear [an•IN[Ibn MMI
enbnn by "IN SleMertl+ VN'A o'.Mbrs [unom.11. el.wale..
of IV. p•vNapmenl.... •M p•neWp to Nk awebomaY. My
a..I.—.[[tiny, In— Yeen ease, lm... d.n.1IM a.+Nop—.
N. nn.. n.n,.v,,,,.r.....mb.pop u1 In. yl.d by w 01-1.1 W,[
m.v I.vull.l th. llaY L. mW. m [onb,m m .1-dold. I. N[[In[.eoll.
nM.111.1 time,
31 TM Noe, erte, IxeWn, MW nundN or NI too. vtleryroune uW.I...
..11--N. III .no— enw J—rota 11 In. Mw and-oldmv
dl In. [nnn.[la I. venh w..Wlm uM Ix.mn.1 ey uMnmouM
on. Ind mw. It was. Boor. [o.don,,.q mw
eo R.Ibn w [.1., MW to rmpoVWdW la, bwbnp wMrwwn
e......L. o"A"
31 TM.e plena hey. peen nay v—O by nb c V..d.,[.ol-I,Tn.
ww do.. MI ImpN raw^wdnv by m. n.aw.ry d.ommeM, w
GN ENwer,.1lh Goy 1..au'e11 d, rope 1—olw [ekUal4lu.
Fullurmme ar. w,evbwd—nM "Noy 1. too pue. n.1 tim e n..
an In. Aldo. w NW d-do.I «.v dwane.I r.Mp-1 by
oo..t. In Any red.on d..[nAld,u nl Mwn[.1 1—WIN, by w
.V oretldlllonN yuanllMe al A.—dh— 1M1 may ne.eu red ar asp
w don•Wmlon.n•..,
a1 An., 1.In. [o—doyn.1 airy[ tin I[Ibn IM[nMnd., mu•I pne
IM Giy EN —non, D1p.Nnml1 970-Ul )Ind on, Eloewn
ConIM INpa[b,ol70.11d700)IvwNyJnw UN; noun adnInol [e.
1.1... m, om, nl—.....' p.—IWdd.na. w.
1,.[.n by IM1e EnnId, Lnyynd Imne[I. 1.p dbele,e
do mon[mp[1-1.n...No—
All
sIM Merl •M. of onNl. m•n.p. adnl...n.0 n. M1d dlAdmman Nm.
Pdpeny emwn.
61 .W—V by(Ing—lM.Mal dnrupl and I•Mrw.
7) ddvP. I. lby IEN^en N. mwlp by
m I.
7l AnwandI ,d.oeelbnwbettood W.I vlM1NM n, n dIUM lase
dnInq. e. ue•N. r...d olby C, eolllN .
p..d LWI to approved" In. env sbrmvnl O[p I.
Mel Wl p IM dPoId101e,wll e..N IorM pebwl
F. do[dmmm[bl.ntlmWN•m N 1vVImena,e V—.'dlaY
U,bVy l.[Ipb.was by... A., In w Ldy-.11a r
-,WVddM N.. I.rn Awry Ib.Mau ula Iendrale or
x[upenaY lMau, .. 11Ml oflo In Ind n [•nlMllnn. w
Modonnnrq aamNo "' n I. do In Ind a.v.I.Almm
apmemeM, mwl n..1.In. to Ind GN 91o,maxl1 Dspadmem dl
a.N Nis w•Yv pbr 1. In. nbax.ld [wlu[N• el a[.upeney An
IN,.N.
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Id, McNWAW bwLIN dby IN,ld In —of.
vnM.Fdedydh alq•dnnba by IIIIdrvelnpmlM dp,aemmm
n.d[nIN VMn IM d.v.Id ocip— , dayto a
ebvNlm..mnnMn.d,nnoawddMa [.nMeod to ....... em
m.dd.dldpmdMNrleMem.mualbe•Wm..d lain. III
SIony
d.yyNd..l.rD cu'M'.'—.' one wldR,nano me III— Na
91 IldldwleMgku•ed •Il WXbe•ddn or mapeto Into In.
SIIR .d.b, No,m..vmr. [I ..... nrlpee0n dn,M1, mem walm.drin.
'.d; ..... cenNvalbn Dew.a,IN nlddN.Nw..bwd1.[ DII[nvp.
A.rmluAll noea.
9) Al anodhn,..1Co v. p,dalalnendy. or to one stle mu+l
empty wIM1 yn Sl.le .1,b-o—bdmn asp Weuu or N.-o
dd..d' d. A ... d Min L[n.111 fdun A.. . For E Nlelnwlnn
M., InILdbrado Gyn.enl oIPUW[Nee on
Em.Mmwnl,
Weld, Weby COMrdI DnIIM,.l 3(11692JSn0 or r[hr to w nlp.la
CALL UTILITY NOTIFICATION
demlluNu
.1Iu1Paw•d,[aPn.•al•,a.dN.wmMmll•ul,ly,
CENTER OF COLORADO
'01 Prai.dl D.wM'. rvnv.0
Bemnm•ARM%. 9{" Brµ•L•p In Lemnl• Baw o1 Tnn.ml•Non Tawas
9umped', VMkd Cenbol N•rFZ 10119nd
RPX�9bel.
Elevlkn'.Ipp],74
Bml[NNMeBM03:
CA
•dY•L I1B(BIB.WI
M.b ybyn1....n
91uM•d' VemrNConlyd MµY 8 b319M
to""'.
111 BFMadred9•d mNNW bdlµnNpdd mlo xalan oily UMbd 91Nn,•
USAGE AW Pdrmll •requlM.
1]) Il M I d Ngnvx •CNondo D••rlmaM al
IMAGE FROM GOGGLE EARTH CALL 2 BUSINESS DAYS IN Tnn•odrMwn lvM IL RI Ion" My nonAm. v It
ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR
THE MARKING OF
UND
Project No: 0141736.00 uIVDERGUT°urES EMBER Date. August 12, 2015
1612 Specht Point Road, Suite 105 - Fort Collins, Colorado 80525 - Phone: (970) 484-7477 / Fax: (970) 484-7488
/
/
/
r
I
/
/
/
D /
P ,
/ 7 r
P /
I
/ 4,9517/ / r
92� 11
I
\ I IF
A. \. A \
a IN \ 4,1 0.E349
\
I` � \30'AREA DRAIN
INLET/I
\ .A
Ae
It
/'p NY
NOTES:
1, ANYCONCRETEREMOVALSICONCRETEPAVWGANDN]RCURB.
GUTTER OR SIDEWALKI SHALL BE FULL PANELS. FOR CONCRETE
/
REPLACEMENT OF CROSSPANS OR CONCRETE PAVING, COLD
JOINTS SHALL BE DOWELEO TO ADJACENT PER
\
\,A
PANELS CITY
STANDARDS.
2. IFANYCURB ANDGUTTERHALL
FLONLI ELEVATIONS SHALL BE DOCUMENTED PRIORTOC
BE DOCUMENTED PRIORT
\
EXCAVATION
R REMOVAL SO THAT CUR BAND GUTTER CAN BE
9�, \
TE
RECONSTRUCTED BACK MATCHING E%ISTNO ELEVATIONS.
B, LIMITS OF STREET CUT SHONM ARE APPROXIMATE. FINAL LIMITS
ARE TO BE DETERMINED IN THE MEW BY THE CITY ENGINEERING
INSPECTOR. ALL REPAIRS ARE TO BE IN ACCORDANCE NTH CRY
\
STREET REPAIR STANDARDS AND ALL DISTURBED AREA SHALL
\
/
BE REPLACED TO EQUAL OR BETTER CONNTION.
\
4. DEVELOPMENT IS NMHIN THE PDUDRE RIVER Sa YEAR
\
FLOOOPWN(ZONE XI AND MUST CONFORM TO THE SAFETY
1
A
\
STANDARDS OF CHAPTER 10 OF THE CITY MUNICIPAL CODE.
X •
t
/
\
\
S
/y
\
\
SUB GRAIN PIPING
TO SE PERFORATED
/
\
ADS PIPE, BEDDED `
PER SUBDRAIN
DETAIL SHEET CD2
\
\
\
EXISTING NEW BELGIUM
�\
BUILDING
\
,
\
E \
072
l r
DECORATNE
A
\\ 0.05
\ TRENCH MAIN
i
r W12 ADS \\\
\ , \\
i j�e \V / ,•`
116MSM BOUNDARWS
DRAINAGEFLOWARROW
EXISTING TOPDGEARXY
Rtp
PROPOSED TOPOGRAPHY
QDES`NFOIM
E GM lO
BASIN AREA�NIIIAPERCENT
IACPE51MPERVpU5NE65
a 10 20 11
SCALE 1'•20'
I ♦ \� \ � D2 ♦ � o A / I
1 N
/ \ 9 PROPO§ED BUILDIaGG\a \ \\\ �. t \ / \ I\ l
/ \\ 3 /1 \� ADDITION
11
// 0.0.5 \ = � � \ ]D'AREA DRAIN
T \ ♦ 1�
\ ♦ ```\ y \ /IIr NLEAREA, DRAIN \ � �. I �� 51 \ \ INLET
\\ \a
�\ RRRR
18"N-12 ADS —49 _� Ir
♦ 0.�7�. ♦ 1B-N-12AD8 I
♦ ISN-12 ADS y \ \ \ _ _
�\ 5 0.12 9 �4'SLOTTEO
?
PP,,
yS
11-N-12 ADS 9s5 4 -- R `
`—
/ / a ¢/ C \ -- 1n•FFTZADS _ — — 7 — — — — , sT
\ \ y4� ` ` ` \ �_ _ _ _ _______ ------------ ___---------------- __________________________________-_______ _____________\ 2rN-12AD8 ---- -
\ g -----
/ 4 \ S ® 1EAREADRAIN 18-N-1IADs-----�� J
/ !]. INLET -- 064 92.1
Farnsworth
GROUP
1612 SPECHT POINT ROAD, SUITE 105
FORT COUINS, COLORADO 80525
1970) 484-7477 / mIRQI.w com
ant- <om
EDgineerc I a<mMn. j SNr.aoN I s..m1,
MAID
Y Da Orirbtart
NEW BELGIUM
BREWING
DRAINAGE
REPORT
NEW BELGIUM
Dote: OciDber 6, 2015
Design/Drawn: JC / JWL
Reviewed: JC
Book No.: — Fleld:— - ProjectNo.: 0141736.00
DRAINAGE PLAN
It \ SHEET MAeEA
/ \ — "r �'
—-___-- 2 OF 4
/ — \ ON
MIS! IF NOT ] INCH ON
/ TAIL SHEET.CCO DINGLP
SC11BB ACCORDINGLY
/ (/f iYPICgL eHYOF FORT
COLONS SIDEWALK
/ IMa]cH EX Ft) /4
/ 39
/ 3551.cO Ft Da
<9K.02 FL
a%>S9 395150ti t Y
TBC B]6 OW / 4957.16FL I i.yg.5p
/ a%].19 R
6%729 FL L95 ].fi9495Bm /
F957.23 FL T.
BU`I
395118 FL
aE6 95Z15is 44MSONIf
9\ \ �/
Io-elocR / Atys]50 3%T9p
HANDICAPPED RAMP ) A \
COLONS STANDARDS /
a95IA6 FL 3%]bt 4%9.01 y-4%14 \
ROLL-OVER CURB /
�Re AND GUTTER / 4%1%R / RIGHT OF WAY ONE \\ n
A \
`s / � \ / 495a39 ) I r I e' w51.0 a 4M.07
R- 195i]o/ / / N95s.fo
4 IT FL // 7.0 G 4MR I //
R / /, E m I /
APPROXIMATE OMITS OF 4.957.7/ 4%795 AMM / 1
STREET CUT SEE NOTE 3 0 a92 /
%T]
(MATCH E%FLI '7 ]4959.t0 Y MIn /
EW
4939.%-144799
\ \ 4935.SB IMJ
m \
493A,P \ \
HANDICAPPEDRAMPS TO 4.1.1.F ' .q/ I 1 \ \ \ ! r 4 ).09 / )4931 %- 1
BE INSTALLED PER CITY OF 'T y^T
FORT COLLINS STANDARDS. '14MA)Fl
BEE DETAIL /`i%61a WV a%5.159ry \
/ 49%AFL
/ 4145697FL T/sa%s53 \\\
M.m
�
4%143\�
4MUMIFL [\ 9 YYY
\ 4%].33 \' ` , 'T1 1 �.% \ %].%SURFACE
g�6 -aa9Rm \ •4955.m1AY
\II
y 4956.91 FL 4%].m�]495].So
p a959.45 ARE ADM NL�\
AP PROXIMATE LIMITS OF , �` s HSTW ` 1 4fF6.L GRATINGS a%e92 \
STREET CUT SEE N%
NOTE 3 i \ ;5« ] %310RN a 49Yn\
950.%
\ I I 1 \
/ \
/ ® RIP RAP D
EXISTING SIDEWALK TO REMAIN \ \ v. \\ 1 ADDITION
1
\495ss .9se.34 40
EXISTING CURB GUTTER TO RER \ %a.
6 JAI
1
If v \ \ / `` 45N 0
I.1 Q D\ y IS7
I '\\ \ \ `` \ pXYT•' 1
It "\\\ \ \ \ RAT\ RDENSEE 49-$y� �a95B.19 4957. 4%7.24
SIORETEIRTIOp 3 N DETAIL
SHEET
\\ bq
REMOVE SIDEWALK
CHASEANDINSTALL
TO A.
`
/ 'A,SIDEWALK M
APPROXIMATE LIMITS OF
STREET CUT SEE NOTE 3
CONNECT TO EXISTING
CONCRETE PAN
a 10 20 40
SCALE 1"=20'
NOTES
1. ANY CONCRETE REMOVALS (CONCRETE PAVING ANDIOR CURB,
GUTTER OR SIDEWALK) SHALL BE FULL PANELS. FOR CONCRETE
REPLACEMENT OF CROSSPANS OR CONCRETE PAVING, COLD
JOINTS SHALL BE DOWELED TO ADJACENT PANELS PER CITY
STANDARDS.
2. IF ANY CURB AND GUTTER IS TO BE REMOVED -MULTIPLE
FLO VUNE ELEVATIONS SHALL BE DOCUMENTED PRIOR TO
EXCAVATION AND REMOVAL SO THAT CURB AND GUTTER CAN BE
RECONSTRUCTED BACK MATCHING EXISTING ELEVATIONS.
3. LIMITS OF ST FEET CUT SHOWN ARE APPROXIMATE. FINAL U M ITS
ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING
INSPECTOR. ALL REPAIRS ARE TO BE IN ACCORDANCE VATH CITY
STREET REPAIR STANDARDS AND ALL DISTURBED AREA SWELL
Be REPLACED TO EQUAL OR BETTER CONDITION.
4. DEVELOPMENT IS WITHIN THE POUDRE RIVER 500-YEAR
FLOODPLAIN IZONE X) AND MUST CONFORM TO THE SAFETY
STANDARDS OF CHAPTER 10 OF THE CRY MUNICIPAL CODE.
EXISTING NEW BELGIUM
BUILDING
SUB DRAIN PIPING
TO BE PERFORATED
ADS PIPE, BEDDED
PER SUBDRAIN
DETAIL SHEET CD2
DECORATIVE
TRENCH DRAIN
S LOADING AREA TO
BE CONSTRUCTED
OUTFACE
ROLLOVER
CURBb
IN ONE PANEL Of
GUTTER
SEE SHEET
LDi
CONCRETE
FOR DETAIL
FLOWLJNE TO
GRADE
TO SITE
MATCH EXIST.
PER
DESIGN
O
LIE
EXPANSION
J0114T IN
�+.
SIDEWALK
AT THE
ASPHALT PATCH
O
RON
LINE
TO MATCH EDGE
C
OF BIKE LANE
SECTION A
EXISTING
TREE
5. O5
LINDEN
STREET _
46
EXISTING
CURB 4
A GUTTER
EXISTING SIDEWALK- DEMO
5'SIDEWALK l9ATH 6"
AND REPLACE WITH CLASS
VERTICAL CURB
6ABC
\ \
-IIMITS OF CONSTT
SECTION B
/
L`/ I
/ / \ 1\ Date: Odoba 6, 2015
(/ \\ Deslgn/Drawn: JIG /JWL
/ Reviewed: JC
/ - k Book No.: - fleki: -
i� Project No.: 0141736.00
f' <
/ SL#EI TITLE'
Farnsworth
GROUP
16)2 SPECHT POINT ROAD, SUITE 105
I ORT COLLINS, COLORADO 80525
i970) 484.7477 / mlo@L.. mP1
Enginaeri I Arc-1I Su II ScxPm14
�swu
NEW BELGIUM
BREWING
DRAINAGE
REPORT
1►IAYA-7=1Kiel to] 41
GRADING PLAN
�4935T - bd/-T-7:1---- __ %BLUR -
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APPENDIX E
EROSION CONTROL REPORT AND PLANS
General Requirements
The objective of a Stormwater Management Plan (SWMP) is to identify all potential sources of
pollution likely to occur as a result of construction activity associated with the site construction,
and to describe the practices that will be used to reduce the pollutants in stormwater discharges
from the project site. The SWMP must be completed and implemented at the time that
construction begins. The SWMP shall be revised as necessary during construction to reflect the
current conditions and activities at the project site. This report summarizes the SWMP for the
construction activity that will occur with the Building Addition at New Belgium Brewery.
Permitting
The Contractor shall be responsible for obtaining all necessary permits, such as the Stormwater
Discharge Due to Construction Activities Permit from CDPHE, Water Quality Division.
Additional Environmental permitting not described in this report may be required as part of this
project, such as the Construction Dewatering Permit for groundwater and Air Pollution Emission
Notice. CDPHE website contains links to these permits, as well as other potential permits.
' A) Site Description
The proposed project is located in the southwestern comer of the New Belgium Brewery
(NBB) property, north of Buckingham Street and east of Linden Street. Approximately
60% of the area within the project limits is paved; the remainder is landscaped with lawn
grass, mature trees, and shrubs. The site is landscaped with berms along Linden and
Buckingham Streets, but otherwise has mild slopes ranging from 0-2%. Grading changes
and demolition will significantly alter 1.66 acres. The non -paved areas exhibit
approximately 90% vegetative density as shown by the photo below.
L7
I
The proposed project includes construction of a beer garden and two story building
addition with a 7,000 square foot -footprint. The beer garden will replace most of the
parking lot with a new concrete and paver patio, outdoor tables, concrete paths, and a
large bowl -shaped lawn (turf). The building addition will remove some vegetated area, as
well as the parking lot turn -around. Coy ditch will be filled within the project limits. New
waterlines and taps, sanitary sewer, and storm sewer system will require excavations.
Refer to the construction plans for a more detailed geometric, utility, and demolition plan.
Soil type and erodibility factors were determined from an NRCS Soil Survey. The site
consists entirely of Caruso clay loam. Table E-1 summarizes the soil characteristics.
Soil Type
Hydrologic
K Factor-
Wind
Drainage Class
Soil GroupGrou
Caruso Clay Loam
D
0.32
6
Somewhat Poorly Drained
Table E-1 Site Soil Characteristics
Group D soils have very slow infiltration rates or impervious layers near the surface that
increase the amount of surface runoff.
zK Factors range from 0.02-0.69; the higher the K Factor, the more susceptible a soil is to
sheet and rill erosion by water.
'The Wind Erodibility Group is a range from 1-8, with 8 consisting of soils the least
susceptible to wind erosion.
4A somewhat poorly drained designation refers to soils with low hydraulic conductivity,
such that water is found at shallow depths during the growing season, and only moderate
depths all other times.
The soils are somewhat resistant to wind erosion, but would be susceptible to hydraulic
erosion during a larger storm where high precipitation and low infiltration cause
increased runoff. It is likely groundwater will be encountered during construction.
Acquiring necessary permits, including but not limited to dewatering, stormwater
construction, and air quality, is the responsibility of the Contractor.
Drainage from the site is currently contained in several detention ponds that slowly
release into the I" Street sewer system. This outfalls into the Poudre River, to the south.
The proposed project will remove existing detention Ponds A and B, and reroute runoff
■ to Pond E.
Construction of the beer garden is anticipated to begin at the end of September 2015. The
building addition will begin after that, in October 2015. The anticipated construction
sequence is as follows:
Beer Garden
1) Site mobilization and erosion control (includes building addition)
2) Site fencing and temporary pedestrian pathways (includes building addition)
3) Salvage and demolition
4) Rough grading
5) Underground electric
6)
Irrigation
7)
Curb and gutter
8)
Paving
9)
Pavers
'
10)
Site concrete
11)
Landscape plantings
12)
Site furniture
Building Addition
1)
Salvage and demolition•
2)
Rough grading and building pad preparation
3)
Utilities
4)
Final grading
5)
Pavers
6)
Site concrete
7)
Foundation and excavation
8)
Backfill
'
9)
Structure
10)
Building finish and interior
' A construction sequence including the BMP schedule is provided in Section D, below.
' B) Stormwater Management Controls
i) The SWMP administrator is responsible for developing, implementing, maintaining, and
revising the SWMP. This should include all responsible parties (if more than one
individual) who completed the four components of the SWMP just listed. The
administrator will also be responsible for inspections, training and enforcement, and shall
' serve as the contact regarding stormwater issues.
SWMP Administrator:
Title:
' Company:
Phone Number:
ii) It is the Contractor's responsibility to implement and maintain structural and non-
structural BMP's from the beginning of mobilization until project completion.
The primary source of sediment pollution will be from stockpiled soils and earthwork. As
previously stated, 1.66 acres will be disturbed by the project. Stockpiled soils shall be
located in an area upstream of existing drainage patterns, and ideally will be sheltered
from precipitation. Silt fencing, wattles, and other structural BMPs will be utilized to
reduce the amount of sediment being conveyed offsite. Rock socks shall be placed in the
' gutters of Linden and Buckingham Streets to help capture sediments that make it past
' initial control measures. Finally, inlet protection for the Type R curb inlet in Buckingham
Street shall be installed. Refer to the erosion control plans in Appendix E for details of
' these structural BMPs.
To reduce the potential for sediment tracking, it is recommended the Contractor designate
' one point of access for the site. The existing access from Linden Street would be ideal
because of the existing pavement. Tracking pads should also be utilized to remove dirt
from vehicles prior to exiting the site. Sweeping at the end of each day is encouraged to
remove any sediment that has made its way offsite.
Contaminated soils will not be an issue for this project.
' Some parking is provided on Linden Street. The Contractor is encouraged to utilize these
stalls to limit the number of vehicles entering the site. It is also recommended that the
' Contractor leave as much of the existing paved parking lot entrance from Linden Street as
possible, until it ultimately needs to be demolished to complete the project. This will help
provide ground cover, and can serve as an access for loading and unloading operations.
' Good housekeeping practices shall be implemented for the storage and disposal of
building materials and chemicals. Fuel, fertilizers, and other toxic chemicals should be
' provided with secondary containment. Vehicle refueling and maintenance should be
performed in a designated area where stormwater can be controlled and will not be
received downstream. Cleanup procedures shall be in place in the event of a spill.
' Building material and other trash should be disposed of in dumpsters that will not leak.
These should be located out of drainage patterns, and must be kept at least 50 feet from
any inlet or surface water. This spacing requirement also applies to onsite portable toilets.
Earthwork operations produce an abundance of dust and particulate that pollutes the air.
Watering or soil binders should be implemented to reduce windborne erosion.
Construction sequencing should seek to reduce the time surfaces are left barren.
' Revegetation or other ground cover should be utilized when and where possible.
Onsite batch plants will not be utilized.
Trenching and excavations for utility installation or other grading purposes may facilitate
the need for dewatering. This should be performed in accordance with CDPHE
dewatering permits.
C. Revegetation
' Mulching and erosion control blankets are approved methods of stabilizing soils until
vegetation is established. Revegetation shall conform to the seed mix and planting
schedule developed by the landscape architect. The Contractor is responsible for watering
and maintenance of vegetation until it has reestablished.
Once the temporary BMP's have been removed, permanent stormwater quality will be
' provided by the rain garden, reduction in DCIA, grass swales, newly established
' vegetation, and by the water quality outlet stricture of Pond E.
Construction Sequence
Due to the relatively small area of disturbance, and because most of the site will be
disturbed all at once, all identified erosion control measures will be implemented and
' maintained from project start to project completion. Refer to the schedule below for more
detail regarding construction sequencing.
-
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' E. Final Stabilization
Permanent vegetation shall conform with the approved Landscape Plan prepared by
' Russel + Mills Studios. Final stabilization is achieved when all soil disturbing activities
at the site have been completed, and uniform vegetative cover has been established with a
density of at least 70 percent of pre -disturbance levels or equivalent permanent, physical
erosion reduction methods have been employed.
F. Erosion Control Security Calculation
BMP Cost
Item
Quantity
Unit
Unit Price
Price
Silt Fence
601
LF
$ 2.50
$ 1,502.50
Rock Sock
10
Ea
$ 150.00
$ 1,500.00
Concrete Washout
1
Ea
$ 928.00
$ 928.00
Inlet Protection
6
Ea
$ 150.00
$ 900.00
Tracking Pad
1
Ea
$ 1,750.00
$ 1,750.00
Subtotal
$ 6,580.50
$9,870.75
1.5 x Subtotal
Reseeding Amount
Seeding/Mulch
0.75
Acre
$ 1,090.00
$ 819.68
Subtotal
$ 819.68
1.5 x Subtotal
$ 1,229.52
Minimum escrow:
$ 3,000.00
Total Erosion Control Escrow = $ 9,870.75
Table F-2: Erosion Control Escrow Calculation
' Conclusion
' It is the responsibility of the Contractor to implement and maintain all necessary BMP's
for the proposed project. Erosion controls are not static; they need to remain relevant as
the project progresses. All permits necessary for project completion as well as the SWMP
' are the responsibility of the contractor. This erosion control plan complies with the City
of Fort Collins Stormwater Criteria Manual.
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1, CONTRACTOR SHALL INSTALL VEHICLE
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NECESSARY.
NOTES
1. ANYCONCRETE REMOVALSICONCRETE PAVING ANDIOR CURB.
GUTTER OR SIDEWALK) SHALL BE FULL PANELS. FOR CONCRETE
REPLACEMENT OF CROSSPANS OR CONCRETE PAVING, COLD
JOINTS SHALL BE DON FLED TO ADJACENT PANELS PER CITY
STANDARDS.
2. IF ANY CURB AND GUTTER IS TO BE REMOVED- MULTIPLE
FLOWLINE ELEVATIONS SHALL BE DOCUMENTED PRIOR TO
EXCAVATION AND REMOVAL SO THAT CURB AND GUTTER CAN BE
RECONSTRUCTED BACK MATCHING METING ELEVATIONS.
3. LIMITS OF STREET CUT SHOAN ARE APPROXIMATE FINAL LIMITS
ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING
INSPECTOR, ALL REPAIRS ARE TO BE IN ACCORDANCE NTH CITY
STREET REPAIR STANDARDS AND ALL DISTURBED AREA SHALL
BE REPLACED TO EQUAL OR BETTER CONDITION.
4. DEVELOPMENT IS WTHIN THE FOUDRE RIVER SCLLYEAR
FLOODPLAIN (ZONE X) AND MUST CONFORM TO THE SAFETY
STANDARDS OF CHAPTER 10 OF THE CITY MUNICIPAL CODE.
LK
Farnsworth
GROUP
1612 SPECHT POINT ROAD, SUITE 105
FORT COLLINS, COLORADO 80525
(970) 484-7477 / info@f-w.com
En9meers Architects IVSw .pars I Soennsts
ssuE:
QnJe. — De.��pnorc
NEW BELGIUM
BREWING
DRAINAGE
REPORT
NEW BELGIUM
Date: October 6, 2015
?C \ J O
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Design/Drawn: JC I JWL
\/ \ I f Reviewed: JC_
4 \
Book No.:— Fleld:—
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Project No,: 0141736.00
LFLT BTLL
SKEET MMBfR
4 OF 4
\ IF NOT 1 INCH ON
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SCALES ACCORDINGLY
ARCHITECTS
arnsworth
SURVEYORS
SCIENTISTS
GROUP
1612 SPECHT POINT ROAD, SURE 105
FORT COLLINS, COLORADO 80525
(970) 484-7477 / (970) 484-7488 Fax
www.f-w.com
NEW BELGIUM BREWING OFFICE ADDITION
A III I1115 11 AL
. n I n
REPORT
IMAGE FROM GOGGLE EARM
Project No: 0141736.00
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1612 Specht Point Road, Suite 105 - Fort Collins, Colorado 80525 - Phone: (970) 484-7477 / Fax: (970) 484-7488
Date: August 12, 2015
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Farnsworth
GROUP
1612 SPE01T POINT ROAD, SUITE 105
FORT COLUM, COLORADO 80525
1970) 484-7427 / III x0m
ore
Erelneee I AmhINan I SNrveNOu (SdEn6Lh
e
om oncebN.
NEW BELGIUM
BREWING
DRAINAGE
REPORT
NEW BELGIUM
Date: October 6, 2016
Deign/Drawn: JC!JOWL
Reviewed: JC
Book No.: ABU:—
Pralee No.: 0141736.00
SIUET n11e
DRAINAGE PLAN
2OF4
B
9 A
APPROXIMATE LIM" OF
STREET CUT SEE NOTE J
ORT FOLLINS STANDARDS. \
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\ BlORFHEMDGN DETAL
CONNIEOT TO EXISTING
CONCRETE PAN
/ NOTES
1. ANY CONCRETE REMOVALS (CONCRETE PANNGANDIOR CURB,
GUTTER OR REPLACEMENT
OF FRO SPAN BE FULL PANELS. FOR CONCRETE
ACHIM ENEM Of OMUE AN6 AD CONCRETE PAVING COLD
MINE SHALL BE DOWELEDTO ADJACENT PANELS PER CRY
STANDARDS.
-- 2 iN1Y CURB AND GUFTER a TO BE REYOIED-YIlL1B'IE
PLUMLIKE EI AMNS SHNL BE DOCUMENTED PRIOR TO
EXCAVATION AND REMOVAL SO THAT CURB AND GUTTER CAN BE
RECONSTRUCTED BACK MATCHING EXISTING ELEVATIONS.
D. LMTS OF STREET CUT 6HOWNARE APPROXIMATE. FINALUMITS
ARE TO BE DETERMINED IN THE FIELD BY THE COY ENGINEERING
INSPECTOR ALL REPAIRS ARE TO BE W ACCORDANCE WRH CRY
STREET REP" STANDARDS AND ALL DISTURBED AREA SHALL
BE REPIACED TO EQUAL OR BETTER CONDITION.
4. DEVELOPMENT 18 WITHIN THE POUDRE RIVER SWYEAR
FLOODPWN (ZONE XI AND MUST CONFORM TO THE SAFETY
STANDARDS OF CHAPTER 10 OF WE CM MUNICIPAL CODE.
SUB DRAIN PIPING
TO BE PERFORATED
ADS PIPE. BEDDED
PER 6UBDRNN
DETAIL SHEET CD]
TRENCH DRAIN
EXISTING NEW BELGIUM
BUILDING
CHASE AND
EPIACTI
SIDEVMLKTOMATCTVliVERCALCUR
B—
O—$MATC EXISTING--
SO —EO----TO-- ---------
\ APPROXIMATE WOB OF
STREET CUT SEE NOTE
1\
SECTION A
EXISTING
MEE
8'31
LINDEN
iTMET _
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4 RUTTER
ESIDENULKGEMS
MATH B'
AND REPLACE MATH CLASS
VERTICAL CURB
BASIC
]F
c\_ N
OONL7
\
SECTION B
Farnsworth
GROUP
1612 SPECNT POINT ROAD, SUITE 105
FORT COLUNS, COLORADO 80525
(970) 484-7477 / In10ANLNmm
.1- XPNM
SuN
Enpineen Arch .I 5\Nn4TOn I SchWHISN
MISSION
Dm. D cRb
NEW BELGIUM
BREWING
DRAINAGE
REPORT
NEW BELGIUM
\ I
Dale: October B, 2015
\N Design/Drawn: JC NWL
r
\ J RRWewetl: JC
i\� A
Book No.: Reid:—
�� ProIeM NO.: 0141 Y9B.00
Nm nnE
GRADING PLAN
PROPUSED DRAIN LOVE TD I��_
NUPmI
BE INSTALLED THROUGH
--- _= —"FO--
FOAVERCOY DRCN
CULVERT
PC
M NOT I WCB ON
3
OF 4
SCAJM ACCORDINGLY
B
F
GRAVEL BAG CURB
CHFCK SEE DETAX.
CABLE TV
VAUL T
GRAVEL BAG CURB
CHECK BEE DETNL
81LT FENCE /�••� /
BEE OETAL
II
a/
EXISTING NEW BELGIUM
BUILDING
EROSION & SEDIMENT CONTROL LEGEND
GRAVEL ME CURB CHECIk
s— SILT FENOF
INLET PROTECTION
SEES
Farnsworth
GROUP
1612 SPECHT POINT ROAD, SUITE 105
FORT COLUNS, COLOW.ADO 80525
1970j /84"7477 / InfiNWPV wm
Lw wm
Enenmm I Amhftm 16u"yen I Scienlhl
SOME:
e Deb GmcANNn'.
NOTE'.
1. CONTRACTOR SHALL INSTALL VEHICLE
TRACKING PADS, PER DETA ES MERE
NECESSARY.
NOTES:
L MY CONCRETE REMOVALS (CONCRETE PAVING ANNOR CURB,
OMER OR SIDEWµK) SHN1 eE FULL PANELS. FORCONCRETE
REPLACEMENT OF CROSSPANS OR CONCRETE PAVING COLD
JOINTS SHALL BE DONELED TOiA01ACENT PANELS PER CRY
STANDARDS.
2. IF MY CURB AND GUTTER IS TD BE REMOVED -MULTIPLE
FLDVAJHE ELEVATKINS BIBLE qE DOCUMENTED PRIOR TO
EXGVRK)N AND REMWAL WTHAT CURB AND GUTTER CAN BE
RECONSTRUCTED BACK MATCHING EXISTING ELEVATIONS.
3. UNITS OF STREET CUT SHONN ARE APPROXIMATE. FINAL UNITS
ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING
INSPECTOR. ALL REFINING ARE Tp0 BE IN ACCORDANCE WTH CITY
STREET REPAIR STANDARDS AING ALL DISTURBED AREA SHALL
BE REPLACED TO EOWL OR BETTER CONDITION.
4 DEVELOPMENT 6 NRHW THE PIOUDRE RIVER 500-YEAR
FLOOOPUJN (WNE X)AND MUST CONFORM To THE SAFETY
STANDARDS OF CHAPTER 10 OR THE Cm MUNICIPAL CODE.
D
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NEW BELGIUM
BREWING
DRAINAGE
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NEW BELGIUM
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Book No.:— Reid: —
Date: OGIo0er6, 2015
DeBIDn/Drawn: JC 1 JWL
Project No.: 0141/36.00
EROSION CONTROL
PLAN
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