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ADDENDUM FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
ADVANCED ENERGY
BUILDING 7
FORT COLLINS, COLORADO
420 21st Ave. Suite 101 • Longmont, CO 80501 • (303) 651-6626 • FAX (303) 651-0331
E-mail dpark98Qaol.com
ADDENDUM FINAL DRAINAGE REPORT AND EROSION CONTROL PLAN
ADVANCED ENERGY
BUILDING 7
FORT COLLINS, COLORADO
Prepared for:
The Neenan Company
2290 E. Prospect
Fort Collins, Colorado 80522
(970) 439-8747
Prepared by:
Park Engineering Consultants
420 21" Avenue
Suite 101
Longmont, Colorado 80501
(303) 651-6626
April 24, 2000
Revised: June 08, 2000
PEC Job # 10751 afdr2.wpd
TABLE OF CONTENTS
Certification
I. General Location and Description
II. Historic Drainage
III. Drainage Design Criteria
IV. Drainage Facility Design
V. Referenced Drainage Reports
VI. Conclusion
Appendix A - Drainage Calculations for Advanced Energy, Building 7
Map Pocket
Appendix B - Erosion Control
Map Pocket
"I hereby certify that this report (plan) for the drainage design of Advanced Energy,
Building 7, was prepared by me (or under my direct supervision) in accordance with the
provisions of The City of Fort Collins Storm Drainage Design Criteria and Construction
Standards for the owners thereof'
Registered Professional Engineer
State of Colorado No. 16726
(Seal)
I. GENERAL LOCATION AND DESCRIPTION
This Drainage Report and Plan serves as an Addendum to the approved `Final Drainage
Report and Erosion Control Plan' for `Advanced Energy Buildings 7 and 8' approved on
January 27, 2000 by Park Engineering Consultants. This report addresses small site revisions
for the site without modifying the Tract A - Pond Analysis, found in Appendix B of the
approved final drainage report.
LOCATION
The proposed Advanced Energy, Building 7 is located within the Lots 9 and 10 of Prospect
Park East P.U.D. and Lot 23 of Prospect Industrial Park, both subdivisions located in Section
20, Township 7 North, Range 68 West of the 6' P.M., County of Larimer, City of Fort
Collins, State of Colorado. More specifically, located on the east side of Midpoint Drive and
west of Sharp Point Drive. The site occupies 4.85 acres of said Lots 9, 10, and 23. The site's
general location is shown on the enclosed Grading and Drainage Plan located at the end of
this section in the map pocket.
TOPOGRAPHY
The site is unimproved and void of trees, and has ground cover of a variety of grasses and
weeds. The site slopes north on an approximate slope of 1.0%. There are existing
improvements that surround the site. Water and sanitary sewer lines are present within
Midpoint Drive right-of-way. Other utilities such as telephone, gas and electric are in the
area. See enclosed map for existing contours and topographical features.
H. HISTORIC DRAINAGE
BASIN DESCRIPTION
The site lies within the Cache la Poudre River Basin. The site drains northerly to an existing
pond in Tract A, previously dedicated as a Drainage Easement. The site has been included
in previous master planning for the Prospect Park East, P.U.D. Subdivision, and is consistent
with the planning. Since the original master drainage report and plan is unavailable, this
report will state assumptions used in the master plan. The pond discharges through three 24
inch pipes under Sharp Point Drive. The 3 pipes drain into an old gravel pit. The old gravel
pit is on the Anderson property, and there is an agreement with the Andersons to take the
drainage. The historic Advanced Energy site consists of two basins, each basin described by
the following paragraphs. The historic drainage basin boundary is the common lot line
between Lots 9 and 23. Basins (1) and (2) is referenced as the AE site.
Basin I :
Basin 1 includes Lots 9 and 10 of the Prospect Park East, P.U.D. subdivision as shown on
the enclosed Historic Conditions map. Historic drainage overland flows northeasterly to an
existing pond in Tract A. Historic drainage calculations for Lots 9 and 10 are located in
Appendix A. The historic flow rates for the 10 and 100-year storm events are as follows:
Q10 1.79 cfs, Q100 3.68 cfs.
Basin 2
Basin 2 includes Lot 23 of the Prospect Industrial Park subdivision, as modified by Vipont
at Prospect Park East subdivision, as shown on the enclosed Historic Conditions map.
Historic drainage overland flows northeasterly to Lot 8 in Prospect Park East, as developed
by the Vipont Manufacturing Facility. The drainage report for Lot 8 is enclosed in Appendix
E. Within said report, an off -site undeveloped basin of 1.65 acres is considered_ and
accounted for in the design of Vipont's improvements. The undeveloped flows from Lot 23
is included within the off -site basin for the Vipont Manufacturing Facility. The off -site,
undeveloped flow rates for the 10 and 100-year storm events are as follows: Q10 0.39 cfs,
and Q,.= 0.82 cfs. For more information, see the report and plan in Appendix E. Historic
calculations for this Basin are included in Appendix A.
Original Master Drainage Planning for the AE Site:
The original master drainage concept/plan for the original Prospect Park East, P.U.D.
subdivision was to provide drainage facilities which convey the storm drainage to the
improved drainage facilities, and has been accepted and approved by the City for all previous
developments in/for the Prospect Park East, P.U.D. subdivision; including all relative
properties replated with original Prospect Park East, P.U.D. lots. Historic storm drainage
from the AE site overland flows to the pond area in Tract A. Since the AE site is part of the
Prospect Park East P.U.D., all developed storm water flows for Commercial/Light Industrial
uses were considered in the Master Plan.
"Limited" off -site drainage from Midpoint Drive currently flows through a drainage swale
across the south and southeasterly property lines and conveyed to Tract A. "Limited" is
described and defined as follows: given the existing section and profile of Midpoint Drive, the
existing profile from Timberline Road is near -0.5% sloping easterly to an existing cross pan.
The cross pan is adjacent to the common lot line for Lots 9 and 23 and is shown on all plans
for the proposed development. The next `high point' in Midpoint Drive is located
approximately 140 feet south of the cross pan and is shown on the enclosed plans; this high
point is located near the northern edge of the Temporary Access Drive in Lot 23. Existing
spot elevations are shown and basin he has been delineated, to show and visualize the
existing high point. The 100-year flow rate for Midpoint Drive is 10.20 cfs. Since the City
has not required on -site detentioning for the Larimer County Detention Center in the past and
most recent expansion, 100-year flows from the County's facility is 60.4 cfs. See the
Drainage Report and Plan for the County Detention Center prepared by The Engineering
Company, dated February 1998 in Appendix E. The County's property was not included
within the Prospect Park East, P.U.D. master drainage plan, and the AE site is required to
convey undetained storm water flows through the site to the existing pond in Tract A. The
existing pond volume is 7.69 acre-feet and is shown on the Off -site Drainage Plan, located
in the map pocket at the end of this report.
As stated in the Storm Drainage Report for One Prospect P.U.D., prepared by Stewart &
Associates, Inc. dated August 16, 1990, and enclosed in this report in Appendix E, under the
second paragraph of the `Offsite Drainage Onto The Site' section, `the 100 year existing
condition storm will cause a 75 c.f.s. overflow of Timberline Road', per the Engineering
Professionals' March 1988, Spring Creek drainage study. In the fourth paragraph of said
report and said section (for off -site drainage), `the overflow of Timberline Road will occur
more than 2 hours after the beginning of the storm', per the Northern Engineering Services,
Inc. analysis of the Spring Creek flood flows.
M. DRAINAGE DESIGN CRITERIA
The City of Fort Collins "Storm Drainage Criteria Manual" was used as a standard. This
report was developed using the above referenced manual. The hydrological criteria used for
this report was based on the "Intensity - Duration - Frequency" curves for the City of Fort
Collins. Using the rational formula method for runoff calculations, flow rates for each sub -
basin was determined for the 10 and 100 year occurring storms. Hydrologic calculations are
included in Appendix A along with the related tables and figures. The original master
drainage planning for the subdivision (and AE site), and previous drainage reports found in
the approved original `Final Drainage Report and Erosion Control Plan' by Park Engineering,
which this report serves as an Addendum.
IV. DRAINAGE FACILITY DESIGN
The drainage concepts for the developed conditions will be discussed in the following
paragraphs. The developed conditions are shown on the Drainage Plan located in the map
pocket at the end of this report.
History: The AE site will be developed in a manner consistent with storm water
management practices, and the approved master plans for the subdivision. The
development is typical with buildings, parking, and landscaping for uses in IL
Zoning. The runoff will be directed through inlets and piping, curb and gutters
to the existing pond in Tract A. The site is broken into nine (9) sub -basins by the
development. All sub -basins are shown on the Drainage Plan in the map pocket
at the end of this section. Sub -basin Al is located at the south end of the property
includes the proposed temporary access drive to Liberty School, and the drainage
from the access drive will be free released to the existing storm water collection
system for the Liberty School. The approved "`Drainage Report Lots 5, 6, & 7,
Prospect Park East P.U.D., Vipont Laboratories"' dated April :7, 1987 for
Stewart & Associates accounted for off -site flows (Q10=1.3 cfs and Q100=3.1
cfs) from Sub -basin Al to the property. The actual `developed' flows (Q10=0.86
cfs and Q100=1.46 cfs) will be free released to the school property which is less
than the considered flows, and should not have any detrimental affects to the
existing storm sewer facilities located on the Liberty School property. Therefore
no Drainage Easements are required for Sub -basin Al to drain to the existing
Liberty School property. Sub -basin 1 for the Liberty School (same Sub -basin 1
for the Vipont Manufacturing Facility previously mentioned and referenced)
currently, and will continue to drain storm water flows through the AE site and
will be protected through the dedication of a Drainage Easement on the AE site.
All sub -basins for the AE site, collects storm drainage for overland flows and
infrastructure through local grated inlets and will be conveyed to the pond in
Tract A. Sub -basins F6 and F 18 represents the service area between the two
buildings and collects runoff from the service yard and a small portion of the
building and piped through a storm line to the existing pond in Tract A. Sub -
basin E5 represents the building which connects buildings 7 and 8 and a small
court area at the northeasterly portion of the site, and will flow. directly to the
pond. Off -site runoff from Midpoint Drive for the 10-year storm will be piped
and the majority of the 100-year storm will be allowed to overflow the curb/street
section and will overland flow through the AE site to the existing pond in Tract
A; which will not change the conveyance route for the storm water from existing
conditions. This analysis can be found in Appendix A and B of this report.
Original:
Developed runoff rates for the sub -basins are calculated in Appendix A as follows:
Sub -basin Al: Q10 = 0.86 cfs; Q100 = 1.46 cfs;
Sub -basin 132: Q10 = 3.05 cfs; Q100 = 5.18 cfs;
Sub -basin C3: Q10 = 2.76 cfs; Q100 = 4.70 cfs;
Sub -basin C 17: Q 10 = 0.71 cfs; Q 100 = 1.22 cfs;
Sub -basin D4: Q10 = 4.47 cfs; Q100 = 7.61 cfs;
Sub -basin E5: Q10 = 1.73 cfs; Q100 = 3.32 cfs;
Sub -basin 176: Q10 = 2.14 cfs; Q100 = 3.89 cfs;
Sub -basin F18: Q10 = 1.43 cfs; Q100 = 2.43 cfs;
Sub -basin GT Q10 = 6.69 cfs; Q100 = 12.15 cfs;
Addendum:
Developed runoff rates for the on -site sub -basins are calculated in Appendix A as follows:
Sub -basin Al: Q10 = 0.86 cfs; Q100 = 1.46 cfs;
Sub -basin B2: Q10 = 3.05 cfs; Q100 = 5.18 cfs;
Sub -basin C3: Q 10 = 2.76 cfs; Q 100 = 4.70 cfs;
Sub -basin C 17: Q 10 = 0.71 cfs; Q 100 = 1.22 cfs;
Sub -basin D4: Q 10 = 4.47 cfs; Q 100 = 7.61 cfs;
Sub -basin E5: Q 10 = 1.73 cfs; Q 100 = 3.32 cfs;
Sub -basin F6: Q 10 = 2.14 cfs; Q 100 = 3.89 cfs;
Sub -basin F 18: Q 10 = 1.43 cfs; Q 100 = 2.43 cfs;
Sub -basin GT Q10 = 6.69 cfs; Q100 = 12.15 cfs;
The developed runoff rates for the on -site basins were (in the original drainage report) and
continue to be small sub -basins in which the time of concentrations for each sub -basin did not
exceed the 5 minute, minimum, time of concentration. Since the underground storm drainage
facilities were designed using the minimum acceptable standards, which, through analyzing
the revised site (with this addendum to the original drainage report), the storm water flow
quantities for the 10 and 100-year storm did not change, as can be seen above.
Detention Pond, Release Structure and Other Improvements - No other improvements are
required for this site since this area is allowed to free release to the existing pond in Tract A.
V. REFERENCEWDRAINAGE REPORTS
This Drainage Report serves as an Addendum to the following drainage report, which is not
included due to size, which contains all previous drainage reports for the Subdivision.
Final Drainage Report and Erosion Control Plan
Prepared By: Park Engineering Consultants
Dated: April 7, 1999
Approved: January 27, 2000
VI. CONCLUSIONS
The drainage concepts for this project are consistent with current policies and practices for
storm drainage management. The site will maintain the flow patterns and be consistent with
the development practices in the area based on the master planning.
APPENDIX A
Drainage Calculations for Advanced Energy - Building 7
3.1.6 Runoff Coefficients
The runoff coefficients to be dsed with the Rational Method referred to in
Section 3.2 "Analysis Methodology" can be determined based on zoning
classifications if the character of the surface is unknown. However, the final
drainage study must calculate a composite coefficient using Table 3-3. Table 3-2
lists the runoff coefficients for the various types of zoning along with the
zoning definitions. Table 3-3 lists coefficients for the different kinds of
surfaces. Since the Land Development Guidance System for Fort Collins allows
land development to occur which may vary the zoning requirements and produce
runoff coefficients different from those specified in Table 3-2, the runoff
coefficients should not be based solely on the zoning classifications. The
runoff coefficient used for design should be based on the actual conditions of
the proposed development.
The Composite Runoff Coefficient shall be calculated using the following formula:
n
C (CiAi) / At
i=1
Where C = Composite Runoff Coefficient
Ci= Runoff Coefficient for specific area Ai
Ai= Areas of surface with runoff coefficient of Ci
n = Number of different surfaces to be considered
A,= Total area over which C is applicable; the sum of all Ai's is equal
to A,
- Table 3-2
RATIONAL METHOD MINOR STORM RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS
Descriotion'of Area or Zonina Coefficient
Business: BP,BL..................................... 0.85
Business: BG,HB,C................................... 0.95
Industrial: IL,IP................................... 0.85
Industrial: IG...................................... 0.95
Residential: RE,RLP.................................. 0.45
Residential: RL,ML,RP ............................... 0.50
Residential: RLM,RMP................................ 0.60
Residential: RM,MM.................................. 0.65
Residential: RH..................................... 0.70
Parks, Cemeteries .................................. 0.25
Playgrounds ........................................ 0.35
Railroad Yard Areas ................................ 0.40
Unimproved Areas....................................0.20
Zoning Definitions
R-E Estate Residential District - a low density residential area primarily in
outlying areas with a minimum lot area of 9,000 square feet.
R-L Low Density Residential District - low density residential areas located
throughout the City with a minimum lot area of 6,000 square feet.
R-M Medium Density Residential District - both low and medium density
residential areas with a minimum lot area of 6,000 square feet for one -
family or two-family dwellings and 9,000 square feet for a multiple
family dwelling.
R-H High Density Residential District - high density residential areas with a
minimum lot area of 6,000 square feet for one -family or two-family
dwellings, 9,000 square feet for a multiple family dwelling, and 12,000
square feet for other specified uses.
R-P Planned Residential District - .designation of areas planned as a unit
(PUD) to provide a variation in use and building placements with a
minimum lot area of 6,000 square feet.
May 1984
Revised January 1997
Design Criteria
3-3
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2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
* MOST FREOUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
APPENDIX B
Temporary Erosion Control
EROSION CONTROL
Temporary erosion control for this site consists of silt fence, hay bales and vehicular tracking
precautions. Silt fence is to be placed on the down sloping side of all areas where earthwork
will de done and where the soil has/will been disturbed prior to the initiation of construction
and removed once the `exterior' site construction is completed. Hay bales will be placed
around the private storm inlets once installed, until all paving is completed on the site.
Vehicular tracking will be placed at the two access points to the property as shown on the
plan. Permanent erosion control will consist of concrete pans in the storm water flow
channels where required. Please refer to the Erosion Control Plan for specific location of
erosion control devices and notes, located in the map pocket at the end of this report.
CONSTRUCTION SEQUENCE
PROJECT: llpll/9NCED &U&V &c C7 7 STANDARD FORM C
SEQUENCE. FOR DO ONLY COMPLETED BY:2K��afFk /1 _
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR
MONTH
----------------------------
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
�"!
-----------------------------------------------------------I
I
!
I
Nettings/Mats/Blankets
Other I I
I
----------------------------------
-------------------------------------=-
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
HDI/SF-C:1989
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
A = 13M9'30r
R - 757.27'
T = 87.34' _
L� 19591�
i CN
T - 88.85'
I N
VA �
x v I
\ I
LOT 22
\ a III
LARIMER COUNTY
DETENTION CENTER
I I I
I I
I i
F j
I
A-o7
)•W I R - 55
L- 70.
a -•
A
all
i
ADDENDUM NCA \\
ADDENDUM NO, 1 INCLUDES THE FOLLOWING REMSIWS TO THE APPROVED PLANS DAM 01/27/00: \
(1) NORTHWEST ACCESS DRIVE TO SITE FROM MIDFMIT DRIVE AND AFFECTED PARKING AND
LANDSCAPE AREAS; DRIVE MOVED CLOSER TO NORTHWEST PROPERTY LINE;
(2) NORTHWOST ON -SITE WATER LINE FOR FIRE HYDRANT, FIRE LINE AND DOMESTIC SERVICE \
WATERLINE MOM WITH DRIVE (TO BE CENTERED IN DRIVE); I
((d)) FINISHED FLOOR ELEVATOI; INCREASED BY ONE (1) FOOT;
(4) MODIFIED LOCATON(S) AND NUMSER(S) OF DOCK HIM DOORS ALONG SOUTHWEST SEE
OF BUILDING; I
(5) ABANDONMENT"SMULTPLE (TWO - 2) WATER AND SANITARY SEWER SERVICES TO THE
BUILDING; NOW A SINGLE DOMESTIC WATER AND SANITARY SEWER SERVICE.
THE CHANGES TO THE APPROVED PLANS ARE 'CLOUDED' AND REFERENCED BY ADDENDUM'. NO. 1
0+00
0+50
MIDPOINT SWALE SECTION
SEE SECTION M-M
H.T.S.
0
R=1 MIS
T = 100._4 / \ A
L: 193.60'
CH SIM43PE
Y IVI
—
IPLN -- —
r�ITTT-PIT
LOT 8 N
VIPONT AT PROSPECT PARK EAST
F.F. = 4898.90
l SNAiwI` --
VARIES 4
/ \ — 11'47'IN
SECTION A -A
DRAINAGE SWALE NTA ,,-''
% B '00
\1
IBLDGI T/
F.F. = 4901 /
/
I�
1
64P I
A 1.07
\�CLJAOO �FVIWIT a\OI\T
N
lln�
III I)
1� la
LOT 11 aIII
III I
�IaII a
MOM Part — — -- —
%/ li a-aLM as i `/
err
DRAINAGE LEGEND
EASONG CONMR 0-Vo
/ PROPOSED CIXGpA (1_f.)
vRavox) CCNteIF (5'2)
// / / / I ❑ PWOSID CAMI DAMN
/ �• PROPOSE) INLET
I
' ORANAGE FLOW MMOR
I/
h of Fat Collins, Colorado
I \ I I tn7T PLAN PROVADIOED
I Put
�7 m
gL�Gx6p m� .1„ L
F.F. = 4896.90
I / I ONEC"'EO BY:
I
III/ I
SNARi PONT dilvE
NFI \ \ � L � TWNMARr Reuse
f127
m F!k_________ _ _ ____ 1 a/UDAW aTr Caaanrs Wnw m/J1A7O aN
I T _ .._ wAam AttQ1gM No. 1 GWn
1 ��
//_` � �
a- / ORIgNAL SCAlE 1'-40'
LOIGMONT CO. BO501- (30J)651-61
ADVANCED ENERGY, BUILDING 7
GRADING PLAN
J�
.,sm 1/4'R Y 11
11 R
CRIWEIE e.
CRnICATCHP��
N.T.S.
4,/T ,.
1/4'R 2
CONOEIE R'
B• WmncAL (]1RB [SILL PAN)
N.M
�' --
MIDPOINT _1
mum-
u+uu ,+uu
100 YEAR SWALE SECTION
SECTION D—D
DRAINAGE I FGMD
O\ m 1p�
A
lo-1cM RRm ammr
9.a1 IIWA (4NKq EM"NG X Nl NTWR mlr
Eg511050n
pR[PoSEp Cp1rINR
❑ Mm D CArw RnsN
�. NfWD5ED ICU
.. — rRw0 SMIM 40013t
® I RwOY➢ STCRN w
EM51N0 PM
W RM
LARIMER COUNTY
DETENTION CENTER /
°0'
rr. Wn
J op [ /\
TV1�41
/
/ ( IXV: N
IXV. W
DRAINAGE SUMMARY TABLE \
BASIN Awl 91R 919D
•1 ne9
w p apWe
3 al
Cl a an FA
4ll 0.1 all I.Sf 1
0 0. I." &47 Al
M41ne a:xI I." a-
m tw 7.14 IL15
m 1.422 ap 9.94
J10 ])J A 63.•6
X11 4Ap 1a4p n" 1
L12 ai =17 wee
M13 0. 31M 00.11
M4 Wo }w
ms a „�.,220. 424
me
=A mb Iwo 339.7
i
J
LOT 8
VIPONT AT PROSPECT PARK EAST
F.F. = 4898.90
ADDENDUM NO.1
ADDENWM N0. 1 INCLUDES THE FOLLOWING REMSIWS TO TIE APPROVED PLANS DATED 01/27/OG
(1) NORTHWEST ACCESS DRIVE TO SITE FROM MIDPOINT DRIVE AND AFFECTED PARKING AND
UNDSCAPE ASS; DRIVE MOVED CLOSER TO NORTHWEST PROPERTY UNE;
(2) WAAIERUNEE NOVED WT-I DRIVE (TO BE CENTERED INTLINE AND DOMESTIC SERMCE;
DRIW)
((J)) FINISHED FLOOR ELEVATION; INCREASED BY ONE (1) FOOT;
(4) MODIFIED -O `R N(S) AND NUMBERS) OF DOCK HIGH DOORS ALONG SWTIWEST SIDE
OF BUILDING;
(5) ABANDONMENT OF MULTPIE (TWO - 2) WATER AND SANITARY SEWER SERMCES TO TiE
WILDING NOW A SINGLE DOMESTIC WATER AND SANITARY SEWER SERVICE
THE CHANGES TO THE APPROVED PLANS ARE 'CLWDED' AND. R0TRE4CED BY ADO❑1WM NO.
Wn.07
1
--_91 �r
`f�-
�y II I II
\ III
v I ill Icn LOT 1 1
I\ I 1 111 d
1,]4 r
ri (FT111 rR AW7lTFTTTTlTML.0
iji1LL n LZUJ -A- l 1j(-)l
4o / I mOPnWMw
Lae i
/
rl
l I I
1
1 I I
n
/ . fur 1i1�4emd /
B// I
CtmrzFrw R"
j ,LTpp-lRf
M w
d /
/ e / ilo I
°- MY of EDR CDWN. Colomdo
\U71L n PROV
NINgv[D: 1 E9 BD
p.N
dEGNEDSV: •)N).N
1
CNFGNED RN
wYv U MY
�
CIIEGfED BY..
DHECKEo m: �i
BN --var-
F.F. = 4896.90
SCAB` 1'.4O' .
I
CONSULTA
P rwnn SULTA TS
— NTS
420 AVENUE, SUITE 101
� LWGO. CMWT CO. NMI (J03)851-
1-GI
ADVANCED ENERGY. BUILDING 7
DRAINAGE PLAN