HomeMy WebLinkAboutDrainage Reports - 07/12/1995No Text
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FINAL DRAINAGE REPORT
FOR THE
DYERMAN TROPHY COMPANY
PREPARED BY:
CDS ENGINEERING CORPORATION
1714 TOPAZ DR., SUITE 215
LOVELAND, CO 80537
PROJECT NUMBER
P94-8112
JUNE 20, 1995
6
' June 20, 1995
City of Fort Collins
' Stormwater Utility Department
235 Mathews
Fort Collins, CO 80524
' ATTN: Glen Schlueter, Stormwater Development Review Manager
SUBJECT: Dyekman Trophy Final Drainage Report
CDS Project No.: P94-8112
Dear Mr.Schlueter:
' Attached is the Final Drainage Report for the Dyekman Trophy
Facility. This report has been revised per the 6/16/95 comments
' received from the Stormwater Utility Department. As per the
City's requirements, on -site detention has been provided with a
' maximum release rate of 0.5 cfs/acre. The calculations used in the
preparation of this report follow guidelines and criteria set forth
t in the City of Fort Collins Storm Drainage Design Criteria and
Construction Standards.
If you should have any questions or comments concerning this
matter, please contact this office.
Sincerely,
CDS ENGINEERING COR RATION
Richard Thornton, E.I.T.
allp % Engineer
' ``p REGIs' ���iy
Revi ed by:
.••00•••.r�9�e:IWO
C= s• =
Jo n F. Donnel y, P. �O
1 c: Randy Demario, R.C. He �����tion Co.
� �/t/1tl111111N
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1714 Topaz Dr., Suite 215 • Loveland, CO 80537 • (303) 667-8010
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A. LOCATION
The proposed Dyekman Trophy new facility is located on Lot 9
' of the Creger Plaza Subdivision. In more general terms, the site
is located on South Mason Street approximately 50' south of the
' intersection of Creger Drive and Mason Street. Hydrologically, the
' site is located.within the McClellands-Mail Creek drainage basin.
This information is shown on Exhibit 1, entitled "Vicinity Map".
' B. EXISTING CONDITIONS AND SURROUNDING FEATURES
' The proposed site is 26,960 ft2 with the existing ground
generally sloping away from the center of the lot in an easterly
and westerly direction. The existing vegetation on the site mainly
consists of native grasses and weeds. A small man-made swale
' exists along the eastern boundary of the site conveying runoff in
' a southerly direction. This Swale conveys runoff from the east
0.298 ac. of the site. Runoff peaks entering this swale were
' determined to be 0.14 cfs and 0.50 cfs for the 2 year and 100 year
storms, respectively. The west 0.321 ac. of the site releases
' runoff in a westerly direction as sheet flow into the railroad
' right-of-way. Runoff peaks from the west portion of the site were
determined for the 2 year and 100 year storms to be 0.13 cfs and
' 0.50 cfs, respectively. The eastern most existing sub -basin of the
site is the west half of the right-of-way of Mason Street. This
' sub -basin is developed with 20 feet of roadway and a 4 foot
attached sidewalk. Runoff peaks for this sub -basin were also
i 2
determined for the 2 year and 100 year storms to be 0.18 cfs and
0.62 cfs, respectively.
' The site is bordered by South Mason Street to the east and by
the Burlington Northern Railroad to the west. The land that abuts
' the site to the south is presently undeveloped and is described as
1 Lot 8 of the Creger Plaza Subdivision. The lot to the north, Lot
10, is developed as an AAMCO Transmission Shop. This information
' is shown on Exhibit 2, entitled "Drainage and Grading Plan".
As shown on the attached Drainage and Grading Plan, there is
' an existing 18" RCP storm sewer located in South Mason Street
' conveying runoff in a southerly direction. Also shown on this plan
is the existing storm sewer system for the AAMCO Transmission site
' which conveys detained storm water to the existing 18" RCP storm
sewer.
' C. PROPOSED DEVELOPMENT
The proposed development of
the Dyekman Trophy
site is to
consist of
a single commercial
building, asphalt and concrete
paving, and
landscaping. This information is shown on
the Drainage
and Grading
Plan and is listed below
in the land use
summary.
Use
Summary
Land
Building Footprint
13,095 ft2
'
Parking and Walks
61990 ft2
Landscaping
= 6,875 ft'
'
Total
= 260960 ft2
Please
note that the area shown on the Drainage
and Grading
'
3
1
Plan as a gravel surface was considered as asphalt
paving in the
determination of runoff peaks and storage volumes.
'
The City has required that access for this site
be shared with
the lot to the south, Lot 8. Therefore, a joint access easement
'
has been drafted for these two lots. As a part of the development
'
of the Dyekman Trophy site, a full width access is
required to be
constructed and the resulting extension of asphalt
onto Lot 8 is
shown on the attached Grading and Drainage Plan.
The access is
crowned along the common property line preventing stormwater from
'
exiting the Dyekman site.
' D. DESIGN METHODOLOGY
For this report the Rational Method was used to determine
stormwater runoff peaks and the Cumulative Runoff Method was used
to determine detention storage requirements. The calculations used
in this report follow the guidelines and criteria set forth in the
' City of Fort Collins Storm Drainage Design Criteria and
Construction Standards. The calculations used in the preparation
' of this report are attached in the Appendix.
' The stormwater detention requirements for this site were
obtained from the City of Fort Collins Stormwater Utility
' Department. The City's requirement is that the 100 year developed
runoff peak be detained and released at a rate of 0.5 cfs/acre.
' This 0.5 cfs/acre release rate is a result of the site being
1 located within a storm sewer improvement district and is consistent
U
4
1 with other sites in the area. Another requirement is that the
runoff from the west half of the right-of-way of Mason Street
' adjacent to the site be detained on -site or accounted for in the
detention pond release rate.
' As previously noted, the site is located in the McClellands-
' Mail Creek drainage basin. The Basin Master Plan for this basin
was reviewed for the preparation of this report. The Master Plan
tspecifies improvements to the south and west of the site but this
site does not contribute runoff to those improvements. The
' stormwater requirements obtained from the City, as stated in the
previous paragraph, were used in the preparation of this report and
therefore, this report/plan is in compliance with the McClellands-
Mail Creek Master Drainage Plan. A portion of Fig. I-1 of the
McClellands-Mail Creek Drainage Study is attached as Exhibit 3 to
show the location of the site within the basin.
E. RESULTS
' As shown on the attached Grading and Drainage Plan, the
proposed grading divides the site into four sub -basins. For the
' proposed conditions, runoff peaks were determined for the 2 year
' and 100 year storms and are summarized in Table 1.
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Table 1
Runoff Peak Summary
(Proposed Conditions)
Sub -basin
Area
acres
Q(2)
cfs
Q(100)
cfs
W1
0.021
0.02
0.08
W2
0.211
0.52
1.8
E1
0.387
0.97
3.4
E2
0.072
0.18
0.62
The two western sub -basins, W1 and W2, have a total area of
0.232 acres which results in a maximum release rate of 0.12 cfs.
It is proposed that sub -basin W1 be released undetained and
therefore, runoff from sub -basin W2 must be over -detained by 0.08
cfs. The resulting release rate from the west detention was set at
0.04 cfs which requires 1830 ft3of storage. The calculated water
surface elevation was determined to be 5036.45.
As mentioned above, it is proposed that runoff from sub -basin
W1 be released undetained as sheet flow into the railroad right-of-
way. When comparing the runoff .peaks for sub -basin W1 to those
presently entering the right-of-way, it can be seen that the
developed runoff entering the right-of-way is less than which
presently exists. It should also be noted that no grading is
proposed within the railroad right-of-way.
The two east sub -basins, E1 and E2, have a combined area of
0.459 acres which requires a release rate of 0.23 cfs. The
W
required detention volume was determined 3310 ft3 with a 100 year
water surface elevation of 5036.27.
Stormwater is routed around the site and into the detention
areas mainly as sheet flow. The detained stormwater from the east
and west detention ponds is to be released into the existing storm
sewer in South Mason Street. The existing AAMCO Transmission site
has a storm sewer manhole located approximately nine feet northeast
of the northeast corner of the Dyekman site. Unfortunately, due to
the location of the existing electric transformer, we are unable to
tie into this manhole. Therefore, a new manhole will need to be
installed along the existing storm sewer in South Mason Street.
The locations and required information for the proposed on -site
storm sewer system is shown on the Drainage and Grading Plan.
A small drainage swale is to be located along the northern
boundary of the site within the sub -basin El. The swale was
designed to convey runoff from the building roof to the detention
area. Since the AAMCO Transmission detention area borders this
property line, the swale will also pass overflow (if any) from the
AAMCO detention area around the building and into the east
detention area. Both east and west detention areas have an
overflow spillway to pass stormwater in excess of that generated by
the 100 year event.
Runoff from the west half of Mason Street, sub -basin E2, is to
be directed into the east detention pond by a standard 4 foot curb
cut/sidewalk culvert. This curb cut inlet directs a maximum of
approximately 0.6 cfs during the 100 year event into the east
1
detention pond. This inlet intercepts 0.03 cfs less than the 100
year runoff peak from sub -basin E2 which is considered negligible.
' The curb inlet is located approximately at the midpoint of the east
site property line and therefore does not intercept the entire
' amount runoff from sub -basin E2. It does however, intercept the
' off -site runoff entering the sub -basin from the north. Since the
maximum interception of the curb inlet is 0.6 cfs, runoff from sub -
basin E2 is essentially accounted for.
The proposed grading for this site matches the existing ground
at the north, east and west boundaries of the site. A small amount
of grading on the vacant lot to the south, Lot 8, is necessary to
construct the required joint access to the lots.
The proposed finished floor elevation of the new building is
set at 5038.0. This elevation is approximately 1.5 feet higher
than the 100 year water surface elevation of the west detention
pond. Also, the finished floor elevation is approximately 1.0 feet
higher than the design 100 year water surface elevation of the
adjacent AAMCO detention area.
F. EROSION CONTROL
Erosion control measures have been developed for this site and
' are shown on the attached Erosion Control Plan. During
construction, a silt fence is to be installed along the entire
' boundary of the site and straw bales are to be placed at the on -
site storm sewer inlets. The silt fence and straw bales are to
LJ
' 8
' remain until revegetation has been completed. These erosion
control items are to be inspected, repaired or replaced after each
' storm event.
The proposed erosion control measures were developed using
1 rainfall performance standard and effectiveness calculations. The
' rainfall performance standard for the 0.619 ac. site was determined
to be 78.8%. The erosion control measures presented result in a
calculated net effectiveness 95.3% which is greater than the
performance standard.
The location of the site, as shown on the Wind Erodibility
Map, is within an area classified as a low erodibility zone. Even
though the site is less than one acre and is therefore excluded
from wind erosion control, the proposed silt fence and soil
roughening requirements will provide adequate wind erosion control
measures. The construction sequence form, SF-C, showing scheduling
of erosion control methods is attached in the calculations section
of this report and is also shown -on the Erosion Control Plan.
An Erosion Control Cost Estimate was prepared for this site
and it was compared with the cost of re -seeding the entire site.
The larger of the two costs was multiplied by 1.5 to obtain the
amount of the erosion control escrow. 'The amount to be escrowed
was determined to be $4,987.
9
G. CONCLUSIONS '
Due to the proposed development, there is a significant
increase in the peak runoff rate and therefore, stormwater
detention is required. As per the City's requirements, stormwater
will be released from the developed site at a maximum rate of 0.35
cfs.
If the proposed grading plan, drainage facilities and
recommendations are implemented, runoff from this site will be
adequately conveyed and detained.
References:
1. City of Fort Collins Storm Drainage Design Criteria and
Construction Standards, May, 1984.
2. City of Fort Collins Erosion control Reference Manual,
January, 1991.
3. D.R.C.O.G. Urban Storm Drainage Criteria Manual, May, 1984.
4. McClellands-Mail Creek Basin Drainage Study
APPENDIX 1
Calculations
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No Text
II
MAY 1984
CROSS SLOPE, SX
FIGURE 5-5
INCREASE IN IN I ERCEP T ION OF COMPOUND STREET SECTION FOR
W= 2 FT AND GUTTER CP,OSS-SLOPE = 1 ; 12
5:9-RCE, URBAN :=.:.WAGE AND FL-r)DD CDNTRDL DISTRICT.
REF=REN=-. CAR IZZARQ, FLOOD HA:.GRD NEWS, L'D AND FCD, JUIti, 1S77.
5 14
D=SiGN CRITERIA
2 11,21
-D✓tFXM4-�
J—L cRos�o,� Co.�Tzo`
A. �X s r�5 �rn��I Tio•�3
✓rb I nk- ive- Lor�2
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(�I W, tizasi a+� ca,�J7�zoc_
z) - SL"S - r3,�;a k)2-
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G_ �.os7 .CS'rwvt rc
= =7.3-0
TfONkt Sly-T�( TL°:'lJUt�Tc� 6�( C�'r(
sTo2rw•aftTE+L (�T, L�T�( i�'9T. �4f1��4S�
RAINFALL
PERFORMANCE STANDARD EVALUATION
---------------------------------------------------------------------
PROJECT:
/7w-PH,
STANDARD FORM A
COMPLETED
---------------------------------------------------------------------
3Y: �3,-
DATE:
DEVELOPEDI"cRODI31LITYI
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I Lsb
I Ssb I Lb
I Sb I PS
SUSBAS:V
---------
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D.Lr9 = l�Ues�
3./(. 2N) lV 7)
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------------EFFECTIVENESS-C'LCULATIONS
1 I------ ----------------------------------
IPROJECT: STANDARD FO M 3
1
1COMPLETED BY:DATE: `i /7 4�
1
U
Eresicn Control C-Factor
.P-Factor
Me=hod
Value
1
Value
Coy' ��nEnt I
------------
------------
i=
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/. D
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-----I------I'----I------I----------_
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s1 I 0,=u71
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------3 -------------------------------
------------------------------I
,1 CONSTEUCTION SEQUENCE
PRODECT:-- RoPHY
Ls
5:QU-ENCE_ FOR 19 9S ONLY. COMPLETED BY: Zi37'
1SkS
STANDARD FORM C
DATE: /q
Indicate by use or 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_�N UuL- l l�uq 15-?TIC,.T I Nov I F-c. I kAt4 I F�IMPRIpz I MAYI
I------------------ ----------------------------------------- I
OVERLOT GRADING
I
r, WIND EROSION CONTROL I I
Soil Roughing I ® I
Perimeter Barrier I I
Additional Barriers I I
Vegetative Methods
Soil Sealant
Other I I
' RAINFALL:EROSION CCNTROL
STRUCTURAL:
SedimEnt Trap/Basin
Inlet Filters
Straw BarriErs
Silt F=_nce 3arriers
Sand Bacs
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other 13wLjW-7 6>4:ST.
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant -
Temporary Seed Planting
Sod Installation
Nettinos/Mats/Blankets
Other
E:;-----=---------------------------
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
EXHIBITS
Exhibit 1 - "Vicinity Map"
Exhibit 2 - "Grading and Drainage Plan" (Back Pocket)
"Erosion Control Plan"
"Utility Plan"
"Landscape/Site Plan"
"Final Plat"
Exhibit 3 - Fig. I-1 of the Basin Master Plan
.,
-i}`�'ro._Lr�',.�..TrGCti: CT i.r'='?: lS�•.^.A L-1.�� I�.
=VQ �LfJ�
1'-C� �;aLlL�J ti r
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i:i�
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zu
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15
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a�
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i
I I•,5��
rFoothills';
iFashion Mall
i The -Y
u �
LN o
Y/C/N/TY hfAP
( I
�?SRSE i ccT8 R0 Aa go
C_
NEW MERCER
CANAL i j__ 'a i_' f'•` �.•"��� ; I \ ? 1
Rif
4rr<n Lc e
31
-.
SCAL=
Sc d� •,
OAS _.
M � N Y R _
At
- _
41
INDEX OF IMPROVEMENTS
a' m _' GRASSLINED CHANNEL
RECOMMENDED
DETENTION POND
!� STRUCTURAL IMPROVEMENTS
Z
�.
i
Z�
z
Z
Z
O
�
V
Z
LJ
V
LLJ
LLJ
(c
go
z
0�
lb
W
QZt
LLJ
cc
0
J �
0-
SHE E T
OF]
FlWRE- I -I
PLACE C TE XINT ECe4KNTe N ALL lrV
SCUP 1RNIE 1EIMY SiR L V TPwlx� LIK
I MN
-LINE
➢ # D
1 `
INIM )CM All
VIOLATED IN PLk
LI. PIN (T—
PIPE Dv
v Iv
°• SEEw S
I •. LOCATION
Ca T TA hL T
IT MAN
DttarL
PIPE TO
t RED 7
EMS AND .13CATTISN
1
7—
IS IN
I is - 4 OAKS
5 EACH
SIX
FINISHED GA.K
�.}p •\ COtL11CT[ NWSIKNT SNIPS
A. RAI
f/WTEP. WRl
• •• n OOCKTTVOP AM m C OR LIEU
zvL A[ IL1Cl PLASTIC NSNCT
MANHOLE RUNGS
Y wL Ii' OL AS EDGED
TI&C
q -Fp D PLASTIC GASKET
MNIMUN INSIDE
DIAMETER Cr
NOTE IF TURNED DEPTH 13 LESS
3 FCCT. TOP
.PANTILE SMALL
eC 2 rXLVVS
SECTIM SMALL HAVE A CERESET TRIO
OPENING.
MIN NAINC E
PIP( KIY
Ll>KTCN
n• OC LESS
O'
m TG '
W'
vc
NIN
DVCR •
SET
IS.
Kit&
�A•
j
PptE➢ INVERT
`MEETS} WJQE MS
ALTERNATE OAc
SEWER JOINT ENCASEMENT
FLAT —TOP MANHOLE
CUT or son COLLINS I SEWER
WATER UTILITIES
CONSTRUCTION GATE 7/1
CE-U;L
�ntt
or FORT <oulAD
N'ATG
SEWER CONSTRUCTION
'wROK°'
DETAIL
DETAILS WwI NS we
/
UTIEITI6
DETAILS
SAM /1 /0
J
bwwH
THROW
mlil
ll
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e
NEAR .F.NND,
a N
.;:,.. x.
lLN
NATO 9
Im
1.
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PERSPECTIVE
VIEW
I II
DI
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a
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SECTION
A -A
NTl
m-L
N6
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NO
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MAN,Ip: mFt
SARUM
FOR
D"How. UP, is Ft
NEW DRIVEWAY
APPROACH DETAILS
VERTICAL
CURB AND
GUTTER
Engineering
Corporation
Ille Toper drive
LOVELAND, CTYpEASD M37
(303) 667-8010
KNEW
FLAN VIEW
DETAIL AB'
n...m R,LL :E
DETAIL 'A'
EIN,v i
SECTION A -A
50L= Nit
JAPAN
SECTION B-S
PIOOONONNNNT NOT ANOWNI
i^
i-F A,
T.
SECTION C-C
I. SIDEN.LLK SMALL ON A' TKmK FDA rO- ON CONCRETE SIDEWALK CULVERT
RITKu EMS OF CULVERT. FOR VERTICAL CURB, GUTTER
L. TOP NLAS OF CULVERT EKALL YE ELOPED AND SIDEWALK
TO NATCN SOGWALK EEE E-16
A. REPOSED STEEL SMALL n AARAOLAED M CRY OF FORT COLLINS, COLORADO
ACCOOOANCE NITN uSNTO N•ln. ENGINEERING SERVICES UNIT
A. KEY JOINTS NNERE VALLE CORNERS TO
TOP MISS AIDS DIDE.
E. RENIrweGNGn K WALLD AND SAGE SMALL
ED A' "OR TWA EPIC REPOSED TO CANTY.
NEgOSCANIRNT M TOP ALAN EKALL SG
D-1
Or,A AN FrGHA IN
IJLR:wVIT:1
SECTION A -A SECTION S-E
GENERAL AAL MC
. AREA NLETO PAT NE OSEG Poll AREA INLET
RAMA09WAYS OTNEY i N STRAUSS.
PAMPLE. PARKING LOTS•
MEDIANS, LUMP unAS] CITY OF FORT COLLINS. COLORADO
ENGINEERING SERVICES UNIT
PRfYJECT TITLE
PHA_,11,
R.C. HEATH CONSTRUCTION Co. DTROPHY Co. TROPCo. NEW FACILITY E' "oAS
COS ENGINEERING CORPORATION SHEET TITLE'
'C,,fUt,O EKD,N_P Aw P.aFee540,e1 CwVtructnn MP..,,... DETAILS �T
CIVIL / STRUCTURAL ENGINEERING NDTECNNICAL M0.HD/. D ETIN ENGINEERS
NNE AND NESEAVCSR C= AND
MUNMU I>CONALHALT INIM µ➢MEAN D CONSTRUCTION MVEVS 6OF 6
0
6
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NEW BUILDING Ey # It
"D YEKMAN TROPHY Co."
87 F5038.0 j�\"""1 / ` y 111
t
SEWER SERVICE LINE PROFILE
a Oil
LOT 8
(VACANT)
_OSJ .uu Rv ./w y
I II A" 3/4 o-I? ma
ME
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TOME a.No 1-Imy �
if
WATER SERVICE LINE PROFILE
(NT)
INNG4- SEWER ®NCE AN
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a 11 MCA GE STREET WL IS N�N. a
l) NYpgµT TO BE REL m 5' NORN OF ms5
NIR 1/ LO_GNTW. INSTALL V OF WATER M" MT1
CA. TyVMO SAWIE AND VALK sox.
AREA K STREET WT " AS W N.4
ACCEEME
WAREW
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5 CAST
Engineering
Corporation
1714 TWOZ Drive
LOVELAND, COLORADO 50507
(303) 667-8010
MY
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DE,
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STANDARD EXTERIOR SETTING
FOR S/A' A J' WATER METERS
CITY OR R.COWXS, COLORADO '^NON'
LEGEND'.
PROPOSED LWrq.NS
WSTM4 sI SNER
==18PTi �=
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DETECTOR EASENIENT
41E B'R. INDMr/PCp4Nrc LINE
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PROJECT TITLE; r12-7
R.C. HEATH CONSTRUCTION Co. DYEKMAN TROPHY Co. NEW FACIMY CBS ENGINEERING CORPORATION SHEET TILL'CwLLup EORI " hofe.Ruwl Eenrtrrt<iw. Nnl..y,z'
CIVIL�/.STRUCIWAL ENGINEERING GEOTEC I CE�ICN. AND FO wTAll AAW M11M ENGIIEERS ... U tl 11 tl I PLAN
EXISTING BUILDING
"AAYCO TRANSMISSIONS' I
FF. 38.3
LOT 10
jE.,,NND INLET Raw
YH
SPRAINED 9.- FENCE _
W£T� EMKMIL Y
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OFF YRINOMr/PRMFRn TINE
RI SLT RN¢
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IENSIMS RA CITYS VNNEMTS
F NEW BUILDING
'DYEKMAN TROPHY Co.
6875 sI
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Engineering
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1714 ToPA= NIrA
LOVELANR COLORA➢O 8053'
(303) "7-8010
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(N"S)
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SURVEYOR'S CERTIFICATE
L, IARRY G, INTERMILL, A DULY REGIM1TERE➢ LAND SURVEYOR IN THE STATE
OF COLORADO, DO HEREBY CERTIFY THA' THIS PUT OF CREGER PLAZA SECOND
REPLAT TRULY AND CORRECTLY REPRESENTS THE RESULTS OF A SURVEY MADE
BY ME OR UNDER
MMyyyDIDDIRRECC/1T SUUPF�E�R-VISI!'N.
URN6, 1NIfFIMILL, REGISTERED LAN; SURVEYOR
APPROVED BY THE CITY
ENGINEER OF TIE CITY OF FORT C%LINS, O volI .c�"IIF
COLORADO, ON THE F6 OAY OF L['q,f�_A,p, jg Yz f4
FF
..•. f
CITY ENGINEER ?A'+G•.,
APPROVED BY THE PLANNING AND ZONING BOARD OF THE CITY OF FORT COLLINS,
COLORADO, ON THIS-,,Z&.DAv oF�p,�r Jwny A,D. 19pj„
�t2naR j%/ r�
SECRETARY OF PLANNING AND ZONING BOARD _
S •'hsr
BEING A REPLAT OF LOTS 5, 6,7, 8,9, /O, /l, /20 B /30
CREGER PLAZA SUBDIVISION, CITY OF FT. COLLINS,
COUNTY OF LARIMER, STATE OF COLORADO
TATEMFNT OF OWN AcHIP SllBD1YIS10N, N' pitOr+ axn n aAAT�L p�pI UjyE C0YE 5;
NOW ALL MEN BY THESE PRESENTS; THAT THE uxn FP<Frucn e..a• •,.. _....__ r -
OF
-- ux IN➢ICATLD ON THIS PUT AN
N➢ FOR PUBLIC USE, FORIIMTTcn
VER HEREAFTER, THE STREETS AND EASEMENTS
PUT.
ONR HAN➢$�11➢ SEALS TXS ypAy OF CUTPI -�, D. 199�.
hlt HAN p_ A COI ORAnn _qPno.Nrocu rn
STATE OF COLORADO SS.
COUNTY OF LARIMFR
MY NOTARIAL COMMISSION EXPIRES ����tt�3�I, R i00J.
NITNEss�,,,,,eeeeeeUR XANDs ND sULS THIS '�- DaY OF 1yCk�A,D. 19R2.
_. ,. `OSPRBY,� COLOA_ADO CORPOAATION'
�U
Sv ATTEST
READ L. STATE OF COLORADO ROLORADO PRESIDENT STEPH N A, OUDLEY, SECRETA Y
COUNTY OF LARIMER S.S.
THE FOREGOING INSTRUMENT WAS AC KNOHLEDGED BEFORE ME THIS Ql nAY OF�We�,A,D, 7982
BY REID L. ROPTHAL AS PRESII�ErR of OSPREY, INC., A COLORADO CORPORATION,
NOTARY PUBLIC
MY NOTARIAL COMMISSSION E:
WITNESS OUR HANDS AND SEALS
FURR'S CAFETERIAS, INC.
COUNTY OFTEXAS
111 , SS,
SSION
ATTORNEY STATEMENT
THIS IS TO CERTIFY THAT
OFFICE OF THE CLERK AND
PROPRIETORS OF RECWD OF
I
Y OLD
OUT A
OF
ATTEST 4
RESNENT ! s-. ee Y
TC-A�R�IIY r., tAPETER[AS, INC.
rk
-1 DAY OF F-5a R p,D, lnyy 1 EXAMINED THE RECORDS OF THE
F OF LARIMER COUNTY, COLORADO, AND ESTABLISHED THAT THE OWNERS AND
�POSEO CREGER PLAZASECOND Fa?REPLAT ARE AS SHOWN HEREON AS OF THIS DATE.
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SHEET INDEX
1
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6
DRAINAGE and GRADING PLAN
2
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6
EROSION CONTROL PLAN
3
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4
OF
6
LANDSCAPE and SITE PLAN
5
OF
6
FINAL PLAT
6
OF
6
DETAILS
LOT 9 OF THE�CREGAR PLAZA SECOND REPEAT
A PLAT OF RECORD IN THE LARIMER COUNTY
CLERK AND RECORDERS nFFICF.
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PROJECT TITLE.
R.C. HEATH CONSTRUCTION Co. [DYEKMAN TROPHY Co. NEW FACILITY
COS ENGINEERING CORPORATION SHEET _
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