HomeMy WebLinkAboutDrainage Reports - 05/20/1991- PROPERTY OF
FORT COLLINS uTn.i m
FINAL DRAINAGE REPORT
for
SOMERVILLE P.U.D.
FIRST REPLAT
Fort Collins, Colorado
prepared by
Northern Engineering services, Inc.
420 South Howes, Suite 106
Fort Collins, Colorado
(303) 221-4158
Northern Engineering Services, Inc.
' May 8, 1991
' Mrs. Susan Hayes
Stormwater Utility
City of Fort Collins
235 Mathews
P.O. Box 580
Fort Collins, Colorado 80522-0580
re: Somerville P.U.D., First Replat
Fort Collins, Colorado
Project No. 9108.00
Dear Susan:
Northern Engineering is pleased to present this drainage study
for your review. It; represents an addendum to an earlier for
Somerville which was prepared by TEC in 1985 and approved by the
City of Fort Collins.
Your input during the preparation of this study has been very
much appreciated. Should you have any questions or comments as you
review this report, please feel free to contact me at your earliest
convenience.
Sincerely,
' NORTHERN ENGINEERING SERVICES, INC.:
' Michael F. Jones, E.
420 S. Howes • Suite 106 • Fort Collins, Colorado 80521 • (303) 2214158
' Addendum to
Final Drainage Report
for
SOMERVILLE P.U.D.
Fort Collins, Colorado
' May, 1991
' I. GENERAL
' 'This report summarizes the results of a stormwater runoff
study conducted for the proposed replat of a portion of Somerville
P.U.D. located in southwest Fort Collins. It represents an
' addendum to the "Final Drainage Report for Somerville P.U.D." which
was prepared by TEC in September of 1985. A copy of that report
is contained in the appendix to this report.
' Methods outlined in the City of Fort Collins' "Storm Drainage
Design and Construction Standards" were used in the calculations
for this study. Summary calculations and other supporting material
' are contained in the appendix to this report.
The rational method was used to determine the modified runoff
flows from the site.
' II. -SITE DESCRIPTION
Somerville P.U.D. is an existing development on 2.56 acres of
land in the northwest quarter of Section 21, Township 7 North,
' Range 69 West of the 6th P.M. in the city of Fort Collins,
Colorado. It is bounded to the west by Somerville Drive, to the
east by the Pleasant Valley and Lake Canal, and to the south by an
undeveloped tract of land. The site slopes gently downward from
the northwest to the southeast and was included in the Master
Drainage Plan for the Fairbrooke Special Improvement District.
(See Appendix.)
Somerville P.U.D.
Addendum to Final Drainage Report
page 2
II. SITE DESCRIPTION (Continued)
All utility and street improvements for the site are already
in place. These improvements include a two -foot wide drainage pan
which runs from the south end of Somerville Court to the Pleasant
Valley and Lake Canal at the southeast corner of the site, where
a concrete apron drops down the side of the canal. Rip rap erosion
protection has been placed at the toe of the apron in the canal.
Somerville P.U.D. has been partially -built out with duplex
' residential units existing on lots 1 through 8 and lots 17 and 18.
The proposed replat would combine the eight remaining duplex lots
into four single-family lots. The attached Drainage and Grading
' Plan shows how the proposed lots would be configured. Grading
contours shown for the area to be replatted are for proposed final
grading and do not necessarily represent existing grades.
Stormwater runoff from the site currently flows undetained
into the Pleasant Valley and Lake Canal. As part of the Fairbrooke
Master Drainage Report (1983), excess runoff from this site, along
with that from other areas of Fairbrooke, is to be discharged from
the canal by means of a side -outlet spillway further downstream.
See the appendix of this report, "Final Drainage Report for
Somerville P.U.D.".
Basin boundaries within the project were changed somewhat when
a new grading plan was approved in 1986. Apparently, no changes
were made to the original drainage study when the grading was
changed. This study includes the revised boundaries for the entire
site to reflect this change.
III. RUNOFF CALCULATIONS
Current City of Fort Collins design standards require
stormwater runoff to be calculated using a slightly different
method than was used in the 1985 drainage study for this site.
Therefore, although the actual runoff from the site will be reduced
slightly, the calculated runoff value for the site appears higher
than reported in 1985. This is due largely to the method of
determining the Runoff Coefficient, or "C",'to be used in the
Rational Method calculations. The 1985 study used an over-all C
which was based on the zoning classification, while the current
study uses a value which is calculated from the proposed site
characteristics. In the case of Basin A, the 1985 study used a
Somerville P.U.D.
Addendum to Final Drainage Report
page 3
III. RUNOFF CALCULATIONS (Continued)
value of 0.45 for the basin C, while the current study determined
the value to be 0.57. Since the Rational Method equation is a
simple linear relationship, the increase in calculated runoff is
proportional to the increase in C, all other factors being
equal.The Runoff Coefficient for Basin B was calculated to be only
slightly higher than the value used in the earlier study, so the
previous and current runoff values are much closer than for Basin
A.
The 1985 drainage study calculated a 2-year historic runoff
of 1.02 cubic feet per second (cfs) for the entire site and it
determined that the 100-year flows from Basins A and B would be
2.54 cfs and 3.27 cfs, respectively.
For consistency, stormwater runoff from the project site was
evaluated for both existing and proposed configurations, based on
the revised basin boundaries and on current City design standards.
It was found that the flows from Basin A would drop from 1.9 cfs
to 1.8 cfs for the 2-year storm event, while the 100-year storm
runoff would drop from 7.4 cfs to 7.2 cfs. Flows from Basin B
would remain unchanged at 0.5 cfs and 1.8 cfs for the 2- and 100-
year events, respectively. Runoff calculations and results are
summarized in Table A.
The Fairbrooke Master Drainage Plan allows for a spill of 66
cfs out of the Canal at the downstream spillway. This is based on
a simple sum of contributing flows and does not allow for channel
attenuation and is, therefore, conservative. Based on proportional
areas, the flow allotment for the Somerville site is 1.7 cfs for
the 2-year and 6.8 cfs for the 100-year events. Since the
cumulative flows from Basins A and B exceed the planned amount, a
revised depth of flow was calculated for the downstream spillway
to take into account the additional 2.1 cfs. Using the same method
as the original study, the elevation at the weir crest was found
to increase by approximately 0.01 foot to accommodate this
increased flow.
More realistically, the peak flows, which were simply summed
to calculate the additional peak at the weir, would actually
attenuate by the time they reach the spillway, so these
calculations are somewhat conservative.
' Somerville P.U.D.
Addendum to Final Drainage Report
' page 4
IV. SUMMARY
Essentially all of the stormwater runoff from the site.is to
' flow undetained from Somerville P.U.D. into the Pleasant Valley and
Lake Canal. With the proposed site revisions, the minor storm
runoff will drop by 0.1 cfs, while the major storm flow will
decrease by 0.2 cfs.
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APPENDIX
DESCRIPTION PAGE
Calculations ......................................... I
References ........................................... 4
1985 Drainage Report ............................... 8
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LOVELAND
STORM DRAINAGE CRITERIA MANUAL
FIGURE 602
TRAVEL TIME VELOCITY FOR RATIONAL METHOD
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VELOCITY IN FEET PER SECOND
WRC.
ENG,
REFERENCE: "Urban Hydrology. For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
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FINAL DRAINAGE REPORT
FOR
SOMERVILLE P.U.D.
CITY OF FORT COLLINS
LARIMER COUNTY
COLORADO
September, 1985
Prepared By:
TEC, The Engineering Co.
1630 So. College Ave.
Ft. Collins, Colorado 80525
September 6, 1985
Re: Somerville P.U.D.
Drainage Report
85-010
City of Fort Collins
300 LaPorte Ave.
Ft. Collins, CO 80522
Attn: Ms. Bonnie Tripoli
Dear Bonni:
Enclosed please find the Stormwater Drainage Report for the Somerville P.U.D.
for your review and approval. Should you have any questions regarding this
report, please do not hesitate to call.
Sincerely,
0�orz=�'
OV
C H. Meslj r.E.
encl.
THE ENGINEERING CO.
1630 SOUTH COLLEGE
FT. COLLINS, CO 80525
PHONE: (303) 484-7477
STORM DRAINAGE REPORT
' SOMERVILLE P.U.D.
FORT COLLINS, COLORADO
General
The purpose of this report is to outline the methods of conveyance and
disposal of stormwater runoff for the proposed Somerville P.U.D. the project
consists of 9 duplex lots situated on 2.56 acres. This report was prepared in
combination with the "Preliminary Design Report - Diversion of Storm Water
Runoff Through Irrigation Canals From Mulberry St. To Spring Creek, Ft.
' Collins, Colorado" by Resource Consultants, July 1980, and the "Final Drainage
Report for Fairbiooke S.I.D." by Parsons and Associates, Nov. 1983.
Site Description
The Somerville P.U.D. is located in Section 21, Township 7N, Range 69W of the
6th P.M., City of Ft. Collins, Larimer Co., Colorado, consisting of 2.56
' acres. In general the site is bounded on the north and east by the Pleasant
Valley and Lake Canal, on the west by Somerville Dr. and on the south by
unplatted land.
' The site is presently undeveloped and is used primarily for agricultural
purposes. The existing drainage pattern is to the northeast at a slope of
approximately 1 to 3% and drains in to the Pleasant Valley and Lake Canal.
Design Criteria
The design criteria for this study was based upon the Denver Regional Council
of Governments "Urban Storm Drainage Manual". The rational method can be
used to evaluate flows for the site for the 2 year and 100 year for both the
developed and undeveloped conditions. The rational method relates runoff to
rainfall intensities by the formula Q - CiACf where:
' Q = Maximum peak runoff (cfs)
C - Runoff coefficient (in./hr.)
0.45 for developed lots
' 0.95 for asphalt paving
0.20 for unimproved areas
0.20 for lawns with flat slopes (less than 2%)
' 0.25 for lawns with average slopes (22 to 7%)
0.35 for lawns with steep slopes (greater than 7%)
L = Average rainfall intensity
Intensities are based on intensity curves shown in Exhibit A.
' Cf Frequency Factor
1.00 for a 2 to 10 year storm
1.25 for a 100 year storm
1
Proposed Storm Drainage System
' The overall drainage plan for the Somerville P.U.D. is shown of Exhibit B with
the two and one hundred year flow routes. With the grading plan it is
intended to convey all storm water from the site into the Pleasant Valley and
'Lake Canal. It is understood that the canal cannot handle undetained runoff
from new developed areas. The Final Design Report for Fairbrooke S.I.D. has
proposed using a 66 cfs side outlet spillway downstream from Somerville P.U.D.
It is proposed to allow the Peak flows from Somerville to flow into the canal,
then released those flows at the side outlet downstream. The location of the
outlet structure is shown on Exhibit B.
Basin A consists of 1.18 acres which include Somerville Ct. and the lots on
the west and south side of the P.U.D. Drainage is generally off of the .lots
onto Somerville Ct. and collected at a low spot in the southeast corner of the
Cul-de-sac. From there water is released through a curb cut and flows through
a concrete lined swale'into the canal.
Basin B consists of 0.97 acres on the east side of the P.U.D. Drainage from
' these lots is generally to the east into the canal by sheet flow and through
swales created by the grading between the buildings.
' A copy of the calculations to arrive at the 2 year historical 100 year
developed flows is included in Appendix A. This illustrates the discharges
projected for the site.
' Historically the site does not present any major runoff problem as the
drainage area is small and resulting discharges are also small. The release
point into th canal will be protected by rip -rap to prevent erosion problems.
It is believed that the small contribution resulting from this site can easily
be handled by the canal with the addition of the side outlet spillway.
Calculations for the side discharge spillway are included in APPENDIX A (page
' 2).
2
APPENDIX A
CALCULATIONS
Historic Flows - 2 Year
A = 2.15 Ac.
D1 = 300 ft.
S1 = 5120 - 5113 = 2.33%
300
C. = 0.25
Cf = 1.00
T= 1.87(1.1 - CC )D1/2 1.87(1.1 - 0.25(1.0))3001/2
c S1/3 f 2.330.33
= 20.8 min
I 1.90 in./hr.
Q2 = CCfIA = 0.25(1.0)(1.9)(2.15) = 1.02 cfs
Basin A - Developed Flows
A
1.18 Ac.
D1
300 ft.
S1 =
5118.5 - 5115.5
= 1.00%
300
C
0.45
Ci 1.25
Tc1 = 1.87(1.1 - CC,)D1/2
1.87(1.1
- 0.45(1.25))3001/2
S1 3
1.00.33
=
17.41min
D2
120 ft.
S2 =
5115.5 - 5112
2.922
120
C =
0.45
Ci =
Tf
1.25
= 1.87(1.1 - CC )D1/2
= 1.87(1.1
- 0.45(1.25))1201/2
c2
f
S1 3
2.920.33
=
7.73min
Tctot ' 25.14 min.
I
4:8 in./hr.
100
Q100
' CCfIA = 0.45(1.0)(4.8)(1.18)
=
2.54 cfs
Basin B - Developed Flows
A = 0.97 Ac.
D1 = 125 ft.
S1 = 5118 - 5112 = 4.80%
125
C = 0.45
1.87(1.1 - 0.4511.25))1251/2
4.80.33
' APPENDIX A
(Page 2)
Side Outlet Weir Calculations
Basic equation for a sharp crested side overflow weir
' Q 3.32 10.83h1.67 Ref. ASCE MOP -No. 37
Page 113 eq. 38
' Proposed structure is actually a broad crested weir.
Therefore, c factor must be corrected.
' Ref. "Handbook of Hydraulics" by King & Brater
Page 5-24 c = 3.087
Solving for h
h = Q 1/1.67 h 0.75 ft.
3.087 1�3
Page 5-46 c = 2.70
' h = 0 1/1.67 h = 0.81 ft.
2.70
' Top of Ditch Bank = 5111.80 field mess.
Top of Exst. Earth spillway approx. 65 ft. east of bike
path bridge = 5110.30 field meas.
Normal High Waterline = 5110.20
' (Ref. Resource Consultants' report on Diversion of
Storm -Water Runoff, etc.
' Therefore, set crest of spillway at 5110.30 (same as
existing).
' Therefore, maximum waterline @ 66 cfs. is 5111.05 to
5111.11 depending on which coefficient is used.
Note: Resource consultants report recommended setting
' the crest at 1 ft. below top of bank which would be
0.50 higher than the existing earth spillway.
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NOTES:
TOPOGRAPHY SHORN ON LOTS 0 THRU 12 IS FOR PROPOSED FINISH GRADE
All street, liters Sewer, eenitery Honest mE water line
construction dll conform to Cl ty of Fort Co l line Standards
u
d specifications current at date or ex c tlon or the
development agreement pertaining to this do Clinical. Any
detruauon occurrly e three rears after the xecution or the
envelopment agreement shall require re-examl}requireiof the
plane by the Director of engineering, who may that
they be Made to conform to standards aM specifications
current at that time.
Street pnvinR .mall not begin until the Nulls report
and pavement design are approved by the Director or
FnNinnnr fng and suhYrede (inspection tests taken and approved.
The slre, type, location, am NgE!6 r all known
underground utilities are approximate when `hown on the
drawings. It .nail be the responsibility of tire contractor
r fry the existence and location of all underground
nUlrrLles In the area or the work. Before cenmencing new
Construction. the contractor shall be eeponmible for
:eling all underground utu ittee and shall be responsible
for mll unknown uoderyrrood utilities. The contractor Still
off Northern Engineering Services, Inc. or any Incorrect
or unfnrasen site conditionm rifler to nonmana sent of work.
The enoinmer who ham prepared these piano. by execuuion
and/orandr goal hereof, does hereby strife responsibility to the
City, as a beneficiary or said enginsar m work, for any
errors and onisslans contained theme piano and approval
,if these in plane by life Director of Engineering shall not
relieve the engineer who ham prepared these Plana of all much
responalhn fly.
When an existing asphalt street moat be cut. the street
must be. restored to a rendition equal to or better then Its
ICY q midi ,onn.0 1. ion. fife existing street condition shall be
,I nnume nl ad fly Lhe Ti Ly Can a t ruc 1. l oil Inapec t or he rare any Bute
are made. listening .hall ha done In conformance w1 In the
Clly of Fort Collins Street Repair Standards. The finished
Patch anon bland mmaathly Into the existing sumo.. All
large p•teneo shell be paved with asphalt lay -dawn
.chi a In streets where more than o e out is mada, n
overlay of the entire .treat°idth, Including the patched
else, may be require°. The determination of need for
nmpiate overlay .hail be man" by the Director of
Engineering.
Prior to Commencement of coinstrisition. vine contractor
sh ti contest all utilltitlix and
minrt the City Forester to schembute a slemselonapaction for
any trot removal requiring a permit. flogel
Prior to commencement or any construction, the
fontractor shell give the city Engineering Department twenty-
our au hours advance notice.
Prior to uoem foement of any construction that will
effect any traffic osigns of any type. the contractor shall
tnntaet the city of Fort Collins Streets Division, mite will
emporarily remove or rel°oeke the sign at no cost to the
hantractor; however, if the contractor moves the traffic sign
imself. the contractor will be charged for the labor.
materiels and equipment to reinstall the sign sa needed.
Ali damaged existing curb, gutter and sidewalk shall be
repaired prior to acceptance or completed Improvements.
These documents are Instruments of Service provided by
Northern Engineering Services, Inc. and ehmll not be
reproduced or in any way used by anyone without prior written
approval by Northern Engineering Services.
Northern Engineering services. Ina. in not responsible
for the exietenc , give. type or location or any buried
utilities shown on these plane, her for other unfurseen site
conditions,
rho city of Fort Caning shall not maintain drainage
facilities outside of the street Right at ray
yS
o.e• Main
0.06. /
2- /
2--0-
Drainage Pan Section
(NTS)
TBM "X- N.W.;COR. \\//
BRIDGE ABUTMENT 5118.40 �
SCALE: r = 30'
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Drainage Basin
Runoff Table
Basin
Design
Area
02
cm
Point
(AU
(cfs)
CieS)
A
1
1.45
1.8
T2
B'.
2
0.42
0.5
1.8
LEGEND
B
Based Designation
®
Design Point
Bass Boundary
Property Line
\-
Flow Direction
Exlst. Conc.1
To°beeclothes
(See Defoll lJ
NORTHERN ENGINEERING SERVICES Project: Print Date: — heat
9108.00 NRYE01�1 SOMERVI LE P.U.D. Ist REPEAT
420 SOUTH HONES SUITE 106. FT. COLLINS. COLORADO 80521 Scale: rao" et
net mar: PFJ Checked D NRN GRADI G % DRAINAGE PLAN L
(303) 221-4150 Orof,an�n, roan Prnnnreo- nAy k2q Sheen