HomeMy WebLinkAboutDrainage Reports - 10/23/1991Final Anmrnv� O nmmrt
rrf��TtT"rOF
DRAINAGE REPORT
PROPOSED 1992 S.E. ELEMENTARY SCHOOL
MONTE CARLO DRIVE BETWEEN
INNOVATION DRIVE AND McMURRY AVENUE
FORT COLLINS, COLORADO
FOR
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1
1 DRAINAGE REPORT
1 PROPOSED 1992 S.E. ELEMENTARY SCHOOL
MONTE CARLO DRIVE BETWEEN
INNOVATION DRIVE AND McMURRY AVENUE
FORT COLLINS, COLORADO
1
FOR
1 POUDRE R-1 SCHOOL DISTRICT
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1 Prepared by:
CDS ENGINEERING CORPORATION
100 West 29th Street
1 Loveland, Colorado 80538
(303) 667-8010
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`\\p\ MIIIII q,,i
�P�0 REG
CDS Project No. 6986.3 Q� �c
August, 1991 O ,P��N Mi.
Prepared by:
OJ." w ,LJ'e-z
Stephen W. Rogers,
M.S., E.I.T.
U:tu n:
:m GCS
Reviewet �iy26837
1 I1111\\\\\
Benjamin M. HaTch,
P.E.
1
1
INTRODUCTION
1 This drainage report is made pursuant to criteria set
forth by the City of Fort Collins in accordance with "Storm
Drainage Design Criteria and Construction Standards", dated
May, 1984. Hydrologic and hydraulic analyses have been made
to best represent actual existing and proposed drainage
' conditions in the area.
tGENERAL
SITE LOCATION AND DEVELOPMENT
DESCRIPTION
The site of the proposed elementary school project lies
north of Harmony Road between Monte Carlo Drive, McMurry
Avenue and Innovation Drive, in the City of Fort Collins,
County of Larimer, Colorado (See Location Map), situated in
an area just east of the Golden Meadows Subdivision. More
specifically, the site is situated in a tract of land within
the Golden Meadows Business Park in Section 31, Township 7
'
North, Range 68 West of the 6th P.M., City of Fort Collins,
Larimer County, Colorado. The developed site area comprises
'
approximately 7.34 acres, more or less.
Located east of the site is an industrial office
complex and the Union Pacific Railroad.
'
The existing site has no particular present use. No
structures exist on site, however, an irrigation ditch,
'
which.is part of the.Warren Lake Reservoir system, traverses
the southern half of the property and a storm runoff
collector ditch lies on the northern property boundary.
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LOCATION MAP
SCALE:1"=2000'
0
42A
K
The proposed development of the site consists of the
' construction of a 55,000 square foot building, approximately
90,000 square feet of asphaltic pavement installation,
concrete curb, gutter and sidewalk installation, and general
' landscaping. Off -site improvements include the construction
of concrete sidewalk and drive openings adjacent to the
' existing road curb and gutter.
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EXISTING BASIN DESCRIPTION
In general, the site has no true drainage outlet and
the terrain is discontinuous. Low and high spots exist
throughout the site. Existing elevations range from 5074 to
5062 feet (See Exhibit A - Grading Plan).
The site does not have any discernible flow paths and
it appears that rainfall on the site will pond in several
locations. The existing irrigation ditch is bermed and does
not have the ability to convey on -site storm runoff.
There are distinctive high and low points on the
property which define the limits of existing on -site
drainage subbasins. The site was divided into four
subbasins. Subbasins 1 and 3 do 'not discharge at any
discernable point and are considered to be depression
storage areas. Subbasin 2 drains to an existing minor swale
just east of the site. Subbasin 4 drains to Innovation
Drive. Basin Boundaries are shown on Exhibit B.
North of the site is a trapezoidal drainage ditch which
flows from the west to the east and eventually discharges to
3
the existing Golden Meadows regional detention pond
'
north es-t of the site. The design of the Golden Meadows
detention facility is included in a report entitled
"Engineering
Design Report for Collindale South Pond, July
'
1978 Revision It prepared by Resource Consultants, Inc. This
appears to be a major collector channel for runoff generated
'
in the Golden Meadows, Fifth filing subdivision. A 36" RCP
crossing McMurry Avenue conveys runoff to the collector
'
ditch. Review indicates
of previous reports the 100-year
'
discharge to this pipe to be approximately 42.3 cfs. The
existing capacity of the ditch is estimated to be
'
approximately 500 cfs. No other runoff appears to be
conveyed to the ditch in the present condition.
'
Furthermore, it appears from the Golden Meadows regional
'
detention pond report that further subdivision development
to the south will convey runoff to a swale adjacent to
'
Harmony Road, and not into the drainage ditch.
Off -site flows are conveyed either by the adjacent
street areas or existing storm sewer systems. No off -site
flows are expected to be historically conveyed through the
site.
HYDROLOGIC ANALYSIS
' The rational method as outlined in the "Storm Drainage
Design Criteria and Construction Standards" was utilized for
tpreliminary estimates of on -site flows for both the existing
and proposed conditions. The estimates were then used to
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design on -site conveyance systems. Calculations are
included in Appendix A.
For the on -site basin, a runoff coefficient ('C' value)
of 0.40 was estimated for the existing condition and a value
of 0.65 was used for proposed conditions. The value of 0.65
was determined from information on the proposed development
of the site. 'C' values were estimated using information
contained in the Storm Drainage Design Criteria Manual. A
"C" value of 0.4 was used for the existing condition due to
the poor condition of soils and vegetation on site. The
results of the rational method hydrologic analysis are shown
in Table 1 for the different on -site subbasins.
TABLE 1
EXISTING
Subbasin
--------------------------
----Q10
----Q
100
1
N/A
N/A
N/A
2
2.1
3.8
7.7
3
N/A
N/A
N/A
4
-----------------------------------------
0.4
0.6
1.3
Total
2.5
4.4
9.0
PROPOSED
Subbasin
------------------------------------------
Q2
Q10
Q100
1
4.6
7.9
14.9
2
10.2
17.8
36.3
3
2.3
4.0
8.1
4
0.7
1.2
2.3
-----------------------------------------
Total
17.8
30.9
61.6
s
It is estimated that the proposed development would
increase on -site peak flows by approximately 26.5 cfs for
the 10-year event and 52.6 cfs for the 100-year event. It
'
is the understanding of CDS Engineering that detention has
been provided for in the Golden Meadows Regional detention
pond and that on -site detention is not required. Runoff
'
computations included in the engineering report for the
regional detention pond were based on development with a 73
'
impervious -proposed
percent area. The proportion of the
'
site developed impervious area is estimated at not more than
60 percent.
'
Runoff generated from on -site Subbasins 1 and 2 will be
conveyed directly to the existing collector ditch north of
'
the site. Runoff generated from Subbasin 3 will be conveyed
'
to an existing swale just east of the school building which
also drains to the collector ditch. Runoff conveyed to the
existing swale is estimated to be about the same in the
proposed condition as in the existing condition.
EXISTING DRAINAGE SYSTEM DESCRIPTION
As stated previously, off -site flows appear to be
'
conveyed by existing street curb and gutter and storm sewer
systems. A large irrigation ditch exists on -site but does
'
not have the potential of conveying storm runoff from the
site. However, off -site flows could migrate to the ditch
upstream of the site.
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A 3 foot wide by 1 foot deep drainage swale and a 12"
corrugated plastic pipe exist at the Northeast corner of the
site. This swale and pipe discharge to the large ditch
north of the site and convey runoff from the parking lot
areas east of the site and a portion of the southeast corner
of the site.
The existing ditch north of the site is apparently a
collector of runoff from the surrounding subdivision areas.
A berm adjacent to the ditch restricts runoff generated on -
site from entering the ditch based on the existing
condition.
A 36" RCP outlets to the ditch at the northwestern
corner of the site. As stated previously, this is an
outfall for the Golden Meadows, Fifth filing storm
conveyance system and the Third Filing detention pond. The
100-year peak flow through this pipe has been estimated to
be 42.3 cfs.
Runoff from the surrounding subdivision to the South
which is not conveyed to the collector ditch is diverted to
a swale just north of Harmony Road. This swale eventually
discharges to a swale West of the •Union Pacific Railroad
which conveys flows .north directly to the Golden Meadows
regional detention facility.
Runoff generated in the subdivision areas northwest of
the site are conveyed to the regional detention pond through
street curb and gutter and storm sewers. Storm runoff
eventually is discharged to the regional detention pond
7
' north of the site. For more information on the surrounding
' subdivision drainage, the reader is referred to the
engineering report for the Golden Meadows Regional detention
' pond and the various drainage reports for the surrounding
' subdivision developments.
PROPOSED DRAINAGE SYSTEM
The proposed on -site drainage system consists of curb
'
and gutter in parking lot areas, storm sewer, concrete pans
and minor drainage swales. The existing irrigation ditch is
'
to
proposed be put underground and irrigation flows to be
'
conveyed by a 54" reinforced concrete pipe with watertight
joints. An existing 36" steel siphon at the railroad just
'
east of the site has limited capacity for irrigation flows.
The capacity of the siphon is 60 cfs without overtopping the
'
upstream irrigation ditch. The 54" RCP is based on a design
'
flow of 60 cfs and upstream ditch conditions such that
adjacent property owners will not be flooded. Concurrent
'
review of the irrigation pipe design is being made by the
Engineer for the Warren Lake Irrigation Company. A spillway
'
which drains to the school parking lot shall be provided at
'
the inlet so that upstream residences will not.be flooded
should a back-up occur (See Appendix C). Also, a berm on
'
the north side of the irrigation ditch west of McMurry will
be constructed to elevation 5071.3 and an overflow spillway
'
to McMurry provided (see Sh. SD8 of construction drawings).
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The majority of the site will be graded to the existing
drainage ditch north of the site. An 18" ADS pipe will
convey runoff from the parking lot areas (Subbasin 1) to the
'
ditch. Also,
collector a 2' concrete pan and drainage swale
will convey runoff generated just north and east of the site
(Subbasin 2) to the collector ditch.
'
A high point on Innovation Drive near the southeast
corner of the site prevents flows in Innovation Drive from
'
being conveyed north. Instead, flows are conveyed south to
'
an existing curb inlet and 18" RCP storm sewer. The
southern most portion of the site (Subbasin 4) is graded
'
such that runoff is conveyed to Monte Carlo Drive and
Innovation Drive. The capacity of Innovation Drive is
'
estimated to be approximately 18 cfs.
A 42" plastic pipe is proposed to be installed in the
regional detention pond collector ditch just north of the
site. See Addendum No. 1 included hereafter for information
regarding the 42" pipe design.
EROSION CONTROL SYSTEM
'
During
construction, erosion protection shall be
'
provided to adequately contain sediment discharge from the
site due to a 10-year frequency runoff- event. Erosion
'
control shall be provided in accordance with the City of
Fort Collins "Erosion Control Reference Manual". Straw
E
'
bales ravel or and filters will be / g provided at all outlets
and as needed to reduce sediment from entering off -site
street areas and storm sewers. Calculations are included in
'
Appendix B.
A temporary sediment basin shall be constructed as
'
necessary to control sediment movement and a gravel filter
'
will be provided at an outlet to the ditch.
Reseeding , sodding and mulching of areas shall be done
in accordance with City of Fort Collins standards and should
be done as soon as possible after grading. Temporary
'
vegetation and mulching shall be provided where disturbed
'
areas will be left exposed more than one (1) month. Grass
seed should be of native dry land species of the appropriate
'
type for the season planted and shall be mulched immediately
after seeding. Seeding and sodding should be done on
'
disturbed areas before the winter season commences.
'
The site lies within a moderate wind erodibility zone.
Wind barriers shall be provided and spaced perpendicular to
'
the direction of wind at 200 foot intervals. See Exhibit C
- Erosion Control Plan for more information.
'
CONCLUSIONS
Hydrologic and hydraulic analyses have been performed
in order to estimate peak runoff rates for both the existing
and developed conditions for the site in question. On -site
grading has been performed to adequately convey on -site
10
flows through the site to the existing drainage ditch North
of the site and a minor swale adjacent to th site.
Off -site flows are conveyed by existing storm sewer
systems and adjacent road curb and gutter. Erosion
protection and. sediment deposition control structures will
be provided during construction.
On -site flows will typically be confined by parking lot
and drive areas on the Western half of the site. Flows on
the Eastern half of the site will be diverted by a concrete
pan and drainage swale. First floor elevations of the
proposed school are set at least 18 inches above the nearest
adjacent curb and gutter.
Results of this report indicate that the development
will not significantly cause increased flooding depths and
will not cause significant flood hazards downstream or to
structures on the site.
t
A.
B.
C.
D.
E.
APPENDICES
Hydrologic/Hydraulic Calculations
Erosion Control Calculations
Irrigation Pipe Calculations
Misc. Nomographs and Charts
Addendum No. 1 - Drainage Report Collector Ditch Pipe
Design
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APPENDIX A
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( 1 y
QJCao� v�01 c a�,� �•7t, aro 9 ow 7�aafl she v�i a-1 - ri�J Q �-�d d o nOA c4j7 ', .�
V�a-Yw � awrw.b�0 .+o ►ae.. a►w.ao 06 �.¢�an � o�. A��t,a�_
— uc:v�-I ,vr,,8 n�.�, d�,u,�•nd � a; �
G �,a� +o ► �\ :n f oa . A 2 kw n +-o
coo
nx, y� } 5' AS_ : babin. co��r,bo-1..o flot,i. fE =.10.4 Ac .
.ten N.si 1
lOCI _.t.._ S
I090lo� )'
f
0.40. TL,=31
z I C= C 16 M i n TL CT7T RL-1 4-9 Mi I\
' .65p )(60 6w' Fit 3.2j UOFLO t'IzM,col�
Tz = 1.1 lydkr Q-L=
Tioa .Qlo = I,0(•40� �1.95)(10.4) = g,11 `�S.
oo = 3.Ihr Otoe
4•S1AL IOLIO' T1
Ito = I.�tS .��hr Quo = I.0(.4)�I.�iS)�4•�—])= 3.8Oc�5
' T-%00 koo : j,ZS(.4)(3.IS)(4.�-7)
�40aL %' 90' (ovuJo.J Vx\,T) t� D.4p
1
Tom= 13M��
Iz- 2.25"A 6r 01.= 1.0(,4�(2.25�(.40� = D.-36CA-S
Sao nlhr(..
' 1,0o = 6.-65-,r\ r Qtoo = 1.25
I=- ka 01,)L�k"g(A-M
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Propo,)� C�Ijr41 �o^S
- A;N" mvAr tOUS%. IJAA - Lan.,r.c . a79�"
p
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wkuc dna� +o " ^2 ccrlSl�
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d
� �awCrti-�
+o 'Koti{iti�
anpo.
at o
4uiw. 3 doo
-}te a +0� Etc M
;.n 4 "'""'
`
+a 'ite_ ALZ�.
Eaak o6 -tic. 0J
(Sum 4- is tt, vnfloa • -9
110
k
1 c SM
0tiW$ .
PAfLKINC LOT A(ZFJ3 -c-a WGS-�50Q)bA010 I
�.` I•g�
66.3 = 1
42.o
,v = 2.1v'P5
T(-=5-QQ 3,96 x4A,�n,
2.1 X60
IL = 3 3 n l kr Qi = 1.0 (.78�(3 3) (l.Si = 4.63 J5
It0=S.6(f\ 1kr 66=1.o(,7a(s.6)(1a1:TIMJ.5
1ioo-D•S�n hr Q1oo=I.25(.7f3)(S.S�(I.ai= 14.�IL�S
du1L0iNia AREA - Sv44A�iri Z Q e J�•55y
C = 2.75(.95) +
5.5
1.20% 4=7.1�P5
SSp
c,= 0.65
Tc-5- =-7M;n
2.1)160
12 02 =1.0 (.6S)(2.(3)(6.5-q) _ .10.1-� J,
Z,o w = t.0(b5) (CC\)(5.59) = .11.80Jb
T1o�= 8.o A r Q10p=1.25(.65 (S.b)(S.Sq) = 3G.66J5
A2FA F_AbT OF 3v1t oiruL-. - SuOOQaiN 3 A = 3.61 AL
-700
II c (ovE2) = I I nan v = 0.8 BPS c�N��= 70D
IZ = 1.6 in' r Qt = I,0 (,+0 (1.6�(3.61) 2.31 t,
ICU = 2 .$ln rr %iio =1.0 COro (2•(�)13,60 _-4.041S6
Two Q1oo=1.1— (.40)(4-.S)(3.61)=S.QJ.,
c. = 0.40
T(-(To-TALr = 26r,�,f\ji
Z%
1
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1
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1
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AREA 4000TH - SupOAwka 4-"
A = 0,11 Ar (- = 0.4
t = 3SDl (LOOC-) t = 100' (OVER,)
Tc (ovea-) = 12 M. r, 35 . c r %-,A
,7�60
Iz=.2.3��%hr _ `pz ,I.6(,46)(2.3)i1�'I:i0<'65'cSs r
Tip = 4. I ���h� 'Q,o- ►.0.(,40)(4,111,% I �b 5;
1100=6.Sn/hr_ Q�oo'1.25('�40�(6S)(t�71� 2,31J6!-;
. ._ — '__ _ _ ., _,.-. - ...�.�.. - 1' — c. • erg - - ..
• _ .. a -_ - . 1
,SoMr�a�y; or F�owS {,,,�, ,o'a�,,s�TE 6� - ° , � • .
r.
Fre ue�c
9
U- I Y
r 100-
Y.
10-yr
ioo-Yr.
C,o11ec.+vs 0'Bch
2:1'+i-
, 4,2.3
46,1
G3.5
SwTlc +o E-AtA
2$.q
48,1
2C1,1
40o.6
Sn�ovz.� o� SJc �e
0.6
L�(pM Sii� OnIY�
o�� �rvnn Hr_J ir_ 1
r'Ai-tion
A 6�. 9=soo'cam) =2s-o, (owes) 5 x 10?o c-- ,GS
Tc 6 Mil, Tc CCONc.) — sno' n
12 =
110= ¢.4-,Ir\ Qlo I.O(.gS)(4.4�(6�=:2S•���s.
Q100 = I.0 (.g5)(�,li(6� = 4U.4- cJ6
cl\UA -}- �ror. 5c,%%vl bv110 nQ� roi>F -S-OD' (ovER) : A=3.2-7- A,L S=1 b
LoC,a2.�)�i.2"►i 3.26cf5 z= IO.II-3.26=6q1
5..-7 s 4,0o- i2CA,
r,00=�,4•,�I�.r Qioo = �.25 (.q�i(�.�i(1.2'li� 1.1,16��, Q,00= a�.3- ��.z=2s.�1�F5
I
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EO
59.64-+4.2S = 63.00q'
"C) O
Q 2. 5� slope
wv ups = 63.15
MQo( rL e.6%.eo
p = 4.4-js
aL 4.5 .
%0
1 D0-YA
L
4
= 2.2
h
yo = 2.2(.S)= I.1 ;,+
21ev = 66.•3-� I.I =
-
6-7,4
IAlc+ Conkrok
Q-IOJs -.gS
}+W=1.-j e\ev=
64.gS <66-S
D
0o+ktN CorA o\
0 =10Jt) 1= q10' R=0.4'
e.\ev � 64.2q <66 a
19" RCP
Q`=10J 5 I I IJ = 1.5 I Fi,J= 12 5
o_
Dj+t A co-^Iro 1 0 IOL45 Q=c10' '14 1.5'
I 0 RCP
e1e v = 65 A �
SC.NOu_
i
1
1
Awa,v— 'Ma, cross tlopc_
S� b1oPe= 69.84-6q.63 - •DQ64'��
a:
4o' 33
FLa.J F(Lpe., cupup . TO -r o kG - CROWN Tubr i►30 i4op!TEQ
SU
F- 4-1, F. . Cru�ava. MA-W �
Q�oo ��• = 2.3 c.�s � 2 U �
C.he�k sw��e s%� � Eab+ pave,-4 a�ca
Qtoo = 25, I (Js SIOPF-= I,S 1, rt= ,024 (Av6)
Q - 1.4436 ARZr�s�z
n
I
I'.486 5'!2 1.486 (.00cl
A = '�z �� � 4�,}� + I�2�� -_ 2 Z+33.S�2 = 3S S}}2 R2�3
WP= C�)�+ 6,h) � rl( 1z+.(6 �11= 5, 6� t 6�� = l2.`ib A=35.S�z
29' 66 ARzr3 _. 5.1 �•o�c,1 .3
(.02)��
A=
W P= 2 �1 f c►i.s��l2
2s,1�
shim
100-yr dcPikk = 0.6S' curb 5%c A 10 -year c vcn-�
1
1
1
1
r.r G�'IS c ELTo2 OI TL H CAPAC ITS/
6i=—' S3
6!A=
ODHLIT12
IS' 2b' 6' 2b'z
1 k
,
62V- 624q
Gt�
�Iy6.y)�1�t
d
L S, IS' Q = LA
1 2 'f 24' 1 b6 2'f'
SEL��oN 2-
,4v & = H 6 Z C.T5
CO3prci Y L_ 6"(CPC 1.0�1� sLoFt = q,0:.�5
I()0 -yr• F.R. Q%bi Gr-2L E F Rom Pr-2K �- oT = 1 GL3=<
100-YEAR OtSCtIaRLE FPD^ Go%L-010(- AREA s 36 J.5
100-YF-PR ' 0t5LHA2C-E Faon EAjT- ARIA = S c 5
100-YEP2 F20h �n»00R-TI013 WT nn= 4cOC�5
I SAL. Ft-OL-3 I" toI'i-(-N
113 �.0651 l 30 RR2/5 = 1, 0c►
1,4U 51: 1,4s6 i.00�l'iz b9a
Ficom F t� 6 - I-) c6ur
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APPENDIX B
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RAINFALL PERFORMANCE STANDARD EVALUATION
1PROJECT: I CA S E S(-VAoo------------------------STANDARD FORM A
I 1
ICOMPLETEDBY_- C_QS tna:�ce�',� wip. DATE: 1 )2 lei I I
I------- - ---------- ---------------------------------------1
IDEVELOPEDIEROOIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS 1
ISUBBASIN I ZONE I (ac) I (ft) 1 (a) 1(feet) I (A) I (o) I
S►,E I r�c,�er� I 7.36, 1 660 I I-761,B I F,16.:, F
I I I I I I I . I S.I
.I I
-------------------------------------------------------------I-------
,DI/SF-A:1939 .
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EFFECTIVENESS CALCULATIONS
---------------------------------------------------------------------
PROJECT: jGictZ SE `,x V\ooi STANDARD FORM B
COMPLETED BY: C05 Fr\4 ^cer,n Ccjrg, Is.(.4.-5 DATE: 6 21 41
Erosion Control C-Factor
bcLn d.1
P-Factor
Method
Value
Value Comment
---------------------------------------------------
G,�.v�1
-------
9-
, 1.00
T b b
I,C)o
O•TO
tip. 4 z �A
Asp► h l+/ conc.- Q. 0 I I 1 00
MAJOR) PS SUB AREA
BASIN -(�)-- BASIN -(Ac)---------------CALCULATIONS
--------------------- J -- ----
5+ram lq.g 7.3b Ass��,e se.��n.a,-l- base ,�-Pia�� ovcsb-t
wf ti 30 I-1-c50-
T 36
I-NFT= • Y,S= 14-0
= (1— .g3x,4o��1fvo = 66.Sgcl
( 44 q�.-r = , 6 6'
E>✓F (I - . 6�x ,40)/i00 = -72,4°70
i-rov.G� roul��•a,c� 5vi1 on 6.ZJC
PuFT= .g,c.S x (1 22X I +
= , 3-7
+I E FT- _ ( I — , - 1—?
I I Prov-Z� -t_t� pal n
ApPlox eta.=2-13nt
I CNF-r- ,al(1,21�+,45(2.76i+1(3.83��-�
---------------------------------__----------------------------------I
)I/SF-6:1989 F_FT (I-,4Y,62�x1OO=
,62
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EFFECTIVENESS CALCULATIONS
----------------------------------------------------------------------
PROJECT: I,&(c(2 5, E • Sol STANDARD FORM B
COMPLETED BY: CAS neu'inti. DATE: E� 21 0((
I
Erosion Control C-Factor P-Factor
'
----Method ---Value-------ValueComment
- --
1
'
I
MAJOR I PS SUB AREA
'
BASIN (t) BASIN (Ac)
---CALCULATIONS
'
P(ovi PUm?ntn� ves�2.kUr Sou;t• of
.6►(1.NO- 9) + 1(3
3)
-�.36
I_ �a.a � �a•a c� I
I
I }�lI �rea.5 UnCovcse� e-xP ! -�or
I2J-c,� s aro�r\� s mho o l•
`
'
I
I I
�Y3TG•. 6utt_ArrJE� i_oNS�RucTio��
I
I `5�16UI-10 Pk0VtA` vjIN(� I
r3�aR�E2 roe s tom. I
P2ov10E 6F ptnl6;- AnA JO&
(ZQJCsnPrJc� 50tL F'02 i
'
Soar H NAtF pr StTE ,
'
. I I
I
I
' HOI/SF-B:1989
CONSTZCC'iCY ScQU-.`!C7
PROJECT: ��' = r' \ STANDARD FORM C
Sc-QUENCE. FOR 19 ONLY COMPLETED BY: eJ DATE: 12 ICAI
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 i�c(( 14u2
MONTH TULJ I AU& ISEPT I OCT I W4 I DEC I TAP I FEa I ► m 1000, I Nay I ?JN
--------Z------------------- ---- ---- ----------- --------- -------------------------
j
OVERLOT GRADING -
WIND EROSION CONTROL I I
Soil Roughing I
Perimeter Barrier
Additional Barriers {
Vegetative Methods
<-Soil Sealant
Other
i
RAINFALL EROSION CONTROL I
STRUCTURAL: i
Sediment Trap/Basin I
Inlet Filters
Straw Barriers I I
Silt Fence Barriers I
Sand Bags i I
Bare Soil Preparation I
Contour Furrows I I Terracing
Asphalt/Concrete Paving)
Other
VEG"cTATIVE: I Permanent Seed Planting I
Mulching/Sealant I
Temporary Seed Planting i
Sod Installation I
Nettings/Hats/Blankets
Other I I
1 --------------------------------------------------------------
--------------------------
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
1' HOI/SF-C:1989
APPROVED BY CITY OF FORT COLLINS ON
APPENDIX C
u 1
�1
11
1
1
J
I
i1
I
I
1
I
1
i
'1,.iPt- - "I-PI
PE
�EAcN Ut3oek R.R. 36" 6keCA pipetz4-I0'
all,
8e2.S+/—
d�� e_Iev s.62•7+2.5 • 64.7 \\II -�^
DS61&q _9-PW t.a.011 l_' ,.1SL - q:� �PS
t.
- -'2r 2Od
t � V ( 1 .
14T ti = 4(L �y .5. l n d. ^M s �.( b14/3 2.4Z \ Z 1¢�3 222
J 1
2.
� Zug 2� 1
AnLxv\ r__ 2 -4S° -vc1-Iic.T ber\A.s Low kAfJtuS) '.
�18= 2 x .25_Y__ No
= .2 , 2S a 2 Wq�
= , S382� ' 2$
I+r = �.9)7r\2V2 L = LRo Loi0'(SA)' (4-1
(J4/3 ( -�) 4/b
qo _ o A (cs_,aLL -
2a 2�
ToYaL Lo55Es = .OS+ DD5 +. 147 4.5316 + 3.22 + : S$4- = 4.54'
u�s ELE-v = 64-.-7 + 4-,54-=.601.16c
Ma,c .)�\I5 r LEv = 68.2.' (VCr% AO;..u.).
AVAtLAe)L-E., it�Ao
(�
1 a
354-+0;4)_Vz +.DbZq V2 3.5=.025 + �046Z VZ l 20.
LAL'_.Aw�c_ uls_ ju+P \ �fom 38'►x60` conc. a ABC ��ova on Or',
Q.ct Sq.l +. V= -La = 4.65 4ps
il.cl
IaE0. 1( 4.65 Z - (I.75iz1 = ,02aa'
(4)413:
140 a.p.4(4b5 2 .(1.]��21
TOTAL t-ossEs = . 054 .02ci +,101 +.115
u15 613.1 + •295 = 6$. E ' � 68.g5 �
►Jo'%-E: VAWE OF 60c.>=5 UsSo r-a2 OF-5%6-N Or- PIPE.
C)o�jNb"((LEprN 51PH-aO�j GAPAcq'ty (C. RA-1LROP,0) W�5
G�_9&"wfEA -ro GE60c_FS. A&z _eEnFJj i 3-r7oa ,_rioOL VsS RnZ►c. 1 � t"O D I7ri coJ-'N`J Pok
60 c.fs, /
i
1
4\(g r\cw 5q-" RCP ;ot Q=60c�5 (,o uI5 'kjL-Er)
i,
68.53
1 _
ScLTtvN , J uST. OIS DIC: D t1rLf—r
- � Z�L
6 6.4q 4 65 40 ;z
} i
go
� s 05aio�' Q-60i
t
486 . A(t?/� 5 �1z -1- 3 65 .�
i n r j.4Y65'h 1 4S6 (.ODOS)' 2
1 i
Ak 65t45+3,5 646AS'
1 . v = �. = 3.�� � 5 •
is•q P
1
ICE = p. ► ( -i�)2 -1 121 = , 01-13
1 2gk z�
ao = .0552 a qo
1 2�
µo = ,0363
• �6To��' t I$2%
1 04 = 480 �4=,04.03
Us= ICi° =to254-
VA 15-6r
-3/
i
I
I
1�
C �cck sulor o !ae \ce- O-� 5-4" (ZAP z -il:rL� efi xct',cri (a— oaf'+
dl5 w5e-1 = 68.aC
inv 54" RCP= 65.90
+dp off- p;Pe- = 6S-90 +4.5= -10.4 > 68.45
O\C-C.k (n le-k c o�'�rc I > 0>60�' s -1, A 3' �ca»� A{ Pe14.Oe°�,a" y
cti"
2. 5 = AS - , 03�1� ( des ri. N 4
1,486 (,031' 2
1.26
do46 o
elev M.N.=6S.9o+ 1.26= 6-)•16' <6$.9S oAc
Llncc k1�1 cw lrol 7 Cs? = 60 cis Fk W } SL, > 3.6'
I+w = 3,6 - ,o3(is) = 3.is'
1
1
1
1
1
1
1�
1
1�
1
I
r
1
1
i
1
1
1
1
' I
' TOTAL- 06g3 * ,1827+.6573+.05 = A1.7'
JA E�F.v I aoX = 65.95" + QS = 6•q;g3
C�IwI�,
Ala,, +Fyu u/5 W-1c3S"
p,Pt�jL=
103' M,-Mrr-Ay Are-
74
Nam=
287C6 5)Z V_,
14S
(A)
t
TO'M, .LosaEs
.U15 FLF_Y -70-
N10 ELr-_Y IQ Oi-rGH a 70,3� oTc
(TUP OF r:5PA3%G)
C,A�kxtr— ulb St+ct�, e\c,\i �Dr e-z&oA. �, 4 .�
I).6q ivf/-
66.15
'71t/_
6 6'.a8
Q = 1 4 R AK213 5'/2-
n
-]2.38
776
ARY3 =
46 . _ .26
��5 eley = 65.42 +
e0e-v = 69.1-7 , Z-IouZ) A ; q4
A IU e 7D, I
IAOTE,: RH1SE_ PATt 5\CJE Ot p T(H r0 �!N✓� ' C7D. I ;I
'S/
Imo,
y MITEO STATES DEPARTMENT Or AGRICULTURE
SOIL CONSERVATION SERVICE
SIPHONS
HYDRAULIC DESIGN DATA
...•1 ]ITIe.
.....,I.rew
V,7
-Tg•-[ V+
(Alt
•4A,. A.C.
.g0
,.a.,,
0I .(.0.;
~ �.J -
• .r rT.•.C./Vn�
t•
r.0e.ulic EGO( Ll ..✓' _ -u! `v t /,
,.•CiV(
� 1
_
1'
ZI I
-• I-I..CT.Oe lost rA P.It. -
LCT Z.-Z, COUAL THE OIFFERENCE IN CLEVATION BETWEEN TMC UPSTRCAM ANO OOWNSTgEAM WATCR SUP/ACES; V THE
VELOCITY IN PIP(;V,ANO V,,OITCM V(LOCITICS;V+/2q.V,1/29 AND V,+/2/.VCLOC-T• M(AOS;aIANO a,,OCPTw Or
WATER IN 3ITCMC3.
BT SCRNOULII•S f-EOREV; 2,.V•1/291Z14V,1/29•(ALL LOSSES Or M(AO DUE TO CONVCVANCE Of WATER,)
rOA43►OSING AND 3YVBOLISING ALL LOSSES; Zs -Zs •(Vr1/29-vN29), MTt.. wt.M}.. M�. M},.Nl.
WMCRE. MTRIK,, V,1/29 SINMCSEC CMAAT O-L-12003-36):w,.A( (v+-V,1)/Zj •NIa K.V1/2>V_9i90:Nta2.O Tn1V 1L/DY,
(•AA VN14G );wOx KO(V,. y1 t) r29.
TYPES Of TRANSITIONS
1ST. CLASS TRANSITION 2NO GLASS TgAN31TION WELL TY►C TRANSITION
2([ •Mc I.<(-1..-[.019110..a I. 1/a,
•[lL VOV •N •.e .ItNlIT '.L]T .•D/Ir ,•I.eV r/,}
TAA I, MICA
_a ` 2 I
tUCr.TLT _
Vr 11.r VrN.:LrV 1/,q • / -�Y, MOV••OI D. r • OV TI(T}
�7'• M- .H I.11[T.- u.N.•(KTA.IK(• V+/2,.) 1' 1•t!..O V+/+,
I O
I.+/+, 1•y r \ -1 PI•TM .. +/2, ,I,r �O,V 0, _f_ •I1M••TM •11/rq ]IMF C 0/1
,t .2.e Cv 2/: T-Y,+h,7 ',.,>•I
.or e.i f•1/rq•v,1/r 17 aOM rOC UTK.I DC ]•Cw. •V xO.I(V r/,I-v, /!T) •OM rp(,TK.I D(]IG u. '•O f- , S oM •Ol •TK AI Ot 1rC•..
](• •qI )• Mltr AMO 011(T --It IIVCL -'T LrI,OM •(OU.1(D YNrVVV tll0.. ••AT(. 1V.I.CI •OM 1.,C1 •'I(. A., Vr41NUV 1.0 V1/2, •OM OV•l[T
eC.40 rCft. LA: SHARP ANGLE. H,-1,5 V+/21V_6_/9O FOR VALUES OF KI IN TER„3 Or VELOCITY AND 0AOIUS FOR 90•
LONG RADIUS. H., 0.25 V 1/2q\/_5/90 BEN05„ SEE KINGS PAGE 234 TABLE 60. )
EAAMP•_C O GIVEN: O x 49.5 C.FS.. AVAILABLE HEAD Z,-Z,x 2.15 FT, ( OIFFCq ENCC IN 'AATER SUgrACCS ), V, L S r.P,S.,
v,x 2 r.P.S.. L x 100'. 2 •30• SHARP ANGLE BE405.2 NO. CLASS TPAN31T•ONS.TQASH RACK 1/2' BAAS
0 81/2"C-C.,3CT 45• TO wOQIZONTAL. (/•..r ,. r .^.7:/3 C.0-S
Or OUrREO: O,AuC-CR OF CONCRC7E PIPE roo 49.5 C.r,3. 013C"ARCE. (A33VME
SCLU TICK: ASSUME 42"0IAIIC;Eq PIPE FOR FIRST TRIAL: THEN V:D/A-A9. 5/9.62: 5.1. F.P S. AND
V7/2q=o.4108'. V,1/79:0 366T', V,1/21=0.0622%
BT FO RMVLA: 2. E,ICv,1/29-V.1/29). MTA• M(. N I, .H,, M I).• HO,
(V,1/29- V. 1/2-3) x0.06i2-0.3667_ _. x-0.3255 C.f Y, r, L•c.•(. .FAH I .r,I .(A..
HIM x KIM V./29 SIN o a O.0016110.]6e7 ]0.707_ , •0 02AI SIR ..(a vol"ZI.O. ., x „+••]
HL aK((v �)x0.2 (0 A106-O.Se67)___a O.00aa
•. "•a a2(K,V 7/29 30 10) a 205 10.4-0e xo.S77)__a 0.7, I, .
2.67a 0OC225•26.422100/5.31 a 0.3214
w1 1.(O(V1/2q• V,1/29)_ 0.4(3.4105- 0.0422)--_- 0�139a Col., 1.(.,.1. .O Ir.cl-,. •.o..
O.e73a rr.(�O i. ar .r.L,ro •.o•ant] 9. SA.I, Ic[,.
AS THIS VALVE Or 2.-2, 13 CON31OE4Ae LI LESS THAN THE AVAILABLE "CAD or 2 IS rT, IT 13 EVIDC47 THAI A 5VALLEq PIPE
S12C CAN BE V3(0. NAD i.-2j(AS SOLVCO ABCVE 3 BEEN GREATER THAN THE AVAILA5LC NEAR A LARGER POPE WCULO NAVE
BE(4 q(GU,AED, fop ♦ SECOND fMAL,ASSUMC A PIPE OIAMETCA Or 36 'NC•ES.VSNG THE S.MC PROCEDURE AS I•I FIRST
f RIAU,.T 13 rouHO THAT Z.- 2,' 2.10, WHICN'S CLOSE CNOUGN TO THE AVAILABLE -tL O.:THE-ErOQE.THE 36'• OIAMETCR
PIPE 1-. 5AT'5FACTOR1.
CIAMPLE O WITH J ANO 51;C I)r I -PC GIVEN, SOLVE FOR C,-Z„USING -HE SA`-(-goCEOu-C A3 'N E-AMPLE C.
40 TRIAL SOLUTION) AMC NCCCISAA':IM THIS CASC.
E.AM-L( 0 GIVEN: WATCA S:MIACC AT INLET TRAM31TION. NO VELOCITY Or APPROACH. NH -CH 13 THE COHO11104 WHERE
LATCPAL TAKC3 OUT THOU BANK FROM MAIN CANAL. )6" DIAMETLA CONCO( E PIP(. AVAILABLC •• EAOC,.•Z,). 2..2 IT,
n..015. 2-30• SHARP ANGLE 9CN03, VCLOCITI V, IN DITCH 21P.S., TMA3H RACK.,/2" 6A•S 0 6,/2" C.C.. ICY A5•
TO HOR12ONTAL.(VCLDCITY ABJVC MACK A33UMED ATI/2 VELDCI T IN PIPES 240. CI,A32 TRANSITION
-13,:In,EO: CAP♦CITV "0" IN C.F.3.
SOLVT'ON: SOLVE roa V(lOC7TY IN PIP( IN TERMS Of V, V.1/23 . o V11 /21 • 0.0422
BI FOPMVLA: L.•!,° (V!1/71-v.1/2/)•••T♦ •H( •H„ . . H, 1N., •HI.
3UBST.TVT9NG NVUCRICAL VALUCS FDA Cv,]/21 •v, 1,/2M)AMO K. 2 12•(03422. 01 •0.5(JOUI T0. )01 v1/2q)•
(D.2V1/211.2(,.5. 0. 577 . 1/211•(2.e71.J00223 x 100 No VA.3261•[COMA V1/25)-(0.4 10.6/221�
RCDUC:NG. 2.3e211 O.000S v1 .0.0031 V+• 0.0201 v. 0.0141 v2. 0.00e2 vs.
0.0516 '.1 .2.0427, V+. 40 36, v 16.35 f.P.3.
D . 6.35 x 1.07 . (A // C.r S.
BT 3U910ITUTING OTHER YAIUCS FOR ••n'•, Dlfr(RC4T f7P(3 01 I1PE CA% 9t •N,,CSTOGAT(0 FDA "0'•,
IN CASES WN[MEr..CAC 13 v[LOCITY of APPROACH, THIS
Igoel(V CAM BC SOLVED CIACTLY AS ABOVE CIC(PT ENGINEERING HANOBOOK SECTION II
THAT V,+/21 WILL NOT 94 :COO. HYDRAULIC DESIGN FOR
I TNC ABOVE fORVUTA AND PROCEDUAC ARL ALSO AIIIICABLC
TO 3OVAMC 0e A(CTANGUTAA 1rPHON3,.N M.CN CASC TH( SIPHONS
MANNmG IORMVL♦ FOR .(.0 LOSS .5: "11Ln,Y1/2.2062 •71.
.-CA( I I A/W P, 1 � 7
Mee• or •s• • APPROVED i ��VAT-194•
•(•1 •lrCt1 ..-GI .. •O • •-ar(I, MAID w10 •' >. H•r(M to. Aoa, T
0Ee ATut. +.v•
' METHOD FOR COMPUTING
TRASH RACK LOSSES
TAKEN FR0"'
HYDRAULIC STRUCTURES SY A. SCHOKLITSCH.
I
WHICH 0.
scHMER HAS
A TRASH RACOCAUSES FORMUA LOSS LA. BASED ON EXTENSIVEF HEAD.FCRREXPERIMENTS
' SET UP THE FOLLOWING (s\4/1 2g SIN oC•
HT R.•B 3 2q
WHERE
g = A FACTOR OFFENDING ON THE SHAPE OF BAR
S.
2 42 FOR RECTANGULAR BARS.
1.79 FOR ROUND BARS.
y =THICKNESS OF BARS IN INCHES.
b = CLEAR DISTANCE BETWEEN BARS IN INCHES.
v = VELOCITY OF APPROACH IMMEDIATELY ABOVE RACK.
29 = 64.32.
oC =ANGLE OF INCLINATION OF RACK WITH HORIZOI "A
EQUIVALENT VALUES OF "K" FOR DIFFERENT VALUES OF "s" ANO"b" IN
B ( S)4/3 SIN C4.
1-ITR =K 2q WHERE K = b
WHERE B=2.42 FOR RECTANGULAR BARS AND (>4 90RAIL5.
1.. 40" 60"
S 1/4" I 3�1j 3.7 3 40
' SI 3e1z 0.5s9z 1 2.9715
b I 11 0.20.2969 I I 00 3A351
3.0 0.0631 e060.2434 .3105 0.4554
3.1 0.1232 O102597 0.3a12 2.0253 2621e
0.151302.2424
4.0 0.0601 0.1031 o0.1257 I.7Je]
93 1p,159T
1.94a6'
' 4 5 0.051) ; O.OeeI 1 o.1123
o.tlz] I O.ISIJ I 0.1929 ' 0.2a31 1 1.5040 1.715e
S.O 0.0446 00765 I O.IJiI 1 0.169e 0249J i 1.]2JT
0.0674 10 09e9 1 1 0.2220 I 1.1795 I I.5260
5 00]93 1167 O 1513 1.3114
6.0 0.0349 1 00600 I 0.0eel II 0. O.t3e0 0.199A 1.0597
0.0792 0.1066 1 1.2 AAI
6.3 0.0314 I 00539 p:0717 0.0966 1 0. 1232 I 0.1607 !1 0.9604 1.1345
0 OA66 ' O.e700
7.0 0 02e5 0661 1 0 1123 1 0. 1646
7.5 0.0260 ; o o•4e
O.oa S+ 1 0' 7 0.1031 1 0 1513 1 0.8037 I Lp41]
e o 0.0238 1 0.0409 t o.oaao i o.oeo
IFFERENT VALUES OF "5" AND"b" IN
EQUIVALENT VALUES OF"K FORD / b J. /3 04.
HTR.=K ZZ WHERE K=9 SIN
9
ROUND gARS•�`1D �= 90
' WHERE B =1.79 FOR �5O/8IzI'c1I 9I
,.° 1/2"'a
b S 1/4 0 1042 o3o/.z,46'.1°29
1 I
1 O0.1..„2I°0)
97
3.0 O OeS2 l O.t119 1 01e00 I 0.2297 I O 3300
0.0531 i0.091 0.1331 p 50e O.1921 10.2619
O 0,,,I .0762 0.1119 I 0.1161 O. 1642 0,2a09
..0 b.0"ise
p. 9 I 0.0652 p1
4 5 +
O OSea 0.1642
5.0 0 0330 ova+ a1z5a I
' o oz90 1 0 OA99 0 o73z o. p, 11 19 I o.1e.2
5.! p 0652 O Oe70 p 1475
o.ozse 1 o.d+++ I 0.1006 I
l e 0 o.o5ee o 076e
O O)99 I O.1))7
6 5 0 0232 I 0 0531 O 0714 I O 06 1 1
0 ozll I o 03e0 1 o oe)I 1 0 1219
7 0 0 0652
O O)]O O 0702 O. 1119
7.? O 0192 O 0+++ O JSDI
�. o o17e o0303
� e o
' I NOTC -wIEH VAwE50f oc ARE LC53
THAN 90• UULTIPLT VALUES IN
ABOVE TAOLES OT SIN oC.
FA
TRASH /RACK�LOSSES
U ARCH
OVCo/ft 11���T
l
I
i
f
[1
I
V
I
[]
Dri-cast
Elliptical Pipe
18"-144" Equivalent Diameter
INSIDE OF
PIPE
SECTION THRU BARREL
Table of Dimensions and Weights
Round
Equivalent
Inches
Inside
Dimension
Inches
Wall
Thickness
Inches
8
Inches
c
Inches
D
Inches
E
Degrees
Nominal
End
Area
Sq. Ft.
Nominal
Laying
Length
Feet
Approx.
Weight
Per Foot
Pounds
Rise
T Span
18
14
23
2Y4
Ili
1'h
2
14
1.8
200
24
19
30
31h
1Y4
1'/r
2
14
3.3
310
27
12
34
3'h
1'Yu
IM
2'/4
14
4.1
380
30
24
38
3Y4
2
141
2'hX1420.5
�
450
33
27
42
3Y4
Vh
1i5
3
0
495
36
29
45
4'h
2Y4
1Y4
3
12
650
39
32
49
4Y4
2Ye
1'Yie
3'h
750
42
34
53
5
2'h
1 i
3'h
.0
850
48
38
60
5'h
2Ye
2Yie
3Y4
1040
54
43
68
6
2'h
2d9
4
a
1285
60
48
76
6'h
3'h
24e
4
1535
66
53
83
7
3%
2Y4
5
14
24.8
1815
72
58
91
7h
3'h
2'h
5'/e
14
29.5
2120
78
63
98
8
3Y4
3
6
14
34.6
v
2440
84
68
106
8'h
4
3'h
6
14
40.1
0
2790
90
72
113
9
01
3'h
6
1 14
46.1
3170
96
77
121
9'h
01
3Y&
6
14
52.4
=
3560
102
82
128
Sly,
4Y4
3'h
6
14
59.2
3880
108
87
136
10
4'h
4
6
14
66.4
0
4200
114
92
143
10'h
5'h
4'A
6
14
74.0
G
4650
120
97
151
I1
5'h
4'h
6
14
82.0
5130
132
Y06
166
12
5Ye
5
6
14
99.2
6150
144 -
116
180
13
6A
5'h
6
14
118.6
7300
All dimensions nominal
NOTES:
1. General Specifications: ASTM C-507
2. Consult Hydro Conduit Corporation
for further details not listed.
E
Denver
8600 North Welby Road
P.O. Box 29039
Denver, Colorado 80229-0039
(303)288-6677
WR 142
23
Issued 11/87
m
3
opIA puo q/A 10 sinloA
130
CO>11'CTATIC
GA The Hydraulic Exponen
tile. Coll veyalice K is a function
that
where C is a coefficient and Y i:i
for unijorm f mr computation.
Prom the logarithmic plotti'
hydraulic exponent N at depth
\oar, taking logarithms on botl
then differentiating this equati,
iion that n is independent of y.
d(In K)
d(In y)
Since da/dy = T and /Z = Ai.
d(In K) =d(In y)
Equating the right sides of I
N =
--
3.
This is the general equation
trapezoidal channel section hax
z, dic expressions for A, T, 1).
Sulstittiting them in Eq. (li-1 i
is
1' _ 10 1 + 2 , (y .
3 1 + z(y: t
This equation indicates that tl.
a function of z and y/6. For
and 4.0, a family of curve
(Fig. 6--2).2 These curves ind
ranrc of 2.0 to 5.3.
The curve for a circular sect
is the diameter, is also shown
This equation 111 was also dove:
use of the Chhy formula.
I Similar curves to those in Fig.
Kirpich 13J and also prepared indep
'
250
FIGURE 53
12
10
�
w
w
LL
z
�
IS
'
z
0
u
F-
1J
J
16
0
Cc
O
LL
'
J
N
14
a
x
LL
'
O
w
<
12
1
w
w
LL
z 10
J
1 0
r.-
Z
O
r
8 ..
J
Z
O
LL
3
1
=
6•
LL
O
N
W
'
J
•
4
1—
SO 100 ISO 200 250 300 350
CULVERT DISCHARGE 0 IN CUBIC FEET PER SECOND
CONCRETE PIPE DESIGN MANUAL
CULVERT CAPACITY
54-INCH DIAMETER PIPE
FIGURE 54
60.1
22------. -- -- —
20....................
Manning's n
W
u+ Projecting Ir.
LL
z Outlet Unsut
J '
or
z
0
V'
F-
-J
J •
16.
O
0
LL
J
N
14.... ... .....
a
x
LL
O
w
< 12 _._: _..._.
>
C
F-
w
w
LL
z 10..
J
O
m
z
Z .
J j I
z
i.
Cx
O i
LL
3
LL
O
w
> i
2 `so-'---100 ISO
CULVERT DISC
APPENDIX D
CHART 2
180
168
I56
144
10,000
z 8,000 EXAMPLE (1) (2)
0.e2 inch.. (3.7 feet)
Sr000 0•12O cts
r
(3)
6.
S
4.000 WE etw 6.
132
o feet
4.
3,000 (1) t.s e.8 S.
120
121 2.1 7.4
2,000- 13) 2.2 7.7 4•
3
108
•p i■ leer
96
1,000 - 3'
800
84
2.
600
500
/
72
400
N
=
300
Z
LL
�y
1.5
60 U
200 / w
Z
Z
/
W
54
/
a
0
c
48
W
100
=
>
/ ¢
80
=
J
Q
-•
U
42
=
u
60
a
W
SO
HW ENTRANCE
0
0
o
SCALE
D TYPE
ix
10
0:40
w
F--
36
30
(1) Se+ere edge .uh
Q
LLj
need•ell
•9
Q
33
Q
20 (x) Groove doe .-rh W
30
n•ee.ell
2
(3) Groove end
.8
projecting
27
10
24
8
.7
6
To uss scale (2) or (3) project
S
horlc ant ellf le .Geld (I),rMn
21
4
use 1tlelgnl loclinad Ilea thrs.gh
D and 0 $cola, or r•nne of
3
ill.Ureted.
6 .
18
2
3.
2-
I.S 1- 1.5
7
6 1--.6
IS L L
.S
'S .S
1.0
12 HEADWATER DEPTH FOR f
HEADWATER SCALES 253 CONCRETE PIPE CULVERTS '
REVISED MAY1964 WITH INLET CONTROL
BUREAV OF /VILIC ROAD$ JAN. 1963
5-22
u
i
1000
i
7
~
6o0
120
600
106
Soo
96
400
64
300
72
66
200
60
N
L`
u
S 4
z
N
0•e6
—
L.w
48—
x
/
2
100
z
��
W
z0 i—
42
i
i
36
N
60cc
33
50
W
►
W
30
40
a
0
27
30
24
20
21
lie.
10
13
D
6
t2
S
4
DV.C.V 01 ►v6LC N0.01 J•N 1963
—per-- — — ----
1 M
MIL
9e Se --• ..
= Sv6141"o OUTL.LT CULVCQT FLOWING /yet
N-LSe
Fer eY1111 LN�.1 eel wb. s,j.I. tMle.rle Mw 6T
m.UNeds e..c/.OeL w IM ee..9a pet Nrre
CHART 9
.4
.6
[KC
S
6
6
10
20
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012
. R.. t r ; r Y�f � • y � i"'l;yt �� i�.. ,=L .'
z , _ ���: a �=.. o%• +
i
FIGURES 191
i
1
1
I
.,
1
,j-,�,
.4�
�
:�5.
,.
...
C
No Text
CRA!NAGE CRITERIA MANUAL
RUNOFF
50
3!
1- 2 (
Z
W
U
I=
a 1C
Z
LLI
a
0 5
N
LU
c 3
0
U 2
C
W
H
S
1
, a_
5 �f� � f I I i I I I-/ / I I I I I I I I
I I I . I! I I I I I
.1_ .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 FREQUENTLY 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 d FLOOD CONTROL DISTRICT
I
1
APPENDIX E
1
1
1
1
1
1
I
ADDENDUM NO. 1
DRAINAGE REPORT
PROPOSED 1992 S.E. ELEMENTARY SCHOOL
MONTE CARLO DRIVE BETWEEN
INNOVATION DRIVE AND MCMURRY AVENUE
FORT COLLINS, COLORADO
FOR
POUDRE R-1 SCHOOL DISTRICT
Prepared by:
CDS ENGINEERING CORPORATION
100 West 29th Street
Loveland, Colorado '80538
(303) 667-8010
CDS Project No. 6986.3
July 18, 1991
Prepared_by:
Stephen W. Rogers,
M.S., E.I.T
Reviewed by:
Benjamin M. Hatch,
P.E.
INTRODUCTION
' This is intended to be an addendum to the original
report entitled "Drainage Report, Proposed 1992 S.E.
Elementary School", prepared by CDS Engineering Corporation,
' dated June, 1991.
The purpose of this addendum is to address the design
' and effects of installing a storm pipe in the existing
collector ditch just north of the site.
Design flows and on -site grading will not be altered
from the original analysis due to the installation of the
proposed storm pipe and subsequent filling of the collector
ditch. As such, the reader is referred to the original
design report for information regarding on -site flows and
drainage.
' GENERAL
The proposed pipe is intended to be installed in the
'
existing
collector ditch
from the existing 36" reinforced
concrete
pipe (RCP) near
McMurry Avenue to just east of the
eastern
property line.
The proposed installation would
'
consist
L.F. of
of approximately
36" plastic pipe,
L.F> of 42" plastic pipe, 60
72manholes, 2 area inlets
and an
outlet structure.
t
Proposed storm sewer pipes draining the proposed school
building and adjacent parking lot areas and the existing 36"
RCP will be tied to the proposed pipe via two new manhole
'
structures (see Revised Grading Plan, dated July 18, 1991).
A maximum two -percent (2%) slope will be maintained
'
from the northern property boundary to several low spots
along the centerline of the pipe where area inlets will be
provided above the pipe to collect storm runoff. A minimum
one -percent (1%) slope will be maintained along the profile
'
of the proposed pipe to maintain adequate drainage.
The pipe has been designed to adequately convey the
'
100-year flooding event.
REVIEW OF EXISTING REPORTS
'
Review of existing drainage reports for the Golden
Meadows Subdivision 3rd, 4th and 5th Filings was made to
determine design flows for the existing 36" RCP and runoff
'
(if any) in McMurry Avenue.
1
C
1
From the above mentioned drainage reports,
the
1
following information was determined:
100-year design flow in existing 36" RCP =
43.8
cfs
100-year design flow in existing 27" RCP
1
(from Golden Meadows, Fifth Filing) -
21.8
cfs
100-year design flow in 30" RCP
(from Golden Meadows, Fourth Filing) =
22.3
cfs
1
Estimated runoff from Golden Meadows Third
Filing contributing to flow adjacent
to collector ditch =
23.0
cfs
Total runoff from Golden Meadows,
1
Fifth Filing
69.0
cfs
Estimated 100-year flow in McMurry Ave. =
70.0
cfs
1
In addition, The Engineering Design Report for the
Golden Meadows Regional Detention Basin was reviewed for
information regarding pool elevations in the pond.
The
100-
year pool elevation in the pond was determined to
be 4959.80
1
feet.
1 HYDROLOGIC/HYDRAULIC ANALYSIS
From the original drainage report for the proposed
1
school project, the following flow data was obtained:
100-year flow from parking lot W. of school bldg. = 14.9 cfs
100-year flow from building = 11.2 cfs
1
100-year flow to swale along E. prop. boundary, = 25.1 cfs
The design flows to the proposed pipe were determined
1
to include runoff generated in the parking lot and building
roof, existing runoff conveyed by the 36" RCP near McMurry
Avenue and runoff generated on a portion of Sub -basin 2 (see
Erosion Control Plan) which is graded towards the ditch.
1
This contributing area of sub -basin 2 was estimated to be
1.46 acres and the 100-year discharge was estimated to be
approximately 5.4 cfs from the Rational equation (see
1
calculations included in Appendix A). Therefore, the total
100-year design flow to the pipe is estimated to be
approximately 75 cfs (14.9 (parking lot) + 11.2 (building) +
1
43.8 (36" pipe) + 5.4 (Sub -basin 2) = 75.3). .'
It should be noted that runoff conveyed by the swale
adjacent to the eastern property boundary will be discharged
1
directly to the collector ditch near the outlet of the
proposed pipe. The approach to the collector ditch will be
1
lined with Class 12 rip -rap to reduce the potential for
erosion in the area.
Based on the design flow of 75 cfs, the capacity of
various pipe sizes were analyzed and a hydraulic grade line
1
(HGL) was determined. The starting water surface elevation
1
in the ditch downstream of the proposed outlet was
' determined to be approximately 4960.151. This includes
backwater effects in the ditch.
From this analysis it was determined that a 42 inch
' smooth pipe (concrete or plastic) would be adequate in
conveying the design flow. For this project, plastic pipe
is selected because of its cost. The minimum cover is
approximately 3 feet. This type of pipe should be
structurally adequate for the type of cover and overburden
expected. Area inlets will be provided at critical points
' along the pipe to collect runoff generated from a portion of
Sub -basin 2. The profile of the proposed pipe including the
HGL, invert and rim elevations is shown on Figure 1.
The pipe is designed to have a minimum slope of four -
tenths of one percent (.40%). Surface grades have been kept
to a minimum of 1% to allow for adequate drainage to the
' proposed area inlets.
The outlet of the proposed 42 inch pipe will include a
flared end section with a -swing -op t-ash r-aQk hinges- - "
' it e€ the tv sh structux® iz included iA
' The capacity of McMurry Avenue was estimated to be 80
cfs which is greater than the 100-year estimated flow of 70
cfs. Therefore, no over flow. from McMurry to the proposed
pipe will need to be provided, however, the area is graded
such that if any flows did overtop McMurry Avenue, they
would eventually migrate to the proposed area inlets along
the pipe.
' The grading plan and erosion control plan have been
revised to include the proposed 42 inch storm pipe and
' appurtenances. The revision date is July 18, 1991.
1
11
1
1-7 i L_P_C" �)6" R(_.PQ
J
65
I
60
55
„
' Z_
I �
i �-
'so
y
1
I"rtP,<I0`J(o LOT.
P - . ;
Lnti P'2o ILE P2oPbSE(+; I IPr- h1j LOLLE(-rpR Dl--
I
I
CDS ENGINEERING CORPORATION
100 West 29th Street
`—LOVELAND, COLORADO 80538"
(303) 667-8010 493-8010
J
c �O V9 Its
29a IN F.Rz,s,
'
C10 L.F. 3611RC•P�01,54°15
6UL,r. e�j �,;�"
+56�,F. q'1" ►PVC C, ,4
(Sxlb->•INb�
l P.C,P- Dli'-00111
(PROPo4yc_O
CPROPDUi-1V)
cf;.,
♦
Qi..11
•
l i
3.
-
J
= O _0%0
rJ u ,rI J
11J.co
s
r n
C .
f
d7,
;u
_ ,:l_6.
6D
100-yr. pool clod
Q
_. _...._..
_.
'IE .. NUM T'Rnr
,
T►31s ADD-:Ue-7oN W ILc -R)9VE 6_ PO-S M,M
s5_
0
�CFr T' ON
TOE SYS.—ra* I ffYptqi9U(_1Cst ...._.,.
• F
IU
_
-_. ,._. i ..
_ Ili
_ �
.:..
_... _ ._ _ .. _ .._
__ � .
�
xM
�
1:0
5D
LL
z
s Z
=�
.� ¢ .-L ..
o
v
\ii UPI
♦
�.. '
\..1
1
� I
... ,.. .. ...
_. _ ._-r.
JTAT
..
- . _
. .
__..�J . q)
APPENDIX A
OF
ADDENDUM NO. 1
11
1
1
1
1
i
1
r-
1
1
1
1
1
.at-�j
iT
CH —1'O S IT1=
FLOW 1-0 L_01—LE CZ-02 0 I,-C H F o n 6 ITE OO r TZ •- y r.
FLOt.J IN PIPES (6LDE;. PrC-, LO4
s
RuNOF h F . 0;— 6\-CY3 . 2 5-.Se 6. 7,2 J.,
FLOW FROM C-so�OEa MEA40WSJ���TN ,r� 93$.�s (P!pei m'4-1 lc�is�5��cc�
(3oLAEti?. MEacbwS�Tt+�no
T t
RurJOFF ; fzo�TNIJov too
TosAL FLOW I": ML MUM.& � = -70cS (l00 -yf
C H=4-K. CAPACITY Or ML M092Ay Y k' VE-
A.d6 5LOPE ° 2.2307o WiroTH =4p.
,4 6. Cr o55 5L00E
=-1,4gb AR2h, 5'(2 =1.4&6 N6) �2/3 (,0223��h = �2 L�.s M vn.��o E� :..
n .0►"7 41 .
zZ = IDD -;Vrn = 5aao Q = 80C. 6
- /:55urr,e VILMURRA/ cAf3
CH .M C.-APAcIT� or N-=k1 PIPE
_ A:55U tJ� E. G l,OI.J TO
C.o"vEIF-O
APPP,O`/,, $D CN-S
F A ,T WILL DISC FiA2C-E o 01 tZH W 1TKouT
%>J NE.w QIPE.
D100 To P I P E = 43.16 + 25.7 = 69 , 5 6-r6
-XIS 5LOPE- OF 01TCH ' .-7S°7,,.
C-AP(Ac ty/ c)� 42` &LP FLCit_J,t�L .T-UL :=g9C�5 1cam F;t� 4' AtN�m,,�ca•,
-T . pF 36'` RCP FOOL Ji►J6 r- ULL_,= GOFJ5
M
IDD-yr- (obl- ele-v.
eleV pPoJj2-ct4'.(dsi��
d-xbE 4960.IS I Fo2 L.
P - :j 07
bu,
. oe 5y�vi �e1- �n . o bw3 1� on Easr►-� A►oocr��/Ime
1 A =-1,46 AL. 25% ApPI-+AL.T
0 46) c G�5 A pot A�.on o� 4ab" 2
Ot o =1. 0 (. 40) (4-.3) (08) = 2.C60 JS
1,1S (.4b) (-7.4)(11.46) = S. 4 0 GS6
WWW Prcoo
ovide #wo.wr2� `.ire lnl�-4s4 pro
N» QTo?AC iN...lot PE %q.�.+r5.4 ._- 4•�',I G§s. ��s .%S J6
i •
CIc
DPE,� RaEA = .50(16.25)(23.-)5) = Iq3��
1 i A55uM2 4-0'V>J rvnoT-•F
3,4��s
- 2.5c-�s/T12 F.S-3i F•C 0C„a
1 d=,28' o�Z
1 I
i .
1
� I
I •
I
1
i
I
1
1
1
1
1
i
r A ,
J
F� oov-•L-ET To M H 1 - 325 & —,75. ( 5
cl ( INLF— CON7rk LL Q 1 �;I� r �.-J) a. .S�J�
in V e.�eV
I+5.7 64.-62�" .
ee e-V "4�t60 15`'
r-Ro,-A MH.1 -rocfs
CDtS-r2a- _ = I.I Hw=►,►(3i= 3.3�
r�
�--I ; e.l eV = 59 , I +,
.u15 >tvL 59,14+3.33= 62.47
OvTL—ET Cofj-rk,oL-..
Fr:Or� P' H Ff 3 Q=qO' Q=42.3JS
e.1cv
u�5 F+LL = 5q,63.43.V = 62.g3'
Dui L- H- = 1.2
1
i'
�1�s H6L = 67,25 la = 68:45
i,,.l PPRKIG . LOT = 66•S 6rd,-4S'
-J ?
n
' CF'LK 1I%L moo, 42"2LP =eon ov LE'r �o t�,H. =1 Q=-7Sc�S
`� !_NLE � �.ou12DL F�l = )125 >_i�1= L25�3.5� _ �•40'
p
SS.ci2 + 4. 4- = 63.32� �---
OU
co
N6,L=63.32+1,1=
C.oQ- P-bL-
a��5 NC�L= 62.G3'
64-• 42 + 1, 2 = 6 5, (01'
. F�t=v �►� pt�2K..l.oT= b6.�3 >.6s.62 �2
' I PRoIIA M. I I . 3 o M. H . 4 = l ao' D. = 44 -J5
' A)b N-GL = 6b-2+3.3
115 = 67, 12'
' E�Ey ins PPAK L.DT= 1I,�' 7 671IZ'
I
1
1
u
_
0-1
J r
r-2or-, M. N. L To `70'
O
.u�s w elev. = b6A�
.EL; V, .IN
PA2K `,LOT,= 72,4.7 0.4�t
c t
ELEV . O F 14&L _,s
, 34 �. (, 4"i AOovE iOP of
P►PE
pr�SUf�tF M�1J,
LOVER 15 I'�2 r� G� -N-EAn
SN-oULlo + — 0K
FO2 UJ� REfic.NES
1
OgCC-k e.kev5. '(eN 015 M.N. bA5f.,� OA CXtZA.
n
Sjj\ le
S�= 1.4a6 PcRZl3 c.0044i'h }�R2�3 = j2.%5 '
,065
1
1
I
f
b= 6'
Avr;.
fibs
44.4
�L _ . 41
y=.41(6)
elev � r1,0- 1�2 = Sq.14 42.4.E = C 1.L0'
I
1
i
1
1
1
1
C
1
1
F/Zc&A M. N.--t�'Z To H. H.# 3
MIS 4GL= 59,63 +3.3= 6 .q3' �--
.u�s H6C
Z►aL.E-r 'CoNT2c�,
� E+W.--3.3' , -.
,CIS 46L-= 62.g3+/.5 = 64.4-b �-
F2ow-� M.N. 4 7-o
P'l.N. s
21.SLLT
CoNT201.
4W a 2,6)
OUTLe 1
W07e-OL
1, 01
Alb H&L= 64.43+I.0 = 6S.431
- Q' ecau5e_ 1r\1e-4- c.oA-kTok & M. H, -4LS controls J�or loa4i. +kR -
Pfop 0St-J, and CK�, 1 Go�.d-I;o�S dls ba�kw�kr cd �+s
w,1\ nO+
1
1 V _
1 i�ES16tJ S�JF,L1= Tb 013 `S I FLV.3) C��n�c2A i�Q
t SST Or SLOG,
A-Ssume,-k"�,zn� ul� svkle .5e-L; -iDp, tJ/ 4 1 ma u: S�deslDPes
W
4�2
Jlx For��Z
2 pz.l- 446 AR. /3 s./� Slopc
1=�=Yl
c4�2�c.9$Si2I3
1 I gS65'2 1,4g6
1 �sh>
1 P2oV I fJE 2'i2 OEE.P T2tr-,-���ULF.P,. bIruFLE- c,.)1 4° 1 SIrJ�SwPES
i`OP�t OTN = 10`
1
' FLOW 5 To O 1TL P. (AREA 4J' P I PL
1
FLOLJS ISwHLC EAS f p'- Tjl Y0 % , W \LL
0I= P 1 PE too (5E C_orJvE�/ F_q t 2l�CTL�
I-\ I iT2A--1-E -i0 EIJrO
T b C-CsLL EL,TOR 0 M- }-1
.
I �ElZE>=oRE r��IJ . 6LoPE LAr� � uSErJ
�pf� 5Wi41�. AC'�DV�
1
P�
NE J 1 P E, A2EA rJLETb Pt2:t---
PRbV 10E10 AL Ot.�G
L ErN (, -r
1
- P(Z POE: %-REA rNLETS
Loc A T torts - SuS'r WEST OF- i-oo-TPA-T4-1 "i c7LOt-A
1
r-o0"T"P A7rF-1 A-NrJ - OJ ZLE T
CI+Er K LAPAt ITS/ t� 13`�2LP �20.� PA2t�itiCr LDZ
14.q (As
w - ,z l Ftt3=--6.151
1
E.L1=v= 63.3v+3.1S = 66.45� ���� Ir> PRrtKIQ(j LoT= G6•'ubI o�c
ELi=v = 6a.32 -+3.4- 2'
ct,-) of UIG.}na_o, &- epos 7 ) /- ho kjv\ FDW `t-TH -I-, I,
a
v
� o
w 2
J
LL
012
o"2cP - -
22.3��'s Q
J �
� l.J
1 R 216 f�Ti p�J O �"T�.N
A
euCl-zti3r,, 1. STH
D.0 . 22� IG go
,
r�J+'� 6o�.i�EIJ MEP,Goc.-�S �ST�-i- "Fl�irJi=
L�,'�.,c�t -�o i� 52
��. � '7 (o
Q 1' OEcP �- 2-6,4 J-j
60 C-Ss
Rev-�e�..� o� Dr��.,au.� �eP�►� �-�r G�I�en t��o�.,s. 3rd �'�
o
ova, T-o Mc-htuQRry (.LOW PDiI.ST) .
too�-� : l..oNT2t6U"Tl �6 P_2C� '1-0 01-rLN �S A6ouT VS of 'roTP-L
a � IDS (1 13) ; z-b J-6 -+-o a•,�-�>�
t
�.e�r'��:..� o G—olden (�ca�.�5 ,��.-F-��� Ft-,�.y Qi�'•,;G�,e rc�°r�-
Otov CTbTAk- 1 = 68.q e-�6
010 P'PE=21faLSs
c.!ctvs �F�o� a VAL Pu AA.
F�bw Mu 36"Acp (a oi-r(-N- 4 6'a CSS Y
FL«., �, :. d`'�c Ku q}/ _. 4� ,1 4. 2 3 =. -70.1 c3-5 < 80 J-5 ca pa C jry of
NIG Muf r aJ
CALOIA-' 54C- o�- C,A-(XIO 0, ouiie--
Q_yA 75 = 7.8fp6
� �� $ - 2 F.C. �u�..-, 1"►a�,.c��, � . C�? aao C� �' -'u�
1
1
1
1
1
1
1
1
1
1
1
I
z �
F
M �
z
n
24" RING AND COVER — 400 LB.
DENVER HEAVY BY MACLEAR
OR APPROVED EQUAL,
` FINI;
o• MANHOLE
.; RUNGS 1Z' QC.
D
SEE NOTE
4•
A' '
°
SLOPE m
l
e
I IFT -
�—
b
A
.p. SLOPE
i F
ALTERNATE BASE
NOTE: MINIMUM INSIDE DIAMETER OF
MANHOLE SHALL BE AS FOLLOWS:
PIPE SIZE
24 "OR LESS
127" TO 42" (INCL)
OVER 42"
MIN. MANHOLE
DIAMETER 8,
60
72
d' MIN
POURED INVERT
PRECAST MANHOLE
BASE
BRICK 8/OR CONCRETE
ADJUSTMENT SHIM
GROUTED INSIDE AND OUT
—ASTM C-478
ECCENTRIC CONE
UT SHIPLAP JOINT
IDE AND OUT
—ASTM C-478
MANHOLE SECTIONS
GROUT BASE TO CONE
INSIDE AND OUT
POURED CONCRETE
BASE
STANDARD MANHOLE
CITY OF FORT COLLINS, COLORADO
ENGINEERING SERVICES UNIT
APPROVED BY: E
DATE: 3/ (oIF4
REVISIONS:
D-3
24" RING AND COVER -400 LB.
DENVER HEAVY BY MACLEAR
OR APPROVED EQUAL ,
of
�•
i
ar'
SEE
D�
SLOPE
I "/ FT
NOTE: MINIMUM itmm DIAMETER OF
MANHOLE SHALL BE AS FOLLOWS:
PIPE SIZE
24"OR LESS
27"TO 42" (INCL)
OVER 42"
MIN. MANHOLE
DIAMETER
72
8" MIN
0
`MANHOLE
RUNGS -12 O.C.
.: •4
AS NEEDED
•a.
NOTE
+ a•
:.�;
BRICK WOR CONCRETE
ADJUSTMENT SHIM
GROUTED INSIDE AND OUT
FLAT SLAB TOP SECTION
IN LIEU OF CONICAL TOP
ASTM C-478
-ASTM C-478
MANHOLE SECTION
GROUT BASE TO CONE
INSIDE AND OUT
POURED CONCRETE
BASE
POURED INVERT
PRECAST MANHOLE
BASE
ALTERNATE BASE
SHALLOW MANHOLE
WITH FLAT TOP
CITY OF FORT COLLINS, COLORADO
ENGINEERING SERVICES UNIT
APPROVED BY:
DATE: .z//. /o4
REVISIONS:
D-4
A STEEL CECK RING WITH
,•24 HEAVY DENVER COVER BY
MACLEAR OR APPROVED EQUAL
2 0 1 6
m
I I
B' TN Id{
I
I
SIOEWALX—
(TYPICAL
BOTH SIDES)
BACK OF
CURB
FLOWUNE
WARPED CURB B
SEE DETAIL
�A
GUTTER (TYPICAL
BOTH SIDES)
4'O" OPENING
1
A
PLAN VIEW
B[ B.S FLUSH -' *k
I BAR
WITH CURB -IId LIDG
FACE
N 4-1 '
4. 4
SOAR
1 1/2" PIPP SPACER
•.O' AND 1 1/4' LOCK NUT
D.
a
1 1/4" DIA.a 24 GALV.
= G STEE4 ROD -THREADED
= 31/2 AT TOP
O m ", •0 •I/4"
W
3a 3•a 3/B
PLATE
CURB FACE ASSEMBLY DETAIL
GENERAL NOTES:
1. SEE D-7b FOR REINFORCEMENT.'
2. FLOOR OF INLET SHALL BE SHAPED WITH
ADDITIONAL CONCRETE TO FORM INVERT
TO PIPE COyNECT.IONS.
3. MANHOLE RUNGS SHALL BE REQUIRED FOR
INLET HEIGHTS 41AND GREATER.
4. SIDEWALK SHALL BE 8' THICK FOR 31 0'
ON EITHER SIDE OF INLET.
5. TOP SLAB OF INLET SHALL BE SLOPED TO
MATCH SIDEWALK. SEE D-6.
6. EXPOSED STEEL SHALL BE GALVANIZED IN
ACCORDANCE WITH AASHTO M-111
plo
IF,
3' B`
WARPED GUTTER
3EE CURB FACE
A33EMBLY DETAI
MANHOLE •• RUNG S -12_ 4C.
I% SLOPE FOR ir
oRaNAGE
T '
SECTION A -A
4' 0" i}E 3' 6'
ED GUTTER 1 WARPED CUTTER
NORMAL
ALTERED
FLOWLINE
FLOWLINE
e'
d
O
2'6"MINIMUM
W o
(UNLESS SQUASH
PIPE IS USED.)
_
¢x
>o
z
1% SLOPE
>i
Q
FOR
Z
DRAINAGE
r
�lXf%]l :
EXTEND CHANNEL TO OUTSIDE
EDGE OF WALL
DETAIL "A"
CURB INLET - 4' OPENING
FOR VERTICAL CURB & GUTTER
CITY OF FORT COLLINS, COLORADO
ENGINEERING SERVICES UNIT
APPROVED BY:
DATE: 3/G /14
REVISIONS:
D-7a
NO. 12 Grote and Frome by
Moclear or approved equal.
A-4-J
PLAN VIEW
29 IA" !S 3/4"
6� 16 1/4" —23 3/4w
7 Clc o F.
Ain, 2"CIa I.F. -..
• . e. f Cr. O.F
Q . Inlet Graf" Concrete
•e. ' ' 4r4 at 12*Un. 4 Bar Ape 0.0. •• '�•, t Clr. L F,
— _ (Typical) e=4 of 12"
t U re.
�• a Metal and (Typical)
Around t on
12�Mot �� '11 ,.' T— Ccrete Pipe �.-�'Ur.
Pipe 1 Step
I Flow Line of
1 Inlet and s SpacnQ e. LOP 0
I Slope for
6*T col Walb
�: .. �.• and Floor .••.. .. TT_.e.'e ..•. -•...
��14- • 19 : 4 of 12" Ctrs
SECTION A -A
GENERAL NOTES:
t. AREA INLETS MAY BE USED FOR
DRAINAGEWAYS OTHER THAN STREETS.
(EXAMPLE, PARKING LOTS,
MEDIANS, SUMP BASINS)
SECTION B-B
Q
AREA INLET
CITY OF FORT COLLINS, COLORADO
ENGINEERING SERVICES UNIT
APPROVED BY:
DATE:
REVISIONS:
D-9
I
1
1
1
PL:.N -
I-
1
l - E
PIPE
DIMENSIONS_
1D a
B
D
_
E
I
IN IN
IN
LC
IN
IN
IN
¢
51/2
23
49
72
24
O
7
26
47
73
29
Is
II 1/2
26
46
74
36
24
12
43
34
97
48
30
17
53
43
96
60
36
is
60
37
97
71
42
24
61
36
97
76
48
m
70
28
96
84
34
27
63
33
100
90
60
36
36
40
98
96
72
34 V2
73 1
21
96
too
T01 ons.
_ A +
I'rD �� i-►—E�
SECTION X-X END VIEW Lr X
END SECTION FOR REINFORCED CONCRETE
CIRCULAR PIPE
F
F �----- --- F I�
1 PLAN
E
�C —B END VIEW
T—
y RISE r
A /
�D s. SPAN
SECTION F-F
EOUIVALENT
NOMINAL (in.)
DIMENSIONS (Inch s)
CIRCULAR
DIAM. On)
SPAN
RISE
A
B
C
D
E
24
30
19
8 1/2
39
33
72
48
30
38
24
9 V2
54
18
72
60
36
45
29
II 1/8
60
24
84
72
42
53
34
15 3/4
60
36
96
78
48
60
38
21
60
36
96
84
4
68
43
25 12
60
36
96
9
60
76
48
30
60
36
96
96
END SECTION FOR REINFORCED
CONCRETE ELLIPTICAL. PIPE
GENERAL NOTES:
1. REVISED CDOH M-803-10.
2. CONCRETE END SECTIONS ARE TO BE
FURNISHED WITH TONGUE OR GROOVE
AS REQUIRED.
3. INSIDE CONFIGURATION AND JOINT OF
CONCRETE END SECTION AND PIPE
SHALL MATCH.
4. CONCRETE PIPE JOINT FASTENERS, WHERE
SHOWN ON PLANS, SHALL BE INSTALLED SO
THAT A MINIMUM OF 15 LINEAR FEET OF THE
OUTLET END OF THE PIPE ARE MECHANICALLY
LOCKED TOGETHER. END SECTION -'LENGTHS,
WHEN USED, WILL BE INCLUDED IN THE
15 L.F. REQUIREMENT.
+_ 2 7 t
3i4••Cuno7 1a Ro4 Wa. or
aDflm.ea. howl
T�((( 3 � lquququ'r- L� 2' 3
eT 1T
3/4"0olranited Anchor Bah, Nuh and Washers,
Mild Steel, A3TM A 307. .Rod lug shall 0e oaated
with Coal -Tar Epoey point ar oppro•ed equal.
E48"-
F
60
7 9' e' p
�AIG ie f r i
CONCRETE JOINT
FASTENER.
1
F
1 '
PLAN E 20066 to� ctuolt sizAiINTO
i
C B�—SEND VIEW
RISE �
1 )
FAD - SPAN
SECTION F-F
EOUIWLENT
NOMINAL(In)
o-e
DIMENSIONS (Inches)
CIRCULAR
SWAN
RISE
A
B
C
D
E
DIAM. (In,)
24
29
IB
81/2
39
33
72
48
30
36
22
9 1/2
30
46
96
60
36
43
27
II Ire
60
36
%
72
42
30
31
15 LV16
60
36
96
78
48
38
36
21
60
36
96
84
34
65
40
251/2
60
36
96
90
60
72
44
31
60
36
%
%
72
88
54
31
60
39
99
120
END SECTION FOR REINFORCED
CONCRETE ARCH PIPE
CONCRETE END SECTIONS
CITY OF FORT COLLINS, COLORADO
ENGINEERING SERVICES UNIT
APPROVED B Y :
DATE: 3 O
REVISIONS:
D-15
1
1
1
1
1
1
1
1
1
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EXHIBITS
EXHIBIT A - GRADING PLAN
EXHIBIT B - BASIN BOUNDARY MAP
EXHIBIT C - EROSION CONTROL PLAN
EXHIBIT D - STORMWATER COLLECTOR DITCH PIPE - PLAN & PROFILE
-•' rr r a•aa
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V-
EXHIBIT B--EXIS-f. SUB -BASIN BOUNDARY
SCALE! I'- M1D-
m
JOB NO. 9011
DRAWN BY, DW
CHECKED BY. BM14
REVISION,
DATE- MAY Il, 199I
GRADING PLAN
SD3
tlLY P TI ERFT A CROSS
FOR WMW " M SCE OF Pw¢xE 4E SECT. pi. MIKE SIgW WATER PSE w. FgAllCETON6BE
R] .EPT. Now
]M i0FlFROMRu
WWE.F4YEM W THIS NIX ILV1xILEO
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WNDEPEFUONPoNOMv uMCMU=R DITCH, OIBFiTO
amums
Nu EL•S Fry YmM Off P%m
IINIIS
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—
nsa s
IN a Bea / _____ ____
OF WA L.E TO DE 'YIN
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Wn Wsr 51e-DRIN Fax sw SnrtR
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sEE so-e Fort
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CSC PIEM� COL \ \ /. � .1/ / /.P/'. n
Di
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8
SECTION A —A
VLNSILL WRRO co;PACiflI TO
95% nwOAVOIl O yPFRwa
(f.OLiSS BSO�BEOPMNO OETML ®d
NOM M..�wQIES FROM
t LN 6 Sfl6• R£ ESIN
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N0, 9011
IN BY: 5WR
:RED BY: I5MH
AU605T 9, 1991
SDD3A