HomeMy WebLinkAboutDrainage Reports - 12/08/1992I
t
November 20, 1992
FILE: 92-047
t
City of Fort Collins
t Stormwater Utility
235 Mathews
Fort Collins, CO 80525
' ATTENTION: Kathy Malers
' Dear Kathy:
Enclosed is our final design for the storm sewer on the LDS Church site. We have specified a 36-inch
' diameter, reinforced, concrete pipe for the project that we feel adequately conveys the design flows and
safely handles the cover over the pipe.
A preliminary design of this sewer was done as part of the LDS submittal with the understanding that a
' final design would be done prior to construction of this line.
In reviewing the site, you will see an existing grass -lined swale on the west extremity of the property. It
' is the intent of the Church to eventually sell or develop on this parcel. With the existence of this swale,
the amount of buildable land is significantly reduced. It is the desire of the Church to fill this swale and
pipe the off -basin runoff through their site via the storm sewer. The 70-foot drainage easement for the
swale will be vacated, and a 20-foot utility easement adjacent to the east of the right-of-way for Regency
Drive will be dedicated for the storm sewer.
' Give me a call if you would you like to discuss this further.
' Sincerely yours,
' Rick R. Pickard, P.E.
The Engineering Co.
' Enclosure
The Engineering Co.
' 2310 East Prospect
Ft. Collins, CO 80525
Phone (303) 484-7477
I
' FINAL DESIGN OF THE
OFFSITE STORM SEWER
1
for
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1
' THE CHURCH OF JESUS CHRIST
OF LATTER-DAY SAINTS
1
' FORT COLLINS, COLORADO
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Prepared by
The Engineering Co.
' November 1992
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FINAL DESIGN
OF THE
OFFSITE STORM SEWER
FOR
THE CHURCH OF LATTER-DAY SAINTS
PREPARED BY
TEC, THE ENGINEERING COMPANY
2310 EAST PROSPECT ROAD
FORT COLLINS, COLORADO
RICK R. PICKARD, P.E.
NOVEMBER 1992
TABLE OF CONTENTS
I. INTRODUCTION
II. DRAINAGE DESIGN
A.
Design alternatives
B.
Design flow
C.
Existing culvert
D.
Location of storm sewer
E.
Manhole and pipe, type and size
F.
Utility crossing
G.
Transition to the detention pond
H.
Design criteria
I.
Computer calculations and conclusions
1I1. SUMMARY
IV. TECHNICAL APPENDIX
' I. INTRODUCTION
' The Latter -Day Saints (LDS) Church property consists of 5.47 gross acres of which 3.02 acres is proposed
for a new church building which includes 0.6 acresof Harmony Road right-of-way. The property is
bordered by Harmony Road to the south, Regency Drive to the west, the City of Fort Collins regional
' stormwater detention pond to the north, and the Pleasant Valley irrigation ditch to the east. The parcels
to the west and north consisting of 2.3 acres more or less (see attached overall site plan) have an existing
grass -lined swale that lies adjacent to Regency Drive along the western extremities of these lots. It is the
t purpose of this design to fill this swale (ditch) and construct a storm sewer to convey this runoff to the
regional detention pond.
' This swale has transported storm runoff generated upstream of this site. Runoff from upstream basins
empties into an existing borrow ditch along the north side of Harmony Road traveling to an existing 42-
inch culvert which passes this runoff under Regency Drive and empties into the grass -lined swale.
' It is the purpose of this Final Design to outline the design considerations for this storm sewer and present
the design criteria used to model this system. Plan and profile sheets of the storm sewer, as well as design
' calculations, have been included as part of this final design.
II. DRAINAGE ANALYSIS
' A. Design Alternatives: In the preliminary design phase of the line, several alternatives to
transport storm runoff were considered. They included the possibility of a small pipe with
' the overflow to top the curb and flow into Regency Drive where the existing curb and
gutter would direct flow to the existing storm sewer inlet to the north. The existing storm
sewer would then transport flows to the detention pond. This alternative was ruled out
' because the existing capacity of this system is expected to be fully utilized for developed
flows from elsewhere in the basin. A second alternative included a curb chase in Regency
Drive and a grass -lined swale that would carry the overflow from a smaller pipe north to
' the detention pond. This was ruled out due to the fact that an earthen ditch would require
more maintenance and would interfere with the development plans for the future.
Therefore, after consideration for the available profile and pipe size, this design was
' deemed the best for this situation given all the conditions.
B. Design Flow: Referring to the "Final Storm Drainage Report" for Regency Park
' P.U.D. by Parsons & Associates (March 30, 1987) attached, the existing channel north
of Harmony Road is designed to carry the major developed storm runoff with 33 % excess
capacity to allow for sufficient freeboard in the channel. The depth of flow in this channel
' measures one point four feet (1.4') at the design flow of 56 cfs. Without the 33%
freeboard factor, the design flow for the 42-inch culvert and our storm sewer would be 42
cfs. The design for this storm sewer provides capacity for this flow and entrance condition
' in its search for a hydraulic design.
C. Existing 42-inch Culvert: The existing culvert beneath Regency Drive does not (under our
model) flow full. Given the size, slope, and type of pipe, this pipe adequately handles the
design flow. This is true not only as it exists but when the proposed storm sewer is
connected.
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D. Location of Storm Sewer: It is important to locate the proposed storm sewer in such a
manner so as not to take up any more buildable land than is necessary. As previously
mentioned, we will be vacating the 70-foot drainage easement and dedicating a 20-foot
utility easement. This proposed easement will be adjacent to the east right-of-way of
Regency Drive. The storm sewer will be centered in this easement, 10 feet east of the east
right-of-way line of Regency Drive. As the line bends to the northeast from manhole MH-
3, it will parallel the proposed sanitary sewer and offset 10 feet. From manhole MH-2,
the line will parallel the proposed concrete drainage channel which will drain the church
site until it exits into the detention pond.
E. _Manhole and Pipe Size and Type: Due to the size of the storm sewer, a
5-foot diameter manhole will be used to conform with the criteria set by
the Fort Collins Utility Department. The line itself will be a 36-inch
diameter, reinforced concrete pipe, Class 5.
F. Utility Crossing: The proposed alignment of the storm sewer will cross
the recently constructed 8-inch sanitary sewer and 6-inch waterline. The
size and alignment of the storm sewer dictates crossing above both lines.
This is not a problem with the sanitary sewer as we have sufficient
clearance based upon the design drawings for this line prepared by us.
Since the water line has been built, we are able to verify the depth of the
water line and design this storm sewer to pass over the top of the
waterline and allow for a minimum of two feet (2') of clearance. The
joints of the storm sewer will be encased in reinforced concrete as
outlined on the detail sheet of the storm sewer.
G. Transition to the Detention Pond: Prior to exiting into the City's
detention pond, the proposed storm sewer will parallel the proposed
concrete channel which will carry runoff from the parking lots of the
church site. We have taken precautions so as not to disturb this channel
with the construction of the storm sewer or future needs to excavate and
repair this line. As both the sewer and the channel will be emptying
runoff into the pond in approximately the same location, we hope to
combine our riprapping efforts to create an aesthetically -pleasing area.
H. Design Criteria: Version 4 of "UDSEWER" has been used to model our
system. UDSEWER was developed by James C.Y. Guo, Ph.D., P.E. for
storm sewer systems. Knowing the pipe properties and the profile of the
pipeline, the flow can be figured once losses in the pipe, bends, manholes,
entrance and exit losses have been accounted for. In this application, the
tailwater condition caused by the detention pond is also taken into
consideration.
I. Computer Calculations and Conclusions: Enclosed are the results using
UDSEWER to determine the pipes' ability to carry the design flow.
1
I have included, for your, review, a graph of the storm sewer profile illustrating the
following criteria:
1. Ground surface profile
2. Pipe invert
3. Top of pipe
4. Energy grade line
5. Hydraulic grade line
III. SUMMARY
We have demonstrated the storm sewer (as designed) will adequately carry the design flow without causing
a rise in the upstream water surface elevation. The profile of this sewer allows for the crossing of all
existing or proposed utilities in its path.
The construction of this line will convey the design flows and will allow the earthen channel to be filled
to allow for the development of the adjacent lots.
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TECIINICAL APPENDIX
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FIGURES
' FIGURE 4
FLOW FOR CIRCULAR PIPE FLOWING FULL
BASED ON MANNING'S EQUATION n=O.012
' 5000 I ✓ 4000'
I
' 3000�
t:
2000.
1000
800 ✓ L. L '
600
' 500 FAQ
400
300
9 F
Zp 100,
M.
' w 80
60 F
' Lo a 50 . I ati
w 3) 1- I 3 O
i
' m 20 ✓ 30 21 1
IW
6
4!,
3
I I
2� 5
14 FTISI
li j� I I 3: II
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4/
3�
191
6
4
2
'0
8
6
4
12
.2' 1 1
.01 .02 .03.04.05 .1 .2 .3 .4.5.6 .8 1 2 3 4 5 6 810
' SLOPE OF PIPE IN FEET PER 100 FEET
I ILI
96
CONCRE'IT- PIPE DESIGN DIANUAL
TABLE 3
FULL FLOW COEFFICIENT VALUES
CIRCULAR CONCRETE PIPE
D
A
R
Value of Ch - 1.486 x A x R'/'
Pipe
Area
Hydraulic
n
Diameter
(Square
Radius
(inches)
Feet)
(Feet)
11-0.010
m•0.011
w0.012
m=0.013
8
0.349
0.167
15.8
14.3
13.1
12.1
10
0.545
0.208
28.4
25.8
23.6
21.8
12
0.785
0.250
46.4
42.1
38.6
35.7
15
1.227
0.312
84.1
76.5
70.1
64.7
18
1.767
0.375
137
124
114
105
21
2.405
0.437
206
187
172
158
24
3.142
0.500
294
267
245
226
27
3.976
0.562
402
366
335
310
30
4.909
0.625
533
485
444
410
33
5.940
0.688
686
624
574
530
36
7.069
0.750
867
788
722
666
42
9.621
0.875
1308�
1189
1090
1006
48
12.566
1.000
1867
1698
1556
1436
54
15.904
1.125
2557
2325
2131
1967
60
19.635
1.250
3385
3077
2821
2604
66
23.758
1.375
4364
3967
3636
3357
72
28.274
1.500
5504
5004
4587
4234
78
33.183
1.625
6815
6195
5679
5242
84
38.485
1.750
8304
7549
6920
6388
90
44.170
1.875
9985
9078
8321
7681
96
50.2.66
2.000
11850
10780
9878
9119
102
56.745
2.125
13940
12670
11620
10720
108
63.617
2.250
16230
14760
13530
12490
114
70.882
2.375
18750
17040
15620
14420
120
78.540
2.500
21500
19540
17920
16540
126
86.590
2.625
24480
22260
20400
18830
132
95.033
2.750
27720
25200
23100
21330
138
103.870
2.875
31210
28370
26010
24010
144
113.100
3.000
34960
31780
29130
26890
TABLE 4
1lpproximale
Pipe Size
Epuivalent
R x S (IIE)
Circular
S x R (VE)
Diameter
(Inches)
(Inches)
14 x 23
18
19x30
24
22 x 34
27
24 x 38
30
27 x 42
33
29 x 45
36
32 x 49
39
34 x 53
42
38 x 60
48
43 x 68
54
48 x 76
60
53 x 83
66
58 x 91
72
63 x 98
78
68 x 106
84
72 x 113
90
77 x 121
96
82 x 128
102
87 x 136
. 108
92 x 143
114
97 x 151
_
120
106 x 166
132
116 x 180
144
TABLE 5
Pipe Size
Circular
R x S
Diameler
(Inches)
(Inches)
11 x 18
131,4 x 22
18
152,12 x 26
21
18 x 28'/2
24
2211z x 36/.
30
263n x 43?b
-- 3fi---
31'/..x 51!ly
42
36 x 581/2
48
40 x 65
54
45 x 73
60
54 x 88
-- 72
62 x 102
84
72 x 115
90
771A x 122
96
871A x 138
108
96'/r x 154-
06'h x 1681/
132
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----------------------------=---------=---------------------------------------
------------------------------------------------------------------------------
REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER-MODEL VERSION 4.0
DEVELOPED
' BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
' IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
---------------
** EXECUTED BY THE ENGINEERING CO - Ft Collins Colorado
ON DATA 12-07-1992 AT TIME 13:56:28
** PROJECT TITLE :
THE CHURCH OF LATTER-DAY SAINTS STORM SEWER SYSTEM
** 'RETYRN PERI(39 9F-FL9(3E) 1S-5-YEARS- �1 Z LF S I A
to t? 4-� ✓s ,
' RffittiFftb 9i-T-�MUEA IDS GIV�� at ), S E`(1) E4 m S -° A 4Za,
' ** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS vo �+u ✓ ✓) 0rCO
11 ------------------
TIME OF CONCENTRATION
MANHOLE BASIN
ID NUMBER AREA * C
1,OC,
10. CIO
2. 00
10. 00
3.04)
1 O. OC.)
4. 00
10. 00
RAIN I PEAK FLOW
INCH/HR CFS
4.75 47.49
4.75 47.49
4.75 47.49
4. 75 47. 49 '
5.00 10. 00 0. CIO 0. OC) 7.48 4.21 42. 10
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES
�OR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES
AT THE 1ST DESIGN POINT, TC (=(10+TOTAL LENGTH/180) IN MINUTES
WHEN WEIGHTED RUNOFF COEFF=>..2 , THE BASIN IS CONSIDERED TO BE URBANIZED
WHEN TO+TF(>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS
OVERLAND
GUTTER
BASIN
To (MIN)
Tf (MIN)
Tc (MIN)
------------------------------
0. 00
0.00
0. 00
0. CIO
0, 00
0.00
0.00
0. CIO
0. CIO
0.00
0. 00
0. 00
----------
--------
-----------
-----------
-----------
-------COMMENTS
--------
MANHOLE
CNTRBTING--
RAINFALL-
RAINFALL
DESIGN
GROUND
WATER
ID
NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
INCH/HR------CFS------
FEET
------FEET
----------
1. C ) i
-_----MINUTES
0.00
0. 00
C i. O0
42.10
5102.00
51 oO. 80
OK
2. CIO
0.00
8.52
0.00
42.10
5103. 10
5100. 06
OK
'
3.00
0.00
8.22
0.00
42.10
5104.20 i
5101.11
OK
4.00
0.00
7.70
0.00
42.10
5106.40
5102.84
OK
5, 00
10. 00
7. 48
4,21
42, 10
5107. 75
5103. 49
OK
,OK
MEANS WATER ELEVATION
IS LOWER THAN GROUND ELEVATION
'*** SUMMARY OF SEWER HYDRAULICS
'
-------------------------------------------------------------------
NOTE:
THE GIVEN
FLOW DEPTH -TO -SEWER SIZE RATIO= .8
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
' ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
------------------------------------------------------------
1.00
2.00
1.00
ROUND
33.48
36.00
'
2. 00
3. CIO
2.00
ROUND
32.36
33.00
3. CIO
4. 00
3. 00
ROUND
32.36
33. 00
'
4.01)
5.00
4.00
ROUND
35.43
36.00
EXISTING
DIA(HIGH)
WIDTH
(IN) (FT)
(FT)
------------------
36. 00
0.00
36. 00
0. 00
36. 00
0. 00
42.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
IMENSION UNITS FOR BOX SEWER ARE IN FEET
EQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
XISITNG SIZE WAS USED
---------------
SEWER
DESIGN
ID
FLOW 0
NUMBER
CFS
---------------
1. Q
42.1
' 2. 0 42.1
3.0 42.1
4.0 42.1
----------------------
FLOW NORMAL NORAML
FULL 0 DEPTH VLCITY
CFS FEET FPS
51.2 2.07 8. 09
56.1 1.94 8.72
56.1 1.94 8.72
66.5 2.02 7.31
-------------------------------------
CRITIC
CRITIC
FULL
FROUDE
COMMENT
DEPTH
VLCITY
VLCITY
NO.
FPS
FPS
--FEET
-------------------------------
2.12
7.87
5.96
1.04 i4
V-OK
2.12
7.87
5.96
1.18
V-OK
2.12
7.87
5.96
1.18
V-OK
2.02
7.33
4.38
1.00
V-OK
tROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
------------------------------------
SEWER SLOPE INVERT ELEVATION
ID
NUMBER
UPSTREAM
DNSTREAM
t ---------------------------------------
(FT)(FT)
1. 00
0. 50
5097.94 94
5(-)97. 70
2. 00
0.60
5098.99
5098.04
'
3. CIO
Cl. 60
5100.72
5099. 08
4.00
0.37
5101.17
5100.82
-----------------------------
BURIED
DEPTH
COMMENTS
UPSTREAM
DNSTREAM
_
E
(FT)
(FT)
. f op,
-----
2.16
------ -------/Von
1.30
1
NO 12(J1-Lr'r
2.21
2. 06
OK
2.68
2.12
OK
3. 08
2. 08
OK
rK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
------------------------------1. 00
r
47. 99
0. 00
------------------------------------------------
5100. 94
510� �. 70
5100.06
5100. 80
JUMP
2.00
157.74
0. 00
5101. 99
5101. 04
5101.11
5100.06
JUMP
3.00
272.82
0.00
5103.72
5102.08
5102.84
5101.11
JUMP
4.00
95. 00
0. 00
5104. 67
5104.32
5103. 49
5102.84
SUBCR
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
1** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
--•--------------
UPST MANHOLE SEWER
SEWER MANHOLE ENERGY FRCT'ION
ID NO ID NO. ELEV FTFT
----------------------
1.0 2. 00 5101. 08 0.28
' 2.0 3. 00 5102. �2. 29 1.06
3.0 4.00 5104.02 1.40
4.0 5.00 5104.32 0.00
------------------------------------------------
JUNCTURE LOSSES
DOWNST
MANHOLE
BEND
BEND
LATERAL
LATERAL
MANHOLE
ENERGY
K COEF
LOSS FT
K COEF
LOSSFT-----ID------FT-
---------------------------
0. 00
0. 00
0. 00
-
0. 00
1.00
5100.80
0.28
0.15 15
0.00
0. 00
2. 00
5101. 08
0.60
0.33
0.00
0.00
3.00
5102.29
1.00
0. 30
0. 00
0. 00
4.00
5104.02
'BEND LOSS =BEND K* VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES 'THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K
I"
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
*** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
' THE TRENCH SIDE SLOPE = 1
------------------------------
MANHOLE GROUND INVERT
'ID NUMBER ELEVATION ELEVATION
FT FT
' 1.00 5102.00 5097.70
2. 00 5103. 10 5097.94
3.00 5104.20 5098.99
' 4.00 5106.40 5100.72
5.00 5107.75 5101.17
----------------------
MANHOLE;
HEIGHT
FT
----------------------
4. 30
5.16
5.21
5.68
6. 58
------------------------------------------------------------------------------
SEWER UPST TRENCH
WIDTH
DNST TRENCH WIDTH
TRENCH
WALL
EARTH
ID
NUMBER ON GROUND AT
INVERT
ON GROUND AT INVERT
LENGTH
THICF;NESS
VOLUME
------------------------FT--------FT-------
FT
INCHES
CUBIC YD
1. 00 8.65
5.67
-FT--------FT
6. 93 5. 67
47.99
----
4. 00
60. 1
3.00 9.69 5.67 8.57 5.67 272.82 4.00 397.4
' 4.00 10.91 6.25 8.91 6.25 95.00 4.50 168.4
OTAL EARTH VOLUME FOR SEWER TRENCHES = 841.5181 CUBIC YARDS
EWER FLOW LINE IS DETERMINED BY THE USER
ARTH VOLUME WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 * B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
'IF BOTTOM WIDTH (MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EQIVLNT DIAMATER IN INCH/12 +1 IN INCHES
D.
BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT
SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES
1
1
1
1
1
i
J....................................................................,....................................................................--------------..........
z
In
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t
L
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(U
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a 64A 19 Y1 61'V)q
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1
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Vi° ry tolrJArO�r vLd.
i-A S I' D' VIO
� ,) (� S � •I/� � / /.1 � � � . �-SI �� Y1 t� IN 111/i � I-�" = Z U
A = 2 3 J(�/ �- ► "h v Fir,
L
So- (Oa V 4 h e ddl 'n f J� u.
FKoo,,. aP7i � 5fPo-4 .
w/,), '4'gpLod sv6yrA.dto,
F.5. = /o )
wf.l ( Joe- gPPli'ecl .
cold I °v►� C 1 n s 13
p. p/- • 6r4G,L'.
II
TABLE 45
1
cc
O
(1
LL
cc
U w
' Z
J
W
Q a
0
z
7
O
a
11
t
TABLES
PIPE SIZE D IN INCHES
N m m n d n O M W OI N m d 0 W N W a o W N m a c m N W a
n n n N N N M M M M a a m W W n n m m m O O n N N M M d
163
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O:O O 66 "
M WOIndWmOMmnnp mnanOMmWOM m,n O�n Mcy
Oi n n n N N N N M M M M a 0 a m m m W W W Wn n n,n I� m c0
p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00'0 • al.
aD n.�NNNMMMMa a s mmmW W W nnn W W m WOI OI O�: L .
0 0000000000000000000000000000
r
m M W O M W m N m m n W n m O a m n m m n d n OI Nan rn m w
n n N N M M M M a a a m m m m n n n m m m m m m m O O O O L
WM M Y n p u
W p 0000000000000000000000000000
L
LL M m N m O s} W n m m .-I n M m M W N W O a a n d n O N m m m O
rD NNMM ad a m Ulm W W nn W W W0i000nn nNNNN
W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 m a
O
O. 01m0m0 W OrMnnmNOlmn W n W nmNM W OMW Nn C
O
LL 0 0000000000000000000000000000
w m L
C1 W W N m d O m n W n W a N N W M Ot W n n d M W W O m m n a L;
a M d m W W n n W W Ot m O n n N M M M M N N N N N M N N N
a0 n.a .-Innnnn.�nn nnn.rnn N 0 '
1- m 0000000000000000000000000000 m
m d N W W M m W N n M M N O m n W n W M m m n N m M m m r
W M d m W W n W W O I O O n N r' 7 a d m d d M M M M a d M M N N-
Vu m q '�
L O C
m p a0000000000000000000000000000
o_
mWmaMnmWMmWnmmanNWnoMWaWMmao vri 'N
¢ri mWnmrnoonNNMamWWmmaammmmadMMM «� a �
Jm 0000000000000000000000000000 o a D 00 0 m
W OMmnmmmnWammWmnnnmmnMWoamMm _� o
J fV n N 0 n N M d m W n m m 0 m m m n m W m OI m n n W m m d G q b O
LL .+n .an n n n nnn Nnnnnnnn nn nnn.inn 0 H .Wi •+ O
LL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L d o 0 c E
0 mmWNmMnoMaWmWmWmdmMmmmnMWOMn 0;N ;
N O Na W n 010NM d and M NnnNNMNn000� W mn W rp O a C 10
F n rl nnn nNNNNNN N NNN NNNNNN Nn .l n.� n n o 4 •M « O «
= m 0000000000000000000000000000
ndn0�001nmMmnNTmN W MMMn00•�Na nOa 3-
N •0 r0
m N
0 7-V L`
p 0000000000000000000000000000 N a m H« II
m
m W n N n py M M n n m M m m m M M d W m N W O m O W N W
.i OM W W OOIm OI W W mM'Immn W mdM MNNnn00 OI E o ml
N N N N M N N N N N N N N n n n n n n n n n n n n n n a I 0 O
p o« A- 1 O
m 0020000000000000000000000000 V I-L m m 0`
m d N 0 W N m Or n W m W n n n m m m n 01 N W n W n n N q=" o n a C O n N n m .� m W M n O m W M n O W n W m d M M N N n n 0 0
M ddMdMMMMMNNNNNnnnnn nO.a ? b n II n O'
M M N n O 0� m m n W m M N O W n m M N 0 W nm M m N O W n U a O? > f M W OI NmnoM W mN W ao W nnMmm 01D iv W vOm
N N N c+C O IIIy
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O 9._ tZ V
h q D m«
L O N C N !] d
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N m W n a n O M W NNW a O W N W d O W N W a O W N m a
.y n n N N N M M M M a a m W W n n m Of W O O n N N M M a
nnnnnnnn nN .-rN M
S3H3N1 NI 0 3ZIS 3did
IQ Z
i
1
1
1
1
1
i
1
1
1
1
d o-ol(2) �3 2-1
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k4roV+ -0 d bP reo.
A p'pl "c79z, 3 r
bV�al S j0Y 1 ('(/►'A4
D-Loy cd = Ow.
= 3�7�z• 3�
Z, 34. � 41G - g,
Use- 0-/, 5s . Ff 4ve..,
1
C 76
TABLE 5 Design Requirements for Close V Reinforced Concrete pipe"
NOTE -See Section 5 for basis of acceptance specified by the purchaser. -
The strength lest requirements in pounds -force per linear foot of pipe under the three -edge -bearing method shall be either the O-bed (test load expressed In
Dn Sic
per linear foot per foot of diameter) to produce a 0.01-In. pack, or the D-loads to produce the 0.01-In. crack and the ultimate bad as specified below,
lied by the internal diameter of the pipe In feel.
in�
D-load to produce a 0.01-In. crack 3000
D-load to produce the ultimate load 3750
Reinforcement, In.2Alnear ft of pipe wag
Well A
Well B
Well C
Internal
Concrete Strength, 6000 psi
Concrete Strength, 6000 psi
Concrete Strength, 6000 psi
DWOnated
eter,
Wag
Circular
Reinforcements
Elliptical
Well
- Circular
Reinforcements
Elliptical
Well
Circular
Relnforeementc
Elliptical
n.
Thickness,
Reinforce-
Thickness,
Reinforce-
Thickness,
Inner Outer
Reinforce-
in.Inner
Outer
manic
In
Inner Outer.
manic
In
manic
Cage Cage
Cage Cage
Cage Cage
12
"
...
2
0.10 ...
...
2�/.
0.070 ...
...
15
"
... ...
...
21/4
0.14 ...
...
3
0.07° ...
...
18
"
...
21/2
0.19 ...
0.16
31/4
0.10 ...
...
21
A
...
...
23/4
0.24 ...
0.21
31/2
0.10 ...
...
A
...
3
0.30 ...
- 0.24
33/4
0A2 0.07
0.13
124
47
"
... ...
. , .
31/4
0.38 0.23
0.42
4
0.14 0.08
0.16
30
A
31/2
.0.41 0.25.
0.46
41/4
0.18 0.11
0.20
33
"
... ...
...
...
33h
0.46 0.28
0.51
41/2
0.23 0.14
0.25
"
...
...
4
0.50- 0.30
0.56
43/4
0,21 0,111
0,30
136
42
A
"
...
41/2
5
0.60 0.36
0,73 0.44
0.67
0.81
51/4
53/4
0.36 0.22
0.47 0.28
0.40
0.52
48
54
^
A
...
61/4
0.58 0.35
0.64
60
"
...
...
A
...
63/4
0.70 0,42
0.78
"
...
"
71/4
0.84 0.50
0.93
66
A
A
...
73/4
0.99 0.59
1.10
'78 72
...
...
A
A
... ...
...
A
A
...
"
64
A
.. ...
...
...
A
... ...
...
^
...
96
10208
A
A
A
A
A
A
... ...
...
114
"
"
... ...
...
"
... ...
... ...
...
...
120
26
A
... ...
...
AA
... ...
...
A
A
38
^
A
... ...
...
144
"
... ...
...
or modified or special designs see 7.2 or with the permission of the purchaser utilize the provisions of Specification C 655. Steel areas may be Interpolated between
IA shown for variations In diameter, loading, or wall thickness. Pipe over 96 In. in diameter: shall have two circular cages or an Inner circular plus one elliptical cage.
s As an alternative to designs requiring both Inner and outer circular cages the reinforcement may be positioned and proportioned in either of the following manners:
inner circular cage plus an elliptical cage such that the area of the elliptical cage shall not be less than that specified for the outer cage In the table and the total area
of inner circular cage plus the elliptical cage shall not be less than that specified for the Inner cage In the table,
inner and outer cage plus quadrant mats in accordance with Fig. 1, or
inner and outer cage plus an elliptical cage In accordance with Fig. 2.
c Elliptical and quadrant steel must be held In place by means of holding rods, chairs, or other positive means throughout the entire casting operation.
0° or these classes and sizes, the minimum practical steel reinforcement is specified.
.3 In pipe having elliptical reinforcement with ,wall 6 in.. .
thicknesses 21/2 in. or greater, the reinforcement in the. wall 8.1.6 Where the wall reinforcement does not extend into
o e pipe shall be so placed that the protective covering of the joint, the maximum longitudinal distance to the last
coorete over the circumferential reinforcement shall be I in. circumferential from the inside shoulder of the bell or the
front the inner surface of the pipe at the vertical diameter shoulder of the spigot shall be 3 in. except that if this distance
a1� I in. from the outer surface of the pipe at the horizontal exceeds one-half the wall thickness, the pipe wall shall
(ii eter. In pipe having elliptical reinforcement with wall contain at least a total reinforcement area of the minimum
ill nesses less than 21/2 in., the protective covering of the specified area per linear foot times the laying length of the
concrete shall be 3/4 in. at the vertical and horizontal pipe section. The minimum cover on the last circumferential
di eters. near the spigot shoulder shall be 1/2 in.
1.4 The location of the reinforcement shall be subject to 8.1.6.1 Where reinforcement is in the bell or spigot the
111e'rniissible variations in dimensions given in 12.5. minimum end cover on the last circumferential shall be 1/t in,
8.1.5 The spacing center to center of circumferential in the bell or 1/4 in. in the spigot.
re orcentent in a cage shall not exceed 4 in. for pipe up to g 1.7 The continuity of the circumferential reinforcing
arrincluding pipe having a 4-in. wall thickness nor exceed steel shall not be destroyed during the manufacture of the
Ole wall thickness for larger pipe, and shall in no case exceed
53
440 -(Y)N IMAI'. I'll'If I)I:S1(;N NIANIIAI.
FIGURE 227.
N
CONCRETE CRADLE.
TRENCH BEDDINGS
CIRCULAR PIPE
1/4 D
1/8 // 4" min. I,I
6" min.
�12" min.
Densely Compacted b
Bark fill
_ Plain of Reinforced
�� Cuma rle 2111J0 psi min.
114 Bc j
.d Isle nOreG) d I
Compacted
Glannlar Malelial
CLASS A
Reinlnlced A, = I.0,f, Of = 4.8
Reinforced A = 0.4%Bf = 3.4
Plain Bf = 2.8
12" 12"
CONCRETE ARCH
Mindy -` —
Compacted -----__,
Backfill
Computed
Y. Granular -- a is >
Fine Gfanolm Fill malplial
` r
0.G Bc� Matrlial 2" min.
SHAPED SUBGRADE WITH GRANULAR FOUNDATION
GRANULAR FOUNDATION CLASS B
B, = 1.s
SHAPED SUBGRADE
Loose
FLATSUBGRADE
CLASS 0
B(=f.1
t/B/7I /\
Lightly
Compacted
Backfill
Compacted Granular I >'�/i>,•,
Matelial of Densely --
Compacted Backlill GRANDI.An FOUNDAIION
CLASS C
Br = 1.5
Leernd
Depth of Redding R, n..lad'! dieior 1'.
MatelialBelow Pipe 11 hu.rfillh.",t..lrrdn.....
I/R 7/ 1) rrrCrrlr!III:IIIIrIfr
D t/ (min.) n elf I rd li.... ... abrio
6" min.---- ---
27" R sl l In l Cr 3" hrdrrw Irilrr:
3B"to6D" 4" n lwdnlU:nnvnv.•.IntlinIlu.
uaAln nl :nl,li rqm and as a
6G" & larger 6" Prn'rulagc of mra nl mm�r.a•
Nalns:
Pal Clas A Imddings, owe rl as dcpJr nl rnm.... b•dnw rvn^ nnlr•n
iu lir:aa!d by snit a 'fink", unvfil;...
nrrr Class II and C hnddmIll, subgrmk:s shnald Iv: r.r.......I or over r•.ravar.,l
it nr•crsxar V. sn a anifolrn Ino... h. ion Lee nl Irurliia ll.... rnrk: ni,iy li,:
pmvidrrl.
SpedN enu: ."IV ha nm+rt':ny with Clow Aar min•r anyirddiun Iawv l:ni„... r..
a.W.., nines Irnrn ,,n,:k wh.•n Irin:ling r;nrr I ...lice" l.•.1 in Iln•
TABLE 24
36•• BACKFILL LOADS ON CIRCULAR PIPE IN TRENCH INSTALLATION of
6 100POUNDS PER CUBIC FOOT BACKFILL MATERIAL LOADS IN POUNDS PER LINEAR FOOT 36
SAND AND GRAVEL Ku -0.165 8 SATURATED TOPSOIL Ku-0.150
g
21221 2375 239417-
g
24771 2771 30331
7
28021 31431 34651 37301
j
6- 4'
8
31071 34941 38831 42891
g. 6-
9
33931 38241 42591 16951
48461 1
6'• 8`
1~u 10
16601 41351 48151 50971
54011
6'-to*
a 12
41a4I 47041 527C1 3411
5m 51 BSOtI
S 13
1 43831 498a1 W7 61851
68031 T0601
T- 3'
141
45681 52091 -8581 6513:
-•74I 76091
7'- 4"
Q.
151
47601 5.391 61281 68241
'5271 81601
-'- 5
p 1gl
: aoa 1 c
. 95.4
-
0. 17
,081 SSSII 6625 -401
0186 3977. 92611
7- 8`
-2061 c0531 9855- 89-
34921 c 2-1 96171
7 9
O181
19
54731 62341 C e -923
3 851 364 10370I
.11'
> 20
552' 6405 $164
-0641 997 .109301
8 0-
0 21
:out ate.472 37T�'71C
03 221
i3021 971. 858 3812.
9g85 Cg��.l '.I 12030'
8- 3
< 231
--915i 88601 -830' 3820
?827'•5850!''c3C'. 12580
8-- 4'
S 241
60211 6994t 79941 3017''006011•g0"t'SJ
13120'.
8' 5
J 251
51201 '12V 3150: ?2C4:':280"`37,1-%
0 13670,
8' 6"
26� 'a lae
4w =,. _.
14 7
8 8..
y 2 63CC' 452. 438'
ba0'•4
14790
B. 9'
U 281 4382' dI -
36J'.
15350
3'-10'"
m 291 c446 _ _69a _ae
.6V __91. .-_. ^
_ --
15890
8.11
30, �013' _ 5d.4:•-=r,.
C40 '_49G
16450
9.0
Q 3T. 966 4 a.
001'- i0 _9:v
-. 169901
9. I
1 ti 12 Ai--032"CZK
"560 tZ dC - _
C 1;5201
9' 2'
W _ 35 -
_:---c
191901
9-6
S 36. __
197501
3 7'
1 37 1 ^9'< - 1 _
"fifr
203001
9. 8
. 38 t 6955. e2291 .:- -
7- '?240'•4?5.-- -
--_ 208401
9. 9
-.^
39 1 59981 52331 ?63•' '�'-
2490', ':980.'Si i ':' 3C
'Ac 213701
9-10
_ _
- 5: 21940t
9-11
TRENCH WIDTH AT TOP OF PIPE
5 -0" •', 5:6'
ATRAN-
WIOTH
' 1591
2394 1
2519
2a'. 30381 I
5-11
g
`9571
32001'15431 37301 1 !
6'- 3'
7
31761
i 3956 14289 I 1 1
8'• 5"
g
34771
3911 t -3481 4787! 48461
6'- 7"
9
37 4
42391 472' 1 52081 54011 !
6'- 8'
10 m
=27' 1 1843 1 54141 59891 GS061
12 =
=51'_ 1, 5121 1 4735 1: 6354. 69761 70601
7' 1-
13 ti
735 1 4264 � 6040 167C2 -369. 76091
7'• 2"
t4
446 5034 1 6331 5 I -745 • 81601
T. 3"
1 15 1
J 81 A094 Ad 71 7i57. 9261!
7. 6-
3150
1 17 n
.03 ii „o -
347
1781 �6231
9817'
7. 7'
18 7C -
1 6961 6_061 73591
32231
a0981 981
:103701
1
7- 8'
19 T1
a 6-6 85
3a861
9401 03201109301
7'-10'
120
4d ad P6
374
2 -660
114
:'-I l"
21 =
o t1, ; 46 1005,
3981
?971 097C
I120301
0'
122
. 32C01
:2.1
rJ240'11380"2-30
125801 -�
6'• I'
23 m
^.1581 '601-..3d5i
d4311104901-
147C:
11660.131201
q8'-
3"
24 O
-4"• -2,z355+
-941
',7401"a5C-'2980'136701
6'- 1"
', 25 G
_:..-. -4!
e-41
"�
4
8' 5"
26 m
0
- c
30
1,00 80.
oG'14790
8. 6
27 p
-'•-..L<20
1. 30
a•,n t5350:
g. 7..
28 7
e ba
'C390
"620 Tc
•:143
•=431.15890,
3- 8"
29 O
e3C0
!,60
' _ 'CO
' - _
--C 164501
8' 3"
30 1
..492
.- '
013 -0320
'-660
' 3 169901
810"
31
-
A70
'. •+0 '^a40'
49c
� 3C0 175201
8'-11'
32 "3 j
557, 18080
9'• 0"
33.'
- _
a
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S I ANUARD
' FOR
CONDUIT OUTLET PROTECTION
' Definition
Conduit Outlet Protection consists of an erosion resistant section bot wen a condult outlet and a
stable downstream channel.
' Purpose
To provide a stable area at tiro outlet of a condult In which file exit velocity from the condult Is
reduced to a velocity consistent with a stable condition In the downstream channel.
' Conditions Whore Practice Applies
This practice applies to all condult outlets.
' Determination of Needs Design Criteria
The #lead for condult outlet protection shall be determined by comparing ilia allowable velocity for
' Ilia soil onto which the condull Is discharging to tiro velocity In the condult. Ilia allowable
velocity for fire soil shall be that given In Table 4.14-1. The velocity In fire condult shall be
that which occurs during passage of fire condult design storm or fire 25-yoar frequency, storm,
whichever Is gr'entor. When Ilia velocity In the condult exceeds tiro allowable velocity for' tiro
soil, condult outlet production will be used.
TADLE 4.14-1
ALLOWABLE VELOCITIES FOR VARIOUS SOILS
'----------'-- --- —ALl.T11fADI:E-VELZ)i;llY-
_ SOIL 1 EX TURF — (it./sec.)
' Sand 1.75
Sandy loam 2.5
Sill loam (also high lime clay) 3.0
Sandy clay loom 3.5
' Clay loam 4.0
Clay, (too gravel, gradod loam to gravel 5.0
Cobbles 5.5
Shale (non-waothored) 6.0
' A. Ilor 1 zon f a I R I prep Apron _-----_-----_-------- —_---_^---
Apron Dimensions
' I. Tire length of fire apron, La, shall be determined from Ilia formula:
La , = 1.8 qq f 7 D° 1W <
0
D
' la,=3 Q 1 W > Do
no SIT
' Where Do is the maximum Inside culvert width In font, Q Is tho' e pipe discharge In cis lIlia
des
ign sign storm or fire 25 year storm, whichever Is greater.
2. Whore there Is no wall-doflned channol Immodlately downstream of apron, the width, W, of the
outlet end of the apron shall be as follows:
' For tallwafer elevation greater than or equal to the elevation of the
center of the pipe, W = 3 Do r 0.4 La.
' For tailwater elevation less than the elevation of the center of the
pipe, W = 3 Do ♦ La.
Where La Is the length of apron determined from Ilia formula and Do Is the culvert width.
The width of Ilia apron at Ilia culvert outlet shall be at loast 3 times file culvert width.
Conduit Outlet Protection 4.14.1 Povlsed April 1901
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' Table 8-1 lists several gradations of riprap. The minimum average size designation for loose riprap
shall be 12 inches. Smaller sizes of riprap shall be either buried on slopes which can be easily
maintained (4 to 1 minimum side slopes) or grouted if slopes are steeper. Grouted riprap should meet
all the requirements for regular riprap except that the smallest rock fraction (smaller than the 10 per-
cent size) should be eliminated from the gradation. A reduction of riprap size by one size designation
(from 18 inches to 12 inches or from 24 inches to 18 inches) is permitted for grouted riprap.
1
1
Table 8-1
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
% of Total Weight
Smaller than the Stone Size dsot
Riprap Designation Given Size (in pounds) (Inches)
70-100
Class 6 fit 50-70
35-50
2-10
70-100
Class 12 50.70
35-50
2-10
100
Class 18 50.70
35.50
2-10
100.
Class 24 50-70,
.35-50
2-10
85
35
10
<1
440
275
85
3
1275
655
275
10
3500
1700
655
35
6
12
18
24
t dso = Mean Particle Size. At least 50 percent of the mass shall be stones equal to or larger than this dimension.
tt Bury on 4 to 1 side slopes or grout rock it slopes are sleeper.
Table 8-2 summarizes riprap requirements for, a stable channel lining based on the following
relationship:
VSo. 7
(dso). — 5.8
in which, V = Mean channel velocity in feet per second
' S = Longitudinal channel slope in feet per foot
S9 = Specific gravity of rock (minimum S. = 2.50)
dso = Rock size in feet for which 50 percent of the riprap by weight is smaller.
t The rock sizing requirements in Table 8-2 are based on the rock having a specific gravity of 2.5 or
more. Also, the rock size does not need to be increased for steeper channel side slopes, provided the
side slopes are no steeper than 2h:i v. Rock lined side slopes steeper than 2h:1 v are not
recommended.
' , Table 8-2
RIPRAP REQUIREMENTS FOR CHANNEL LININGS tt
' VSo.'rf(S'. 1)o.ee t Rock Type tt
0 to 1.4 No Riprap Required
1.5 to 4.0 Class 6 Riprap
4.1 to 5.8 Class 12 Riprap
5.9 to 7.1 Class 18 Riprap
7.2 to 8.2 Class 24 Riprap
1
t Use S, = 2.5 unless the source of rock and its densities are known at the time of design
tt Table valid only for Froude number of 0.8 or less and side slopes no steeper than 2h:1 v.
' MAY 1984 8-18 DESIGN CRITERIA
I
' The thickness of the riprap layer should be at least 1.75 times dso (at least 2.0 times d5o in sandy soils)
and should extend up the side slopes at least one loot above the design water surface. At the upstream
and downstream termination of a riprap lining, the thickness should be increased 50 percent for at least
3 feet to prevent undercutting. Where only the channel sides are to be lined, the riprap blanket should
' extend at least three feet below the existing channel bed and the thickness of the riprap layer
underneath the channel bed increased to at least three times d50 to prevent under cutting.
Riprap should be placed on either filter material (gravel bedding), a plastic filter cloth, or a combination
' of both to protect channel embankment materials from washing out through the riprap. Generalized
fitter material specifications are listed in Tables 8-3 and 8-4. The Type I filter in Table 8-3 is designed to
be the lower layer in a two layer filter for protecting fine grained soils and has a gradation identical to
Colorado Division of Highways concrete sand specification AASHTO M 6 (Section 703.01). The Type
II filter, the upper layer in a two layer filter, is equivalent to Colorado Division of Highways Class A filter
material (Section 703.09) except that it permits a slightly larger maximum rock fraction.
For fine grained soils either a two layer filter (Type I topped by Type 11), or a single 12-inch layer of Type
11 filter is required. For coarse sand and gravel (50% or more by weight retained on the # 40 sieve), only
the Type II filter is required. Filter cloth is not a complete substitute for filter material. Recommenda-
tions for its use are made in the Urban Storm Drainage Criterial Manual.
' Table 8-3
GRADATION FOR FILTER MATERIAL
' %by Weight passing Square Mesh Slaves
Type Type It
(CDOH concrete sand specification (CDOH Class A,
Sieve Size (AASHTO MB) Section 703.01) Section 703.09)
3„ • • • 90-100
1-112"
' 3/4" ... 20.90
3/8" 100
#4 95-100 0-20
' # 16 45-80 ...
#50 10-30
# 100 2-10
#200 11 0-2 0-3
Table 8-4
' THICKNESS REQUIREMENTS FOR FILTER MATERIAL
Minimum Thickness (Inches)
Fine Grained Sella t Course Grained Solis t t
' Rlprap Designation Type 1 Type II Type 11
Gabions, slope mattresses,
Class 6 and Class 12 riprap................................... 4 4 6
' Class 18 and Class 24 riprap................................. 4 6 8
t May substitute one 12 inch layer or Type II bedding.
tt Fifty percent or more by weight retained on the #40 sieve.
tMAY1984 8-19 DESIGN CRITERIA
' NOV-10-92 TUE 15:32 CITY OF FORT COLLINS FAX NO, 3032216239 p,02/04
1
FINAL STORM DRAINAGE REPORT
REGENCY PARR P.U.D.
1
.
ABSTRACT
This report, in combination with the enclosed drainage map of
Regency Park P.U.D., is intended to describe the procedures and
results of a drainage study of stormwater runoff generated by this
project and offsite runoff entering the site from the Hest. The
proposed development with its required drainage improvements are
analyzed in accordance with the guidelines established by -,,the City
'
oP Fort Collins' Storm Drainage Criteria Manual.
INTRODUCTION
The purpose of this study is to determine the quantity of
stormwater runoff generated by the project, the manner in which
this runoff, as well as runoff routed through the site from
upstream contributing sub -basin.", will ba accommodated by the
proposed development; the existing storm sewer system and how
these relate to the storm drainage plan as outlined in a study
entitled "McClellands and Mail Creek Major Drainageway Plan",
prepared by. Cornell Consulting Company and John S. Griffith, dated
December, 1980.
SITE DESCRIPTION
The site is located in the Southeast Quarter of Section 34,
Township I North, Range 69 West,.of the Sixth Principal Meridian,
State of Colorado, County of Larimer, in the Southwestern portion
of the City of Fort Collins. The Regency Park P.U.D. consists of
approximately 22.04 acres'.. The project is bounded on the West by
the North and South Quarter, section line of Section 34, on the
North by Seneca Street, on the East by Regency Drive, and on the
South by Harmony Road (figure 1).
The sit* in partially developed, while the adjacent upstream
properties are presently .undeveloped and used for agricultural
purposes. The existing drainage on the site is predominantly to
the East at a slope of approximately 1.5%. The drainage from the
adjacent propertiec ic*transported overland by means of existing
open channels along the North right-of-way of Seneca Street and
the North right-of-way of harmony Road.
' NOV-10-92 TUE 15:33 CITY OE FORT COLLINS FAX
N0. 3032216239 P.03/04
PPOPOSED LAND USS
The proposed development for this site will consist of 41 single
family lots. The existing streets, Hilburn and Craig, along witli
the three proposed Cul-De-Sacs will provide the interior traffic
circulation from these unit=, to Seneca Street and Regency Drive.
HYDROLOGIC ANALYSIS
The Rational Method has been used to calculate the stormwater
runoff flows for the developed 2-- and 100-year return period
storms for the Regency Park P.U.D. The design plans define sub-
basins'A through E-E, and Table I summarizac the results of the
hydrologic.analysis of these sub -basins.
The historic runoff flows will not be considered for this
development since the proposed regional Detention Pond No. 1 for
the Mail Creek Drainageway is.located adjacent to the site at the
Southeast corner of the intersection of Wakerobin Lane and Regency
Drive.
O£fsite.runofU generated from sub -basins 75 and 80, as shown on
kigure�l.; has not been included in. the analysis. The 100-year.
develoned:runoff-from sub -basin 75_will•be routed through_ -the site
in•;an.•; open channel. . along the North side of Harmony Road. ,;• The
developed runoff from sub -basin 00 will be assumed to flow along
the Northwestern side of Seneca Street e� n Southeast along
Regency Drive -to the regional detention facility.
N31
_ HYDRAULIC ANALYSIS
The hydrologic analysis for...this_ site'utilized the existing public
streets as the major conveyance of stormwater. The results'of the'
study assume that all water is carried by the streets; however,
the capacity, of Hilburn Drive is exceeded by the initial storm
approximately 200 feet West of Regency Drive. At this location, a
storm sewer system has been initiated which flows into Detention
Pond No. 1. Inlets and curb chases are provided at low points in
the flowline of the curb'and gutter or as previously mentioned
where the gutter capacity of the street is exceeded, - f"
' - A/r", Yfiiy �t�/X,L�r' A9iDt/7AIL J �D LbM
Open channels wx]�_b�p,�v ie L'to route dffsite runoff through or
001 II� ,around the developmentt in addition to stormwater generated within
;1.!the site. The channel North of Harmony Road is sized to carry 56
Oc.f.s, (design flow X 1.33) at a depth of 1.4 feet. An existing
�pAi M ;42" R.C.P. culvert under Regency Drive routes this runoff to the
�� 1 regiona!_&etmt_ton. Vona. The 'open channs a ona i+n`ecw CreeFis
I
NOV-10-92 TUE 15:34
n
CITY. OF FORT COLLINS
FAX NO. 3032216239
P. 04/04
to carry the 10-pear developed flow of 102 c.f.s.. Runoff in
excess of tho 10-year storm will flow into Regency Drive, down
Regency Drive to Wakerobin, then down Wakerobin where it will flow
over the sidewalk into the detention pond and into the 27" S 43"
concrete arch pipe provided farther to the East.
DETBNTXON STORAGE
Stormwater generated from this project as well as subsequent
developments upstream to the West. Will be detained in i•egi.onalv/
Detention pond No. I. This facility will have an approximate
surface area of 7.3 acres at a high water surface elevation of
5101.0. It.has been designed to datain the 100-year developed
runoff from approximately 195 acres upstream, of which Regency ✓
Park P.U.D. is a part.
CONCLUSION
• .r
Drainage from the Regency Park P.U.D. has been accomplished by I
means Of existing street, open channel and storm cower conveyance
to regional Detention Pond No. -].: Only 2- and 100-year.:developed
floors have been Considered in -the analysis due to the proximity of
thfg"-'�faellitp. "-The'_! existing storm ' sewer system '; has been ,
incorporated into the design to"reduce the initial storm runoff
flowing in `,the streets' and at , low points in the. -curb and gutter
floc4line: i
The proposed 92 lot single. family 'development .'to the,.- north• of
Hilburn 'Drive and the --,,:proposed multi -family development_to the j
south of Hilburn "'Drive'* ` will. not . affect the capacity of the
existing storm sewer system.`•'It will continue to function without/ } :
• If the multi --family development align n s auld be
changed for .its final submittal .A,& new report for its portion
Will be submitted for.review.
Prepared under the direct supervision of:
M, lfq Q
kto., 0
a
Donald M-. Parso"e to F-
Colorado Licens
13131 Q
'asovALOF
:� Q
_ STA 1.00 INLET
i x Q EXIST..7 RCP p
o INV. EL 5101.17 BELAP P.U.D. -- F BELPIR P.U.D.
\S u• n 1 PQ 10' EASEMENT (PLAT)
TO- EASEMENT (PLAT) $
N^
-49 my a RUT mm.r mm =rY— w-12-
—
0
rorrtm.R'n i g49:. T n
RECENCY DRIVE � .0 6�� w 2 BLOCATEENIND EXIST. UK
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GUTTER. DEFILE LJI�EILC Y YN S
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RCP TO iA.L_XADE 70' RANAGE EASEMENT SHIP - 70 DRAINAGE EASEMENT
EASEMENT. DERRR - --
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y MITT 1 _. _ — ---.. _ — ' T—
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YAI�IT X YN. CLEARANCE 5%70
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MEMO
rHEETS ... xsuE Lr
- - DRARN IL DISIGN® Rao DATE SEPT. 92 The Engineering Company LDS STORM SEWER
r=5' PERT. CRECRED — — PLAN AND PROFILE 4 2
SCALE 1'=20- MORIZ. "PROM JBZ - PROM. N0. 92-00 FORT COLLINS. COLORADO CRY OF FORT COLLINS
VAA
MARUGE�wy IN717,
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__. r=s• vERT a¢LEeD PLAN AND PROFILE q 3
SCALE f=20' N01h12. AFFRONTED 2Y2 PRINT NO, 92-OA] CITY OF FORT COLLINS
-- -- FORT COLLINS, COLORADO
DATE
JAN 1992
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LAND USE SUMMARY
IUIING
,58
RARNINO
r6821.3:
Sf
25
138
PUBLIC STREET RIGNT—pF—VAY
17515.00
SP
9.40V
OPEB SPALEOANOALNNDSCAPE
51001.05
SE
27.AOY.
PARCEL CONTAINS 106325. 89 SE = 4.28 ACRES
A]
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PARKING SCHEDULE
PARKING SPACES
128
HANDICAPPED
SPACES
6
VICINIFY MAP
NOTES
1. THE ESTIMATED TOTAL iLUOR AREA IS 15660 SF.
2. THE MAXIMUM BUILDING HEIGHT TO THE TOP OF
THE CHURCH IS 31'. THE ROCF HAS A 39' SPIKE
MAKING THE TOTAL BUILDING HEIGHT 20'.
3. THE EXISTING ZONING IS COMMERCIAL.
a. THE ONE PROPOSED SIGNfil IS ONE ON THE SIDE
OF THE CHURCH. A CONSTRUCTION SIGN VILL BE
USED DURRING CONSTRUCTION.
5. THE PROPOSED LAND USE WILL BE A CHURCH.
INBIIIIG IS ZE'll
7. IF THERE IS ANY CHANGE Of USE OR ADDED USE
TO THIS PARTICULAR CHURCH. IT MUST COME BACK
TO THE PLANNING DEPARTMENT TO HAVE THE TRAFFIC
IMPACTS REVIEWED.
I"
9, DEVELOPMENT OF THE FUTURE PARKING LOT WILL
REQUIRE REVIEW BY THE PLANNING DEPARTMENT
PRIOR TO CONSTRUCTION.
OWNER'S CERTIFICATE
THE CHURCH OF JESUS CHRIST OF LATTER-DAY SAINTS. being the lawful owners of
the property described on this S.te Plan do hereby certify that they
accept tM conditions And restrictions set forth on Told site pion.
IN WITNESS VHEREFDRE.
THE CHURCH OF JESUS CHRIST CF LATTER-DAY SAINTS
hoM cwswd the in raise to be herewith subscribed this _bay of
A.IT 19_
By: Attest
STATE OF COLORADO )
)SS
COUNTY OF LARIMER )
TRADE ep'rye�o IOB 'insVtMllt wBs acknowledged before n tF'�z day of
A.D.. 14= by . THE CHURCH 0 JESUS CHRIST OF
LATTER-DAY SAINTS. WITNESS my hand and official seal.
My Cormsss on expires:
oa�y �n�
ATTORHEY'S CERTIFICATE
This 1s to certify that on the day of A D.. 19 I examined
the title to the property herron and esta—blIs a —fit the onZs) and
Proprietors Of record of the sold property as constr4 tl inC R.S
Ore as shown dereon as of sold date. I
APPROVED by the Planning and Zoning Board of the City of fort Collins, Colorado
on this day of A.D. 1992r
Secretary —of the Planning and Zoning Board
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