HomeMy WebLinkAboutHEWLETT-PACKARD C.I.C.D. RECEIVING AREA EXPANSION - I-L SITE PLAN REVIEW - 54-88A - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTr
DRAINAGE ANALYSIS
FOR THE HEWLETT PACKARD CICD RECEIVING AREA EXPANSION
(Preston -Kelley Subdivision)
Fort Collins, Colorado
Prepared For:
A-E Design Associates
323 South College Avenue, Suite #7
Fort Collins, Colorado
and
Hewlett Packard, Fort Collins
3404 East Harmony Road
Fort Collins, Colorado
Prepared By:
RBD, Inc. Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado
Job # 311-001
Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
303/226-4955
September 29, 1988
Mr. Glen D. Schlueter
City of Fort Collins
Stormwater Utility
P.O. Box 580
Fort Collins, Colorado 80522
RE: DRAINAGE ANALYSIS FOR THE HEWLETT PACKARD CICD RECEIVING
AREA EXPANSION - PRESTON-KELLEY SUBDIVISION
Dear Glen:
Hewlett Packard of Fort Collins is located on the northeast cor-
ner of the intersection of County Road Number 9 and Harmony Road
(Colorado State Highway 68). More specifically this project is
located in the southwest quarter of Section 33, Township 7 North,
Range 68 West of the 6th Principal Meridian. This report
provides an analysis of the affect on the existing site drainage
system caused by the proposed CICD Receiving area expansion. The
CICD Receiving area (Chemical Storage Building) is located just
north of existing building 2. The location of the CICD Receiving
Area (Chemical Storage Building) is shown on Exhibits A, B and C.
The expansion work at the CICD Receiving Area is shown by con-
struction drawings prepared by A-E Design Associates and sub-
mitted earlier to the City.
The CICD expansion consists of a 1200 square foot addition to the
existing Chemical Storage Building and the addition of 14,860
square feet of new pavement. The building addition is located in
a previously paved area and consequently does not increase
stormwater runoff from the site. A portion of the existing pave-
ment adjacent to the expanded building is being ramped down to
create a loading dock. Runoff from this area (as well as the
corporate yard where chemicals are stored) is collected in a
vault which in turn is pumped out. This provides a containment
mechanism in the event of a chemical spill. From a drainage
viewpoint, these areas do not add to peak runoff during storm
events. Consequently, the CICD Receiving Area expansion is
removing approximately 1520 square feet of pavement from the
Other Offices: Vail, Colorado 303/476-6340 • Colorado Springs, Colorado 303/574-3504
drainage area. The net result in an increase of 13,340 square
feet of impervious area to the HP site.
Fold -out Exhibit "A" shows the existing stormwater management
system on the Hewlett-Packard site. Drainage areas to individual
inlets and roof drains around the CICD area are identified.
Stormwater entering these inlets enter the main storm line high-
lighted in yellow on Exhibit "A". This main storm line carries
storm flows to the main (DAM) detention pound located in the
southeast corner of the HP site.
If a detention pond were located adjacent to the chemical storage
building, its volume would need to 0.054 ac.-ft. in order that
stormwater runoff from the 0.31 acres of new paving not exceed
the 2-year historic runoff rate. This volume was calculated
using the rational mass diagram method as shown in the calcula-
tions provided by Appendix A. The DAM pond -area -capacity curve
submitted with an earlier report concerning a Temporary Building
indicates that at the DAM POND Spillway crest elevation of
4892.0, a total of 865,000 cubic feet of water will be retained.
Low water elevation is at 4887 which relates to 290,000 cubic
feet of water storage. Therefore, the detention capacity avail-
able to stormwater runoff is (865,000 - 290,000) 575,000 cubic
feet, or 13.2 acre-feet.
An overall master site drainage plan prepared by Anderson & Hast-
ings prior to the construction of the DAM POND identified that a
storage volume of 574,000 cubic feet be provided between eleva-
tions 93 and 78. Of this storage volume, 388,000 cubic -feet was
identified as that needed to detain site runoff if no other on -
site detention ponds were constructed. The present DAM POND con-
struction has the overall volume identified for it by the Ander-
son & Hastings master plan. Consequently, it can be assumed that
of the total 575,000 cubic feet provided, 388,000 cubic feet (8.9
acre-feet) is provided for detention of onsite stormwater runoff.
In July, 1977, Anderson & Hastings prepared a quantity take -off
of anticipated total site development area. Developed area was
defined to be building area and pavement area. The total
developed area at site buildout was calculated at that time to be
60.53 acres. Recently, RBD has calculated the present site
developed area to be 32.97 acres or 54.5% of the previously cal-
culated total. The recent site developed area was calculated
using site aerial photogrammetry and field survey information.
Roughly speaking then, it can be assumed that 54.5% of the DAM
POND's 8.9 acre-feet stormwater storage volume is utilized by the
existing site development. This means that 4.0 acre-feet (less
0.124 acre-feet storage identified by the previous report for the
temporary building) is still available for use, by new site
development such as the CICD Receiving Area Expansion.
Obviously, the 3.876 acre-feet of available storage is more than
enough to accommodate the 0.054 acre-feet storage identified ear-
lier for the CICD Receiving Area Expansion.
The above logic in identifying storage needs and availabilities
is conservative. It does not take into account travel time in
the onsite storm sewer. More importantly it does not consider
the effect of other, existing and proposed onsite storage. Both
of these factors increase the actual amount of storage available
onsite. However, because of the small volume of storage required
by the proposed CICD expansion, these other effects did not need
to be studies at this time but instead will be addressed with the
design of proposed building 6 currently in progress.
The DAM POND is provided with a spillway (crest elevation 4892.0)
to handle flood flows in excess of the 100-year frequency event.
A second outlet from the DAM POND is provided by an 18-inch pipe.
Exhibit "H" provided with the previously submitted report con-
cerning the temporary building shows the depth -discharge
relationship for this existing outfall structure. The 24-inch
outlet pipe referred to in Exhibit "H" of that report is usually
gated shut. Discharges from the DAM POND go into the Fossil
Creek Ditch and flow south. The CICD receiving area expansion
will not change the quality or quantity of stormwater runoff
which is now being accepted by the Fossil Creek Ditch.
Exhibit "C" attached to this analysis shows the storm sewer sys-
tem surrounding the chemical storage building. This exhibit is a
copy of a portion of the construction drawings for building 2
prepared by Ehrlich, Heft and Rominger. Careful study of the
drainage sub -basins around the CICD area revealed that an area
between inlet K-7 and the Chemical Storage Building was also
draining to inlet K-7 but not previously identified by the
Drainage Report for the Temporary Building. Appendix B to this
analysis provides the hydrology calculations for a 10-year
frequency storm. These calculations used the rational method.
Hydrology calculations were carried downstream until the calcu-
lated Q neart7 equaled the full capacity of the storm sewer.
This occurred at MH K-2. Upstream of this MH, peak Q exceeded
the full capacity of the storm sewer causing it to function in a
surcharged condition. This precluded the use of available
stormwater routing models because they do not work with sur-
charged sewers. Pages B-1 and B-2 provides calculations for the
storm sewer system after the CICD Area is expanded and show the
discharge from MH K-2 to be 14.90 cfs. Pages B-3 and B-4 provide
calculations prior to CICD expansion and show the discharge to be
14.31 cfs or 0.6 cfs less than after expansion.
Appendix C provides the hydraulic profile calculations for the
storm sewer above MH K-2. Pages C-1 and C-2 are for flows before
CICD expansion and correspond to flows calculated on pages B-3
and B-4. Pages C-3 and C-4 are for flows after CICD expansion
and correspond to flows calculated on pages B-1 and B-2. Pages
C-8 and C-9 show the pipe network model. The hydraulic profile
calculations on pages C-2 and C-4 show the hydraulic grade line
11.5 feet above the flowline invert of inlet K-7 (Flowline =
4914.61). This obviously is not possible and adjustments must be
made in the flows present in the stormsewer.
Inlet K-7 is in a sump condition as shown by fold -out exhibit B.
The hydraulic grade calculations show that the 18-inch stormsewer
between K-7 and K-4 is undersized (particularly the pipe between
K-5 and K-4). Using the hydraulic grade elevation at MH K-4
(4913.86) and the flowline elevation of inlet K-7 (4914.61) the
apparent hydraulic grade between K-7 and K-4 is only 0.07%. This
is only sufficient to push 2.78 cfs through the 18-inch storm
sewer.
Appendix D provides calculations which model the depression
around inlet K-7 as a detention pond. When the water is 5" deep
over the inlet, it is capable of passing approximately 6.62 cfs
(see calculations sheet D-2). However, assume that because of
storm sewer surcharging, inlet K-7 can only pass 2.78 cfs. Using
pond routing calculations similar to those on sheet D-6, the
water depth over the inlet will rise to elevation 4915.87 which
is 1.26 feet deep. However, this is overly pessimistic in that
if inlet K-7 only passes 2.78 cfs then flows in all the
downstream sewers will be less, meaning less friction loss, and
consequently a greater hydraulic gradient between inlet K-7 and
MH K-4. By interactively trying different flow rates out of in-
let K-7 the routing computations presented on sheet D-6 were
obtained. The peak flow rate of 4.8 cfs corresponds to the
hydraulic grade calculations presented on sheet C-6. Though the
gradeline calculation does not exactly match the pond routing
calculation, they are sufficiently close to indicate the extent
of ponding around inlet K-7 (see shading on Exhibit B).
Appendix E provides 100-year storm frequency calculations before
and after CICD Receiving Area Expansion. The difference is 0.6
cfs with the overall magnitude of flow being 30 cfs. Because
this is much greater than the storm sewer capacity, much of this
flow will runoff by overland flow routes. The present routes for
this flow is through the parking lot to the south and into the
open fields to the east of the CICD Receiving Area. The CICD
Receiving Area expansion has essentially no effect on what would
presently happen in a 100-year storm.
This analysis was prepared to satisfy current City of Fort Col-
lins criteria in sto,yer design and drainage calculation
methodology.
Sincerely, ;;c�,�:::;� �?y•��"�
RBD, Inc. =C_- L4 12
.� P • . U
/^- •
• ••• Z
Joseph C. Goldbach,�'':•� •;'°• �,"� ;\`�
cc: Richard S. Beardmore, A-E Design Assoc.
311-001
LIST OF EXHIBITS
EXHIBIT
LETTER
A Existing Storm Sewers and Sub -basin Boundary Map
B General Storm Sewer Plan at CICD Receiving Area
C Detailed Storm Sewer Plan for Building 2
LIST OF APPENDICES
APPENDIX
LETTER
A Detention Volume Calculations
B Hydrology Calculations
C Hydraulic Profile Calculations
D Inlet K-7 Pond Routing Calculations
E 100-Year Frequency Storm
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T-PACKARD STORM MAINAOE PLAN —10 Ll -- LALr — — -- — —..— .1, —
COLORAOO 12 A15SOCIATE ARTHUR H. BUBH B. AJ313MIATES
—1 1.. 50, - 6" ARCHITECT -I-- --1 -- —E
DA[E: 9-28-88
HROJEC[: HP CICD RECEIVING AREA EXPANSION
JOB NUMBER: 313-001
DESIGN ENGINEER: JC8
BASIN DESIGNATION = CICD AREA
DETERMINE EXISTING Q FOR 2 YEAR STORM
HIS!OR%C RUNOFF COEFFICIENT .2
BASIN SLOPE: 1 PERCENT
BASIN LENGTH 35 FEET
AREA: .31 ACRES
HIST TC = 1.87*(1'1-( 1 * .2
)>*SQRR8OT 35 >>/ 1
9.956763 MINUTES
HISTORIC RAINFALL INTENSITY: 2.526226 INCHES/HOUR
HISTORIC OUTFALL: .156626 CUBIC FEET PER SECOND |
DETERMINATION OF DETENTION POND VOLUME FOR DEVELOPED CONDITIONS
==================================================================
DEVELOPED STORM: 100
DEVELOPED RUNOFF COEFFICIENT
CCFAC = 1
.31 =
DURATION
MIN
5
10
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30
45
60
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120
180
360
*
.3875
GROSS VOL.
CU. FT.
848.1601
1305.72
1662.84
2298.96
2762.1
2912.76
3147.12
3214.O8
3481.92
3883.68
REQUIRED DETENTION VOLUME IS
5.392347E-02
YEAR STORM
1.25 *
OUTFLOW VOL.
CU, FT.
46.98781
93.97561
140.9634
281.9269
422.8903
563.8537
845.7805
1127.707
1691.561
3383.122
DETENTION VOL.
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1211.744
1521.877
2017.033
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2348.906
2301'34
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1790.359
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Project : CICD RECEIVING BEFORE EXPANSION Date: 9126/1988 Time: 9:55:13
INPUT DATA LISTING
CD L2 MAX 9 ADJ 9 LENGTH FL 1 FL 2 CTL/'W 0 W 5 KJ Y:E KM LC L1 L3 L4 Al A3 A4 J N
-- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ----
8 l 4908.62
2 2 13.3 :2.9 54.00 4906.62 4906.74 49!6.50 21. 0. 3 .00 .00 .00 1 3 0 0 0. 0. 0. .00 .013
3 13.9 13.1 50.00 4906.75 4306.96 4316.50 21. 0. 3 .00 .00 .00 0 4 0 0 0. 0. Q. .00 .013
4 12.1 12.1 156.00 4906.E7 4907.23 4316.18 21. 0. 3 .00 .00 .00 0 5 0 0 0. 0. 0. .00 .013
11.7 11.7 66.00 19U7.24 49C7.39 4'i17.50 21. 0. 3 .00 .00 .00 0 6 0 0 0. 0. 0. .00 .012
6 IT.6 11.6 62.00 4907.49 4907.54 4911.37 21, 0. 3 .00 .00 .00 0 7 0 0 30. 0. 0. .00 .013
7 1!.6 11.6 35.00 490'.54 4107.62 4916.14 21. 0. 3 .00 .00 .00 0 8 0 0 0. 0. 0. .00 .013
2 8 11.3 11.3 156.00 4307.63 4907.99 4918.25 21. 0. 3 .00 .00 .00 0 9 0 0 0. 0. 0. .00 .013
9 11.1 11.1 80.00 4908.00 4908.19 4918,25 21. 0. 3 .00 .00 .00 0 10 0 0 0. 0. 0. .00 .013
bl 11.1 11.1 17.00 4108.19 4906.23 4917.75 21. 0. 3 .00 .00 .00 0 11 0 0 45. 0. 0. .00 .013
2 11 :.1 11.1 392.0C 4908.43 4310.20 431E.10 18. 0. 3 .00 .00 .00 0 12 16 0 45. 0, .00 .0:3
2 12 10.1 10.1 50.00 4910.27 4110.41 4917.64 I8. 0. 3 .00 .00 .00 0 13 0 0 0. 0. 0. .00 .013
2 13 10.1 10.1 80.00 4310.41 491o.E4 4917.E4 18. 0. 3 .00 .00 .00 0 14 0 0 0. 0. 0. .00 .013
2 14 10,1 10.1 50.00 4910.65 4910.71 4917.21 18. 0. 3 .00 .00 .00 0 15 22 0 45. 35. 0. .00 .013
2 15 8.3 8.3 460.00 4911.06 4912.00 4314.61 18. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .013
2 16 1.9 1.0 83.00 4910.27 4911.31 4917.54 :2. 0. 3 .00 .00 .00 12 17 0 0 0. 0. 0. .00 .013
2 17 1.7 .6 41.00 49L!.39 4111.75 4917.36 12. 0. 3 .00 .00 .00 0 18 0 0 0. 0. 0. .00 '013
2 18 1.6 .7 70.00 4311.75 49!2.39 '317.24 12. 0. 3 .00 .00 .00 0 19 0 0 0. 0. 0. .00 .013
2 19 !.4 .5 56.00 4112.39 4912.67 4918.34 12. 0. 3 .00 .00 .00 0 20 0 0 0. 0. 0. .00 .013
2 20 .5 .0 22.00 4912.91 4913.43 49!7.74 12. 0. 3 .00 .00 .00 0 21 0 0 0. 0. 0. .00 .013
2 2! B .0 5C.00 41l3.43 4913.68 4917.79 12. 0. 1 .00 .00 .00 0 0 0 0 0. 0, 0. .00 '013
1 22 3.4 1.7 93.00 4911.06 41ll.74 4517.63 !2. 0. 3 .00 .00 .00 15 23 0 0 0, 0. 0. .00 .013
23 2.8 1.2 41.00 4311.74 4912.02 4917.27 12. 0. 3 .00 .00 .00 0 24 0 0 0. 0. 0. .00 .013
24 .7 7,%50 49 C.02 4312.'0 4917.33 11. C. 3 .00 .00 .00 0 25 0 0 0. 0. 0. .00 .013
2 25 1.5 .0 80.00 4912.50 4113.02 4917.50 12. 0. 3 .00 .00 .00 0 1E C 0 0. 0. 0. .00 .013
Project : CICD RECEIVING BEFORE EXPANSION Date: 9/26/1988 Time: 8:55:24
-----------------------------------------------------------------------------------------------------------------------------
!NPUT DATA LISTING
CD L2 MAX 9 ADI 9 LENGTH FL I FL 2 CTL/TW D W S KJ KE KM LC LI L3 L4 AT 43 A4 J N
-- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ----
2 2E 1.5 .0 53.00 4913.02 4913.12 4916.9, 12. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. -10 .013
Froject r CI'2 RECEIVING BEFORE EXPANSION Date: 9/26/1988 Time: 8:55:24
-----------------------------------------------------------------------------------------------------1------------------------ ^
STORK DRAIN ANALYSIS RESULTS c, v"5l re x v-1 -,A
F�-uPs4re«„-q r ,.L at /r,
Line D D N On Dc Flow Sf-full V I V 2 FL 1 FL 2 HE I H6 2 D I D 2 TN TN
No (efs) (in) (in) (ft) ift) Type (ft/ft) (fps) (fps) (ft) (ft) Calc Cal( (It) (It) Cilc CA
---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ ------ ----- ----- ----- ------ ------
I Hydraulic grade line control 4908.62
tl.G 21 0 1.75 1.39 Fell .00770 5.9 5.8 4906.62 4906.74 4908.62 4901.04 2.00 2.30 .00 .00
3 13.9 21 0 1.75 1.29 Full .00770 5.8 5.9 4906.75 4906.86 4109.04 4909.42 2.29 2.56 .00 .00
4 12.1 21 0 1.75 1.30 Full .00583 5.0 5.0 4906.87 4907.23 4903.67 4910.58 2.80 3.35 .DD .00
5 11.7 21 0 t.75 1.27 Full .00545 4.9 4.9 4107.24 4907.39 4910.63 4910.99 3.39 3.60 .00 .00
6 11.6 21 0 1.75 1.27 Full .00536 4.8 4.8 4907.40 4907.54 4311.00 4911.34 3.60 3.80 .00 .00
7 11.6 21 0 1.75 1.27 Full .00536 4.8 4.8 4907.54 4907.62 4912.06 4912.25 4.52 4.63 .00 .00
9 11.3 21 0 1.75 :.25 Full .00509 4.7 4.7 4907.63 4907.99 4912.23 4913.09 4.6E 5.09 .00 .00
9 11.1 21 0 1.75 1.24 Full .00431 4.6 4.6 4103.00 4906.18 4913.10 4913.50 5.10 5.31 .00 .00
10 11.1 21 0 1.75 1.24 Full .00491 4.6 4.6 4908.19 4908.23 4913.50 4913.59 5.31 5.35 .00 .00
11 11.1 I6 0 1.50 1.27 Full .011:T 6.3 6.3 4908.43 4910.20 4913.61 4917.98 5.18 7.76 .00 .00
12 10.1 18 0 1.50 I.K Full OA924 5.7 5.7 4910.27 4910.41 4919.47 4918.93 6.20 8.52 .00 .00
13 10.1 18 0 1.50 1.22 Full .00924 5.7 5.7 49!0.41 4910.64 4118.93 4919.E7 8.52 1.03 .00 .00
14 10.1 18 0 1.50 1.22 Full .00924 5.7 5.7 4910.65 4510.73 4919.67 4920.14 9.02 9.35 .00 .00
15 8.3 18 0 1.5C :.I' Full .00E27 4.7 4.7 4111,06 4912.00 4920.61 4923.50 9.55 11.50 4923.94 4914.61 K-
12 Hydraulic grade line cor.trol = 491E.23
16 1.9 ' 0 .39 .59 Full .00293 2.5 2.5 4910.27 4911.39 4918.23 4318.47 7.96 7.4 .00 .10
11 1.7 12 0 .51 .56 Fu:! .00,33 2.2 2.2 4311.31 4311.75 4918.51 4919.El 7.12 6.86 .00 .00
16 !.6 12 0 .48 .53 %.: .00199 2.0 2.0 4911.75 4912.39 4918.63 491B.77 6.88 6.39 .00 .00
19 1.4 12 0 .53 .50 Full .00157 1.9 1.6 4'312.39 4912.67 4918.79 491G.89 6.40 6.21 .00 .00
20 .5 12 C .21 .29 Full .00018 .6 .6 4912.81 4113.43 4918.37 4918.98 6.16 MA .00 .00
2: .8 12 0 .38 .36 Full .00045 1.0 1.0 4113.43 4913.66 4918.96 4918.98 5.53 5.30 4919.00 4917.79-Ilt- P- 7
Project : CICD RECEIVING BEFORE EXPANSION Date: 9126/198B Time: 8:55:24
---------------- ------------------------------------------------------------------------------------------------------------
STORM DRAIN ANALYSIS RESULTS
Line
9 D N
On
Oc Flow Sf-fulI
V I
V 2 FL I FL 2 H6 I H6 2
D 1
0 2
TN
%
No
----
(cfs) (in) (in)
----- ---- ----
(ftl
----
(It) Type
---- ----
(ft/ft)
-------
4fps)
-----
(fps) (ft) (It) Cilc Cilc
----- ------ ------ ------ ------
(ft)
-----
(ft)
----- ------
Cilc
Cy
------
15
Hydraulic grade line control -
4920.37
22
3.4 12 0
1.00
.7i Full
.00500
4.3
4.3 4311.06 4911.74 4920.37 4i21.12
3.3;
9.38
.00
.00
23
2.8 12 0
.75
.12 Full
00631
3.5
3.6 4511.74 41l,.02 4921.29 4321.55
9.55
9.53
.00
.00
24
[.? 1". 0
.67
.65 Full
.00424
3.0
3.0 4912.02 4112.50 4921.60 4921.38
7.E6
3.48
.00
.00
25
1.5 12 C
.52
.-: ru;!
OMS)
2.0
2.0 4912.50 4913.02 4922.:3 4922.28
9.63
9.26
.00
.00
26
!.1 12 0
1.00
.53 Full
-XI B3
'-0
'-0 4913.02 4313.12 4922.28 4922.3E
9.2E
9.26 4922.44
49!6.92
E-
C- L
Project : CiCD RECEIViN6 AFTEP E)FAN51UN Date: 91CDr19Wtl liar: 1: x it
INPUT DATA LISTIN5
------------------
CO L2 MAX 6 A3J : LENGTH FL I FL 2 CTLITW 0 W 5 KJ KE KM LC LI L3 L4 AI A3 A4 J N
-- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ----
8 I 4908.62
2 2 14.2 14.2 54.00 4906.62 49?6.74 4916.50 21. 0. 3 .00 .00 .00 1 3 0 0 0. 0. 0. .00 .013
2 3 14.! 14.1 50.00 4906.75 4906.96 431E.50 21. 0. 3 .00 .00 .00 0 4 0 0 0. 0. 0. .00 .013
2 4 12.4 12.4 156.00 4906.07 4907.23 4916.19 21. 0. 3 .00 .00 .00 0 5 0 0 0. 0. 0. .00 .013
2 5 12.0 12.0 66.00 4907.24 4307.31 4917.50 21. 0. 3 .00 .00 .00 0 6 0 0 0. 0. 0. .00 .013
2 6 12.0 12.0 62.00 4907.40 4907.54 4917.37 21. 0. 3 .00 .00 .00 0 7 0 0 90. 0. 0. .00 .013
7 12.0 12.0 35.00 4907.54 490?.62 4316.94 21. 0. 3 .00 .00 .00 0 8 0 0 0. 0. 0. .00 .013
8 11.6 11.8 156.00 4907.63 4907.99 4918.25 0. 3 .00 .00 .00 0 9 0 0 0. 0. 0. .00 .013
2 9 11.6 11.6 80.00 4908.00 4909.18 4915.25 21. 0. 3 .00 .00 .00 0 10 0 0 0. 0. 0. .00 .013
2 10 11.6 11.6 17.00 434B.19 4908.23 4917.75 21. 0. 3 .00 .00 .00 0 11 0 0 45. 0. 0. .00 .013
2 it 11.6 11.6 392.00 4908.43 4910.20 4916.10 19. 0. 3 .00 .00 .00 0 12 16 0 45. 35. 0. .00 .013
2 12 .2 .2 50.00 010.27 4910.4: 4917.64 :8. 0. 3 .00 .00 .00 0 13 0 0 0. 0. 0. .00 .013
2 13 10.2 10.2 80.00 4910.41 4910.64 4917.64 18. 0. 3 .00 .00 .00 0 14 0 0 0. 0. 0. .00 .013
2 14 10.1 10.1 50.00 4910.65 4510.79 4917.21 10. 0. 3 .00 .00 .00 0 15 22 0 45. 35. 0. .00 .013
2 15 8.1 8.3 460.00 4111.06 4912,00 4914.61 18. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .013
2 16 2.4 1.4 83.4 4310.27 4911.39 4917.54 12. 0. 3 .00 .00 .03 12 17 0 0 0. 0. C. .00 .013
I 17 2.1 1.1 41.00 491:.39 41:1.75 49:7.36 I:. 0. 3 .00 .00 .00 0 18 0 0 0. 0. 0. .00 .013
!8 1.9 .8 70.00 4911.75 4912.39 4917.24 12. 0, 3 .00 .00 .00 0 19 0 0 0, 0. 0. .00 .013
2 19 1.6 .6 56.00 491:.39 411:.67 4113.34 12, 0. 3 .00 .00 .00 0 20 0 0 0. 0. 0. .00 .013
2 20 .8 .0 3:.00 4912.91 4113.43 4317.74 12. 0. 3 .00 .00 .00 0 21 0 0 0. 0. 0. .00 .013
2 21 .8 .0 50.00 4913.43 49:3.68 491?.79 :2. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .0 G
22 2.4 1.1 93.00 4111.06 4311.74 4917.63 12. 0. 3 .00 .00 .00 15 23 0 0 0. 0. 0. .00 .013
2 23 2.8 1.1 41.4 4911.74 4912.02 4317.27 12, 0. 3 .00 .00 .00 0 24 0 0 0. 0. 0. .00 .013
2 24 2.3 .6 70.0 4912.02 49:2.50 +911.33 12. 0. 3 .00 .00 .00 0 25 0 0 0. 0. 0. .00 .013
2 25 1.5 .0 80.00 4912.50 4911.02 4917.50 12. 0. 3 .00 .00 .00 0 26 0 0 0. 0. 0. .00 .013
Project : CICD PECEIVING AFTEP EXPANSION Bate: 3126/1988 Time: 9: 5:28
-----------------------------------------------------------------------------------------------------------------------------
TNFUT DATA LISTING
------------------
CD L2 MAX O AD1 0 LENGTH FL 1 -L 2 CTLITW 0 D S KJ VE KM LC LI L3 L4 Al A3 A4 J N
-- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ----
1.5 .0 53.00 4913.02 49:3.12 431E.32 12. 0. 1 .00 .00 .00 0 0 6 0 0. 0. 0. .00 .013
c-3
ProleCt : CICD RECEIVING AFTEP. EXPANSICN Date: 9I2E71982 Time: 9: 5:26
9TOFM DfAIN ANALYSIS RESULTS (- Igo � � c�� � e u Vv1 E n d e? PP
Line D 0 Y Dn Dc Flow Sf-full V 1 V 2 FL I FL 2 HG 1 H6 2 O 1 D 2 IN IN
No (cfs) (in) (in) (It) (ft) Type (Itlft) (fps) (fps) (ft) (ft) Cali Calc (It) (ft) Calc CK
0-- ---- ----- ---- ---- ---- ---- ---- ------- ----- ----- ------ ------ --'---- ------ ----- ----- ------ ------
I Hydraulic grade line control = 4908.62
1 > . 14.2 21 0 1.75 1.40 Full .00503 5.9 5.9 490E.62 4906.74 4908.62 4909.05 2.00 2.31 .00 .00
3 14.1 2l 0 1.75 1.40 Full .00792 5.9 5.9 4906.75 4906.86 4909.07 4909.46 2.32 2.60 .00 .00
4 12.4 21 0 1.75 1.31 Full .00612 5.2 5.2 4906.87 4907.23 4109.71 4910.66 2.04 3.43 .00 .00
5 12.0 21 0 1.75 1.29 Full .00574 5.0 5.0 4947.24 4107.39 4910.71 4911.09 3.47 3.70 .00 .00
n ?t 6 12.0 21 0 !.15 1.29 Full .00574 5.0 5.0 4907.40 4907.54 4911.09 4911.45 3.69 3.91 .00 .00
e. 1 O 7 12.0 21 0 1.75 1.23 Full .00574 5.0 5.0 4907.54 4307.62 4912.22 4912.42 4.68 4.80 .00 .00
2 1!.3 21 0 1-75 1.28 Full .00555 4.9 4.9 4907.62 4907.99 4912.45 4913.31 4.82 5.32 .00 .00
4 9 11.6 21 0 1.71 1.27 Full .00536 4.8 4.8 4909.00 4308.18 4913.34 4313.77 5.34 5.59 .00 .00
r-� 10 11.6 21 0 1.75 1. 27 Full .00536 4.8 4.8 4908.:9 4?06.23 4913.77 4913.86 5.58 5.63 .00 .00
11 11.6 18 0 1.50 1.30 Full .01219 6.6 6.6 4908.42 49!0.20 4913.89 4118.67 5.46 8.47 .00 .00
.. .2 13 0 .20 .17 Full .00000 .1 .1 4910.27 4910.41 4919.97 4913.97 9.70 9.56 .00 .00
13 10.: 18 0 1.50 1.23 Full .00343 5.8 5.0 4910.41 4910.64 4918.94 4919.69 8.53 9.05 .00 .00
4c: 14 10.1 18 0 1.50 :.22 Full .00914 5.7 5.7 4910.65 4910.79 4919.71 4920.17 9.06 3.39 .00 .00
j.ct 15 6.3 :8 0 1.50 1.12 Full .00621 4.7 4.7 491!.06 4912.00 4920.E5 4923.53 1.59 11.53 4923.88 4914.61 e-
K -
12 Hydreu!ic grade line ccntrol = 4919.32
16 2.4 12 0 .54 .66 Full .00442 3.0 3.0 4910.27 4911.39 4919.32 4119.69 9.05 2.30 .00 .00
17 2.1 12 0 .58 .62 Full OOL4 2.7 2.7 4111.39 4111.75 4919.74 4919.89 8.35 8.14 .00 .00
18 1.8 12 0 .52 .59 Full .0031 2.3 2.3 4911.75 4912.39 4919.94 4920.13 0.19 7.74 .00 .00
13 1.6 12 0 .58 .53 Full .00199 2.0 2.0 4912.39 4912.67 4320.17 4920.23 7.78 7.62 .00 .00
20 .8 !. 0 .3 .36 Full .00046 !.0 1.0 4912.91 4913.43 4920.38 492D.40 7.57 6.97 .00 .00
21 .8 12 0 .38 .36 Full .00045 1.0 1.0 4913.;3 4113.68 4920.40 4920.42 6.97 6.4 4120.44 49:7.71 <- P-
Project : CICS RECEIVING AFTER EXPANSION Date: 9/26/1988 Time: 9: 5:28
-----------------------------------------------------------------------------------------------------------------------------
STORM DRAIN ANALYSIS RESULTS
Line
0 D N
Dn
DC FlaV 5-full
V 1
V 2 FL I FL 2 HG I HG 2
D I
D 2
TY
TY
No
----
(rfs) (in) (in)
----- ---- ----
(ft)
----
(ft) Type ift "t!
---- ---- -------
r'ps)
-----
(fps) (ft) (ft) Calc Calc
----- --- -- ------ ------ ------
(10
-----
(ft)
-----
Calc
------
CK
------
15
Hydraulic grade line
control : 4320.41
22
3.4 12 0
1.00
.79 Full W527
4.4
4.4 4911.06 4911.74 4920.41 4921.18
9.35
9.44
.00
.00
23
2.1 12 0
.71
.72 Full .00631
3.6
3.6 4911.14 49:2.02 4921.37 4921.63
1.63
9.E1
.00
.00
24
._ 0
.67
.65 Full .00424
3.0
2.0 4912.02 4912.50 492!.'6 492- 06
1.74
9.56
.00
.00
25
5 12 0
.3.
.53 Full .00181
2.0
2.0 4912.50 4113.02 4922.21 4922.36
9.71
9.34
.00
.00
!.00
.53 Tull .HI19
2.0
2.0 4313.12 4913.12 4922.36 4912.46
9.34
9.34 4922.52 4916.92
E-�- 5
Project : CICD AFTER EXPANSION (MODIFIED 0) Date: 9/28/1908 Time: 9:39:39
G� in wIC4v reduCed L 'y -3"- c 5
INPUT DATA LISTING
------------------
CO L2 MAX D
AN 0 LENGTH FL 1 FL 2 CTL/TN
D
N S
KJ
KE
KM
LC Ll L3 L4 Al
A3
A4 1 N
-- --
8 1
-----
-----
------ ---- ---- ------
4908.62
---
--- -
----
----
----
-- --
-- --
---
---
--- ---- ----
2 2
10.7
10.7
54.00 4306.62 4906.74 4916.50
21.
0. 3
.00
.00
.00
1 3
0 0
0.
0.
0. .00 .013
2 3
10.6
10.6
50.00 4506.75 4906.86 4916.50
21.
0. 3
.00
.00
.00
0 4
0 0
0.
0.
0. .00 .013
2 4
0.9
8.3
156.00 4906.67 4907.23 4316.18
21.
0. 3
.00
.M
.00
0 5
0 0
0.
0.
0. .00 .013
2 5
1.0
1.0
66.00 4907.24 4907.39 4917.50
21.
0. 3
.00
.00
.00
0 6
0 0
0.
0.
0. .00 .013
2 6
8.5
8.5
62.00 4907.40 4907.54 4917.37
11.
0. 3
.00
.00
.00
0 7
0 0
90.
0.
0. .50 .013
2 7
8.5
8.5
35.00 4907.54 4907.62 4916.14
21.
0. 3
.00
.00
.00
0 8
0 0
0.
0.
0. .00 .013
2 8
8.3
8.3
156.00 4307.63 4901.99 4918.25
21.
0. 3
.00
.00
.00
0 9
0 0
0.
0.
0. .00 .013
2 9
8.1
8.1
90.00 4908.00 4908.18 4919.25
21.
0. 3
.00
.00
.00
0 10
0 0
0.
0.
0. .00 .013
2 10
8.1
8.1
17.00 4908.19 4108.23 4917.75
21.
0. 3
.00
.00
.DO
0 II
0 0
45.
0.
0. .00 .013
2 11
8.1
8.1
392.00 4108.43 4910.20 4116.10
19.
0. 3
.00
.00
.00
0 11
16 0
45.
35.
0. .00 .013
2 12
6.7
6.7
50.00 4110.27 4910.41 4917.84
18.
0. 3
.00
.00
.00
0 13
0 0
0.
0.
0. .00 .013
2 13
6.7
6.7
80.00 4910.41 4110.64 4917.64
18.
0. 3
.00
.00
.00
0 14
0 0
0.
0.
0. .00 .013
2 14
6.6
6.6
50.00 4910.65 4910.79 4917.21
18.
0. 3
.00
.00
.00
0 15
22 0
45.
35.
0. .00 .013
1 15
4.8
4.8
460.00 4911.06 4912.00 4314.61
I8.
0. 1
.00
.00
.00
0 0
0 0
0.
0.
0. .00 .013
2 16
2.4
1.4
83.00 4910.27 4911.39 4917.54
12.
0. 3
.00
.00
.00
12 17
0 0
0.
0.
0. .00 .013
2 17
2.1
1.1
41.00 4911.39 4311.75 4917.36
12.
0. 3
.00
.00
.00
0 18
0 0
0.
0.
0. .00 .013
2 18
I.B
.8
70.00 4911.75 4912.39 4917.24
12.
0. 3
.00
.00
.00
0 19
0 0
0.
D.
0. .00 .013
2 19
I.6
.6
56.00 4912.31 4912.67 4118.34
12.
0. 3
.00
.00
.00
0 20
0 0
0.
0.
0. .00 .013
2 20
.8
.0
32.00 4912.91 4913.43 4917.74
12.
0. 3
.00
.00
.00
0 21
0 0
0.
0.
0. .00 .013
2 21
.8
.0
50.00 4913.43 41l3.68 4117.79
12.
0. 1
.00
.00
.00
0 0
0 0
0.
0.
0. .00 .013
2 22
3.4
1.7
83.00 4911.06 4911.74 4917.63
12.
0. 3
.00
.OD
.00
15 23
0 0
0.
0.
0. .00 .013
2 23
2.8
1.1
41.00 4511.74 4912.02 4917.27
12.
0. 3
.00
.00
.00
0 24
0 0
0.
0.
0. .00 .013
2 24
2.3
.6
70.00 4112.02 4912.50 4917.33
12.
0. 3
.00
.00
.00
0 25
0 0
0.
0.
0. .00 .013
2 25
1.5
.0
80.00 4912.50 4113.02 4917.50
12.
0. 3
.00
.00
.00
0 26
0 0
0.
0.
0. .00 .013
Project
----------------------------------------------------------------------------------------------------------------------------
: CICD AFTER
EXPANSION (MODIFIED D)
Date:
9/28/1988
Time: 9:38:44
INPUT DATA LISTING
------------------
CD L2 MAX D AN D LENGTH FL 1 FL 2 CTLITN 0 N S KJ KE KM LC L1 L3 L4 At A3 A4 J N
-- -- ----- ----- ------ ---- ---- ------ --- --- - ---- ---- ---- -- -- -- -- --- --- --- ---- ----
2 26 1.5 .0 53.00 4913.02 4911.12 4916.92 12. 0. 1 .00 .00 .00 0 0 0 0 0. 0. 0. .00 .013
Project : CICD AFTER EXPANSION (MODIFIED 0)
Date: 9.'28/1988
Time:
9:38:44
-----------------------------------------------------------------------------------------------------------------------------
'
�✓l
,4p
STORM DRAIN ANALYSIS RESULTS E)O,-�
✓) S
7 T P
a V11
r_(rs+r2u.v_1
Line
D 0
V On
Dc Flow
SI-lull
V I
V 2 FL I FL 2 H6 I HB 2
D I
D 2
TN
TN
No
----
(cfs) (in) (in)
----- ---- ----
(it)
----
(Itl Type
---- ----
(Itift)
-------
(fps) (fps) (ft) (ft) Calc C71( (ft)
----- ----- ------ ------ ------ ------ -----
(ft)
-----
Cal(
------ ------
CK
I
Hydraulic
grade line
control
4308.62
2
10.7 21
0 1.75
1.22 Full
.00456
4.4
4.4 4906.62 4906.74 4908.62 4908.87
2.00
2.13
.00
.00
3
10.6 21
0 1.75
1-1 Full
.00447
4.4
4.4 4906.75 4106.86 4908.88 4909.10
2.13
2.24
.00
.00
4
6.3 11
0 1.75
1.10 Full
.00313
3.7
3.7 4906.87 4307.23 4909.2E 4909.77
2.41
2.54
.00
.00
5
1.0 21
0 .43
.36 Full
.00004
.4
.4 4907.24 4907.39 4510.19 4910.15
2.95
2.80
.00
.00
6
0.5 11
0 1.75
1.08 Full
.00287
3.5
3.5 4907.40 4907.54 4909.81 4909.99
2.41
2.45
.00
.00
7
8.5 21
0 1.75
1.08 Full
.00287
3.5
3.5 4907.54 4907.62 4110.37 4910.47
2.83
2.85
.00
.00
8
8.3 21
0 1.75
1.07 Full
.00273
3.4
3.4 4907.63 4907.99 4910.49 4910.92
2.66
2.93
.00
.00
9
E.1 21
0 1.75
I.OS Fall
.00253
3.4
3.4 4908.60 4908.18 4510.94 4911.14
2.94
2.96
.00
.00
10
8.1 21
0 1.75
1.05 Full
.00259
3.4
3.4 4906.19 4906.23 4911.14 4911.19
2.95
2.96
.00
.00
11
8.1 19
0 1.50
1.10 Full
.00590
4.6
4.6 4908.43 4910.20 4911.20 4913.52
2.77
3.32
.00
.00
12
6.7 18
0 1.50
1.00 Full
.0040B
3.8
3.8 4310.27 4910.41 4913.81 49:4.02
3.54
3.61
.00
.00
13
6.7 18
0 1.50
1.00 Full
.00406
3.8
3.8 4910.41 4110.64 4914.02 4914.35
3.61
3.71
.00
.00
14
6.6 18
0 1.50
.99 Full
.00309
3.7
3.7 4910.65 4910.79 4914.36 4914.56
3.71
3.77
.DO
.OD
t
15
4.8 18
0 1.50
.84 Full
.00210
2.7
2.7 4911.06 4912.00 4914.77 4915.73
3.71
3.73
4915.85 4914.61
12
Hydraulic
grade line
control
4913.67
16
2.4 12
0 .54
.66 Full
.00442
3.0
3.0 4910.27 4911.39 4913.67 4914.03
3.40
2.64
.00
.00
17
1.1 12
0 .58
.62 Full
.00354
2.7
2.7 4911.39 4911.75 4914.09 4914.23
2.70
2.46
.00
OP
18
1.9 12
0 .52
.58 Full
.00267
2.3
2.3 4911.75 4912.33 4914.29 4914.49
2.54
1.09
.00
.00
19
1.6 12
0 .58
.53 Full
.00199
2.0
2.0 4912.39 4912.67 4914.52 4914.63
2.13
1.96
DO
00
20
.8 12
0 .26
.36 Full
.00046
1.0
1.0 4912.81 4913.43 4914.73 4914.74
1.92
1.31
.00
.00
11
.8 12
0 .38
.36 Full
.00045
1.0
1.0 4913.43 4913.68 4314.74 4914.77
1.31
1.09
4914.78
4917.79
p -7
Project : CICD AFTER EXPANSION (MODIFIED 0) Date: 9128/199B Time: 9:38:44
-----------------------------------------------------------------------------------------------------------------------------
STORM DRAIN ANALYSIS RESULTS
Line
D D
N On
Dc Flow Sf-full
V I
V 2 FL I FL 2 H6 1 H6 2
0 1
D 2
TN
TN
No
----
(cfs) (in)
----- ----
(in) (ft)
---- ----
(ft) Type
---- ----
(ft/ftl
-------
(fps)
-----
(fps) (ft) (ft) Calc Calc
----- ------ ------ ------ ------
(ft)
-----
(ft)
-----
Cal(
------
CK
------
15
Hydraulic
grade line
rontrll :
4914.66
21
3.4 11
0 1.00
.79 Full
.00927
4.4
4.4 4911.0E 4111.74 4914.66 4915.43
3.60
3.69
.00
.00
23
2.8 11
0 .79
.72 Full
.00631
3.6
3.6 4311.14 4112.02 4915.62 4115.88
3.88
3.86
.00
.00
24
2.3 12
0 .67
,65 Full
ANN
3.0
3.0 4912.02 4912.30 4916.01 491E.31
3.99
3.81
.00
.00
25
1.5 12
0 .52
.53 Full
.00103
2.0
2.0 4912.50 4113.02 4916.46 49t6.61
3.96
3.53
.00
.00
26
1.5 12
0 1.00
.53 full
.00199
2.0
2.0 4913.02 4913.12 4916.61 4916.71
3.59
3.51 4916.77 4916.92 4--
C- G
LIST OF ABBREVIATIONS
---------------------
roR USE uj,rt-1 S7,0pM PROG-RfrM Pl2It-)Tou7S
V 1, FL 1, D 1 and HG 1 refer to downstream end
V 2, FL 2, D 2 and HG 2 refer to upstream end
X - Distance in feet from downstream end to point where HG intersects soffit in seal condition
X(N) - Distance in feet from downstream end to point where water surface reaches normal depth by either drawdown or backwater
X(J) - Distance in feet from downstream end to point where hydraulic jump occurs in line
FM - The computed force at the hydraulic jump
D;BJ) - Depth of water before the hydraulic jump (upstream side)
D(AJ) - Depth of water after the hydraulic jump (downstream side)
SEAL indicates flow changes from part to full or from full to part
HJ indicates that flow changes from supercritical to subcritical through a hydraulic jump
HJU indicates that hydraulic jump occurs at the junction at the upstream end of the line
HJD indicates that hydraulic jump occurs at the junction at the downstream end of the line
7OF_fn'1�rora�✓� b j
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7u1l/ rt 1
For TrC4r�.
)�)FrSe. ver' ,lof_>c' { �TJ
K=
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' I J`
R-3246-AL Curb Inlet Frame, Grate, Curb Box
Heavy Duty Total Weight 640 Pounds
Specify:
1. If grate is to be used
for flow -left or flow -right condition.
CURB BOX HEIGHT A04 TO 9'
r-6
J �--30-
3
R-3246-B Curb Inlet Frame, Grate, Curb Box
Heavy Duty Total Weight 560 Pounds
Also available with Type L or Type V grate.
361' WAS BOX ADJUSTABLE 6 TO 9 6-
L 3s} II
n4
33
AD
�'"���►�+'�►�4i��� ice'.
1
Grate shown is for flow -right condition.
- T- Not recommended for bicycle traffic. For safety stand-
2: - - I ards see pages 94 to 99.
31 _". ----- -I
R-3246-BD Curb Inlet Frame, Grate, Curb Box
Some as R-3246-B except grate has two depressed bars as shown in
detail below.
Not rerommended for bicycle traffic. For safety standards see pages 94
to 99.
n
Illustrating Grote Type R-3246-BD
N EENAH
130 FOUNDRY COMPANY D _
CAT. NO.-R-3246-B
-DESCRIPTION-TYPE D
COMP. CODE - 3246-0012
FLOW
m
50
Me
30
20
m
"K" vs. S -
-1 1 , T
172
351
0 .01 AZ US U4
T
S T = TRANSVERSE GUTTER SLOPE
" SL= LONGITUDINAL GUTTER SLOPE
K = GRATE INLET) COEFFICIENT
.0 J
I
1976 Neenah Foundry Co.
poND z PkINT 0(t r
POND-2 Version: 2.30 Page I of 3
S/N: 87020229
} }
{ INLET K-7 INFLOW HYDROGRAPH {
{ 10-YR. FREQUENCY STORM {
{ HEWLETT-PACKARD FT. COLLINS }
{ MODIFIED OUTFLOW FOR SUBMERGED CONDITIONS }
} }
EXECUTED 09-28-1998 15:37:55
Disk Files: C:K7M .PND ; C:K7 .HYD
INITIAL CONDITIONS
Elevation = 4914.61 ft
Outflow = 0.0 cfs
GIVEN POND DATA
:ELEVATION OUTFLOW STORAGE
(ft) 1 (cfs) (ac-ft)
4914.61 0.0 0.00
4914.98 4.8 1 0.02
1 4915.03 4.8 1 0.02 1
1 4915.61 4.8 0.07
4916.00 4.8 1 0.46
------------------------------
COMPUTATIONS
1 2S/t
2S/t + 0
f (cfs).
(cfs)
-------------------------1
0.0 ;
0.0 ;
2.0
6.8
2.2
7.1
9.0
12.8 1
55.2
--------------------------
60.0
Time increment (t) = 0.200 hrs.
�- S
POND-2 Version: 2.30 SIN: 87020229
Pond file: C:K7M .PND
Inflow Hydrograph: C:K7 .HYD
Outflow Hydrograph: C:K70UTM .HYD
EXECUTED: 09-28-1988
15:37:55
Page 2 of 3
INFLOW HYDROGRAPH
ROUTING
COMPUTATIONS
-----------------
TIME 1
INFLOW
------------------------------------------------------
I1+12
2S/t - 0 1
2S/t + 0 : OUTFLOW :ELEVATION)
(hrs) 1
(cfs) 1
(cfs)
(cfs)
(cfs) 1
(cfs) !
(ft)
'--------'-------'---------
'------------
'----------- '---------
'---------'
0.000
0.0:
----- i
0.0 S
0.0�
0.0
4914.61
0.200
2.8:
2.8 1
-1.2 1
2.81
2.0
4914.76 S
0.400
5.6:
1 8.3 1
-2.5
7,21
4.8
4915.04
0.600
8.3�
13.9
1.8 :
11.41,
4.8
4915.47
0.800
7.11
15.4
7.6 1
17.21
4.8 1
4915.65
1.000
5.9�
13.1
11.0 )
20.6:
4.8
4915.67
1,200
4.8:
10.7
12.1
21.7:
4.8
4915.68
1 1.400
3.61
8.3 1
10.8
20.41
4.8
4915.67 1
1.600
2.4�
1 5.9
7.1
16.71
4.8
4915.64 f
i 1.800
1.2:
1 3.6
1.0 i
10.7:
4.8 1
4915.39 )
' 2.000
0.0:
1.2
-0.9 :
2.2;
1.6 :
4914.73 )
Peak Inflow = 8.3 cfs
Peak Outflow = 4.8 cfs
Peak Elevation = 4915.68 it
D-6
V
POND-2 Version: 2.30 S/N: 87020229
Pond file: C:K7M AD
Inflow Hydrograph: C:K:7 .HYD
Outflow Hydrograph: C:KIOUTM ,HYD
Peak: Inflow - 8.2 cfs
Peak: Outflow = 4.8 cfs
Peak Elevation = 4915.68 ft
Page 3 of 3
EXECUTED: 09-28-1988
15:37:55
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