HomeMy WebLinkAbout; Encinas Creek Channel Paseo Del Norte to I-5; Encinas Creek Channel Paseo Del Norte to I-5; 1989-12-29HYDROLOGIC/HYDRAULIC ANALYSIS
FOR THE ENCINAS CREEK CHANNEL
BETWEEN FASEO DEL NORTE AND
INTERSTATE HWY 5
DECEMBER 29, 1989
RECEIVED
JUL 2 81992
CITY OF CARLSBAD
DEFT.
COOPER ENGINEERING ASSOCIATES
CIVIL ENGINEERING PLANNING LAND SURVEYING
TABLE OF CONTENTS
PAGE
I' .
SUMMARY AND CONCLUSIONS 1
II. CHANNEL HYDRAULICS 3
A. BASIS OF STUDY 3
B. LIMITS OF THE 10O YEAR FLOOD PLAIN 4
C. CHANNEL VELOCITIES - SEDIMENT TRANSPORT 6
III. MAINTENANCE 8
APPENDIX I. PRINTOUT OF THE HEC-II HYDRAULIC ANALYSIS 1-12
APPENDIX II. CROSS-SECTION LOCATION MAPS
I. SUMMARY AND CONCLUSIONS
This report has been prepared to outline the findings of a
hydraulic analysis for the reach of Encinas Creek between Paseo Del
Norte and Interstate Highway 5. The analysis was conducted to
'examine the impact of the 1OO year rainfall discharges through the
creek channel on the proposed improvements for the mini-
warehouse/office complex on the southerly overbank, west of Paseo
Del Norte.
It has been determined that the 100 year peak flows in Encinas
Creek, north of the project site, will have no direct impacts on
the proposed improvements. The proposed grading is restricted to
the southerly overbanks above the 47 contour line, which would keep
the construction outside the 100 year flood plain.
There have been no improvements proposed for the channel reach
between Paseo Del Norte and Interstate 5. The channel dimensions
are adequate to carry the 100 year frequency peak runoff and
*therefore it would be kept in its natural condition. Channel
velocities on the overbanks have been computed to be below the
sediment carrying velocities.
It is recommended to keep the channel in its natural
conditions with respect to the topography and vegetation growth.
The outlet of the triple box culverts across Paseo Del Norte and
the inlet to the triple box culverts across Interstate Highway 5,
however, should be inspected for structural integrity and
maintained free of any obstructions or vegetation overgrowth. A
yearly inspection and maintenance program is recommended to be
adopted for this channel reach.
The following chapters will present the basis and findings of
the analysis in more detail.
.'• 'V*xyV-S'''.' "'•:•••:, • •' • • ,
II. CHANNEL HYDRAULICS
A. BASIS OF STUDY
This study has been conducted to determine the impacts of the
100 year frequency runoff in the Encinas Creek Channel on the*..••'•, t • •
proposed improvements on the channel southerly overbank between
'.-
Paseo Del Norte and Interstate Highway 5. The scope of study is
the determination of flow characteristics in the channel adjacent
to the project site which is generally from the outlet of the.
triple culverts under Paseo Del Norte to the inlet of the triple
culverts under 1-5.
The hydraulic analysis for the study has been performed using
the HEC-II computer software developed by the Hydrologic
/
Engineering Center.
The 100 year frequency runoff values input to the computer
program have been adopted from the 1989 Master Plan of Drainage for
the City of Carlsbad - Encinas Creek Basin as follows:
Upstream of Paseo Del Norte 1,750 cfs
Upstream of 1-5 1,880 cfs
Downstream of 1-5 1,910 cfs
In order to obtain fairly accurate results for the flow
characteristics between Paseo Del Norte and 1-5, the cross-sections
input to the computer model were extended 5OO1 downstream of the
triple culverts across 1-5 and 30O1 upstream of the triple culverts
across Paseo Del Norte. Cross-sections number 1 and 2 model the
3O1 wide by 1O1 high concrete channel west of 1-5 at O.5% slope.
Sections 3 and 4 model the triple culverts across 1-5. Sections
5 through 8 represent the channel between Paseo Del Norte and 1-5.
These sections have been digitized using a 1"=4O' scale topography
map. Sections 9 and 1O model the triple culverts across Paseo Del
Norte. Cross-sections 11 and 12 represent the channel upstream of
Paseo Del Norte.
Roughness coefficients of .015 have been used for the concrete
channel downstream of 1-5 and also the two triple concrete boxes
along the reach. Roughness coefficients of .045 have been used for
the natural channel of the creek upstream of 1-5.
A printout of the input data and the computed results of the
HEC-II computer run has been included in Appendix I of the report.
Appendix II contains the ln=40'scale topography map showing the
cross-sections, 100 year water surface elevations and limits of the
1OO year flood plain as it relates to the proposed grading on the
southerly overbank between Paseo Del Norte and 1-5. A copy of the
1"=400' scale topography map of the project vicinity is also
included in Appendix II showing the cross-sections downstream of
1-5 and upstream of Paseo Del Norte.
B. LIMITS OF THE 10O YEAR FLOOD PLAIN
The extents of the channel inundation by the 100 year flood
have been delineated on the 1"=40'scale map in Appendix II.
Delineation of the flood plain has been done utilizing the water
surface elevations generated by the computer model. The following
is a listing of these computed water surface elevations between
Paseo Del Norte and 1-5:
Section 4 - u/s face of the culverts across 1-5 28.6
5 - 30.3
./•
*• 6 v 30*5
• ' 7 -. 31.2
8 - 31.6
Section 9 - D/s face of the culverts across
Paseo Del Norte 34.6
The water surface elevations range from 28.6 at the entrance
to the triple culverts across 1-5 to 34.6 at the downstream face
of the triple culverts across Paseo Del Norte. Note that the
grading for the improvements on the southerly overbank is
restricted to the 47' contour, keeping the project out of the flood
plain with a freeboard of at least 12'.
In the process of the hydraulic analysis it has been found
that both the culvert crossings under Paseo Del Norte and
Interstate Hwy. 5 are flowing under pressure. It has also been
determined that no weir flow occurs as result of the road
overtopping. There is adequate freeboard available at the inlet
east of 1-5. The freeboard available at the culvert entrance east
of Paseo Del Norte, however, is not sufficient. The culvert
opening under Paseo Del Norte should be increased or, as a more
economically feasible alternative, a berm could be constructed on
the easterly shoulder of the road along the creek section in order
to provide the necessary freeboard. Note that this improvement is
upstream of the channel reach under this study and outside the
project boundaries.
C. CHANNEL VELOCITIES - SEDIMENT TRANSPORT
Channel velocities have been determined as part of the; 1 , ' r
hydraulic analysis. The following are velocities computed at
cross-sections taken between Paseo Del Norte and 1-5:
Section 4 - u/s face of the culverts across 1-5 9.2 fps
5 3.7 fps
6 4.7 fps
7 4.4 fps
8 7.4 fps
Section 9 - d/s face of the culverts across
Paseo Del Norte 12.2 fps
The velocities of, sections 4 and 9 are restricted to the 3O1
wide opening of the culverts across 1-5 and Paseo Del Norte. Flow
velocities at section 5 through 7 arc all less than 6 fps which is
the minimum for sediment transport capabilities. The velocity of
channel at section 8 is restricted to the effective flow area of
the cross-section. The effective flow downstream of the outlet of
bridges or culvert crossings follows a 4:1 expansion. (Refer to
the HEC-II Water Surface Profiles User Manual by the Hydrologic
Engineering Center) . That is for each 4 feet of channel length the
flow width expands 1 foot on each side. Flow width is 30' at
section 9. Section 8 is 70' from section 9. Thus the limit of the
effective flow at section 8 will be approximately (3O/2) + (70/4)
= 33' from the channel, center line. Therefore the limit of the
effective flow is 25'away from the toe of the southerly channel
bank.
•';' Velocities of less than 6 fps all along the channel banks
between Paseo Del Norte and 1-5 indicate that no erosion will occur
due to the discharges of the 1OO year frequency rainfall.
Almost all the sediment carried by the flow will be deposited
upstream of Paseo Del Norte where the velocities are at a minimum.
Therefore no deposition will occur along the reach between Paseo
Del Norte and 1-5.
III. MAINTENANCE
Maintenance of storm drain facilities is a process which must
be periodically implemented to insure that the system operates as
designed and remains well preserved. The program of activities
,recommended merely establish a prescribed routine procedures and"
inspections to be undertaken in order for the system to function
as originally planned.
Frequency of inspection varies depending upon experience. As
an initial rule of thumb, the channel reach should be inspected
once every year. All inspections should be made during the early
summer months so that there is ample time to evaluate the reported
deficiencies and have all the recommended work completed prior to
the next rainy season.
The entire channel reach should be inspected for floatable
debris that can be carried downstream. Waterway area should be
inspected for obstruction with vegetation overgrowth blocking more
that half of the change! cross-section.
The outlet of the triple box culverts across Paseo Del Norte
and the inlet of the triple box culverts across 1-5 should also be
inspected for deficiencies such as:
- Trash and debris blocking more that 1/4 the height of
the structure
- Erosion around the headwalls
- Settlement or movement in the structures
- Vegetation I1-2' high within 2O1 of the structures
- Failure of the structural concrete.
All deficiencies noted by the inspector during the maintenance
inspection shall be submitted to an engineer for evaluation and
recommendations.
APPENDIX I
PRINTOUT OF THE HEC-II HYDRAULIC ANALYSIS
SURFACE PROFILES
VERSION OF IIOYEtICa l?7i
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12/09/89 14:51:08 PAGE
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5,02 2i.<il 26.C2
,-«' 3«. 19K>. 0.
*'..,>iOQ 12.75 ,W
'• ,"002,835 v* ' \W, 100. 10').
FLOW DISTRIBUTION FOR SECliO*
STA* «9B5. 5015.
PER 0« 100.0
AREA* H9.8
VEL« 12.8
..00 28.51
:). 150.
.000
20
.OJfi
5
2.53
0.
.000
0
.29 .00 31. CO
2. 0. 31,00
.000 21.0..I i?C<5.0S
.00 29.90 SOU. 95
CHSEL- 26.02
CCHV* .300 CEIIV" .500
SPECIAL BRIDGE
• 5227 DONIISTRE.1M ELEV IS /5.?:> ,1101
BEST ORIQINAL
HVPRnULIC JUHP OCCURS DOHNSTRE.AH (IF LON CLOH CONIROI.S)
I
I
I
SB XK m>R COrO RDLEII DWC BHP BAREA
1,00 I,o0 Z.60 30.00 31.00 1.00 150.00
«SECHO 4.000
3700. BRIDGE SfEIICL' 4934.50 S1EIO* 5015.50
3301 HV CHANGED HOF;E 1HAII HV1NS
PRESSURE FLOW
5S ELCIIU ELCIID
.00 ?2.00 21.00
E6PRS EBLHC
21.92 29.54
113 QHEIR QPR
.00 0. 1680.
TFeAPEIOID
AREA
fSO. 150.
ELLC ELTRD
27.00 49.00
3470 ENCROACHHEliT STATIONS" 4984.5 5015.5 FYPE-I U/S FACE OF 1-5 3-10'WXS'H CULVERTS.
4.00 6.62 28.42 .00 .00 29.92
1980. 0. 1800. 0. 0. 205.
1 .02 .00 7.16 .00 .000 .0'I5
,009934 210. 240. 240. 3 0
1
.1.30
0.
.000
0
31.000
1,38 .00100000.00
3. 1. 100000,00
.000 22.03 -1981.50
.00 31.00 5015,50
12/09/8? HiShOB FACE
SECHO CEFHI CHSF.L
D OLQf! C!CH
TIIIE VLOB VCII
SLOPF. aOBI. ILCK
FLOH DISIR1PUIICH FOR 3ECNQ*
ifty^'/ttss. 5H5.
'•'PER'B" 100.0
' AftF> 205.3 -
VEL* ?.i
«SECIIO 5.000
Cf-.lHS HSELK Efi 117 IIL
QKCC AL06 ACH ARQD VOL
Vf'08 U'lL- XIICH M Hill
KLOEiR KRliU IOC ICOIIf CORA
4.00 C«3El« 29.62
3301 HV CHANGED MORE THAtl H VI 113
3170 EHCROACIIMEIIf SFAriOMS"
5.00 6.34 30.34
1880. 0. 1880.
.02 .00 3.72
.002198 I'O. 75.
FLOW DlSTr<IBUfii)!l FOR RECHO'
SIA« 49! 5. 5108.
PER Q» 100.0
AREA' 506.0
VEL' 3. 7
tSECNO 6.000
6.00 5.4? JO. 4?
1880. 0. 1880.
.03 .00 4.68
.005698 65. 65.
4915.0 5060.0 TYPE' 1 TARGE.!=-
.00 .00 30.55 .21
0. 0. 506. 0.
.00 .000 .045 .000 .:
25. 3 0 0
5.W CHSEL » 30.31
»
.00 .00 30.83 .34
0. 0. 102. 0,
.00 .000 .045 .000
65. 200
OLOSS BANK ELtLV
THA LEFT/RIGHT
ELM IN S31A
fOTWO ENOST
H5.0M
.31 .33100000.00
3. 1. 100000.00
.000 22.00 4915.00
.00 131.35 5049.35
EST ORI
.22 .06 45.00
4. 1. 45.00
.000 25.00 4858.82
.00 155.15 5043.97
FLOW DISTRIBUTION FOR SECMO»
STA* 4889. 5102.
PER .0- JOO.O
AREA' 401.6
VEL- 4.7
tBECNO 7.000
3470 ENCROACHMENT STATIONS'
6.00 CHSEL- 30.49
4890.0 5055.0 Tl'PE*1 I'flRSET*165.000
12/07/89 14:5l!C6 PAGE
SECHO Dc'rill CHSf:.
Q DLOb 'Jill
TIKE VLCfc '/CM
SLOPE KLOfil. XICH
ii^:A •••'•' «*••mfXffU ?' >
f.M 4.45
"^MMf ' 45. 13ft.
. "• *
FLOH DIS1RIBUHOII Idi SECNO*
STA« 4901. 5190.
PER 0- 100.0
flR£A« 422.9
VEL* <•<
ISECNO 8.000
QftOB
WOB
XLOBR
,00
0.
.1)0
90.
7.0C
HSEI.K E6 HV IIL
fiLOP ACH AF;GB VOl.
KtJL • '<IICH KIIR IJTII
URIAL IDC I COH I CO^f!
,00 31.52 ,31 .60
0. 423. 0. 5.
.000 .015 .COO .000
30 0 .00
CHSEL' 31.22
OLfiSS GAIIK ELF.V
m LEFT/RIGHT
Cl til II SS'A
10F«ID EMDST
.01100000.00
1. 100000.00
.27.30 4900. 8i
154.17 5055.00
1
3301 HV CHANGED HO?:E THAN HVINS
3470 EHCROACHHENI S!ATIPNS=
8.00 2.85 31.65
1880. 0. IBHO.
.04 .00 7.44
.OH701 50. 90.
'1750.0
.00
0.
.00
90.
5015.0 TYPE' 1 TARG£T=
.00 32.51 .96 .71
0. 233. 0. 6.
.000 .045 .000 .000
200 ..00
95.000
.28100000.00
2, 100000.00
28.80 4950.00
95.00 5045.00
BEST ORIGINAL
FLOW DISTRIBUTION FOR SECfiQ-
STft" 4950. 5205.
PER Q* 100.0
AREA= 252.6
VEL* 7.4
B.OO CHSEL=31.65
CCilV* .lOOCtHV--
tSECNO 9.000
.300
3301 HV CHANGED NCRE fliiiN HVitlS
3635 20 TRIALS ft HEMP TED HStt.CUSEL
369! PROBABLE HlllillUN SPECIFIC EI1ERGY
3720 CRITICAL DEPIII ASSURED
3470 CNCftOACHHclir BTAHOM6" 49B4.5 5015.5 IVPE« I tflRDEf-
D/S FACE OF PAStO DEL HORIE 5-IO'HH'll CUIVERJS.
31.000
12/09/89 14:51:08 PAGE
SECII3 DEPTH
Q QLD6
TIME VLOB
SLOPE XLOOl
CrtSEL
I3CH
VCH
KICH
Cfil'JS
QROD
VROD
mm
HSEli; EG
AI.OB ACM
Xfil ItlCII
I TRIAL IDC
HV
AliQB
KI:Ri coin
III
VOL
WIN
CORAR
OL039 BANK ELEV
TWA LEFT/RIGHT
ELH1IJ SSTA
IQF'HID F.IIDSI
.9.00 4.61 31.jl. 34,61 ,00 . 36.91. 2.33 .39 .44100000.00
J750. 0. 0. 14J. 0. 6. 2. 100000.00
12.25 .00 .000 .015 .000 .000 30.00 4984.50
?0. 50. 20 11 0 .00 31.00 5015.50
CliSEL' 31.61FLON DISTRIBUTION FOR SECHO- ?.00
STft» 1985. 5205,
PER Q* 100.0
AREA* 142.9
VEL« 12.1
CCHV' .JOO CEKV» .50.3
SftClAL BRIDGE
3227 OOWISIREAH ELEV 15 J4.03 .HOT 51./,l HVDKAULIC JtlHP OCCURS DOHHSIREAH (IF LQ» FLOH COIIIftflLS)
61 XK XKOfi COFO RDLEfl BHC BMP BAREA 5S ELCHU ELCHD
1.00 1.60 ,?.W .00 31.00 1.00 120.00 .00 31.00 30.00
ISECHO 10.000
3700. BR1DCE STEtlCL* 4981.50 STENCH" 5015.50
3301 HV CHANGED HQF.E TliAtl HVIN5
*PRESSURE FLOW
E6FRS EGLHC H3 QUEIR GF'R BAREA ffiAf'fZOlD ELl.C ELIRD
AREA
39.89 38.17 .00 0. 1750. 120. 120. 35.00 40.00
BEST ORIGINAL
3470 ENCROACHMENT STATIONS* 198-1.5 5015.5 TYPE* I TARGEF--
U/S FACE OF PASEQ DEL HORTE 3-10'UM'H CULVERTS.
10.00^ 8.15 39.15 .00 .00 39.09 .71 2.<?5
1750. 0. 1750. 0. 0. 253. 0. /.
.05 .00 6.92 .00 .000 .045 .000 .000
.004700 115. 115. 115. 2 0 0 .00
31.000
.00100000.00
2. 100000.00
31.00 4984.50
31.00 5015.50
12/07/89 I'll 51:09 PAGE 9
SECIIO DEFFH
Q QL3B
TIHE VI.OB
SLOPE mm
CHSEl
OCX
VCH
(Li.ll
CRIH3
QR06
'.'ROB
XLOOR
MSELK EG
ALOB ACII
ML • HIGH
IIRIAL IDC
HV
ARQB
'KHR
ICOI1I
til. OL05G BANK EI.EV
VOL [HA LEFT/RIGHT
WW ELIIIN BSJA
CORAR TOPHID ENBS1
FLQ« DlSTRIBiniull FOR E£CIIO» 1(1,00 CHSEL'
100.0
252.9
VEL- 4.9
13ECIIQ 11.000
3301 HV CHAIJSED MORE TIIAIi H'.'HIS
39.15
BEST ORIGINAL
3470 EHCROACHI1EUT
11.00 8.62
1750. 0.
.08 .00
.000037 150.
40.12
1750.
.7a
100.
4B50.0 5150.0 TYPE* 1 TARGET* 300.000
.00 .00 40.13 ,01 .01 .22100000.00
0. 0. 2296. 0. 10. 2. 100000.00
.00 .000 .045 .000 .000 31.50 4850.00
60. 2 0 0 .00 300.00 5150.00
FLOH DISTRIBUTION FOR SECI!0= 11.00
STft* 4f50. 5270.
PER Q= 100.0
VEL*
CIJSEL-40.12
ISECHO 12.000 *
U/S
12.00
1750.
.20
.000021
LIHII.
7.13
0.
.00
2tC.
•10. 13
1750.
.17
200.
.00
0.
.00
200.
.00
0.
,00.)
2
40.13
3713.
.015
0
.00
0,
.000
V
.01
23.
.000
.00
.00
1.
33.00
631.03
is. co
15.00
4609.74
5290.77
FLOH DISTRIBUTION FOR SEOIO*
3Ifl= 4610. 5320.
PER 0= 100.0
AREfl» 3712.9
VEL- .5
12.00 -10.13
12/09/89 PAGE 10
THIS RIM EXECUIED 12/09/89 H«55:*6
HEC2 RCLEAji WED HOV 76 UfDAIED HAY
ERROR COftR - 01,02,03,04,05,04
-, 5rt,51,32,53,54,55,56
APRIL 1985
BEST ORIGINAL
IQ1E- ASTERISK («l Ar LEFT OF CROSS-SECIIGN HMBER INDICATES 11ES3A5E HI SUHHARV OF ERRORS LIST
- EhCIHAS CREEK -
3UHMARY PRINTOUT TABLE 150 .
5ECIIO
1,000
2*000
3,000
4.000
5.000
6.000
7.000
8.000
9.000
10.000
11.000
12.000
XLCH
'.00
400.00
100.00
240.00
75.00
&S.OO
130.00
?0.0i)
70.00
115.00
100.00
200.00
ELIRD
.00
.00
.00
49.00
.00
.00
.00
.00
,00
10.W
.00
.00
ELLC
.00
.00
.00
27.00
.00
.00
.00
.00
.00
35.00
.00
.00
ELIHM
18.50
20,50
21.00
22.00
22.00
25.00
27.30
28.80
30.00
31.00
31.50
33.00
G
1910.00
1910.00
1910.00
1 080. 00
1360.00
loeo.oo
1G80.00
1830.00
1750.00
i;so.oo
1750.00
1750.00
CKSEl
23.51
25.52
26.02
26.6.2
30.31
50.19
31.22
31.65
3-1. i!
39.15
40.12
40.13
CRIUS
23.51
25.52
26.02
.00
.00
.00
.00
.00
34.il
.00
.00
.00
EG
26.04
26.04
20.54
29.92
30.55
30.83
31.52
32.51
36.94
39,89
40.13
40.13
IOK*S
28.41
28.35
28. J5
99.36
21.98
56.78
48.61
147.01
28.21
47.00
.37
.21
VCH
12.74
12.75
12.75
9.16
3.72
1.68
4.45
7.44
12.25
6.92
.76
.47
AREA
149.65
149.79
149.76
205.29
505.98
401.62
422.89
252.63
142.86
252.87
2296.11
3712. B9
.011.
358.32
359. f 3
;5B.72
ics.feo
400. 9?
24?. (i;
26-5.55
155.0J
J27.51
255. ;•?
2840.31
1'U.ih
l2""8' Nt „
1 - EHCIIWS CREEK ••-
[3UHHARY PRIIITQUT TAELE
1,. SEEIIO 0
v^;.c.--'':\^;:.''"-.'v :' •-
ISO
CHSEL DIF«SP
g^^«W.:.'- ^i^y^ 23,51
|
NpfF2,&Cr'<: WO.OO •':••'•:••: / .-"-•• . •••
» .-
»
1
J
i1
1
3.000
4.000
5.000
6.000
7.000
8.000
9.000
10.000
ll.OCO
12.000
1910,00
1P80.00
I860,
IC80,
1880.
1880.
1750.
1750.
1750.
00
00
00
00
00
00
00
1750.00
25,52
•
26.
28.
30,
.30,
31.
31.
34.
39.
40.
40.
02
62
34
«•'
22
65
61
15
12
13
.00
,00
,00
.00
,00
,00
.00
.00
.00
.00
.00
.00
DIFHSK DIFKHb
,00
2,00
,50
2,60
1,72
,1(5
.73
.43
' 2.94
1.54
.97
.0!
,31
.00
.00
.00
,00
,00
.00
.00
.00
.00
.00
.00
TOPW1D
29,;w
29.90
2?.
31.
134.
155,
151.
95.
31.
31.
300.
681.
,90
00
35
15
17
00
00
00
00
03
H.CH
.00
400.00
100.00
240.00
75.00
45.00
130.00
90. CO
70.00
115.00
100.00
200.00
BEo
PAGE 12
I
I
ICAUttttf;SECttl)»
CAUTION- SECNQ*
CAUTION SEGNO'
ICAUTION SECMO=
ICAUtlOII SECHO*
6UW1ARY OF ERRORS AMD SPECIAL NOTES
CAUTION SECNO* .1.000 PROFILE* I
2.000 PROFILE:- i2.000
2.000
3.000
3.000
3.000
PROFILED
PROFILE"
•
FROFILE*
PROFILED
PROFILED
CRITICAL DEPTH ASSUMED
CRITICAL DEPTH ASSUMED
PROBABLE MINIMUM SPECIFIC ENEF;Gi
20 TRIALS ATTEHPTED TO BALANCE• HSEL
CRITICAL DEPTH ASSUMED
PROBABLE I11HIHUH SPECIFIC ENERGY
20 TRIALS ATTEHPTED TO BALANCE HSEL
jCAUflOH SECNO' 1.000 PROFILE- 1 HVDRAULIC JUftP D.S.
CAUTIOtl SECIIO' 9,000 PROFILE" I CRITICAL DEP1II ASSUMED
ICAUTION SECNO" 9.000 PROFILE- 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUI10H SECHO" 9.000 PROFILED 1 20 TRIALS ATTEMPTED TO BALANCE HSEL
CAUTION SECNO' 10.000 PROFILE* I HYDRAULIC JUMP D.S.
I
I
I
I
I
I
VICINITY MAP
SCALE 1»=400'
rn
CO
;o
C5SB-J