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IGI EERING.' ~~ç.
1030 BROADWAY STE. 100
ELCENT.RO; CÁ 92243'
(619) 353-1125
(619) 353-8311 fAX' ,
, Ci ty of, ËncÜiitas .. '
'DepartIJ\ent Of;PUbliC,W9;r-ks
, 527 Encini t?3.S Bqulevard
Enci~itas, CA92024,
61.9-944-5070
August 2:6,1992
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Subject:
Flood 'Plain ,analysis for Fred
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Dear Mr. Hans Jensen:'
BACKGROUND
'On August 03, 1992 I',' #têt, with y~uat your office, in an effort to
gatherinfo:Œlation, needëdto -perform the hyc1raul,ic analysis on the
sUbject, site.' You - had indiçated, that sev~ral stud,ies were
available: and on~was bèÜig developed with no indication as to its,
final submittal date.
One 'such study was piepa.r~d by, Randle & Associates for TM 4265,.
This 'study was prepared for review and_acceptanceby'the, County of,
San Diego. Upon incorpo,ratioll Qf',the City of Enclni tas,i t, was
passe,d on to tþe' City o,:f~ncini tasfor adoption. I had spoken with
Fiood 'Cåntrol ,staff åbout 'this report. Staff indicated that the,
' ,
report was adequate and was accepted with minor corrections.
' .
Another study is being prepared by ASL Consulting Engineers. This
study has yet to be reviewed thoroughly and accepted by staff and-
Ci ty Council. Consequently, no information was available and thus,
was not incorporated into this study.
FRED SNEDEKER FLOOD STUDY
PAGE 1 OF 4 PAGES
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City of Encinitas
Department of Public Works
527 Encinitas Boulevard
Encinitas, CA 92024
619-944-5070
August 26, 1992
Subject:
Flood Plain analysis for Fred Snedeker's Subdivision
Dear Mr. Hans Jensen:
BACKGROUND
On August 03, 1992 I met with you at your office in an effort to
gather information needed to perform the hydraulic analysis on the
subj ect site. You had indicated that several studies were
available and one was being developed with no indication as to its
final submittal date.
One such study was prepared by Randle & Associates for TM 4265.
This study was prepared for review and acceptance by the County of
San Diego. Upon incorporation of the City of Encinitas, it was
passed on to the City of Encinitas for adoption. I had spoken with
Flood Control staff about this report. Staff indicated that the
report was adequate and was accepted with minor corrections.
Another study is being prepared by ASL Consulting Engineers. This
study has yet to be reviewed thoroughly and accepted by staff and
City Council. Consequently, no information was available and thus,
was not incorporated into this study.
FRED SNEDEKER FLOOD STUDY
PAGE 1 OF 4 PAGES
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HYDROLOGY
To avoid developing an exhausting fourth study generating slightly
different results, I decided to use the County of San Diego's
COMPREHENSIVE PLAN FOR FLOOD CONTROL AND DRAINAGE, ZONE 1 study
developed for the County of San Diego by Koebig, Inc in July 1976
(see attached Ezhibit A).
Although the study generated a 50-year flow figure as shown on
plate 16, facility No. 05 (Page IV-43, Exhibit B), I used this
~O=600 cfs to plot on the Rainfall Intensity-Duration-Frequency
Curve (Figure 111-7) to determine the 100-year flow rate. This
100-year flow rate figure is determined to be QIOO=805 cfs (see
Exhibit C for calculation).
In summary, the attached calculation provides a conservative figure
for determining the lOO-year flow rate in absence of published
reports providing a 100-year flow rate for this project. The
Randle study had calculated a lOO-year flow rate of close to 500
cfs in proximity to the Saxony Road crossing.
Its important to note that the detention basin has been ignored as
having any flood dampening effect. Therefore, the analysis assumes
the entire 805 cfs to flòw instantly through each of the sections.
FRED SNEDEKER FLOOD STUDY
PAGE 2 OF 4 PAGES
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HEC2 ANALYSIS
A HEC2 analysis was performed on this reach of creek affecting the
subdivision to provide a thorough analysis of the hydraulics
involved. The analysis consisted of two parts:
First, the creek was coded and analyzed in its natural state, e.g.,
no improvements wi thin the creek. Second, a newly improved channel
was coded and analyzed shifting the creek as indicated in the
attached flood plain map.
In both analysis, the flood-plain widths and elevations were
determined for comparing initial and final flood elevations. This
was done in an effort to maintain the same initial elevations
entering and exiting the site prior to improving the creek. This
is important to establish a benchmark just beyond the improvements
proposed.
The flow regime consists of supercritical flow, e.g., Froude # >
1.0. Therefore, the sections were coded in from an upstream point
beyond the project to a downstream point beyond the project site.
Every effort was made to prevent a hydraulic jump by maintaining a
uniform slope throughout by daylighting the inverts fore and aft of
the improvements.
FRED SNEDEKER FLOOD STUDY
PAGE 3 OF 4 PAGES
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SUMMARY OF ANALYSIS
HEC2 results indicate that the entrance and exiting elevations are
maintained and would thus not impact upstream or downstream of the
development. Sections are provided in Exhibit D showing the flow
configuration of the natural stream provided in FREDl.HEC analysis.
Exhibit E provides a view of the channelized configuration
resulting in the calculations provided in FRED2.HEC analysis.
The flood plain map Exhibit F provides a plan view of the two HEC2
runs. The flood plain has been delineated in both flood courses.
The flood plain limits should be delineated on the recorded Parcel
Map designating the improved sections of the stream as flood way
easement.
Thank you for reviewing this information in a timely fashion. I
would appreciate your comments should you have any either on the
calculations, sections or maps.
Very truly yours,
Nick S. Servin
RCE 33538, Exp 6/30/94
Enclosures:
Exhibit A, B, C, D, E, F, Hec2 Studies, Flood Plain
Map
cc:
Fred Snedeker with enclosures
File:
92072-A.HEC
FRED SNEDEKER FLOOD STUDY
PAGE 4 OF 4 PAGES
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BXHIBI'P
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COHPRBHBNSIVB PLAN FOR FLOOD
CON'I'ROL ANDDRAINAGB I BONB 1
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community services agency
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K KCEBIG,INC- ENGINEERING-ARCHITECTURE. PLANNING
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FIGURE 1-1
VICINITY MAP
SAN DIEGO
ZONE I
COUNTY FLOOD
CONTRa... DlSlRlCT
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PLATE 16, PAGE IV-43
FACILI'PY DA'PA
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TABLE IV-J
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SU~y OF ~ISTING CONOITlO~ AND RECO~ENOED '~ROV~EN~
gP~~ORY NOTES TO mlE IV-J~AGES IV-4J ro V-J ~
Co I umn Tl t J e
-
Faci I i ty No.
~escription
Location
IdentifYing reach number as shown on
plates.
D ra i nage A rea
~Proxi~t. I~ation of facility as sho~ on
plates.
Length
A- tr¡~.~ ~ -~- - of ~¡¡¡~.
Existing Conditions
~proxj~te horizontal length of fuCility.
Capacity
Drainage facilities, if any, at the reach
under consideration.
EXisting
ApProximate OPtimum capacity of existing man-
made faci I ities.
I
Required
IOO-year Hom f ~. unless as noted bel~:
Superscripts
*50-year storm flow.
**10-year storm flow
# ~r Flood Plain Infu_tioo. San &r~s C~ek.
U.S. Corps of Engineers, April 1971.
ssociated Problems
"~r U.S. ~~s of Engineers :i~d Insurance
Study, March 1973.
3 Per Flood PI. in' nformat j 00, "oondi do Creek,
U.S. Corps of Engineers, May 15:-::.
4 Per Department of Sanitation .-= flOod Con-
trol Calculations, November 9.7573.
5 Per CalcUlations fur Ra~na ~<~I Plan.
Department of San ¡tat ion and F;"", C"" trol. 1972.
EXisting and/or future conditi.,.., .oich ,""uld
necess j tate an "p9rad j n9 of drõ. -¿;< fac j I j t j es.
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SUMMARY OF EXISTING CONDITIONS AND RECOMMENDED IMPROVEMENTS
ZONE I
LEUCADIA "PLATE'16
DRAINAGE TOTAL EST.
FACILITY AREA LENGTH EX I STI NG CAPACITY (cfs) ASSOCIATED RECOMMENDED COST PRIORITY
NO. LOCATI ON (sQ.mf.) -.W.J. COND I TI ONS EXIST REQUIRED PROBLEMS IMPROVEMENTS (DOLLARS) BASIN ZONE
-
01-- North of Sidonia St. 0.20 1,700 Natural DraInage 193* FloodIng of Future 45" RCP 97,000 A
Development
02 EutofFaclll,tYOI 0.28 525 Natural DraInage 301* Flooding of Future Earth Ch. 18,500 A
Development b. 8' ~
d. 3.5'
03 Downstream of Facl- 0.57 1,700 Natural DraInage 535* FloodIng of Future Earth Ch. 84,000 A
IIties 01 & 02 Deve lopment b. 10'
d. 4.5'
04 At Saxony Rd. 0.64 62 66" CM? 600* OvertoppIng of Road 8'x4' RCB 12.500 14 25
05 Downstream of Facl- 0.64 3,200 Natural DraInage 600* FloodIng of Future Earth Ch. 168,000 A
11 ty 04 Devé'lopment b. 10'
d. 5'
06 At La Costa Ave. 0.8 80 10'x61 RCB 900 733* Adequate None Needed N/A
07A At Nonnandy Rd. 0.06 234 54" RCP 180 75* Adequate None Needed NIA
07B At Sparta Dr. 0.14 200 54" RCP 200 1~2* Adequate None Needed NIA
07C West of Capri Rd. 0.08 200 42" RCP 110 108* Adequate None Needed NIA
07 West of Hwy. 5, 0.55 3,800 3' ASH DItch 800 745* Adequate None Needed NIA
Normandy Rd. to ,
Plato PI. 26Y
08.-" Downstream of 0.66 800 Natural Oral nage 890* FloodIng of Existing 3'x'4.5'ABHI 92,000 13
Fac III ty 07 Deve lopment Ditch
09 Under Hwy. 5 0.77 480 84" RCP 1,100 1,013* Adequate None Needed NIA
10 Downs tream of 0.9 530 121 ABHDltch 1,100. 1,013* Adequate None Needed NIA
Facl1l ty 09
11 At La Costa Ave. 0.9 120 2 - 6'x51 RCB 1,200 1,166* Adequate None Needed NIA
12A ,- At Vulcan Ave. & 0.13 650 Natural DraInage 152* FloodIng of ExistIng 42" RCP I 3".500 2 4
Cadmus St. Deve lopment
12 .,' In Vulcan Ave. 0.24 1,700 Natural DraInage 199* FloodIng of ExIstIng 48"' RCP I 103,000 2 "
South of Leucadla Development
Blvd.
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HYDROLOGY CALCULA 'PI ONB
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INTENSITY"",OYMTION DESIGN CH^RT
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--'--
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Directions for Application:
1) From precipitation rlaps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (10.50 and 100 yr. maps included in the
Design and Procedure Manual).
2) ^djust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not ilrrlicable ,
to Desert) 4t
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Draw a line through the point parallel to the
plotted lines.
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the location being analyzed.
Application Form:
"0) Selected Frequency .~¿) yr.
. *
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P24
in.
2) Adjusted *P6= 2.ZS-
3) tc = ,;/¿f) min.
4) I = 2. 9'~ in/hr.
*Not Applicable to Desert Region
Revis~d 1/85 APPENDIX XI-A
------'- -'---------,---
, -'---~,------
COUNTY OF SAN DIEGO
ION &
50-YEAR. 6-HOU~ PRECn]lïATlm~
'-20./ ISOPlUVIAlS' OF 50-YEA" 6..HOUR
» u.s. DEPARTME1T Of COMMERCE
:g NATIONAL OCEANIC AND AT.IOSPIfJ;RtC ADMINISTRATION
~ SPECIAL STUDIES DRANCI/. OFFICE O~:1f 'OIWLOGV. NATIONAL WEATHER SERVICE
t:J
~ 301
FLOOD CONTROL
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Revised 1/85
1170
15 I I 16.
APPENDIX XI-D
451
---------- -- -~.~~-~_.
COUNTY OF SAN DIEGO
NITATION &
FLOOD CONTROL
45'
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3D'
15'
330
45'
P'.po "'d by
u.s. DEP^RTMEt\1r OF CO~IMERCE
NATIONAL OCf'.ANIC AND AT. OSI'IIERIC ADMINI!lTRATION
.SPECIAL STUDIES DRA:o.CII, O.'FICE OF II IJJ:OLOQy. NATIONAL WEATHER SERVICB !
30' I I ~
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Revised 1/85 APPENDIX XI-G
1170
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Directions for Application:
1) From precipitation maps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (lOt 50 and 100 yr. maps included in the
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not itrrlicable
to Desert), .
3) Plot 6 hr. precipitation on the rioht side
of the chart.
4) Draw a line through the point parallel to the
plotted lines. '
5} This line is the intensity-duration curve for
the location being analyzed.
Application Form:
. Q} Sel ected Frequency /&0 yr.
. *
1) Ps = ~.~ in. t P24= f.ð t P6 = ~D%*
1524
in.
2) Adjusted *P 6= .2. ~
3) t = ~ð min.
c
4) I = ~.B in/hr.
*Not Applicable to Desert Region
Revis~d 1/85 APPENDIX XI-A
COUNTY OF SAN DIEGO
FLOOD CONTROL
;0
(þ
<
..-.
VI
(þ
0..
....
........
00
U1
;Þ
"'0
"'0
m
Z
0
.....
x
x
.....
I
m
45'
30' I
33°
45'
30'
118'
&
30'
15 '
11 7°
30'
151
Jl6°
Revised 1/.85
. APPENDIX XI-E
c,
BXHIBI'.l'
<è ~-
D
BEC 2 COMPU'1'BR ANAL YB I B
NA'l'URAL CIIANNB L ""I 'I'H NO
IMPROVBHBN'1'S
t... .~...*.............................
~C-2 WATER SURFACE PROFILES .
.
.
.
~K D TE 27-AUG-92 TIME 22:28:14 .
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4.6.2: Kay 1991
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27- UG-92
22:28:14
.
i
PAGE
1
THIS RUN EXECUTED 27-AUG-92 22:28:14
*~*** ******************************
HiC-2 WATER SURFACE PROFILES
1
Versi n 4.6.2; Kay 1991
u*u ******************************
NPUT ILE NAME --) FREDlsUP.HEC
,
1. FR D SNEDEKER FLOOD PLAIN ANALYSIS
2 10 -YEAR FLOW NATURAL CREEK SECTION SUPERCRITICAL FLOW
3' SE TIONS READ LEFT TO RIGHT LOOKING DOWNSTREAM
4 FL IS SUPERCRITICAL - START AT UPPER END OF STREAM
5 u ****************************************************
INO NIRV IDIR STRT METRIC HVINS 0 WSEL Fa
2 0 1 -1 0 1.5 0 66.57 0
IPLOT PRFVS XSECV XSECH FH ALLDC IBW CIININ ITRACE
0 -1 0 0 0 -1 0 0 0
3 V ABLE CODES FOR SUMMARY PRINTOUT
150 52 11 08 35 60 59 7 20 58
" 050 .050 .045 .1 .3
~
r 1 805
r
1 240 20 72 125 48 42 36
R 80 0 78 18 76 48 74 55 72 58
R 70 62 68 66 66 72 64 102 63 108
R 64 114 66 125 68 129 70 133 72 139
R 74 143 76 147 78 150 80 154 82 222
230 22 75 110 44 50 48
80 0 78 22 76 53 74 62 72 66
70 69 68 72 66 75 64 78 62 82
61 90 62 96 64 102 66 110 68 117
70 123 72 127 74 132 76 137 78 141
80 146 82 244
220 23 86 107 64 65 60
80 0 78 23 76 56 74 68 72 73
70 78 68 81 66 84 64 86 62 90
61 96 62 102 64 107 66 109 68 111
70 114 72 120 74 124 76 127 78 130
80 153 80 175 80 189
27- UG-92
22:28:14
'8
~,
PAGE
2
1 210 23 91 110 92 82 90
R 80 0 78 22 76 48 74 72 72 77
R 70 81 68 83 66 87 64 91 62 95
R 60 97 59 102 60 107 62 109 64 110
R 66 111 68 114 70 115 72 118 74 122
R 76 126 78 131 80 193
1 200 19 78 95 40 35 40
R 80 0 78 12 76 30 74 65 72 71
R 70 75 60 78 59 82 60 86 62 95
R 64 114 66 122 68 134 70 137 72 142
R 74 150 76 159 78 163 80 226
1 190 25 108 128 80 90 84
R 80 0 78 10 76 27 74 59 72 65
R 70 72 68 81 66 92 64 tOO 62 108
R 60 114 58 116 57 120 58 124 60 126
R 62 128 64 130 66 132 68 134 70 137
R 72 140 74 161 76 165 78 169 80 235
1 180 27 72 79 80 75 80
R 80 0 78 10 76 23 74 50 72 58
~ 70 63 68 64 66 65 64 66 62 67
~ 60 72 58 74 57 76 58 78 60 79
~ 62 84 64 87 66 92 68 96 70 110
~ 72 141 74 148 76 153 78 168 78 193
~ 78 204 80 210
170 28 90 104 104 100 92
78 0 76 11 74 22 72 39 70 44
68 49 66 56 64 63 62 79 60 88
58 90 56 93 55 97 56 101 58 104
60 106 62 108 64 111 66 113 68 116
70 119 70 142 70 149 72 155 74 160
76 164 78 215 80 228
160 27 85 97 84 92 86
76 0 74 14 72 31 70 60 68 68
66 71 64 75 62 78 60 80 58 82
56 85 54 90 53 93 54 96 56 97
58 99 60 101 62 110 64 127 66 131
68 133 70 137 72 143 74 147 76 152
78 207 80 230
150 26 80 97 144 140 140
74 0 72 6 70 27 68 51 66 62
64 66 62 70 60 73 58 76 56 78
54 80 52 82 51 86 52 92 54 97
56 98 58 99 60 102 62 104 64 106
66 109 68 111 70 160 72 168 74 173
76 236
27- UG-92
22:28:15
it
.'
PAGE
3
:1 140 30 55 73 72 80 74
:R 72 0 70 8 68 20 66 42 64 45
:R 62 48 60 50 58 52 56 53 54 55
:R 52 56 50 57 49 62 50 68 52 70
:R 54 73 56 77 58 81 60 83 62 89
:R 64 95 66 103 66 112 66 131 68 161
;R 70 194 72 203 74 208 76 263 78 270
:1 130 33 90 113 44 70 64
R 70 0 68 7 66 40 64 58 62 65
:R 60 75 58 78 56 81 54 85 52 90
R 50 95 49 103 50 112 52 113 54 114
R 56 116 58 117 60 118 62 120 64 124
R 62 132 60 134 58 138 58 150 60 152
R 62 154 64 158 66 165 68 188 70 200
R 72 205 74 211 72 250
1 120 30 86 108 70 70 68
R 70 0 68 9 66 22 64 58 62 63
R 60 67 58 72 56 75 54 78 52 82
R 50 86 48 90 47 98 48 106 50 108
R 52 110 54 112 56 114 58 115 60 116
R 62 126 64 155 66 190 68 205 70 217
R 72 232 72 239 72 248 72 264 72 280
1 110 28 98 108 108 102 100
R 70 0 68 5 66 9 64 20 62 60
R 60 70 58 77 56 82 54 87 52 91
R 50 95 48 98 46 100 45 103 46 105
R 48 108 50 110 52 113 54 117 56 119
R 58 122 60 125 62 170 64 205 66 225
R 68 238 70 253 70 290
1 100 27 68 78 110 112 110
R 64 0 62 12 60 30 58 51 56 55
R 54 58 52 62 50 65 48 66 46 68
R 44 70 43 72 44 76 46 78 48 81
R 50 85 52 88 54 94 56 101 58 119
R 60 188 62 195 64 200 64 218 66 236
R 68 246 70 290
90 28 74 90 52 50 56
60 0 58 18 56 47 54 60 52 67
50 70 48 72 46 74 44 76 42 80
41 82 42 86 44 88 46 90 48 92
50 95 52 98 54 155 56 172 58 181
60 187 62 193 64 198 64 292 64 295
66 302 68 315 70 330
27 AUG-92
22:28:15
8
w
PAGE
4
(1 80 26 90 109 70 64 70
;R 56 0 52 30 52 50 52 75 50 80
;R 48 83 46 86 44 90 42 94 40 100
;R 40 103 42 105 44 109 46 112 48 115
;R 50 120 52 127 54 174 56 182 58 189
;R 60 196 62 207 64 231 64 238 64 295
;R 66 320
~1 70 25 65 92 48 50 41
;R 54 0 52 51 50 58 48 61 46 64
;R 44 65 42 67 40 70 39 75 40 81
;R 42 89 44 92 46 96 48 100 50 105
;R 50 115 50 151 52 173 54 200 56 205
:R 58 210 60 221 62 290 64 293 66 305
:1 60 25 68 85 60 57 59
0 52 42 50 57 48 - 61 46 66
R 54
R 44 67 42 68 40 69 38 73 40 82
R 42 85 44 88 46 91 48 96 48 113
R 48 140 50 165 52 193 54 210 56 214
R 58 223 60 242 60 287 60 290 62 292
1 50 25 72 91 84 80 80
R 54 0 52 26 50 47 48 65 46 . 68
R 44 69, 42 70 ' 40 72 \" 38 76 '\'" 37 82
R 38 87 40 91 42 102 42 115 42 121
R 44 126 46 131 48 152 50 180 52 202
R 54 215 56 222 58 238 58 250 58 271
1 40 25 92 107 84 86 86
R 52 0 50 21 48 37 46 73 44 81
R 42 85 40 90 38 92 36 95 35 99
R 36 104 38 107 40 108 42 110 44 113
R 46 134 48 180 50 195 52 209 54 218
R 56 243 56 262 58 266 60 276 62 280
1 30 27 120 130 46 49 47
R 50 0 48 22 46 54 44 90 42 106
R 40 115 38 117 36 120 34 123 33 125
R 34 127 36 130 38 133 40 138 42 145
R 44 154 46 203 48 223 50 229 52 242
~ 52 276 52 278 54 280 54 281 56 284
~ 58 302 60 313
20 24 113 138 50 50 49
46 0 44 26 42 92 40 110 38 111
36 113 34 116 32 118 31 123 32 128
34 133 36 138 38 147 40 148 42 153
44 160 46 203 48 220 50 229 52 270
54 273 56 277 58 303 60 309
27 AUG-92
22:28:15
c.iíii;.'
.¡
. .-
PAGE
5
(1 10 22 121 146 0 0 0
;R 42 0 40 111 38 116 36 121 34 127
;R 32 131 31 134 32 137 34 142 36 146
:R 38 150 40 154 42 160 44 200 46 209
;R 48 221 50 258 52 260 54 262 56 264
:R 58 275 60 290
27 AUG-92 22:28:15 . i PAGE 6
DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
OLOB OCR OROB ALOB ACH AROB VOL TWA R-BANK ELEV
VLOB VCR VROB XNL INCH XNR \rI'1'N ELKIN 5STA
XLOBL ItCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
RITI L DEPTH TO BE CALCULATED A'l' ALL CROSS SECTIONS
CHV= .100 CEHV= .300
SECN 240.000
720 RITICAL DEP'l'H ASSUMED
24 .000 3.59 66.59 66.59 66.57 67.55 .96 .00 .00 66.00
5.0 1.0 803.3 .6 .5 102.1 .3 .0 .0 66.00
.00 1.96 7.87 1.88 .050 .045 .050 .000 63.00 70.24
.0 3968 O. O. O. 0 4 0 .00 55.91 126.17
SECN 230.000
;685 0 TRIALS ATTEMPTED WSEL,CWSEL
:693 OBABLE KINIMUM SPECIFIC ENERGY
i7~0 RITICAL DEPTH ASSUMED
23 .000 4.46 65.46 65.46 .00 66.82 1.37 .85 .47 66.00
5.0 .0 805.0 .0 .0 85.8 .0 .1 .0 66.00
.00 .00 9.39 .00 .000 .045 .000 .000 61.00 75.82
.0 3129 48. 36. 42. 20 11 0 .00 32.01 107.82
SICN 220.000
1685 TRIALS ATTEMPtED WSEL,CVSEL
:693 OBABLE MINIMUM SPECIFIC ENERGY
1720 ITICAL DEPTH ASSUMED
. 22 .000 4.71 65.71 65.71 .00 67.45 1.73 1.04 .76 64.00
5.0 4.4 796.1 4.4 1.5 74.9 1.5 .2 .1 64.00
.00 3.02 10.62 3.02 .050 .045 .050 .000 61.00 84.29
.0 218 44. 48. 50. 20 8 0 .00 24.42 108.71
'SECN 210.000
1685 2 TRIALS ATTEMPTED WSEL,CWSEL
1693 P OBABLE MINIMUM SPECIFIC ENERGY
1720 ITICAL DEPTH ASSUMED
:210.000 5.56 64.56 64.56 .00 66.46 1.90 1.31 .70 64.00
8 5.0 .6 804.4 .0 .3 72.6 .1 .3 .1 64.00
.00 1.81 11.08 .05 .050 .045 .050 .000 59.00 89.88
.02 682 64. 60. 65. 20 11 0 .00 20.40 110.28
27 AUG-92
S CNO
0
TME
S OPE
DEPTH
OLOB
VLOB
XLOBL
22:28:16
CWSEL
QeR
VCH
XLCH
CRIWS
aRaB
VROB
XLOBR
S~CN 200.000
.685 0 TRIALS ATTEMPTED WSEL,CWSEL
693 ROBABLE MINIMUM SPECIFIC ENERGY
. no RITICAL DEPTH ASSUMED
:20 .000 5.43 64.43
05.0 7.5 679.3
.01 2.54 9.67
.0 3403 92. 90.
S,CN 190.000
64.43
118.2
4.30
82.
WSELK
ALOB
XNL
ITRIAL
.00
2.9
.050
20
8
EG
ACH
INCH
IDC
65.70
70.3
.045
8
HV
AROB
XNR
ICOIIT
1.27
27.5
.050
0
HL
VOL
NTN
CORAR
1.56
.4
.000
.00
CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO: 1.58
SECN 180.000
685 0 TRIALS ATTEMPTED WSEL,CWSEL
693 OBABLE MINIMUM SPECIFIC ENERGY
720 ITlCAL DEPTH ASSUMED
.18 .000 7.24 64.24
5.0 138.7 515.8
.01 7.94 12.08
.01131 80. 84.
5.50
1.1
2.11
40.
SECN 170.000
62.50
803.7
12.18
40.
62.96
.2
1.71
35.
64.24
150.6
7.52
90.
645 I T SEC ADDED BY RAISING SEC
5.68
17.7
4.84
40.
61.68
771.4
14.76
40.
.00
.5
.050
2
.00
17.5
.050
20
64.80
66.0
.045
8
66.03
42.7
.045
11
2.30
.1
.050
0
1. 78
20.0
.050
0
.80
.5
.000
.00
2.03
.7
.000
.00
170.00, 1.000 FT AND MULTIPLYING BY
62.55
15.8
5.33
38.
615 I T SEC ADDED BY RAISING SEC
.00
3.7
.050
5
'64.94
52.3
.045
11
3.26
3.0
.050
0
.94
.7
.000
.00
1.01, -1.000 FT AND MULTIPLYING BY 1.219
CLOSS
TVA
ELKIN
TOPWID
.26
.2
59.00
39.03
.10
.2
57.00
22.50
1.34
.2
57.00
21.73
.821
.15
.2
56.00
17.90
8
L-BANK ELEV
R-BANK ELEV
SSTA
ENDST
60.00
62.00
76.67
115.71
62.00
62.00
106.00
128.50
60.00
60.00
65.88
87.61
59.00
59.00
69.65
87.54
PAGE
7
22:28: 17 re r¡ PAGE 9
DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
OLOa OCH ORaD ALOB ACH ARaB VOL TIiA R-BANK ELEV
VLOB VCH VROB XNL XHCH XHR W'l'N ELHIN SSTA
KLOBL XLCH XLOBR ITRIAL IOC ICONT CORAH TOPWlD ENDST
302 Ii RNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.68
1 010 4.37 56.37 57.43 .00 60.02 3.65 1.21 .16 55.00
8 5.0 3.6 800.1 1.3 .9 52.1 .4 1.0 .3 55.00
.01 4.04 15.37 2.94 .050 .045 .050 .000 52.00 74.07
.05 665 42. 43. 46. 6 15 0 .00 17.95 92.01
515 I T SEC ADDED BY RAISING SEC 1.01, -1.000 F'l AND MULTIPLYING BY 1.062
301 CHANGED MORE THAN HVINS
CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATlO = .65
5.16 56.16 56.26 .00 58.20 2.04 1.34 .48 54.00
8.8 793.0 3.2 2.3 68.7 1.2 1.1 .3 54.00
3.76 11.54 2.77 .050 .045 .050 .000 51.00 77.84
42. 43. 46. 6 11 0 .00 20.24 98.08
,ECNO 40.000
5~5 20 TRIALS ATTEMPtED WSEL,CWSEL
593 PR SABLE MINIMUM SPECIFIC ENERGY
720 CR TICAL DEPTH ASSUMED
140. 00 5.49 54.49 54.49 .00 56.46 1.98 3.18 1.64 54.00
80 .0 .2 804.4 .4 .1 71.3 .2 1.3 .4 54.00
02 1.44 11.29 1.68 .050 .045 .050 .000 49.00 54.51
.024 96 144. 140. 140. 20 8 0 .00 19.46 73.97
,¡CNO 30.000
,85 20 TRIALS ATTEMPTED WSEL,CWSEL
,~3 PR BABLE MINIMUM SPECIFIC ENERGY
120 CR TICAL DEPTH ASSUMED
130. 00 4.28 53.28 53.28 .00 54.89 1.61 1.66 .79 52.00
80 .0 6.2 798.0 .8 2.1 78.0 .4 1.4 .4 52.00
02 3.03 10.23 1.86 .050 .045 .050 .000 49.00 86.79
.020 35 72. 74. 80. 20 15 0 .00 26.85 113.64
22:28:18 r;.. fè PAGE 10
8
DEPTH CWSEL CRllriS lriSELK EG HV HL CLOSS L-BAHK ELEV
OLOB QCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV
VLOB VCH VROB XNL INCH XHR WTN. ELKIN SSTA
KLODL KLCH KLOBR ITRIAL IDC ICONT COHAR TOPWID ENDST
¡ECNO 120.000
120.000 3.94 50.94 51.40 .00 53.18 2.24 1.65 .06 50.00
8 .0 2.6 801.2 1.1 .9 66.5 .4 1.5 .5 50.00
.02 3.02 12.04 2.58 .050 .045 .050 .000 47.00 84.13
.033 65 44. 64. 70. 4 8 0 .00 24.80 108.93
¡~CNO 10.000
>$520 TRIALS ATTEMPTED \riSEL,ClriSEL
>93 PR BABLE MINIMUM SPECIFIC ENERGY
720 CR TICAL DEPTH ASSUMED
110. 00 7.04 52.04 52.04 .00 53.93 1.89 1.48 .77 ~ 48.00
80 .0 76.7 680.8 47.5 13.3 57.9 9.2 1.6 .5 48.00
02 5.78 11.76 5.17 .050 .045 .050 .000 45.00 90.92
.015 72 70. 68. 70. 20 14 0 .00 22.15 113.08
¡SCNO 00.000
100. 00 6.39 49.39 49.86 .00 51. 98 2.59 1.88 .07 46.00
80 .0 31.7 715.5 57.8 5.3 52.9 9.1 1.8 .6 4ó.00
03 6.03 13.52 6.35 .050 .045 .050 .000 43.00 65.30
.02344 108. 100. 102. 4 8 0 .00 18.48 83.78
¡KCNO 0.000
)8520 TRIALS AfTEMPfED WSEL,CWSEL
593 P BABLE KINlMUM SPECIFIC ENERGY
740 CR TICAL DEPTH ASSUMED
90.00 6.27 47.27 47.27 .00 49.33 2.06 2.51 .92 46.00
80 .0 2.1 800.8 2.1 .8 69.3 .8 2.0 .6 46.00
03 2.60 11.56 2.60 .050 .045 .050 .000 41.00 72.73
.022 00 110. 110. 112: 20 8 0 .00 18.54 91.27
4.85
2.2
3.12
. 52.
44.85
801.3
13.38
56.
45.54
1.6
2.97
50.
.00
.7
.050
6
47.61
59.9
.045
11
2.77
.5
.050
0
1.65
2.1
.000
.00
.07
.6
40.00
21. 93
44.00
44.00
88.33
110.26
¡ECNO 0.000
5~5 20 RIALS ATTEMPTED WSEL,CWSEL
I
27 AUG-92 22:28:18 8 êJ .- PAGE 11
DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV
VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
XLOBL XLCH XLOBR U'RIAL IDC ICONT CORAR TOPWID ENDST
¡593 ROBABLE MINIMUK SPECIFIC ENERGY
J720 RITICAL DEPTH ASSUMED
7 .000 4. 75 43.75 43.75 .00 45.29 1.54 2.10 .53 44.00
5.0 .0 805.0 .0 .0 80.8 .0 2.2 .7 44.00
.03 .00 9.97 .00 .000 .045 .000 .000 39.00 55.25
.02 889 70. 70. 54. 20 8 0 .00 25.37 91. 52
,gECKO 60.000
¡585 2 TRIALS ATTEMPTED WSEL,CWSEL
:693 P OBABLE MINIMUK SPECIFIC ENERGY
1720 C ITICAL DEPTH ASSUMED
50000 5.50 43.60 43.60 .00 45.58 1.99 .91 .59 42.00
8 5.0 1.4 797.2 6.4 .6 70.2 1.9 2.3 .7 42.00
.03 2.20 11.36 3.32 .050 .045 .050. .000 38.00 67.20
.02488 48. 41. 50. 20 11 0 .00 20.20 87.40
. S~ClIO 50.000
. 50000 4.27 41.27 42.33 .00 43.89 2.62 1.64 .06 40.00
85.0 2.7 783.7 18.6 .8 59.7 4.4 2.4 .7 40.00
.03 3.36 13.14 4.19 .050 .045 .050 .000 37.00 70.73
. .03 156 60. 59. 57. 7 8 0 .00 27.26 97.99
SICNO 40.000
:685 2 TRIALS ATTEMPTED WSEL,CWSEL
693 P OBABLE MINlMUK SPECIFIC ENERGY
.720 C ITICAL DEPTH ASSUMED
40000 5.64 40.64 40.64 .00 42.65 2.01 2.02 1.02 38.00
85.0 15.4 784.0 5.6 3.8 68.0 1.8 2.5 .8 38.00
.04 4.08 11.52 3.07 .050 .045 .050 .000 35.00 88.41
.01307 84. 80. 80. 20 11 0 .00 20.23 108.54
S~CNO 0.000
585 2 TRIALS ATTEMPTED WSEL,CWSEL
593 PR BABLE MINIMUM SPECIFIC ENERGY
720 CR TICAL DEPTH ASSUMED
30.00 7.03 40.03 40.03 .00 41.85 1.82 1.44 .90 36.00
80 .0 68.1 656.6 80.3 11.2 55.3 14.2 2.6 .8 36.00
04 6.11 11.66 5.64 .050 .045 .050 .000 33.00 114.87
.015 26 84. 86. 86. 20 11 0 .00 23.24 138.10
27 AUG-92 22:28:19 8 i PAGE 12
S CNO DEPTH CIiSEL CRlliS liSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB QCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV
T ME VLOB VCH vaOB XNL XNCH XNR liTH ELMIN SSTA
S OPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPliID ENDST
1301 CHANGED MORE THAN HVINS
CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.80
3.64 34.64 36.20 .00 39.94 5.30 1.57 .35 36.00
.0 805.0 .0 .0 43.6 .0 2.7 .8 36.00
.00 18.47 .00 .000 .045 .000 .000 31.00 115.05
46. 47. 49. 6 19 0 .00 19.54 134.58
-SECN 10.000
!3Q1 CHANGED MORE THAN HVINS
1685 2 TRIALS ATTEMPTED WSEL,CliSEL
:693 OBABLE MINIMUM SPECIFIC ENERGY
1720 ITICAL DEPTH ASSUMED
10 .000 5.62 36.62 36.62 .00 38.20 1.58 2.13 2.44 36.00
8 5.0 .9 803.4 .7 .5 79.5 .4 2.8 .9 36.00
.04 1.93 10.11 1.88 .050 .045 .050 .000 31.00 119.45
.02 182 50. 49. 50. 20 14 0 .00 27.79 147.24
27 UG-92
22:28:20
j'
81.
PAGE 13
THIS RUH EXECUTED 27-AUG-92 22:28:20
.***** ******************************
Versi n 4.6.2; Kay 1991
*~*** ******************************
Nl'UT ILK NAKE --) FRED2SUP.HEC
OTE- TERISK (*) AT LEFT OF CROSS-SECTIOK NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
,
°fS R AD LEFT TO RIGHT
UMKAR PRINTOUT
D FKWS HL DEPTH OLOBP QCHP OROBP VOL CASE KRATIO
.016 .00 3.59 .13 99.79 .08 .00 1.00 .00
.000 .85 4.46 .00 100.00 .00 .08 11.00 1.41
.000 1.04 4.71 .55 98.90 .55 .17 11.00 1.53
.000 1.31 5.56 .07 99.93 .00 .27 11.00 1.62
.000 1.56 5.43 .93 84.39 14.68 .45 11.00 .80
.000 .80 5.50 .13 99.84 .03 .52 16384.00 1.58
.000 2.03 7.24 17.22 64.07 18.70 .67 11.00 1.16
.000 1.48 4.81 .94 98.12 .94 .78 32768.00 1.17
.000 .83 6.37 5.80 90.61 3.58 .93 32768.00 1.52
.000 1.34 5.16 1.09 98.51 .40 1.06 32768.00 .65
.000 3.18 5.49 .02 99.93 .05 1.29 11.00 1. 69
.000 1.66 4.28 .78 99.13 .10 1.42 11.00 1.35
.000 1.65 3.94 .33 99.53 .14 1.53 .00 1.26
.000 1.48 7.04 9.52 84.57 5.91 1.64 11.00 .96
.000 1.88 6.39 3.94 88.88 7.18 1.82 .00 1.23
.000 2.51 6.27 .26 99.48 .26 1.99 11.00 1.35
.000 1.65 4.85 .27 99.53 .19 2.08 .00 1.35
~ (.'
27- UG-92 22:28:20 (8 PAGE 14
8
D F'KWS HL DEPTH QLOBP QCHP QROBP VOL CASE KRATIO
.000 2.10 4.75 .00 100.00 .00 2.19 11.00 .82
.000 .91 5.60 .17 99.03 .79 2.26 11.00 1.56
.000 1.64 4.27 .34 97.35 2.31 2.35 .00 1.31
.000 2.02 5.64 1.91 97.39 .70 2.48 11.00 1.00
.000 1.44 7.03 8.46 81.57 9.98 2.64 11.00 1.44
.000 1.57 3.64 .00 100.00 .00 2.70 16384.00 2.80
.000 2.13 5.62 .11 99.80 .09 2.77 11.00 .67
27 AUG-92
22:28:20
i8
it
PAGE 15
XLCH ELTRD ELLC EL!HN Q CWSEL CRIWS EG 10*KS VCH AREA .01K
.00 .00 .00 63.00 805.00 66.59 66.59 67.55 239.68 7.87 102.91 52.00
36.00 .00 .00 61.00 805.00 65.46 65.46 66.82 231. 29 9.39 85.76 52.93
48.00 .00 .00 61.00 805.00 65.71 65.71 67.45 202.18 10.62 77 .87 56.61
60.00 .00 .00 59.00 805.00 64.56 64.56 66.46 236.82 11.08 73.01 52.31
90.00 .00 .00 59.00 805.00 64.43 64.43 65.70 134.03 9.67 100.66 69.53
40.00 .00 .00 57.00 805.00 62.50 62.96 64.80 334.59 12.18 66.62 44.01
84.00 .00 .00 57.00 805.00 64.24 64.24 66.03 181. 31 12.08 80.19 59.78
80.00 .00 .00 55.00 805.00 59.81 60.94 63.42 438.15 15.39 54.61 38.46
92.00 .00 .00 53.00 805.00 59.37 59.37 61. 40 179.25 11.88 75.12 60.13
86.00 .00 .00 51.00 805.00 56.16 56.26 58.20 211.31 11.54 í2.19 55.38
140.00 .00 .00 49.00 805.00 54.49 54.49 56.46 244.96 11.29 71.63 51.43
74.00 .00 .00 49.00 805.00 53.28 53.28 54.89 207.35 10.23 80.50 55.90
1 0.000 64.00 .00 .00 47.00 805.00 50.94 51.40 53.18 330.65 12.04 67.84 44.27
1 0.000 68.00 .00 .00 45.00 805.00 52.04 52.04 53.93 152.72 11.76 80.35 65.14
1 0.000 100.00 .00 .00 43.00 805.00 49.39 49.86 51.98 232.44 13.52 67.27 52.80
0.000 110.00 .00 .00 41.00 805.00 47.27 47.27 49.33 223.00 11.56 70.90 53.91
0.000 56.00 .00 .00 40.00 805.00 44.85 45.54 47.61 408.06 13.38 61.13 39.85
0.000 70.00 .00 .00 39.00 805.00 43.75 43.75 45.29 228.89 9.97 80.76 53.21
0.000 41.00 .00 .00 38.00 805.00 43.60 43.60 45.58 214.88 11.36 72.75 54.92
0.000 59.00 .00 .00 37.00 805.00 41. 27 42.33 43.89 371.56 13.14 64.91 41. 76
0.000 80.00 .00 .00 35.00 805.00 40.64 40.64 42.65 183.07 11.52 73.66 59.50
0.000 86.00 .00 .00 33.00 805.00 40.03 40.03 41.85 153.26 11.66 81. 69 65.03
0.000 47.00 .00 .00 31.00 805.00 34.64 36.20 39.94 1201. 72 18.47 43.58 23.22
0.000 49.00 .00 .00 31.00 805.00 36.62 36.62 38.20 221.82 10.11 80.34 54.05
. e' _t, 16
27 AUG-92 22:28:20 PAGE
[Q¥S AD LEFT TO RIGHT
,UMMA Y PRINTOUT TABLE 150
gECKO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH
40.000 805.00 66.59 .00 .00 .02 55.93 .00
30.000 805.00 65.46 .00 -1.13 .00 32.01 36.00
805.00 65.71 .00 .26 .00 24.42 48.00
805.00 64.56 .00 -1.15 .00 20.40 60.00
805.00 64.43 .00 -.13 .00 39.03 90.00
805.00 62.50 .00 -1. 93 .00 22.50 40.00
805.00 64.24 .00 1.75 .00 21. 73 84.00
805.00 59.81 .00 -1.88 .00 17 .62 80.00
805.00 59.37 .00 -.72 .00 19.73 92.00
805.00 56.16 .00 -.22 .00 20.24 86.00
805.00 54.49 .00 -1.67 .00 19.46 140.00
805.00 53.28 .00 -1.20 .00 26.85 74.00
1 0.000 805.00 50.94 .00 -2.34 .00 24.80 64.00
1 0.000 805.00 52.04 .00 1.10 .00 22.15 68.00
1 0.000 805.00 49.39 .00 -2.65 .00 18.48 100.00
0.000 805.00 47.27 .00 -2.12 .00 18.54 110.00
0.000 805.00 44.85 .00 -2.42 .00 21. 93 56.00
0.000 805.00 43. 75 .00 -1.10 .00 26.37 70.00
805.00 43. 60 .00 -.15 .00 20.20 41.00
805.00 41.27 .00 -2.33 .00 27.26 59.00
805.00 40.64 .00 -.64 .00 20.23, 80.00
805.00 40.03 .00 -.61 .00 23.24 86.00
.000 805.00 34.64 .00 -5.39 .00 19.54 47.00
805.00 36.62 .00 1.98 .00 27.79 49.00
G-;
8
~.
BXHIBIf!
B
HEC 2 COMPUTER ANAL YS I S
IMPROVED CIlANNBL CONFIGURA'l'ION
!**** *!**~********************************* ,-
\ HE -2 WATER SURFACE PROFILES : ( 8
¡ lie sian 4.6.2; Kay 1991 *
*
, RU DATE 03-SEP-92 TIME 22:33:16 *
,*t** **************************************
H H EEEEEEE eeeee 22222
H H E e e 2 2
H H E e 2
HHHHHHH EEEE e 22222
H H E e 2
H H E e C 2
H H EEEEEEE eeeee 2222222
***************************************
~S. ARMY CORPS OF ENGINEERS *
~DROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET I SUITE D *
* DAVIS, CALIFORNIA 95616-4687 *
* (916) 756-1104 *
***************************************
03 ~P-92 22:33:17 PAGE
. i
THIS RUN EXECUTED 03-SEP-92 22:33:17
*~*U ******************************
H~C-2 WATER SURFACE PROFILES
'J~rsi n 4.6.2; Hay 1991
*.*u ******************************
NPUT ILE NAKE --) FRED2.HEC
1 FR D SNEDEKER FLOOD PLAIN ANALYSIS
2 10 -YEAR FLOW PROPOSED CHANNEL SECTION SUPERCRITICAL FLOW
3 SE TIONS READ LEFT TO RIGHT LOOKING DOWNSTREAM
4 FL W IS SUPERCRITICAL - START AT UPPER END OF STREAM
5 ** ****************************************************
INO NINV IDIR STRT METRIC HV HIS 0 WSEL FQ
2 0 1 -1 0 0.8 0 66.57 0
IPLOT PRFVS XSECV XSECH FN ALLOC IBW CHNIH I TRACE
0 -1 0 0 0 -1 0 0 0
3 V IABLE CODES FOR SUMMARY PRINTOUT
52 11 08 35 60 59 7 20 58
C .050 .050 .045 .1 .3
r 1 805
r
1 240 20 72 125 48 42 36
R 80 0 78 18 76 48 74 55 72 58
R 70 62 68 66 66 72 64 102 63 108
R 64 114 66 125 68 129 70 133 72 139
R 74 143 76 147 78 150 80 154 82 222
1 230 22 75 110 44 50 48
R 80 0 78 22 76 53 74 62 72 66
R 70 69 68 72 66 75 64 78 62 82
R 61 90 62 96 64 102 66 110 68 117
R 70 123 72 127 74 132 76 137 78 141
R 80 146 82 244
1 220 5 10 46 60 62 61
R 0.5 0 70.5 10 60.5 25 60.5 31 70.5 46
1 210 5 10 46 65 54 60
R 9.3 0 69.3 10 59.3 25 59.3 31 69.3 46
1 200 5 10 46 22 20 21
R 8.2 0 68.2 10 58.2 25 58.2 31 68.2 46
03- Ep-9~ 22:33:17 (8 re PAGE 2
1 190 5 10 46 90 94 92
R 67.8 0 67.8 10 57.8 25 57.8 31 67.8 46
1 180 5 10 46 63 61 62
R 65.9 0 65.9 10 55.9 25 55.9 31 65.9 46
1 170 5 10 46 96 94 95
R 64.7 0 64.7 10 54.7 25 54.7 31 64.7 46
1 160 5 10 46 84 88 86
R 62.8 0 62.8 10 52.8 25 52.8 31 62.8 46
1 150 5 10 46 144 129 140
R 61.1 0 61.1 10 51.1 25 51.1 31 61.1 46
1 140 5 10 46 75 77 76
R 58.3 0 58.3 10 48.3 25 48.3 31 58.3 46
1 130 5 10 46 32 36 34
R 56.8 0 56.8 10 46.8 25 46.8 31 56.8 46
1 120 5 10 46 7b 74 75
R 56.1 0 56.1 10 46.1 25 46.1 31 56.1 46
1 110 5 10 46 107 104 106
R 54.6 0 54.6 10 44.6 25 44.6 31 54.6 46
1 100 5 10 46 110 110 110
R 52.5 0 52.5 10 42.5 25 42.5 31 52.5 46
1 90 5 10 46 51 51 51
R 50.3 0 50.3 10 40.3 25 40.3 31 50.3 46
1 80 5 10 46 59 59 59
R 49.3 0 49.3 10 39.3 25 39.3 31 49.3 46
1 70 5 10 46 47 49 48
R 48.1 0 48.1 10 38.1 25 38.1 31 48.1 46
1 60 5 10 46 60 59 59
R 7.1 0 47.1 10 37.1 25 37.1 31 47.1 46
50 5 10 46 64 64 64
~ 5.9 0 45.9 10 35.9 25 35.9 31 45.9 46
40 5 10 46 84 86 86
i 4.7 0 44.7 10 34.7 25 34.7 31 44.7 46
03 S~P-~2
:1
;R
;R
;R
;R
;R
;R
:1
;R
;R
;R
;R
:R
:1
:R
R
R
R
R
10
42
32
38
48
58
22:33:17
30
50
40
34
44
52
58
27
0
115
127
154
276
302
20
46
36
34
44
54
24
0
113
133
160
273
22
0
131
150
221
275
120
48
38
36
46
52
60
113
44
34
36
46
56
121
40
31
40
50
60
130
22
117
130
203
278
313
138
26
116
138
203
277
146
111
134
154
258
290
Ce
46
46
36
38
48
54
50
42
32
38
48
58
0
38
32
42
52
49
54
120
133
223
280
50
92
118
147
220
303
0
116
137
160
260
47
44
34
40
50
54
49
40
31
40
50
60
0
36
34
44
54
re
90
123
138
229
281
110
123
148
229
309
121
142
200
262
42
33
42
52
56
38
32
42
52
34
36
46
56
PAGE
3
106
125
145
242
284
111
128
153
270
127
146
209
264
03 SEP-92 22:33:17 t¡ PAGE 4
8
S CNO DEPTH CWSEL CRIll'S WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB OCH ORCa ALOB ACH AROB VOL TWA R-BANK ELEV
THE VLOB VCH VROB XNL KlICH X!/R IiTN ELMIN SSTA
S OPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAH TOPwm ENDST
-PROF 1
:R1TI AL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS
:CHV= .100 CEHV= .300
SECN 240.000
mo ITICAL DEPTH ASSUMED
24 .000 3.59 66.59 66.59 66.57 67.55 .96 .00 .00 66.00
5.0 1.0 803.3 .6 .5 102.1 .3 .0 .0 66.00
.00 1.96 7.87 1.88 .050 .045 .050 .000 63.00 70.24
.02 968 O. O. o. 0 4 0 .00 55.93 126.17
SECN 230.000
:6852 TRIALS ATTEMPTED WSEL,CWSEL
'593 P OBABLE MINIMUM SPECIFIC ENERGY
,720 C ITlCAL DEPTH ASSUMED
. 230.000 4.46 65.46 65.46 .00 66.82 1.37 .85 .47 66.00
8 5.0 .0 805.0 .0 .0 85.8 .0 .1 .0 66.00
.00 .00 9.39 .00 .000 .045 .000 .000 61.00 75.82
.02 129 48. 36. 42. 20 11 0 .00 32.01 107.82
'SeCNO 220.000
.6852 TRIALS ATTEMPTED WSEL,CWSEL
i6~3 P OBABLE MINIMUM SPECIFIC ENERGY
. 720 C UlCAL DEPTH ASSUMED
220000 5.39 65.89 65.89 .00 67.64 1. 74 1.13 .64 70.50
. 8 5.0 .0 805.0 .0 .0 75.9 .0 .2 .1 70.50
.00 .00 10.60 .00 .000 .045 .000 .000 60.50 16.91
.02 963 44. 48. 50. 20 11 0 .00 22.17 39.09
SECIIO 210.000
585 2 TRIALS ATTEMPTED WSEL,CWSEL
693 P OBABLE MINIMUM SPECIFIC ENERGY
720 C ITlCAL DEPTH ASSUMED
210 000 5.40 64.70 64.70 .00 66.44 1. 74 1.46 .12 69.30
8 5.0 .0 805.0 .0 .0 76.1 .0 .3 .1 69.30
.00 .00 10.57 .00 .000 .045 .000 .000 59.30 16.90
.02 800 60. 61. 62. 20 5 0 .00 22.20 39.10
03 SEP-92 22:33:18 n. PAGE 5
. 8
43 tHO DEPTH CWSEL CRIWS WSELK EG HV HL CLOSS L-BANK ELEV
0 OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV
T ME VLOB VCH VROB XNL XNCH XNR IiTN ELMIN SSTA
S OPE XLOBL XLCH XLaBR ITRIAL IDC ICONT CORAR TOPWID ENDST
.SECN 200.000
¡685 0 TRIALS ATTEMPTED WSEL,CWSEL
;693 ROBABLE MINIMUM SPECIFIC ENERGY
mo RITICAL DEPTH ASSUMED
.20 .000 5.40 63.60 63.60 .00 65.34 1. 74 1.43 .12 68.20
05.0 .0 805.0 .0 .0 76.1 .0 .4 .1 68.20
.01 .00 10.58 .00 .000 .045 .000 .000 58.20 16.90
.0 3840 65. 60. 54. 20 5 0 .00 22.19 39.10
SECN 190.000
585 0 TRIALS ATTEMPTED WSEL,CWSEL
693 OBABLE MINIMUM SPECIFIC ENERGY
720 ITICAL DEPTH ASSUMED
19 .000 5.40 63.20 63.20 .00 64.94 1. 74 .50 .08 67.80
5.0 .0 805.0 .0 .0 76.1 .0 .4 .1 67.80
.01 .00 10.58 .00 .000 .045 .000 .000 57.80 16.90
.02 830 22. 21. 20. 20 5 0 .00 22.20 39.10
SECN 180.000
6852 TRIALS ATTEMPTED WSEL,CWSEL
693 P OBABLE MINIMUM SPECIFIC ENERGY
720 C ITlCAL DEPTH ASSUMED
180 000 5.40 61.30 61.30 .00 63.04 1.74 2.19 1.06 65.90
8 5.0 .0 805.0 .0 .0 76.1 .0 .6 .2 65.90
.01 .00 10.58 .00 .000 .045 .000 .000 55.90 16.90
.02 832 90. 92. 94. 20 5 0 .00 22.20 39.10
SECNO 170.000
6852 TRIALS ATTEMPTED WSEL,CWSEL
7tO W EL ASSUMED BASED ON MIN DIFF
693 P OBABLE MINIMUM SPECIFIC ENERGY
720C ITICAL DEPTH ASSUMED
170 000 5.40 60.10 60.10 .00 51.84 1. 74 1.48 .11 64.70
85.0 .0 805.0 .0 .0 76.1 .0 .7 .2 64.70
.01 .00 10.58 .00 .000 .045 .000 .000 54.70 16.90
.02 831 63. 62. 61. 20 5 0 .00 22.20 39.10
SKCNO 160.000
5'5 2 TRIALS ATTEMPTED WSEL,CWSEL
03 SF.P-92 22:33:18 ce PAGE 6
<I .'
DEPTH CWSEL CRIIiS IiSELK EG HV HL OLOSS L-BANK ELEV
OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV
VLOB VCH VROB XNL INCH XNR WTN ELKIN SSTA
XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPIiID ENDST
710 SEL ASSUMED BASED ON KIN DIFF
593 ROBABLE MINIMUM SPECIFIC ENERGY
720 RITICAL DEPTH ASSUMED
16 .000 5.40 58.20 58.20 .00 59.94 1.74 2.26 1.09 62.80
05.0 .0 805.0 .0 .0 76.1 .0 .9 .3 62.80
.01 .00 10.58 .00 .000 .045 .000 .000 52.80 16.90
.0 3831 96. 95. 94. 20 5 0 .00 22.20 39.10
3ECN 150.000
585 TRIALS ATTEMPTED WSEL,CWSEL
710 EL ASSUMED BASED ON KIN DIFF
593 OBABLE MINIMUM SPECIFIC ENERGY
720 ITICAL DEPTH ASSUMED
15 .000 5.40 56.50 56.50 .00 58.24 1. 74 2.05 1.00 61.10
8 5.0 .0 805.0 .0 .0 76.1 .0 1.0 .3 61.10
.01 .00 10.58 .00 .000 .045 .000 .000 51.10 16.90
. .02 831 84. 86. 88. 20 5 0 .00 22.20 39.10
SECN 140.0aO
Sa5 2 TRIALS ATTEMPTED WSEL,CWSEL
710 EL ASSUMED BASED ON MIN DIFF
593 P OBABLE MINIMUM SPECIFIC ENERGY
7¿0 C ITICAL DEPTH ASSUMED
.140 000 5.40 53.70 53.70 .00 55.44 1.74 3.34 .12 58.30
85.0 .0 805.0 .0 .0 76.1 .0 1.2 .4 58.30
.02 .00 10.58 .00 .000 .045 .000 .000 48.30 16.90
. .02 831 144. 140. 129. 20 5 0 .00 22.20 39.10
SECNO 130.000
585 2 TRIALS ATTEMPTED WSEL,CWSEL
710 Ii EL ASSUMED BASED ON MIN DIFF
593 P OBABLE MINIMUM SPECIFIC ENERGY
ì20 C ITICAL DEPTH ASSUMED
130 000 5.40 52.20 52.20 .00 53.94 1. 74 1.81 .90 56.80
8 5.0 .0 805.0 .0 .0 76.1 .0 1.4 .4 56.80
.02 .00 10.58 .00 .000 .045 .000 .000 46.80 16.90
.02831 75. 76. 71. 20 5 0 .00 22.20 39.10
03 SEP-92
.
22:33:18
..s CNO
0
THE
SOPE
DEPTH
OLOB
VLOB
XLOBL
CWSEL
QCH
VCH
XLCH
'S~CN 120.000
J685 0 TRIALS ATTEMPTED WSEL,CWSEL
¡1IO SEL ASSUMED BASED ON MIN DIFF
¡693 ROBABLE MINIMUM SPECIFIC ENERGY
;120 RITICAL DEPTH ASSUMED
12 .000 5.40 51.50
05.0 .0 805.0
.02 .00 10.58
.0 3831 32. 34.
'SECN 110.000
,685 0 TRIALS ATTEMPTED WSEL,CWSEL
:110 SEL ASSUMED BASED ON MIN DIFF
,693 ROBABLE MINIMUM SPECIFIC ENERGY
:120 RITICAL DEPTH ASSUMED
11 .000 5.40 50.00
05.0 .0 805.0
.02 .00 10.58
.0 3831 76. 75.
"SECN 100.000
"685 0 TRIALS ATTEMPTED WSEL,CWSEL
:110 SEL ASSUMED BASED ON MIN DIFF
593 OBABLE MINIMUM SPECIFIC ENERGY
,720 RITlCAL DEPTH ASSUMED
10 .000 5.40 47.90
05.0 .0 805.0
.03 .00 10.58
".0 831 107. 106.
SECN 90.000
685 TRIALS ATTEMPTED WSEL,CWSEL
110 EL ASSUMED BASED ON MIN DIFF
593 OBABLE MINIMUM SPECIFIC ENERGY
720 C ITICAL DEPTH ASSUMED
90.000 5.40 45.70
85.0 .0 805.0
.03 .00 10.58
".02831 110. 110.
CRIWS
OROB
VROB
XLOBR
51.50
.0
.00
36.
50.00
.0
.00
74.
47.90
.0
.00
104.
45.70
.0
.00
110.
(--
WSELK
ALOS
XNL
ITRIAL
.00
.0
.000
20
.00
.0
.000
20
.00
.0
.000
20
.00
.0
.000
20
EG
ACH
XNCH
IDC
53.24
76.1
.045
5
51. 74
76.1
.045
5
49.64
76.1
.045
5
47.44
76.1
.045
5
HV
AROB
XNR
ICONT
1. 74
.0
.000
0
1. 74
.0
.000
0
1.74
.0
.000
0
1. 74
.0
.000
0
HL
VOL
WTN
COHAR
.81
1.4
.000
.00
1. 79
1.6
.000
.00
2.53
1.8
.000
.00
2.62
1.9
.000
.00
CLOSS
TVA
ELKIN
TOPWID
.10
.4
46.10
22.20
.89
.5
44.60
22.20
1.20
.5
42.50
22.20
1.24
.6
40.30
22.20
<lÞ"
L-BANK ELEV
R-BANK ELEV
SSTA
ENDST
56.10
56.10
16.90
39.10
54.60
54.60
16.90
39.10
52.50
52.50
16.90
39.10
50.30
50.30
16.90
39.10
PAGE
7
22:33:19 PAGE 8
8 fê
DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
QLOB QCH aROB ALOB ACH AROB VOL TWA R-BANK ELEV
VLOB VCH VROB XNL XNCH XNR NTN ELKIN SSTA
XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPliID ENDST
S~CNO 80.000
585 2 TRIALS ATTEKPTED liSEL,CliSEL
710 Ii EL ASSUMED BASED ON KIN DIFF
593 P OBABLE KINIMUM SPECIFIC ENERGY
720 C ITICAL DEPTH ASSUMED
80 000 5.40 44.70 44.70 .00 46.44 1.74 1.22 .60 49.30
8 5.0 .0 805.0 .0 .0 76.1 .0 2.0 .5 49.30
.03 .00 10.58 .00 .000 .045 .000 .000 39.30 16.90
.02 831 51. 51. 51. 20 5 0 .00 22.20 39.10
SECNO 70.000
585 2 TRIALS ATTEMPTED liSEL,CWSEL
710 L ASSUMED BASED ON KIN DIFF
593 P BABLE KINIMUM SPECIFIC ENERGY
720 CR TICAL DEPTH ASSUMED
70. 00 5.40 43.50 43.50 .00 45.24 1. 74 1.41 .68 48.10
80 .0 .0 805.0 .0 .0 76.1 .0 2.1 .6 48.10
03 .00 10.58 .00 .000 .045 .000 .000 38.10 16.90
.02331 59. 59. 59. 20 5 0 .00 22.20 39.10
gECKO 0.000
5$520 TRIALS ATTEMPTED WSEL,CWSEL
710 VS L ASSUMED BASED ON KIN DIFF
593 PR BABLE KINlMUM SPECIFIC ENERGY
720 CR TICAL DEPTH ASSUMED
60. 00 5.40 42.50 42.50 .00 44.24 1. 74 1.14 .57 47.10
80 .0 .0 805.0 .0 .0 76.1 .0 2.2 .7 47.10
03 .00 10.58 .00 .000 .045 .000 .000 37.10 16.90
.02331 47. 48. 49. 20 5 0 .00 22.20 39.10
gECKO 0.000
585 20 TRIALS ATTEMPTED VSEL,CWSEL
710 liS L ASSUMED BASED ON KIN DIFF
593 PR BABLE KINlMUM SPECIFIC ENERGY
720 CR ICAL DEPTH ASSUMED
50. 0 5.40 41.30 41.30 .00 43.04 1. 74 1.41 .58 45.90
805.0 .0 805.0 .0 .0 76.1 .0 2.3 .7 45.90
. 3 .00 10.58 .00 .000 .045 .000 .000 35.90 16.90
.0238 1 60. 59. 59. 20 5 0 .00 22.20 39.10
a:Ij:19 r. PAGE 9
48
DEPTH CIiSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
OLOB OCH QROB ALOB ACH AROB VOL TIiA R-BANK ELEV
VLOB VCR VROB XNL XNCH XNR WTN ELMIN SSTA
XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
SECNO 40.000
685 2 TRIALS ATTEMPTED WSEL,CWSEL
710 Ii EL ASSUMED BASED ON MIN DIFF
6~3 P OBABLE MINIMUM SPECIFIC ENERGY
720 C ITICAL DEPTH ASSUMED
40 000 5.40 40.10 40.10 .00 41.84 1. 74 1.53 .78 44.70
8 5.0 .0 805.0 .0 .0 76.1 .0 2.4 .7 44.70
.04 .00 10.58 .00 .000 .045 .000 .000 34.70 16.90
.02 831 64. 64. 64. 20 5 0 .00 22.20 39.10
SECNO 0.000
585 20 TRIALS ATTEMPTED WSEL,CWSEL
593 PR BABLE MINIMUM SPECIFIC ENERGY
720 CR TICAL DEPTH ASSUMED
. 30. 00 7.04 40.04 40.04 .00 41.85 1.81 1.61 1.01 36.00
80 .0 68.3 655.9 80.8 11.2 56.4 14.4 2.6 .8 36.00
04 6.09 11.62 5.63 .050 .045 .050 .000 33.00 114.80
.015 63 84. 86. 86. 20 11 0 .00 23.35 138.15
SECNO 0.000
301 HV CHANGED MORE THAN HYINS
CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAflO: 2.82
3.64 34.64 36.20 .00 39.95 5.31 1.56 .35 36.00
.0 805.0 .0 .0 43.5 .0 2.7 .8 36.00
.00 18.49 .00 .000 .045 .000 .000 31. 00 115.05
46. 47. 49. 6 19 0 .00 19.53 134.58
:;~CNO 1 .000
391 HY HANGED MORE THAN HYINS
j~5 20 RIALS ATTEMPTED WSEL,CliSEL
j 3 PRO ABLE MINIMUM SPECIFIC ENERGY
720 CRI ICAL DEPTH ASSUMED
I 10.0 0 5.62 36.62 36.62 .00 38.20 1.58 2.13 2.45 36.00
8050 .9 803.4 .7 .5 79.5 .4 2.7 .8 36.00
.4 1.93 10.11 1.88 .050 .045 .050 .000 31.00 119.45
.02211 50. 49. 50. 20 14 0 .00 27.79 147.24
03 S~P-92 22:33:20 re PAGE 10
fi
THIS RUN EXECUTED 03-SEP-92 22:33:20
**** *******************************
H8C- WATER SURFACE PROFILES
Vèrs' n 4.6.2; May 1991
**u ******************************
NPUT ILE NAKE --) FRED2.HEC
OTE- STERISK (i) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
O~S R AD LEFT TO RIGHT
¡
UMKAR PRINTOUT
,
D FKWS HL DEPTH QLOBP OCHP QROBP VOL CASE KRATIO
.016 .00 3.59 .13 99.79 .08 .00 1.00 .00
.000 .85 4.46 .00 100.00 .00 .08 11.00 1.41
.000 1.13 5.39 .00 100.00 .00 .17 11.00 1.50
.000 1.46 5.40 .00 100.00 .00 .27 11.00 1.06
.000 1.43 5.40 .00 100.00 .00 .38 11.00 1.07
.000 .50 5.40 .00 100.00 .00 .42 11.00 1.11
.000 2.19 5.40 .00 100.00 .00 .58 11.00 1.48
.000 1.48 5.40 .00 100.00 .00 .68 15.00 1.06
.000 2.26 5.40 .00 100.00 .00 .85 15.00 1.48
.000 2.05 5.40 .00 100.00 .00 1.00 15.00 1.48
.000 3.34 5.40 .00 100.00 .00 1.25 15.00 1.03
.000 1.81 5.40 .00 100.00 .00 1.38 15.00 1.48
.000 .81 5.40 .00 100.00 .00 1.44 15.00 1.10
.000 1. 79 5.40 .00 100.00 .00 1.57 15.00 1.48
.000 2.53 5.40 .00 100.00 .00 1. 75 15.00 1.48
.000 2.62 5.40 .00 100.DO .00 1.95 15.00 1.48
.000 1.22 5.40 .00 100.00 .00 2.03 15.00 1.44
03 S EP-9-2 22:33:20 .. re PAGE 11
\8
,
. I FKWS HL DEPTH QLOBP QCHP QROBP VOL CASE KRATIO
.000 1.41 5.40 .00 100.00 .00 2.14 15.00 1.44
.000 1.14 5.40 .00 100.00 .00 2.22 15.00 1.44
.000 1.41 5.40 .00 100.00 .00 2.32 15.00 1.44
.000 1.53 5.40 .00 100.00 .00 2.44 15.00 1.48
.000 1.61 7.04 8.49 81.47 10.04 2.59 11.00 1.21
.000 1.56 3.64 .00 100.00 .00 2.66 16384.00 2.82
.000 2.13 5.62 .11 99.80 .09 2.73 11.00 .67
U -~EP-92
22:33:20
:O¥S 'EAD LEFT TO RIGHT
;8
~
PAGE 12
SECNO XLCH ELTRD ELLC ELHIH Q CWSEL CRINS EG 10*KS VCH AREA .01K
40.000 .00 .00 .00 63.00 805.00 66.59 66.59 67.55 239.68 7.87 102.91 52.00
36.00 .00 .00 61.00 805.00 65.46 65.46 66.82 231. 29 9.39 85.76 52.93
48.00 .00 .00 60.50 805.00 65.89 65.89 67.64 239.63 10.60 75.95 52.00
61.00 .00 .00 59.30 805.00 64.70 64.70 66.44 238.00 10.57 76.14 52.18
60.00 .00 .00 58.20 805.00 63.60 63.60 65.34 238.40 10.58 76.09 52.14
1 0.000 21.00 .00 .00 57.80 805.00 63.20 63.20 64.94 238.30 10.58 76.11 52.15
1 0.000 92.00 .00 .00 55.90 805.00 61.30 61. 30 63.04 238.32 10.58 76.10 52.15
1 0.000 62.00 .00 .00 54.70 805.00 60.10 60.10 61.84 238.31 10.58 76.10 52.15
95.00 .00 .00 52.80 805.00 58.20 58.20 59.94 238.31 10.58 76.10 52.15
86.00 .00 .00 51.10 805.00 56.50 56.50 58.24 238.31 10.58 76.10 52.15
140.00 .00 .00 48.30 805.00 53.70 53.70 55.44 238.31 10.58 76.10 52.15
76.00 .00 .00 46.80 805.00 52.20 52.20 53.94 238.31 10.58 76.10 52.15
12 .000 34.00 .00 .00 46.10 805.00 51.50 51.50 53.24 238.31 10.58 76.10 52.15
11 .000 75.00 .00 .00 44.60 805.00 50.00 50.00 51. 74 238.31 10.58 76.10 52.15
106.00 .00 .00 42.50 805.00 47.90 47.90 49.64 238.31 10.58 76.10 52.15
110.00 .00 .00 40.30 805.00 45.70 45.70 47.44 238.31 10.58 76.10 52.15
51.00 .00 .00 39.30 805.00 44.70 44.70 46.44 238.31 10.58 76.10 52.15
70000 59.00 .00 .00 38.10 . 805.00 43.50 43.50 45.24 238.31 10.58 76.10 52.15
60000 48.00 .00 .00 37.10 805.00 42.50 42.50 44.24 238.31 10.58 76.10 52.15
50 000 59.00 .00 .00 35.90 805.00 41. 30 41.30 43.04 238.31 10.58 76.10 52.15
40 000 64.00 .00 .00 34.70 805.00 40.10 40.10 41.84 238.31 10.58 76.10 52.15
30000 86.00 .00 .00 33.00 805.00 40.04 40.04 41.85 151.63 11.62 82.02 65.37
20.000 47.00 .00 .00 31.00 805.00 34.64 36.20 39.95 1204.93 18.49 43.54 23.19
10. 00 49.00 .00 .00 31.00 805.00 36.62 36.62 38.20 221.81 10.11 80.34 54.05
OJ S~F-9,2 22:33:20 PAGE 13
(8 ce
.,
Y PRINTOUT TABLE 150
SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID ItCH
805.00 66.59 .00 .00 .02 55.93 .00
805.00 65.46 .00 -1.13 .00 32.01 36.00
20.000 805.00 65.89 .00 .44 .00 22.17 48.00
2 0.000 805.00 64.70 .00 -1.19 .00 22.20 61.00
2 0.000 805.00 63.60 .00 -1.10 .00 22.19 60.00
805.00 63.20 .00 -.40 .00 22.20 21.00
805.00 61.30 .00 -1.90 .00 22.20 92.00
1 .000 805.00 60.10 .00 -1.20 .00 22.20 62.00
805.00 58.20 .00 -1.90 .00 22.20 95.00
805.00 56.50 .00 -1. 70 .00 22.20 86.00
14 .000 805.00 53.70 .00 -2.80 .00 22.20 140.00
13 .000 805.00 52.20 .00 -1.50 .00 22.20 76.00
12 .000 805.00 51.50 .00 -.70 .00 22.20 34.00
11 .000 805.00 50.00 .00 -1.50 .00 22.20 75.00
10 .000 805.00 47.90 .00 -2.10 .00 22.20 106.00
9 .000 805.00 45.70 .00 -2.20 .00 22.20 110.00
80.000 805.00 44.70 .00 -1.00 .00 22.20 51.00
70.000 805.00 43.50 .00 -1.20 .00 22.20 59.00
60 000 805.00 42.50 .00 -1. 00 .00 22.20 48.00
50000 805.00 41.30 .00 -1.20 .00 22.20 59.00
40 000 805.00 40.10 .00 -1.20 .00 22.20 64.00
30 000 805.00 40.04 .00 -.05 .00 23.35 86.00
20.000 805.00 34.64 .00 -5.41 .00 19.53 47.00
10.000 805.00 36.62 .00 1.98 .00 27.79 49.00
65
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FRED SNEDEKER 188 YEAH FLOOD PLAIN ANALYSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 18.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 28.888
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FRED SNEDEKER 188 YEAR FLOOD PLAIN ANALYSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 38.888
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FRED SNEDEKER 188 VEAR FLOOD PLAIN ANALVSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 48.888
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48.8
45.8
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55.8
FRED SNEDEKER 188 YEAR FLOOD PLAIN ANALYSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 58.888
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DISTANCE
35.8
48.8
45.8
58.8
55.8
FRED SNEDEKER 188 VEAR FLOOD PLAIN ANALYSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. GB.BBB
58
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 98.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 188.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 128.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 138.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
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SUPERCR I TICAL FLOW CHAHREBì\~fSECT ION Dn < Dc
CROSS-SECTION NO ."168 .8a8
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 178.88Ø
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 188.888
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FRED SNEDEKER 108 YEAR FLOOD PLAIN ANALYSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 198.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 288.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
CROSS-SECTION NO. 228.888
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SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
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FRED SNEDEIER 188 YEAR FLOOD PLAIN ANALYSIS
SUPERCRITICAL FLOW CHANNEL SECTION Dn < Dc
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91-192
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GEOTECHNICAL INVESTIGATION
SNEDEKER PROPERTY
SAXONY ROAD
ENCINITAS, CALIFORNIA
JOB NO. 91-9
MARCH 21, 1991
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
PHONE 746-3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDO. CALIFORNIA 92029
March 21, 1991
Mr. Fred Snedeker
Alliance Engineering of California, Inc.
P.O. Box 2147
Leucadia, California 92024
Project:
Our Job No. 91-9
Snedeker Property
Saxony Road
Encinitas, California
Subject:
Report of Geotechnical Investigation
Mr. Snedeker:
In accordance with your request, we have completed a geotechnical
investigation for the proposed project. We are presenting to you,
herewith, our findings and recommendations for the development of this
site.
The findings of this study indicate that this site is suitable for
the proposed development provided that the special preparations and
foundation recommendations presented in the attached report are
complied with.
If you have any questions after reviewing the findings and
recommendations contained in the attached report, please do not
hesitate to contact this office. This opportunity to be of
professional service is sincerely appreciated.
Respectfully submitted,
WESTERN SOIL AND FOUNDATION
Y ~ 44-
Vince Gaby, Staff Geologist
ENGINEERING, INC.
......
CE 26676
GE 928
Attachments
Distribution:
(4) Addressee
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GEOTECHNIC~L INVESTIGATION
SNEDEKER PROPERTY
SAXONY ROAD
ENCINITAS, CALIFORNIA
Prepared For:
FRED SNEDEKER
ALLIANCE ENGINEERING OF CALIFORNIA, INC.
P.O. BOX 2147
LEUCADIA, CALIFORNIA 92024
JOB NO. 91-9
MARCH 21, 1991
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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TABLE OF CONTENTS
Introduction and Project Description
Project Scope
Findings
Geologic Hazards
Site Description
Subsurface Conditions
Groundwater
Faults and Seismic Hazards
Liquefaction
Landslides and Slope Stability
Recommendations and Conclusions
Site Preparation
Foundations
Field explorations
Laboratory Testing
Plan Review
'Limi tations
Plate Number 1
Plate Number 2
Plate Numbers 3 through 6
Plate Numbers 7 & 8
Plate Number 9 through 11
Plate Number 12
Plate Number 13
APPENDIX I
APPENDIX II
Existing Soil
Expansive Soil
Imported Fill
Surface Drainage
Subdrains
Earthwork
Cut and Fill Slopes
Rippability
General
Transition Areas
Lateral Resistance
Retaining Walls
Footing Observations
ATTACHMENTS
Site Plan
Page
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Unified Soil Classification Chart
Boring Logs
Laboratory Test Results
Consolidation Curves
Table I
Fill Slope Key
Specifications for
Controlled Fills
References Cited
Construction of
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 1
GEOTECHNICAL INVESTIGATION
SNEDEKER PROPERTY
SAXONY ROAD
ENCINITAS, CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our geotechnical
investigation performed on the above referenced site.
The
purpose of this investigation was to evaluate the existing
surface and subsurface conditions from a geotechnical perspective
in order to provide recommendations for your proposed
development.
The proposed project is a four lot residential subdivision
as submitted by you in preliminary form on the site plan included
as part of and shown on Plate Number 1 of this report.
At the
time of our investigation exact grading and building plans were
not available.
However, it is our assumption that the proposed
structures will be wood framed, one or two story single family
dwellings.
Foundations will be conventional continuous and/or
pad spread footings with slabs-on-grade or raised wood floor.
It
is anticipated that any grading will result in elevation changes
of less than 10 feet.
Should any future development deviate significantly from our
understanding of the project as described above, we should be
consulted for further recommendations.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 2
The site configuration and exploratory trench locations are
shown on Plate No.1.
PROJECT SCOPE
This investigation consisted of a surface reconnaissance
coupled with a detailed subsurface exploration.
Representative
surface and subsurface samples were obtained from the site and
returned to our laboratory for testing.
An analysis of the field
and laboratory data collected is submitted in this report.
Specifically, the intent of this analysis was to:
a)
Explore the subsurface conditions to the depths
that could be influenced by the proposed
construction,
b)
Evaluate, by laboratory tests, the pertinent
engineering properties of the various soil and
rock stratigraphic units which could influence the
development of this land, including bearing
capacities, expansive characteristics and
settlement potential,
c)
Develop soil engineering criteria for site
grading,
d)
Determine potential construction difficulties and
provide recommendations concerning these problems,
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 3
e)
Recommend an appropriate foundation system for the
type of structures anticipated and develop soil
engineering design criteria for foundation design.
FINDINGS
SITE DESCRIPTION:
The property site is located on the west side
of Saxony Road approximately 1000 to 2000 feet south of La Costa
Avenue in the City of Encinitas, California.
It can be found in
the southwest quarter of grid E-6, page 19 of the Thomas Brothers
Guide for San Diego County.
The property is irregular in configuration and encompasses
approximately 8 acres.
It is bounded to the north and south by
undeveloped natural terrain.
Single family residences exist
offsite to the west.
Approximately 1,380 feet front Saxony Road
along the eastern property line.
The site is situated on the flank of an easterly facing
hillside and into a narrow alluvial valley.
Within the western
portion of the property the topography is steep and rugged.
With
the exception of a deeply carved ravine the eastern terrain falls
gently to the north.
Elevations within the proposed development
areas range from 100 feet to 34 feet above mean sea level.
Drainage is by sheet flow into the aforementioned ravine which
eventually empties into the Batiquitos Lagoon.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 4
No improvements were observed on site during this
investigation.
At that time, vegetation consisted of dense
chaparral on the slopes and within the arroyo and wild grasses on
the flatter terrain.
SUBSURFACE CONDITIONS:
The project site is located along the
coastal plains of northwestern San Diego County.
It is underlain
by nearly flat lying Eocene and Quaternary Sediments.
These are
mantled by alluvium, colluvium and a localized area of artificial
fill.
Each of the rock and soil units is described below from
oldest to youngest.
TORREY SANDSTONE:
The Eocene sediments within the site vicinity
have been mapped by Eisenberg (1983) and Tan (1986) as the Torrey
Sandstone.
These sediments occur on site as pale gray to white,
fine, medium and coarse grained sandstone with lenses of pebbly
fine to medium grained sand and clayey medium sand.
Generally,
they are moderately well indurated arkosic sandstones.
Their
mineral constituents are predominantly quartz with subordinate
feldspar.
Larger exposures of the Torrey Sandstone are displayed in
road cuts in the local area.
At these locations it occurs in
both thick massive beds and cross-stratified layers.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INc.
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 5
STREAM TERRACE DEPOSITS:
A thick sequence of older alluvium has
accumulated within the narrow valley.
As the sea level has
dropped throughout the Quaternary Period, this alluvium has been
incised by erosional processes.
This has resulted in narrow
terraces creating the banks of the ravine on site.
The stream terrace deposits consist of dark gray clayey to
silty fine to medium grained sand, yellowish brown silty fine to
medium grained sand, and pale gray relatively clean fine grained
sand.
They are poorly to moderately consolidated, noncemented
and slightly to very porous.
In general they range from 10 to 15
feet in thickness.
They are derived mainly from the older Eocene
and Quaternary Age sediments.
Near their basal contact, the
stream terrace deposits become difficult to distinguish from the
underlying older sediments.
ALLUVIUM/COLLUVIUM:
Recent surficial deposits mantle the
formational sediments.
These deposits occur as colluvial
material on the gentler slopes and at the base of slopes, and
recent alluvium within the arroyo bottoms.
Typically these are
unconsolidated soils originating from on site and local rock and
stratigraphic units.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 6
ARTIFICIAL FILL:
Geomorphic evidence suggests the presence of
fill soil material adjacent to Saxony Road and on a pad area in
the northeastern portion of the site.
No documentation was
available regarding the pad area.
It is unlikely that this soil
material was placed on prepared ground and properly inspected or
tested.
It is anticipated that the fill material on this pad is
on the order of 2 to 5 feet in thickness.
GROUNDWATER:
Free groundwater was encountered in boring numbers
3 and 4 at a depth of 25 feet and 27 feet, respectively.
The
reader is reminded however, that San Diego County is currently
experiencing its fifth year of drought conditions.
Therefore, it
is likely that fluctuations in the level and flow of groundwater
will occur in this area depending on annual precipitation and
irrigation.
GEOLOGIC HAZARDS
FAULTS AND SEISMIC HAZARDS:
There are no known active or
potentially active faults on or in the immediate vicinity of the
project site.
There are, however, several faults located in
sufficiently close proximity to the site that could cause
significant ground motion.
The table below presents the probable
maximum earthquake magnitudes and accelerations anticipated at
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 7
the site.
These accelerations are based on the assumption that
the maximum probable earthquake occurs on specific faults at the
closest point on that particular fault to the site.
Fault
SEISMICITY OF MAJOR FAULTS
Maximum Probable
Probable Bedrock
Distance Magnitude Acceleration*
(Miles) (Richter) (g)
5 6.0 - 7.0? 0.38 -0.52?
L L L L
27 7.0 0.17
L L
50 7.8 0.12
L L
76 8.5 0.08
L L
Rose Canyon
(Offshore)
Elsinore
San Jacinto
San Andreas
L= Local Magnitude
*(From Schnabel and Seed, 1972).
LIQUEFACTION:
Liquefaction is a process by which soil materials
are transformed into a liquid state.
Typically this occurs in
loose, saturated sands and silts when subjected to significant
ground shaking during an earthquake.
The presence of loose to moderately consolidated sands near
the water table within the lower elevations of the site leaves
these areas susceptible to liquefaction.
This potential for
liquefaction will be significantly reduced if the grading
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 8
operation and foundation design are performed in strict
accordance with the recommendations contained in this report.
LANDSLIDES AND SLOPE STABILITY:
No evidence suggesting the
presence of deep seated landslides was observed on or in the
immediate site vicinity.
However, the Landslide Hazards Map by
Tan (1986) indicates that the hillside areas are to be in a zone
classified as generally susceptible to landsliding.
It is
therefore highly recommended that as built inspections of all cut
slopes be conducted by the Soil Engineer or Engineering Geologist
during grading.
It is anticipated that man-made slopes
constructed in accordance with the recommendations contained in
this report will be stable against deep seated rotational
failure.
No evidence suggesting the presence of geologic hazards
other than any mentioned above that would preclude the
development of this proposed project were observed in our
subsurface exploration.
We did, however, observe expansive and
poorly soil consolidate soil materials.
Recommendations
concerning these conditions are presented in the following
sections of this report.
During the grading operation, a
Registered Geotechnical Engineer must inspect the site for
adverse geologic conditions.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 9
RECOMMENDATIONS AND CONCLUSIONS
SITE PREPARATION
EXISTING SOIL:
We recommend that any existing fill, topsoil,
alluvium, colluvium, and low density soil be removed to firm
natural ground from beneath any proposed fill pad areas in their
entirety so that structures will be supported on firm material.
Areas to receive asphalt pavements, concrete pavements, slabs,
driveways or sidewalks should be treated similarly.
This soil may be replaced, if desired, as a controlled fill
recompacted to at least 90% of its maximum dry density.
All
deleterious materials and oversized debris encountered in this
fill must be removed and legally disposed of off-site.
Based on the findings of this study, the depth of removal
will range from 10.0 to 15.0 feet.
Table I of this report
presents anticipated removal depths in the area of our
exploratory trenches.
If groundwater is encountered during the removal and
recompaction of the soil or difficulty is encountered in
achieving a minimum of 90 percent relative compaction, then this
office shall be consulted for further recommendations.
As an alternative to the site preparation described above, a
system of drilled piers, grade beams and structural slabs may be
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 10
employed.
Recommendations for these are presented later in this
report under the heading "Foundations".
EXPANSIVE SOIL:
Expansive soils (expansion index of 51 or
greater) were encountered in our subsurface exploration.
These soils are represented by the clayey sands of the
stream terrace deposits.
If structures are designed with
conventional footings and slabs-on-grade, then expansive soil
should be kept at least 3 feet below proposed finish subgrade.
Expansive materials occurring on cut lots within three feet
of finish grade should be completely removed and replaced with
granular, non-expansive soil material.
IMPORTED FILL:
Imported fill, if required at this site, should
be examined by our office to determine their suitability prior to
importing these materials.
SURFACE DRAINAGE:
Surface drainage should be directed away from
structures.
The ponding of water or saturation of soils can
not be allowed adjacent to any of the foundations.
Surface water
must not be allowed to drain in an uncontrolled manner over the
top or face of any slope.
Concrete drainage swales shall be constructed on the surface
of the natural ground above the southerly house pad in order to
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 11
intercept surface water prior to flowing onto the pad.
These
swales shall be designed by the project Civil Engineer.
At a
minimum, the swale shall completely surround the pad to the west,
north and south and empty into a legal outlet.
If cut slopes are
created, the swales shall be constructed at the top of cut slopes
and at least 3 feet shall separate the top of cut slope and the
swale.
Tops of cut slopes shall be well rounded into the natural
terrain during rough grading.
Swales shall be constructed on
soil material removed and recompacted to at least 90% relative
compaction over medium dense terrace deposits.
The minimum depth
of removal shall be 2 feet.
The actual depth shall be determined
in the field during grading by the Soil Engineer.
SUBDRAINS:
The proposed house on the southerly lot (lot number
1) is situated on an alluvial fan at the mouth of a natural
drainage course.
It is anticipated that after heavy rainfall
and/or domestic irrigation, groundwater originating from both on
and off-site sources could percolate through the surface soils
and collect and migrate along the terrace deposits/ Torrey
Sandstone contact.
This could cause "piping" through any
compacted fill soils placed in this area.
A subdrain must be installed on this lot to alleviate
potential groundwater problems.
The subdrain shall carry the
water collected in the subdrain legally off-site.
This drain
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 12
should be placed in the center of the trough created by the
natural drainage swale at the contact with the Torrey Sandstone.
The final determination for the location of the subdrain shall be
made by the Soil Engineer during the removal and recompaction
process.
If concrete piers are utilized in the foundation, the
location and elevation of the subdrain shall be approximately the
same as for the removal and recompaction process.
The subdrain shall consist of a trench at least 42 inches
deep and 24 inches wide.
The lower 18 inches of the trench shall
be into dense natural undisturbed Torrey Sandstone.
The upper 24
inches would be installed in compacted fill.
The drain shall
have a minimum two percent gradient.
A 6 inch diameter
perforated pipe shall be placed in the trench with perforations
down.
The pipe shall be ABS Schedule 40 (ASTM-D1527) or SDR 23.5
(ASTM-D2751) or approved equivalent.
A minimum of 7 cubic feet
of filter material per linear foot of subdrain shall be placed in
the trench.
Further, there shall be a minimum of 6 inches of
filter material under the pipe.
The pipe shall be centered in
the trench horizontally.
Filter material shall comply with Cal
Trans Class 2 Filter Material.
The last 20 feet of pipe should
be non-perforated with eight feet inside the filter material.
Drains should connect to an appropriate storm drain inlet or
other suitable outlet.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 13
In lieu of filter material, 1-1/2 inch crushed gravel
wrapped in a nonwoven filter fabric may be used.
Fabric shall be
Mirafi 140 NS or approved equal and shall lap at least 12 inches
on top of the subdrain.
The installation of subdrains shall be
inspected and approved by this firm.
The beginning of the subdrain shall daylight to the surface
at a location in the swale above the house pad as designated by
the Soil Engineer during grading.
EARTHWORK:
All earthwork and grading contemplated for site
preparation should be accomplished in accordance with the
attached Specifications for Construction of Controlled Fills.
All special site preparation recommendations presented in the
sections above will supersede those in the standard
Specifications for Construction of Controlled Fills.
All
embankments, structural fill, and fill should be compacted to a
minimum of 90%.
All utility trench backfill should be compacted
to a minimum of 90% of its maximum dry density.
The maximum dry
density of each soil type should be determined in accordance with
A.S.T.M. Test Method D1557-78.
Prior to commencement of the brushing operation, a
pregrading meeting should be held at the site.
The Developer,
Surveyor, Grading Contractor, and Soil Engineer should attend.
Our firm should be given at least 48 hours notice of the meeting
time and date.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 14
CUT AND FILL SLOPES:
We recommend that cut and fill slopes be
constructed with a slope ratio of 2.0:1.0 (horizontal:vertical)
or flatter, to a maximum height of 10 feet.
Cut slopes shall be constructed in dense natural soil or
rock material.
All cut slopes must be inspected for adverse
geologic conditions during the grading operation by a
representative of our firm.
Fill slopes shall be keyed into dense natural ground.
The
key should be a minimum of 2 feet deep at the toe of slope and
fall with 5% grade toward the interior of the proposed fill areas
(Plate Number 13).
All keys must be inspected by the Soil Engineer or his
representative in the field.
Slopes should be planted as soon as feasible after grading.
Slope erosion including sloughing, rilling, and slumping of
surficial soils may be anticipated if the slopes are left
unplanted for a long period of time, especially during rainy
seasons.
Erosion control and drainage devices should be
installed in compliance with the requirements of the controlling
agencies.
RIPPABILITY:
The materials encountered in our exploratory
trenches were rippable by conventional means to the depths
investigated.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 15
FOUNDATIONS
GENERAL:
Structures should be supported on continuous or pad
spread footings bearing in dense undisturbed natural ground or
non-expansive soil material recompacted in accordance with the
recommendations contained in this report.
Footings shall be
designed with the minimum dimensions and allowable dead plus live
load bearing values given in the table below:
FOOTING PARAMETERS
Type Minimum Minimum Allowable Soil
Number of of Depth Width Bearing Value
Stories Footing (inches) (inches) (P.s.f.)
1 Continuous 12 12 2000
2 Còntinuous 18 15 2500
1 Pad 12 30 2500
2 Pad 18 30 3000
The minimum depth given shall be below finish subgrade
(bottom of sand cushion).
All continuous footings should contain
at least one #5 reinforcing bar top and bottom to provide
structural continuity and to permit spanning of local
irregularities.
The structural Engineer may require additional
reinforcing bars for structural purposes.
The soil load bearing values presented above may be
increased by one-third for short term loads, including wind or
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21,1991
Job No. 91-9
Page 16
seismic.
Continuous footings should be designed so that they are
uniformly loaded.
Pad or pier footings should be proportined
using the allowable soil bearing pressure corresponding to the
largest pad or pier footing.
The allowable soil bearing value of
import soil material shall be determined after its selection.
The maximum settlement of the foundation should not exceed 1
inch and the differential settlement 3/4 inch.
Concrete slabs-on-grade may be supported on compacted
on-site soil or dense undisturbed natural ground.
Three inches
of sand (minimum sand equivalent = 30) should be placed beneath
the slab for curing.
Slab reinforcing should be provided in
accordance with the anticipated use of and loadings on the slab.
In areas where moisture sensitive floor coverings are to be
utilized and in other areas where floor dampness would be
undesirable, we recommend consideration be given to providing an
impermeable membrane (6-mil visqueen or equal) beneath the slabs.
The membrane should be placed mid-height within the sand to
protect it during construction.
The sand should be lightly
moistened just prior to placing the concrete.
Care should be
taken not to puncture the membrane.
All joints (laps) in the
membrane should be a minimum of 6 inches in width and sealed with
an approved sealer.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 17
ALTERNATE FOUNDATION DESIGN:
As an alternative to the removal
and recompaction procedure, structures may be supported on a
system of drilled cast-in-place piers with grade beams and
structural slabs or raised wood floors.
Drilled cast-in-place piers should have a minimum diameter
of 30 inches and be founded at least 4 feet into medium dense or
dense Torrey Sandstone.
Piers may be designed for an allowable
dead plus live load bearing value of 5000 p.s.f. (pounds per
square foot).
Excavations for drilled p~ers should be temporarily encased
for cleaning and inspection purposes.
Piers may be belled if not
more than 17 feet deep below existing ground surface.
Struct.ural concrete slabs should be designed to be
completely supported by the pier and grade beam system.
Slabs
may be conventionally reinforced, cast-in-place, or post-
tensioned prestressed concrete.
TRANSITION AREAS:
Foundations supported partially on cut and
partially on fill are not recommended.
The tendency of cut and
fill soils to compress differently can frequently result in
unequal structural support and subsequent cracking to portions of
the structure.
Therefore, in transition areas, we recommend that
the entire cut area be overexcavated and replaced with soils
compacted to a minimum of 90%. This overexcavation or
undercutting should be carried to a depth of 2 feet below the
bottom of the deepest proposed footing.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 18
LATERAL RESISTANCE:
Resistance to lateral loads may be provided
by friction at the base of the footing and by passive pressure
against the adjacent soil.
For concrete footings in compacted or
dense natural soil, an allowable coefficient of friction of 0.35
may be used.
An allowable passive uniform pressure of 300
pounds per square foot per foot of depth acting against the
foundations may be used in design.
If footings are proposed adjacent to slope areas, we
recommend that the footings be deepened to provide a minimum
horizontal distance from the outer edge of footings to the
adjacent slope face equal to one-half the height of the slope.
This horizontal distance should be no less than 6 feet and no
more than 10 feet.
RETAINING WALLS:
Retaining walls must be designed to resist
lateral earth pressures and any additional lateral loads caused
by surcharge loads.
We recommend unrestrained walls be designed
for an equivalent fluid pressure of 47 pounds per cubic foot
(pcf) where backfill is level.
We recommend restrained walls be
designed for an equivalent fluid pressure of 47 pcf plus an
additional uniform lateral pressure of 6H pounds per square foot
where H = the height in feet of backfill above the top of the
wall footing.
Wherever walls will be subjected to surcharge
loads, they should be designed for an additional uniform lateral
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 19
pressure equal to one-third the anticipated surcharge pressure in
case of unrestrained walls, and one-half the anticipated
surcharge in the case of restraining walls.
The preceding design pressures assume there is sufficient
drainage behind the walls to prevent the build-up of hydrostatic
pressures from surface water infiltration.
Adequate drainage may
be provided by means of weep holes with permeable material
installed behind the walls or by means of a system of subdrains.
Expansive soils (greater than 3.0 percent swell or an
expansive index of 30) shall not be used as retaining wall
backfill material.
Backfill placed behind the walls should be compacted to a
minimum degree of compaction of 90% using light compaction
equipment.
If heavy equipment is used, the wall shall be
appropriately temporarily braced during the compaction process.
FOOTING OBSERVATIONS:
All footing excavations shall be inspected
by the Soil Engineer prior to placing forms, reinforcing steel or
concrete.
FIELD EXPLORATIONS
Four subsurface explorations were made February 19, 1991 the
locations indicated on Plate Number 1.
These explorations
consisted of 8" diameter borings excavated by Continuous Flight
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 20
Auger.
The borings were each logged using standard geological
techniques.
The field work was conducted by our geology and soil
engineering personnel.
The logs are presented on Plate Numbers 3 through 6.
The
soils are described in accordance with the Unified Soils
Classification System as illustrated on the attached simplified
chart (Plate Number 2).
In addition, a verbal textural
description, the wet color, the apparent moisture and the density
or consistency are presented.
The density of granular material
is given as either very loose, loose, medium dense, dense or very
dense.
The consistency of silts or clays is given as either very
soft, soft, medium stiff, stiff, very stiff or hard.
Samples of
typical and representative soils were obtained and returned to
our laboratory for testing.
LABORATORY TESTING
Laboratory tests were performed in accordance with the
American Society for Testing and Materials (A.S.T.M.) test
methods or suggested procedures.
Test results are shown on Plate
Numbers 7 through 11.
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 21
PLAN REVIEW
Western Soil and Foundation Engineering, Inc. should review
the grading plans prior to the start of grading.
LIMITATIONS
The recommendations presented in this report are contingent
upon our review of final plans and specifications.
The soil
engineer should review and verify the compliance of the final
plans with this report and with Chapter 70 of the Uniform
Building Code.
It is recommended that Western Soil and Foundation
Engineering, Inc. be retained to provide continuous soil
engineering services during the earthwork or drilling operations.
This is to observe compliance with the design concepts,
specifications or recommendations and to allow design changes in
the event that subsurface conditions differ from those
anticipated prior to start of construction.
Western Soil and
Foundation Engineering, Inc. will not be held responsible for
earthwork of any kind performed without our observation,
inspection and testing.
The recommendations and opinions expressed in this report
reflect our best estimate of the project requirements based on an
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 22
evaluation of the subsurface soil conditions encountered at the
subsurface exploration locations and the assumption that the soil
conditions do not deviate appreciably from those encountered.
It
should be recognized that the performance of the foundations
and/or cut and fill slopes may be influenced by undisclosed or
unforeseen variations in the soil conditions that may occur in
the intermediate and unexplored areas.
Any unusual conditions
not covered in this report that may be encountered during site
development should be brought to the attention of the soil
engineer so that he may make modifications, if necessary.
This office should be advised of any changes in the project
scope so that it may be determined if the recommendations
contained herein are appropriate.
This should be verified in
writing or modified by a written addendum.
The findings of this report are valid as of this date.
Changes in the condition of a property can, however, occur with
the passage of time, whether they be due to natural processes or
the work of man on this or adjacent properties.
In addition,
changes in the State-of-the-Art and/or Government Codes may
occur.
Due to such changes, the findings of the report may be
invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period
of one year without a review by us verifying the suitability of
the conclusions and recommendations.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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Mr. Fred Snedeker
March 21, 1991
Job No. 91-9
Page 23
We will be responsible for our data, interpretations, and
recommendations, but shall not be responsible for the
interpretations by others of the information developed.
Our
services consist of professional consultation and observation
only, and no warranty of any kind whatsoever, expressed or
implied, is made or intended in connection with the work
performed or to be performed by us, or by our proposal for
consulting or other services, or by our furnishing of oral or
written reports or findings.
It is the responsibility of the Client or the Client's
representative to ensure that the information and recommendations
contained herein are brought to the attention of the engineer and
architect for the project and incorporated into the project's
plans and specifications.
It is further his responsibility to
take the necessary measures to ensure that the contractor and his
subcontractors carry out such recommendations during
construction.
Respectfully submitted,
WESyU: AN~~N ENGINEERING, INC.
Vince Gaby, Staff Geologist
Dennis E.
VG/DEZ:kw
CE 26676
GE 928
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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ATTACHMENTS
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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SITE PLAN
Plate No.1 (In Back Pocket)
WESTERN.
SOIL AND FOUNDA nON ENGINEERING, INC
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SUBSURFACE EXPLORATION LEGEND
SOIL DESCRIPTION
UNIFIED SOIL CLASSIFICATION CHART
GROUP SYMBOL TYPICAL NAMES
I. COARSE GRAINED, More than
half of material is larger
than No. 200 sieve size.
GRAVELS CLEAN GRAVELS
More than half of
coarse fraction is
larger than No.4
sieve size but
smaller than 3"
GW
Well graded gravels,grävel-
sand mixtures, little or no
fines.
Poorly graded gravels, gravel-
sand mixtures, little or no
fines.
Silty gravels, poorly graded
gravel-sand-silt mixtures.
Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
GP
GRAVELS WITH FINES
. (Appreciable amount
of fines)
GM
GC
SANDS CLEAN SANDS
More than half of
coarse fraction is
smaller than No.4
sieve size. SANDS WITH FINES
(Appreciable "amount
of fines)
sw
Well graded sand, gravelly
sands, little or no fines.
Poorly graded sands, gravelly
sands, little or no fines.
Silty sands, poorly graded
~and and silt mixtures.
Clayey sands, poorly graded
sand and clay mixtures.
SP
SM
SC
II. FINE GRAINED ,More than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS
ML
Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plast-
icity. .
Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
Organic silty and organic
silty clays of low plasticity
Inorganic siltys, micaceous
or diatomaceous fine sandy
or silty soils, elastic
silts.;
Inorganic clays of high
plasticity, fat
Organic clays of medium
to high plasticity.
Peat and other highly
organic soils
Li~uid Limi t
less than 50
CL
OL
SILTY AND CLAYS
MH
Li~uid Limit
greater than 50
CH
OH
HIGHLY ORGANIC SOILS
PT
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PLATE NUMBER 2
I
- 2
I t- W 0
a. -
w r t-
w t- <{
1.1- -1 U
- W - L;:
I J: -1 0 -
t- a. (I) (I)
a. :E (I)
w <{ <{
p (f1 -1
I u
1 -
I 2-
3- SC
4-
I 5-
I -
- SW
I 10-
-
I - SW
-
I -
15-
-
I -
-
I ~
20-
I -
-
-
I -
25-
I -
-
I -
-
I 30-
-
JOB NUMBER
I 91-9
I
-
BORING NUMBER B-1
ELEVATION 80:t
SAMPLING
METHOD Continuous Flight Auger
DESCRIPTION
Brown Silty Fine Sand,
Some Subrounded Pebble
grades to
Dark Gray Clayey Silty,
to Medium Sand
with
Fine
(Stream Terrace Deposits)
Gray Slightly Silty Fine to
Medium Sand, Consolidates
Under Load
Pale Gray to White Fine to
Medium Grained Sandstone,
Moderately Well Cemented
grades to
Brownish Yellow Fine to
Medium Grained Sandstone
with Pebbly Sand Lenses
Uncemented Medium Grainèd
Sand Lense
White Medium to Coarse Grained
Sandstone, Moderately Well
Cemented
(Torrey Sandstone)
SNEDEKER PROPERTY
t-w
2a:
w::>
a:t-
<{(I)
0.-
0.0
<{:E
Blow
Count
Per D
Foot amp
43
60
69
67
45
85
54
50
for
L5
inch
Moist
r
t-u
22
ww
a:t-
<{~
0.(1)
o.z
<{o
u
Loose
>-
¡-
(1)-
21.1-
Wu
00..
>-
a:
0
w~
a:-
::>¡-
¡-z
(l)1.LJ
-¡-
02
~ 0
u
~
w
>2
-0
¡--
<{¡-
-1U
W~
a::E
0
u
Loose
Moist Meã~um
Dense 89.7
Medium
109.9 7.8 89.
Dense 110.6 7.3
Medium
Moist Dense 114.
102.J.
Dense
To
Moist
Very
Dense
DA TE LOGGED
2-19-91
SUBSURFACE
EXPLORATION LOG
LOGGED
V.G.
PLATE NO.
7.8
9.0
---<
BY
3
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-
31 -
32 -
33 -
34 -
35-
~.
......
u.J
Il.
>-
~
~
u.J
u.J
I.L
-
:I:
~
Il.
u.J
t:I
-
-
-
-
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
JOB NUMBER
91-9
B-1 Continued
80:!:
DESCRIPTION
SW
White Fine to Medium Grained
Sandstone with Iron Oxide
Staining
(Torrey Sandstone)
Bottom of Boring @ 40.0 Feet
SNEDEKER PROPERTY
Blow
Count
Per
Foot
>- >- ~
~u.J ~u I- w~ w
za: zz (/)...... a:- >z
w::> u.JLL.I Zu... ::>~ -0
a:~ I-z 1--
0:1- Wu <rl-
~~ c:{~ Oa.. (/)w ...Ju
a..(/) -I- w~
a.. 0 a..z >- Oz
<r::!!: <ro a:.:: ~ 0 a:::!!:
u 0 u 0
u
Moist
Dense
To
Very
Dense
DA TE LOGGED
2-19-91
SUBS U RFACE
EXPLORATION LOG
~
!
LOGGED
V.G.
BY
z
~ BORING NUMBER
~ ELEVATION
...Ju
W - -
...J 0 ~ SAMPLING
a.. en (/)
~ (/) MET HO D Continuous Flight Auger
<r c:{
(,I") ...J
U
PLATE NO.3 Cont'
z )- ~
I- uJ 0 BORING NUMBER B-2 )- I- uJ~
D.. - l-uJ 1-(,) UJ
uJ )- ~ ELEVATION za:: zz a::- >z
(/).....
UJ I- uJ::) uJuJ ::>1- -0
I..\.. ...I (,) a: I- ZI..\.. I-z 1--
w - LL. a: I- «~ l.IJu (/')I.IJ «I-
:¡: ...I 0 - SAMPLING «(/) 00.. ...Iu
a.. (/) (/) 0..- o..(/) - I- w~
I- ::E (/) METHOD Continuous Flight Auger 0..0 o..z OZ
)-
a.. « « «::E «0 :EO C::::E
I.IJ tf) -1 U c:: U 0
p DESCRIPTION Blow 0 u
u
1 Grayish Brown Silty Fine Sand Count Loose
Per To
Foot
I 2- (Stream Terrace Deposits) Moist Medium
Dense
3 54
Pale Gray Fine to Medium Sand 110.5
4- Moist Loose 6.2
I 5- To
42 Medium
Dense 102 . 9 4.9
I Dark Gray Clayey Fine to Medium
Sand 96.0 6.6
(Stream Terrace Deposits)
4
I 10- Moist Dense 113.5
To To
Gray Very Fine to Medium Sand 49 Medium
I Very Dense 86.0 8.7
Moist
I 15 Pale Gray to White Fine to 40
Medium Sand
I
I 20- Gray Silty Fine to Medium Sand 19 75.9 7.5
I 1
I
25
I
I (Torrey Sandstone) 30 102.7 7.8
I 30
Bottom of Boring @ 30.0 Feet
JOB NUMBER DA TE LOGGED LOGGED BY
91-9 SNEDEKER PROPERTY 2-19-91 V.G.
I
SUBS U RFACE EXPLORATION LOG PLATE NO.4
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~
10
15-
-
20-
25-
30
z
~ BORING NUMBER B-
~ ELEVATION
.J u
j Õ ~ SAMPLING
~ rn rn
~ rn METHOD Continuo
<{ <{
tf) .J
U
~
,¡J
,¡J
u..
,¡J
~
~
~
-
r
I-
~
w
¡::)
1 -
2-
3-
4-
5-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
JOB NUMBER
91-9
SM
OESCR!
Grayish Brown Si1
grades t
Dark Gray Clayey
Medium Sand
(Stream Terrace
SC
Brownish Gray Sli
Fine to Medium Sa
to
SW
grades
Brownish Gray Fin
Medium Sand
SP
Brown Medium Sand
(Groundwater @ 25
~ ~ ~
3 I- ,¡J ~U ~ w~ w
Zo: zz rn- 0:- >z
,¡J::> ww Zu.. ::>1- -0
0:1- I-z 1--
0:1- Wu <{I-
~~ <{~ o~ rnw .Ju
~rn -I- w~
us Flight Auger ~o ~z >- 02
<{~ <{o 0: ~ 0 o::~
u 0 u 0
PTION Blow u
ty Fine Sand Count Damp Loose
Per
0 Foot To
Fine to Very
70 Moist 99.2 5.3 --i
I
69 Medium
Dense 90.4 8.4
Deposits)
ght1y Clayey 84 Medium 85.1 9.3
nd Dense
to To
Moist Dense
to To
e
40 Very
Moist Dense 94.6 8.1
25 Medium Medium
Dense 100.1 10.8
To
Dense
Feet) 16 V'
Wet Medium
Dense
~orrey Sandstone)
Bottom of Boring @ 30 Feet
SNEDEKER PROPERTY
DA TE LOGGED
2-19-91
LOGGED
V.G.
BY
SUBSURFACE
EXPLORATION LOG
PLATE NO.5
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10-
15-
20-
25-
30
z
~ BORING NUMBER B-~
~ ELEVATION
...J u
lLI - ¡:;:
...J 0 - SAMPLING
CL en en
~ en METHOD CONTINUOUS FLIGHT A
« «
(/1 ...J
U
>- >- ~
I-lLI I-u I- lI.J~ W
za: zz en- a::- >z
lLI::> lLIlLI ZLL ::>1- -0
a: I- I-z 1--
a: I- lLIU «I-
«en «~ 00... enw ...Ju
CL- CLen - I- lLI~
UGER CLO CLZ >- 02
«:1; «0 a: ~O a::~
U 0 U 0
U
-
lLI
Q.
>-
I-
I-
lLI-
lLI
LL
-
:r
I-
CL
lLI
Ç)
1 -
2-
3-
4-
5-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-~
-
JOB NUMBER
91-9
SM
DESCRIPTION
Dark Gray Silty Fine to
Medium Sand
grades to
SC
Dark Gray Clayey Fine to Medium
Sand
grades to
SC
Clayey Medium Sand
(Stream Terrace Deposits)
SW
Brown Fine to Medium Sand
SC
Brown Clayey Medium Sand
(Groundwater @ 27 Feet)
(Torrey Sandstone)
Bottom of Boring @ 3.0 Feet
SNEDEKER PROPERTY
Moist
Moist
Very
Moist
"7
Wet
Loose
Loose
To
. Medium
Dense
Medium
.Dense
~
edium
Dense
DA TE LOGGED
2-19-91
SUBS U RFACE
EXPLORATION LOG
LOGGED
V.G.
BY
PLATE NO.6
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LABORATORY ~EST RESULTS
MAXIMUM DENSITY/OPTIMUM MOISTURE
Sample
Location
Description
B-1 @ 2.0'
B-3 @ 2.0'
Dark Gray Clayey Silty Fine
Gray Fine to Medium Sand
Maximum
Dry Optimum
Density Moisture
(pcf) (Percent)
122.8 11. 8
124.0 11. 4
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
PLATE NO.7
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DIRECT SHEAR
Sample
Friction
Location
Appa,rent
Cohesion
Angle of
Internal
(psf)
(degrees)
*
B-1 @
2.0'
350
23
** B-2 @ 16.0'
75
31
** B-3 @
7.0'
200
28
* Sample remolded to 90% of maximum dry density at 3% over
optimum moisture content.
** Relatively undisturbed ring sample
All samples saturated prior to testing.
MECHANICAL SIEVE ANALYSIS
Percent Passing U.S. Standard Sieve
Sample
Location #4 #10 #40 #100 #200
B-1 @ 2.0' 98.3 97.2 86.6 56.3 42.7
B-1 @ 14.0' 98.5 97.6 86.9 52.6 39.8
B-2 @ 3.0' 99.1 98.8 87.1 36.3 22.5
B-2 @ 9.0' 100.0 99.8 87.1 36.3 22.5
B-2 @ 11. 5' 100.0 99.8 87.2 40.9 27.3
B-3 @ 3.0' 99.9 99.7 88.4 53.0 43.9
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
PLATE NO.8
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Date: 3-13-91
I By: V.G.
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CONSOLIDATION
CURVES
load In KIPS Per Square Foot
0.4
0.6
0.8 1.0
2
0 Indicates percent consolidotion at field moisture
. Indicates percent consolidation ofter saturation
SNEDEKER PROPERTY
B-1 @ 7.5
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
4
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Job No. 91-9
Plate No.
8
10
16
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.. Indicates percent consolidation after saturation
Date:
3-13-91
V.G.
Job No.
91-9
10
SNEDEKER PROPERTY
B-2 @ 9.0-9.5
By:
Plate No.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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load In KIPS Per Square Foot
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2
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0 Indicates percent consolidation at field moisture
. Indicates percent consolidation after saturation
Date: 3-18-91
By: V . G .
SNEDEKER
B-3 @ 2.5
Job No. 91-9
Plate No. 11
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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NOTE:
TABLE 1
DEPTH OF SOIL REMOVAL
BORING
NUMBER
DEPTH OF
SOIL REMOVAL BELOW
-EXISTING GRADE (FEET)
10.0
B-1
B-2
B-3
B-4
10.0
11. 0
15.0
It should be recognized that variations in soil
conditions may occur between exploratory trenches
that will require additional removal.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
PLATE NO. 12
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FILL
SLOPE KEY
NATURAL GROUND
PROJECTED PLANE
I TO I MAXIMUM FROM
SLOPE TO APPROVED
-------
-
-
.,.,
.,.,
.,.,
- .",.
.,., ,
- -
.... .,., . ~(,~\...~ .",.""
..... .",. ,.þ;\ .....
..... ~ -
..... .",. .",. ~ (,þ.~'t -.,.,'
.... ß~~"'"
..... .,., ù\'t~ .....
.",."'" û~s....."'"
..... ~I~ - .
(".0'" - - 8 MINIMUM BENCH
" .....-
-
,
.,.,
-
-
/ ".,.,-
-
...
.....
FILL
---
TYPICAL BENCH
(HEIGHT VARIES)
5 % MINIMUM
~ MINIMUM BASE KEY
15'
COMPETENT EARTH
MATERIAL
MINIMUM DOWNSLOPE
KEY DEPTH
BACKDRAM MAY BE REQUIRED PER
RECOMMENDATIONS OF SOILS ENGINEER
SNEDEKER
PROPERTY
JOB NO. 91-9 DATE 3-21-91
WESTERN
SOIL AND FOUNDATION ENGINEERING INC.
PLATE NQ. 13
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APPENDIX I
WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC.
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WESTERN
SOIL AND FOUNDA nON ENGINEERING, INC
PHONE 746.3553
AREA CODE 619
423 HALE AVENUE
ESCONDIDO. CALIFORNIA 92029
SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS
GENERAL DESCRIPTION: The construction of controlled fills shall
consist of adequate preliminary soil investigations, and
clearing, removal of existing structures and foundations,
preparation of land to be filled, excavation of earth and rock
from cut area, compaction and control of the fill, and all other
work necessary to complete the grading of the filled area to
conform with the lines, grades, and slopes as shown on the
accepted plans.
CLEARING AND PREPARATION OF AREAS TO BE FILLED:
(a)
All fill control projects shall have a preliminary soil
investigation or a visual examination, depending upon
the nature of the job, by a qualified soil engineer
prior to grading.
(b) All timber, trees, brush, vegetation, and other rubbish
shall be removed, piled and burned, or otherwise
disposed of to leave the prepared area with a finished
. appearance free from unsightly debris.
(c)
Any soft, swampy or otherwise unsuitable areas, shall
be corrected by drainage of removal of compressible
material, or both, to the depths indicated on the plans
or as directed by the soil engineer.
(d)
The natural ground which is determined to be
satisfactory for the support of the filled ground shall
then be plowed or scarified to a depth of at least six
inches (6") or deeper as specified by the soil
engineer, and until the surface is free from ruts,
hummocks, or other uneven features which would tend to
prevent uniform compaction by the equipment to be used.
(e)
No fill shall be placed until the prepared native
ground has been approved by the soil engineer.
(f)
Where fills are made on the hillsides with slopes
greater than 5 (horizontal) to 1 (vertical), horizontal
benches shall be cut into firm undisturbed natural
ground to provide lateral and vertical stability. The
initial bench at the toe of the fill shall be at least
10 feet in width on firm undisturbed natural ground at
the elevation of the toe stake. The soil engineer
shall determine the width and frequency of all
succeeding benches which will vary with the soil
conditions and the steepness of slope.
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(g)
(h)
(i)
page 2
After the natural ground has been prepared, it shall be
brought to the proper moisture content and compacted to
not less than 90% of maximum density, A.S.T.M. D1557-78.
Expansive soils may require special compaction
specifications as directed in the preliminary soil
investigation by the soil engineer.
The cut portions of building pads in which rock-like
material exists may require excavation and recompaction
for density compatibility with the fill as directed by
the soil engineer.
MATERIALS: The fill soils shall consist of select materials
graded so that at least 40 percent of the material passes the No.
4 sieve. The material may be obtained from the excavation, a
borrow pit, or by mixing soils from one or more sources. The
material used shall be free from vegetable matter, and other
deleterious substances, and shall not contain rocks or lumps
greater than 6 inches in diameter. If excessive vegetation,
rocks, or soils with unacceptable physical characteristics are
encountered, these materials shall be disposed of in waste areas
designated on the plans or as directed by the soil engineer. If
soils are encountered during the grading operation which were not
reported in the preliminary soil investigation, further testing
will be required to ascertain their engineering properties. Any
special treatment recommended in the preliminary or subsequent
soil reports not covered herein shall become an addendum to these
specifications.
No material of a perishable, spongy, or otherwise unstable nature
shall be used in the fills.
(a)
PLACING, SPREADING AND COMPACTING FILL MATERIAL:
(b)
(c)
The selected fill material shall be placed in layers
which shall not exceed six inches (6") when compacted.
Each layer shall be spread evenly and shall be
thoroughly blade-mixed during the spreading to insure
uniformity of material and moisture in each layer.
When the moisture content of the fill material is below
that specified by the soil engineer, water shall be
added until the moisture content is near optimum as
determined by the soil engineer to assure thorough
bonding during the compacting process.
When the moisture content of the fill material is above
that specified by the soil engineer, the fill material
shall be aerated by blading and scarifying, or other
satisfactory methods until the moisture content is near
optimum as determined by the soils engineer.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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(e)
(f)
(g)
page 3
(d)
After each layer has been placed, mixed and spread
evenly, it shall be thoroughly compacted to not less
than the specified maximum density in accordance with
A.S.T.H. D1557-78. Compaction shall be by means of
tamping or sheepsfoot rollers, multiple-wheel
pneumatic-tired rollers, or other types of rollers.
Rollers shall be of such design that they will be able
to compact the fill to the specified density. Rolling
of each layer shall be continuous over its entire area
and the roller shall make sufficient passes to obtain
the desired density. The entire area to be filled
shall be compacted to the specified density.
Fill slopes shall be compacted by means of sheepsfoot
rollers or other suitable equipment. Compacting
operations shall be continued until the slopes are
stable but not too dense for planting and until there
is no appreciable amount of loose soil on the slopes.
Compacting of the slopes shall be accomplished by
backrolling the slopes in increments of 3 to 5 feet in
elevation gain or by other methods producing
satisfactory results.
Field density tests shall be made by the soil engineer
for approximately each foot in elevation gain after
compaction, but not to exceed two feet in vertical
.height between tests. The location of the tests in
plan shall be spaced to give the best possible coverage
and shall be taken no farther than 100 feet apart.
Tests shall be taken on corner and terrace lots for
each two feet in elevation again. The soil engineer
may take additional tests as considered necessary to
check on the uniformity of compaction. Where
sheepsfoot rollers are used, the tests shall be taken
in the compacted material below the disturbed surface.
No additional layers of fill shall be spread until the
field density tests indicate that the specified density
has been obtained.
The fill operation shall be continued in six inch (6")
compacted layers, as specified above, until the fill
has been brought to the finished slopes and grades as
shown on the accepted plans.
SUPERVISION: Supervision by the soil engineer shall be made
during the filling and compacting operations so that he can
certify that the fill was made in accordance with accepted
specifications.
The specifications and soil testing of subgrade, subbase, and
base materials for roads, or other public property shall be done
in accordance with specifications of the governing agency.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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page 4
SEASONAL LIMITS: No fill material shall be placed, spread, or
rolled during unfavorable weather conditions. When the work is
interrupted by heavy rain, grading shall not be resumed until
field tests by the soil engineer indicate that the moisture
content and density of the ~ill are as previously specified. In
the event that, in the opinion of the engineer, soils
unsatisfactory as foundation material are encountered, they shall
not be incorporated in the grading, and disposition will be made
at the engineer's discretion.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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APPENDIX II
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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REFERENCES CITED
Eisenberg, Leonard, I., "Pleistocene Faults and Marine Terraces,
Northern San Diego County" in, "On the Manner of Deposition of
the Eocene Strata in Northern San Diego county", S.D.A.G., 1985.
Schnabel, P.B. and Seed, H.B. "Accelerations in Rock for
Earthquakes in the Western United States" EERC Report 72-2,
University of California, Berkley 1972.
Singh, Awtar, "Shear Strength and Stability of Man-Made Slopes",
Journal of the Soil Mechanics and Foundation Division, ASCE SM6,
November 1970, pp. 1879-1892.
Tan, Siang S "Landslide Hazards in the Encinitas Quadrangle San
Diego County California" CDMG Open File Report 86-8 LA, 1986.
Weber, F. Harold Jr., Recent Slope Failures, Ancient Landslides,
and Related Geology of the North-Central Coast Area, San Diego
County. California, CDMG Open-File Report 82-12. July 1, 1982.
Wilson, Kenneth L., "Eocene and Related Geology of a Portion of
the San Luis Rey and Encinitas Quadrangles San Diego County,
California", Masters Thesis, U.C. Riverside, December 1972.
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC
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