1998-5695 CN/G
, ,
Street Address
~Lfff2__d
Category
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29315'
Serial #
7171 q/-IJht
Name
Description
Plan ck, #
Year
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REPORT OF GEOLOGIC RECONNAISSANCE
Proposed Single-family Residence
Parcel 4 of Map No. 14232
Dusty Trail
Enclnitas. California
Job No. 91-5996
01 March 1991
Prepared for:
Mr. Gregg Brown
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t1~~~D.GEOTECHNICAL EXPLO'ATION, INC.
\J SOIL & FOUNDATION ENGINEERING . GROUNDWATER
o HAZARDOUS MATERIALS MANAGEMENT . ENGINEERING GEOLOGY
01 March 1991
Mr. Gregg Brown
770 North Rancho Santa Fe Road, Suite H
Encinitas, CA 92024
Job No. 91-5996
Subject:
Report of Geologic Reconnaissance
Proposed Single-family Residence
Parcel 4 of Map No. 14232
Dusty Trail
Encinitas, California
Dear Mr. Brown:
In accordance with your request, Geotechnical Exploration, Inc. has
performed a geologic reconnaissance of the subject site. Our
reconnaissance consisted of a review of current geologic literature
pertinent to the subject site, and performing observations on the site
and immediate surrounding areas. It is our understanding that the lot
is being developed to receive a single-family residence and associated
imp rovements.
The scope of our reconnaissance was to assess the geologic hazards
which may affect the site and proposed development, based upon the
literature review, on-site observations, and our experience with the
geology of this area of the City of Encinitas.
SITE DESCRIPTION
The property is known as:
of Enclnitas, County of San
Parcel 4 of Parcel Map 14232,
Diego, State of California.
in the City
The site, consisting of approximately 4.73 acres, is located on the
north side of Dusty Trail, just east of Copper Crest Road, in the City
of Encinitas. The property is bordered on the south by Dusty Trail
and on all other s ides by undeveloped land.
7420 TRADE STREET' SAN DIEGO, CALIFORNIA 92121 . (619) 549-7222' FAX: (619) 549-1604
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Proposed Single-family RM,dence
Enclnltas, California .. .
J.' No. 91-5996
Page 2
The property consists of undeveloped, native land with frequent out-
crops of exposed rock at the surface of the site. Vegetation on the
site consists of minor amounts of native grass and some shrubbery.
The property slopes gently down to the south
elevation of 400 feet above mean seal level (MSL).
concerning actual elevations across the site was not
of our reconnaissance.
at an approximate
Survey Information
available at the time
GENERAL GEOLOGIC DESCRIPTION
Based on our on-site observations and review of pertinent geologic maps
and reports, the subject site Is reportedly underlain by Jurassic-age
Santiago Peak Volcanics. The Santiago Peak Volcanics consist of mildly
metamorphosed volcanic and sedimentary rocks which are generally
resistant and stable on slopes except for rock falls on steep slopes
(Tan, 1986). A weathering profile consisting of fine silts and sands
typically exists at the surface to a depth of approximately 2 feet.
GEOLOGIC HAZARDS
Reference to the County of San Diego Map of Faults and Epicenters
indicates the site Is located in a generally stable area from a geologic
hazard standpoint. According to the map, there are no faults or other
known geologic hazards on the site.
A. Faulting and SeIsmicity
In California, major earthquakes can generally be correlated with
movement on active faults. As defined by the California Division of
Mines and Geology (Hart, E.W., 1980), an "active" fault is one which
has had ground surface displacement within Holocene time (about the
d~~~
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Proposed Single-family R.ence
Encinltas, California .
J.' No. 91-5996
Page 3
last 11,000 years). Additionally, faults along which major historical
earthquakes have occurred (about the last 210 years in California) are
also considered to be active (association of Engineering Geologist,
1973). The California Division of Mines and Geology defines a
"potentially active" fault as one which has had ground surface
displacement during Quaternary time, that is during the past 2 to 3
million years (Hard, E.W., 1980).
For construction projects in California, seismologists and earthquake
engineers estimate earthquake magnitudes for "maximum credible
earthquake" and "maximum probable earthquake" to ascertain the seismic
risk involved with different faults. Greensfelder (19711) defines these
as follows: The maximum credible earthquake is "the maximum
earthquake that appears to be reasonably capable of occurring under
the condition of the present known geologic framework." While the
event is highly unlikely I it is still a believable event that could occur.
The maximum probable earthquake is "the maximum earthquake that
appears to be reasonably expectable within a 100-year period." This is
also regarded as the maximum "design" earthquake. New methods of
evaluating seismic risk for construction projects are currently being
developed. Until our data base for the new methodology is complete,
we will continue to use the above described method of evaluating seismic
risk.
A review of available published geologic literature indicates there are
there small "observed" faults mapped within II miles of the site in a
westerly and northwesterly direction and two small "inferred" faults
within 5 miles of the site In an easterly and northeasterly direction.
These north to northeasterly trending high-angle faults have been
mapped for relatively short distances and there Is no evidence to date
of any of the faults di splaclng Holocene sediments.
An estimation of peak ground acceleration likely to occur at the project
site, by the known significant local and regional faults within 100 miles
of the site, is included in Table I.
QUU<1~~
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Proposed Single-family Radence
Enclnltas, California ,., .
.No.
91-5996
Page 4
Rose Canyon Fault: The Rose Canyon Fault, located approximately 8
miles southwest of the subject site, is mapped trending north-south
from Oceanside to downtown San Diego, from where it appears to head
southward into San Diego Bay, through Coronado and offshore. The
Rose Canyon Fault is considered to be a complex zone of onshore and
offshore, en echelon strike slope, oblique reverse, and oblique normal
faults. The Rose Canyon Fault is considered to be capable of causing a
6.5 magnitude earthquake and considered microseismically active,
although no significant recent earthquake Is known to have occurred on
the fault. Investigative work on newly located faults (believed to be
part of the Rose Canyon Fault Zone) within the downtown area of the
City of San Diego and at the SDG&E facility in Rose Canyon, has
encountered what appears to be offset Holocene (geologically recent)
sediments and soils. These findings have reportedly been accepted as
confirmed Holocene displacement on the Rose Canyon Fault and it is
anticipated that this previously classified "potentially active" fault may
soon be upgraded to an "active" fault.
It is our opinion that a known "active" fault presents the greatest
seismic risk to the subject site during the lifetime of the proposed
development. To date, the nearest known "active" faults to the subject
site are the northwest-trending Coronado Bank Fault and the Elsinore
Fault.
Coronado Bank Fault: The Coronado Bank Fault is located
approximately 23 miles southwest of the site. Evidence for this fault is
based upon geophysical data (acoustic profiles) and the general
alignment of epicenters of recorded seismic activity (Green, 1979). An
earthquake of 5.3 magnitude, recorded July 13, 1986, is known to have
been centered on the fault or within the Coronado Bank Fault Zone.
Although this fault Is considered active, due to the seismicity within
the fault zone, it is significantly less active seismically than the
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Proposed Single-family RAdence
Enclnitas, California ,. .
. No. 91-5996
Page 5
Elsinore Fauit (Hileman, 1973). It is postulated that the Coronado Bank
Fault is capabie of generating a 6.5 magnitude earthquake and is of
great interest due to its close proximity to the greater San Diego
metropolitan area.
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Elsinore Fault: The Elsinore Fauit is located approximately 24 miles
northeast of the site. The Elsinore Fault extends approximately 200 km
(125 miles) from the Mexican border to the northern end of the Santa
Ana Mountains. The Elsinore Fault zone is a 1- to 4-mile-wide,
northwest-southeast-trending zone of discontinuous and en echelon
faults extending through portIons of Orange, Riverside, San Diego, and
Imperial Counties. Individual faults within the Elsinore Fault Zone
range from less than 1 mile to 16 miles in length. The trend, length
and geomorphic expression of the Elsinore Fault Zone identify it as
being a part of the highly active San Andreas Fault system.
Like the other faults in the San Andreas system, the Elsinore Fault is a
transverse fault showing predominantly right-lateral movement.
According to Hart, et al. (1979), this movement averages less than 1
centimeter per year. Along most of its length, the Elsinore Fault Zone
is marked by a bold topographic expression consisting of linearly
aligned ridges, swales and hallows. Faulted Holocene alluvial deposits
(believed to be less than 11,000 years old) found along several
segments of the fault zone suggest that at least part of the zone is
currently active.
Although the Elsinore Fault Zone belongs to the San Andreas set of
active, northwest-trending, right-slip faults in the southern California
area (Crowell, 1962), it has not been the site of a major earthquake in
historic time, other than a 6.0-magnltude quake near the town of
Elsinore in 1910 (Richter, 1958; Toppozada and Parke, 1982).
However, based on length and evidence of late-Pleistocene or Holocene
displacement, Greensfelder (1974) has estimated that the Elsinore Fault
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Proposed Single-family Wdence
Encinitas, California .
. No. 91-5996
Page 6
Zone Is reasonably capable of generating an earthquake with a
magnitude as large as 7.5. Recent study and logging of exposures in
trenches in Glen Ivy March across the Glen Ivy North Fault (a strand
of the Elsinore Fault Zone between Corona and Lake Elsinore), suggest
a maximum earthquake recurrence interval of 300 years, and when
combined with pervious estimates of the long-term horizontal slip rate of
0.8 to 7.0 mm/year, suggest typical earthquake magnitudes of 6 to 7
(Rockwell, 1985).
B. Other Geologic Hazards
Ground Rupture: Ground rupture is characterized by bedrock slippage
along an established fault and may result in displacement of the ground
surface. For ground rupture to occur along a fault, an earthquake
usually exceeds magnitude 5.0. If a 5.0-magnitude earthquake were to
take place on a local fault, an estimated surface-rupture length 1 mile
long could be expected (Greensfelder, 1974). Our reconnaissance
indicates that the subject site is not directly on a known fault trace
and, therefore, the risk of ground rupture is remote.
Ground Shaking: Structural damage caused by seismically induced
ground shaking is a detrimental effect directly related to faulting and
earthquake activity. Ground shaking is considered to be the greatest
seismic hazard in San Diego County. The intensity of ground shaking
is dependent on the magnitude of the earthquake, the distance from the
earthquake, and local seismic condition. Earthquakes of magnitude 5.5
Richter scale or greater are generally associated with significant
damage. It is our opinion that the most serious damage to the site
would be caused by a large earthquake originating on a nearby strand
of the Rose Canyon Fault Zone. Although the chance of such an event
is remote, it could occur within the useful life of the proposed
development.
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Proposed Single-family Rwence
Encinitas, California
Ja No. 91-5996
. Page 7
Landslides: According to our geologic reconnaissance, and review of
Open File Report 86-15 LA, Landslide Hazards in the Rancho Santa Fe
Quadrangle, there are no known or suspected ancient landslides located
on the site.
Summary: It is our opinion, based upon a review of the available
maps, reports, and our site reconnaissance, that the site is underlain
by stable native materials and appears suited for the proposed
residence. No known geologic hazards were found to exist at the site.
LIMITATIONS
The geologic reconnaissance was performed based on a literature review
and our observations of the property. Should any excavations be
placed on the site during any future grading operation, a
representative of our firm should be called to observe the exposed
material and assess the potential for any geologic or engineering
hazards.
This opportunity to be of service is sincerely appreciated. Should any
questions arise concerning this report, please feel free to contact our
office. Reference to our Job No. 91-5996 will help expedite a reply to
your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
-..(~-'
ser, Project Geologist
.
. 1466
JKH/WRL/lb
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*************************************
* *
* E Q F A U L T *
* *
* Ver. 1.01 *
* *
* Licensed to: GEOTECHNICAL EXPLOR. *
* *
*************************************
(Estimation of Peak Horizontal Acceleration
From Digitized California Faults)
ISEARCH PERFORMED FOR:
JOB NUMBER: 91-5996
IJOB NAME: DUSTY TRAIL PARCEL #4
SITE COORDINATES:
I LATITUDE: 33.075 N
LONGITUDE: 117.2167 W
JAY
ISEARCH RADIUS: 100 ml
ATTENUATION RELATION: CAMPBELL (1987) Constrslned - mean
I Soil Conditions: Shallow Soil
COMPUTE PEAK HORIZONTAL ACCELERATION
~AULT-DATA FILE USED: CALIFLT.DAT
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DETERMINISTIC SITE PARAMETERS
.
-----------.---------------.------------------------.-.----------------_...
ABE<RI~V I ATED
FAUL.T NAME
.
.
a---- __n_______ - -- -- - -- - -. - - --
a.LUE CUT
:--------------------------
APPROX.
DISTANCE
mi (Lm)
, . '
,-------------------.
:MAX. CREDIBLE EVENT: :MAX. F~OBABLE EVENT:
MAX.
: CF~ED.
MAG.
F'EAI< ~J I TE
SITE : II'JTENS:
ACC. g: ~lM :
------~- : ------ :
__.____..___ I _____
80 (129)
7.00 0.021:
IV
6.50
o . 023 : I V
rORF:EGO MTN. (San Jacinto) 60 ( 97)
-------------------------- ---------
.CAMP ROCK - EMERSON ,100 (160)
7.50
o . 020 : I V
MAX. PEAK SITE
:PROB.: SITE lINTENS:
M(,G. : ACC. grIM
, ,
I -----" I ._._'_'H__._
6.25: 0.011 III
, ,
. ----.-. I -.-.--"-"-
6.251 0.019
I \i
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1------ 1 h_"____n___
6.00: 0.006
II
,__________________________:_________ ----- ------1------: ----- ------ ------:
1~:::=_:~~::::=:~~_~=_~~~:=~~_~2 : __~?_~_=~2 . -=~~: --~~~'! ~ : ---~~! -- ' ; -=~:: :-~~~'=~: ,---~!--- :
:CHINO 53 ( 86): 7.00: 0.060' VI 4.75: 0.010: III
I~~~~~~;~-.-- ----- ____u_____ : --~;-~~;;~ : -~~;(; : -~-..~,~:~--;~~-- : --~~-;; :-~~,;~~- : --~;;-
:---------------------------:---------:-----:-_._--- ------ -----:------:------:
VIII
I' ~~~~~~~:~__~:~~~__._._._._.____oo__"__.__. : -:~-~..~-~.~-~ : -.=-~?~.:~ : --~~.~.=~~
, "
,COYOTE CREEK (San Jacinto): 48 ( 77): 7.50: 0.072
------.
VI
6 . 50: (1.094; V I I
, , ,
-----1------.----00--1
6.00: 0.023: IV
t--------------------------:----.-----;-----l------- ------ -----1------:------
f~:~~~~~~:--------------------- ; _~~_~~::_~ ; _~~~~: ; __~'~:~!~ : ----~-- ; : -~~~= ; -::-::~ : ----~-- :
:ELSINOF:E 24 ( 38): 7.50: 0.177: VIII 6.751 0..108: VII
I~~~~~~~~~=~~~~~--~;=~~;~~~~ : -;;-~-~~-; , -;~;~ : --~~~~; : --~;--; : -;~~)~ ;-~~~~~ : m_~)_;__ :
.____________________________ --------- -----:------1------: :-----1------1------:
I~~~=~~~:_______________________ _~~_~::'~2 -=~=~; -:~~~:~: --~~---:
:LENWOOD 95 (154): 7.25: 0.018' IV
.-:~~~~~--;;~~;~-~~~~-~~~-..~----- --~;-~~;;~: -;~~~: -~-..~;~ ----~--:
~ ""
.--------------------------,---------1-----'------ ------,
I' ~=~=~~~~:E:_.___m_________________
HOT S-BUCK RDG.(S.Jacinto)
:---------------_._-______00_-
86 (139)
7.50: 0.027: V
49 ( 79)
7.50: 0.0701 VI
, , ,
-----,------.------1
VII
'NEWPORT - INGLEWOOD : 48 ( 77): 7.50: 0.073
IE;;~~~~~-~~~~-~;-~~;~~~~---:-~~-~-;;~:-;~;~:-~~;~~
------- I
.
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IX
,
------.
1--------------------------'---------:-----1------
~LD ~JOMAN SPRINGS
~-------------------------
:PALOS VERDES HILLS
f----- - -. - -.-- -------- -- -- ----- ---
'INTO MOUNTAIN - MORONGO
.--------------------------
lRAYMOND
1_-------------------------
ROSE cr,NYO~J
93 (150): 7.00: 0.015. IV
_________,_____,______,______1
1 I . ,
47 ( 76): 7.00: 0.05.1: VI
---------;-----:------:------1
74 (.120) 1 7.50: O.()35: V
87 (140): 7.50: 0.037' V
---------:-----1------
,
------,
8 ( 13): 7.50: 0.414. X
, , ,
,-------------------------- ---------,-----,------
ISAN ANDREAS (Mojave)
-------------------------
, 85 (137): 8.50: 0.081
VII
,
-~----- 1
, "
--.---------.-----,-00-----
.,p ij 'j'.
6.25: 0.010: III
, . . ,
.-----1------1-~------1
6.25: 0.0271
"
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.-----1------,------
?(JO: 0.014: I'",'
, , ,
1-----1------1------
6 . 00: 0.006: I I
, 1 , ,
1-----.------,------1
6.25: 0.014: IV
, 1 1 1
1-----.------1------,
: 6.50 I O. O~34 : V
, , I .
.-----.------.------,
6.00: 0.109: VII
1-----1------1-------:
5.75 I 0.006: I I
, , , I
.-----.------1------.
5.50: 0.0161 IV
I , , ,
.-----,------,------.
6.~) 0.011: III
, "
1----- ------.------,
5.50 0.007: II
, "
,----- ------,------.
6.25 0..210: VIII
,
1.------"
---.--.- : ._~------
8.251 0.067: VI
, , , 1
,------1------,------;
.'",:, ~~. 1 i-i (1 -.~: .") 1
I
I
I~~~---:_---------------
,
,
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: :: MAG. lAce. gl MM : MAG. Ace. gl MM
1~;~~-~~~~~----------------:-;;-7~;;~:-~~;;:-;~;;~:---~-- I-;~;; -;~;~;:--~~--:
:__________________________:_________:_____:______:___--- ----- -------1------:
.
.
DETERMINISTIC SITE PARAMETERS
iMAX. CREDIBLE EVENT: IMAX. PROBABLE EVENT:
ISAN CLE~lEtHE : ~,5 ( 88): 7.50: (>.(>~8: VI
----------_._-----------_._---:---------:------1-------l------
ISAN G(4BF:IEL l '-?2 (147): 7.50: 0.024: IV
1___________________________:_________:_____I______l__----1
ISAN GOF:GONIO -- BANNING : 63 (102) 1 8.001 0.067: Iii :
,______________________________:_________:_____l______-l------l I
6.2::11 0.02:3: I\l
-----:------1-------.-:
6.25: 0.0091 III:
-----1------:-------:
7.001 0.O~.32: v
-----:-------l---.---.:
:SANTA MONICA - HOLLYWOOD 1 93 (149): 7.501 O.()32:
I~~~~~~-~~;;~=~~~-;~;~~~~~-:-~~-~~;~~:-;~;~:-~~~;;:
"
v
6.00: 0.010:
I I I :
-----:------:------1
VI
6.::1(l; 0.0.19: I"
:____________.______________:__________:_____:_______l------: -----:------1-------.
ISUF'EHSTITION HLS. (E;.\]acin) ,l 79 (.1:2B); 7.00 0.0:21l
____________________________\_________._____ ------ ------ -----:------l------
:SUPERSTITION MTN.(S.\Jacin)l 74 (119): 7.00 0.0241 l,) 6.00: 0.011: III
~~~;~~~;-------------------:-;;-7~;;~:-;~~; -;~;;;:--~~-- -;~;;:-;~~;;:---~--
:__________________________:_________:_____ -------t-------1 j-----:-------:------:
:WHITTIEF: - NOI~TH ELSINOPE : 52 ( 8:::) 1 7.~IOj 0.064: VI :: 6.25: 0.025\ 'v' :
II;;;;;;;;;;;;;;;;;;;;;;;;;;~;;;;;;;;;~;;;;;~;;;;;;~;;;;;;~~;;;;;~;;;;;;~;;;;;;:
IV
5.75l 0.008:
II
.-END OF SEAF:CH- 3~, Ft"ULTS FOUND l.JITHIN THE EiF'ECIFIED SEf"RCH F:ilDIUc:.
~HE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
I TIS ABOUT 8. 0 ~1 I UOS AvJAY.
_ARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.414 9
lARGEST t1!:lXl MUM-F'F:C!BABLE ciITE ACCELEF:AT ION: (>. :10 9
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· Civil Engineering
· land Planning
· Structural
· Surveying
NOVEMBER 5, 1993
& ';2.e::"17$ Q-Z-1-q 4
1 OF~
HYDROLOGY STUDY
FOR
T.M. 91-064
DESCRIPTION:
HAMILTON SUBDIVISION MAP
DUSTY TRAIL & COPPER CREST
COMMUNITY OF OLIVENHAIN
CITY OF ENCINITAS T.M. 91-064
"'!<-~~-;:;:.--~--...;:'
"7..,{:\,), tSu!!l:-":::
~("'(,,,,,,-__'~"A'"
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t_o-..v "~,\.-j'\......, (\
.u.,~. ./,\\.... ~. '-(,1" .0'~
'/;",;"v/()'-' V\,-t-
rc.::?/Q 1'Z-\Q2,
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~~~ e,p 12-:31-97 ~.q;
",'J' J.
,,,~J'~~1~._ C.1L'11-:----o..""':-<-
.. i..J.'::(',~,! \rq:/
-, .... ,- -
OWNER/PERMITTEE:
CHRIS HAMILTON, ET AL
1113 SANTA MADRE COURT
SOLANA BEACH, CA 92075
619-755-0568
ENGINEER:
LOGAN ENGINEERING
120 BIRMINGHAM DRIVE,
CARDIFF, CA 92007
619-942-8474
110
/
,
.C.E. 397
EXP. DATE 12-31-93
t-~. - Ie, lid ;, 'u' III \2~\11
D IS\!DIS LJ ~ II
.. 1
-'
, SEP 28 1992
ENGINEERING SERVICES
CITY OF ENCINITAS
120 Birmingham Dr, Suite 110 · Cardiff-by-the-Sea, CA 92007 . 619-942-8474
.
.
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.
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U~-J w.-::;. fL, (~:eDW ~ ?44.c;-to.1~ ~147.l-71
PROJECT:
.
.
1? Of 0
HAMILTON CHANNEL DESIGN - TM 91-064
INVERT WIDTH (feet) ...
SLOPE (feet/foot)
........ ..
LEFT SIDE
SLOPE (X to 1) ........
DEPTH (feet) ..........
VELOCITY (fps) ........
AREA (square feet) ....
CRITICAL DEPTH ........
CRITICAL VELOCITy.....
PROJECT:
TRAPEZOIDAL CHANNEL
DATE: 11-05-1993
TIME: 15:01:44
10.00
MANNINGS n
.. .. .. .. .. .. .. .. ..
.035
.0050
Q (cfs) ............
RIGHT SIDE
SLOPE (X to 1) .....
TOP WIDTH (feet)
VEL. HEAD (feet)
170.00
2.00
2.00
2.54
20.17
4.43
0.30
38.36
P + M (pounds)
.. .. .. .. ..
4162
1.83
CRITICAL SLOPE
0.0169
6.81
FROUDE NUMBER ......
0.57
HAMILTON CHANNEL DESIGN - TM 91-064
INVERT WIDTH (feet) ...
SLOPE (feet/foot)
........ ..
LEFT SIDE
SLOPE (X to 1) ........
DEPTH (feet) ..........
VELOCITY (fps) ........
AREA (square feet) ....
CRITICAL DEPTH ........
CRITICAL VELOCITy.....
TRAPEZOIDAL CHANNEL
DATE: 11-05-1993
TIME: 15:02:11
10.00
MANNINGS n
.. .. .. .. .. .. .. .. ..
.035
.0050
Q (efs) ........................
170.00
4.00
RIGHT SIDE
SLOPE (X to 1) .....'
TOP WIDTH (f eet )
VEL. HEAD (feet)
0.24
4.00
2.26
28.11
3.94
43.14
P + M (pounds)
3863
1.66
CRITICAL SLOPE
0.0172
6.17
FROUDE NUMBER ......
0.56
.
.
66fb
PROJECT: BI\tv\\L-1O~ 1'N\ ql-OM
TRAPEZOIDAL CHANNEL
DATE: 09-26-1994
TIME: 19:44:38
INVERT WIDTH (feet) .. . 10.00 MANNINGS n oo.............. .. .035
SLOPE (feet/foot) ........ .. .1200 Q (cfs) ...................... .. 170.00
LEFT SIDE RIGHT SIDE
SLOPE (X to 1) .............. .. 3.00 SLOPE (X to 1) ........ .. 3.00
DEPTH (feet) .................. .. 1. 02 TOP WIDTH (feet) 16.12
VELOCITY (fps) .............. .. 12.76 VEL. HEAD (feet) 2.53
AREA (square feet) ...... .. 13.32 P + M (pounds) ........ .. 4595
CRITICAL DEPTH .............. .. 1. 73 CRITICAL SLOPE ........ .. 0.0170
CRITICAL VELOCITY ........ .. 6.45 FROUDE NUMBER .......... .. 2.47
PROJECT: tI~It-w..\ 1N\V\\-o64
TRAPEZOIDAL CHANNEL
DATE: 09-26-1994
TIME: 19:45:13
INVERT WIDTH (feet) .. . 10.00 MANNINGS n ................ .. .035
SLOPE (feet/foot) ........ .. .5500 Q (cfs) ...................... .. 170.00
LEFT SIDE RIGHT SIDE ~
SLOPE (X to 1) .............. .. 2.00 SLOPE (X to 1) ........ .. 2.00
DEPTH (feet) .................. .. 0.68 TOP WIDTH (feet) 12.71
VELOCITY (fps) .............. .. 22.12 VEL. HEAD (feet) 7.60
AREA (square feet) ...... .. 7.69 P + M (pounds) ........ .. 7442
CRITICAL DEPTH .............. .. 1. 83 CRITICAL SLOPE ........ .. 0.0169
CRITICAL VELOCITY ........ .. 6.81 FROUDE NUMBER .......... .. 5.01
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LOCATION OF A HYDRAULlC.P
21-63
The ideal condition is to have the sequent-depth curve, which gives discharge vs. depth after
the jump, coincide exactly with the tailwater-rating curve. The tailwater-rating curve gives nor-
mal depths in the discharge channel for the range of flows to be expected. Changes in the spill.
way design that can be made to alter the tailwater-rating curve involve changing the crest
length, changing the apron elevation, and sloping the apron.
Accessories, such as chute blocks and baffle blocks, arc usually installed in a stilling basin
to control the jump. The main purpose of these accessories is to shorten the range within which
the jump will take place, not only to force the jump to occur within the basin but to reduce the
size and therefore the cost of the basin. Controls within a stilling basin have additional advan-
tages in that they improve the dissipation function of the basin and stabilize the jump action.
21-31. Langth of Hydraulic Jump
The length of a hydraulic jump L may be defined as the horizontal distance from the upstream
edge of the roller to a point on the raised surface immediately downstream from cessation of
the violent turbulence. This length (Fig. 21-49) defies accurate mathematical expression, partly
because of the nonuniform velocity distribution within the jump. But it has been determined
experimentally. The experimental results may be summarized conveniently by plotting the
Froude number of the upstream flow F I against a dimensionless ratio of jump length to down-
stream depth Ljd2. The resulting curve (Fig. 21-51) has a flat portion in the range of steady
jumps. The curve thus minimizes the effect of any errors made in calculation of the Froude
number in the range where this information is most frequently needed. The curve, prepared by
V. T. Chow from data gathered by the U.S. Bureau of Reclamation, was developed for jumps
in rectangular channels, but it will give approximate results for jumps formed in trapezoidal
channels.
For other than rectangular channels, the depth dl used in the equation for Froude number
is the hydraulic depth given by Eq. (21-105).
21-32. Location of a Hydraulic Jump
It is important to know where a hydraulic jump will form since the turbulent energy released
in a jump can extensively scour an unlined channel or destroy paving in a thinly lined channel.
Special reinforced sections of channel must be built to withstand the pounding and vibration of
7
4.0
b.O
f- 5
c+- L ---'
ROL1~~ER, ~~;:r'd
' /---
d] '....._-"':::::- d2
v,_ //_
f
4
~OUUlilL:,R 5~ os~~~~m~G
\URFACEJ ~;l-
TUR ULE~CE ~LY
STEADY JUMP STRONG JUMP
_n_ n ---~t-.n nn 'ri-- un _.n. '_n..
8EST ACCEPTA8LE EXPENSIVE STILLING BASIN AND
PERFORMANCE PERFORMANCE ROUGH SURFACE CONDITIONS
30
2
3
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
F,:V]/~
Fig. 21-51. Length of hydraulic jump in a horizontal channel depends on sequent depth
d2 and Froude number of approaching flow. (From V. T. Chow, "Open-Channel Hydraulics"
McGraw-Hili Book Company, New York.) ,
4
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- --.-_no "'-.....- ..- -""......-.. "vv-...u \.C-~&g A.J A,., ~nt.: oi>~a.naara. ~p~__
Provisions. .----"'_
Selection of Riprap a'Filter Blanket ~I<lterial ~--;:-.: T
\,
Upper Lay~r{s) I
\"elocity Rock Riprap Option 1 'Option 2 i Option :5 Lo:..,':::" 1
i
I foe/Sec. (1), Class(2) Thickness T (4)Sec.200! (4)Sec.400! (5) L:l:,'=~'51
A-6-6.1'\'E6'IJ-rE 5/:2.&. I
6-7 No.3 Back:" .6 3/16" C2 D. G.
I . ~ I
ing I
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I 7-$ No.2 Back- 1.0 1/4" B3 D. G. )
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- - - -
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8-9.5 Facing 1..4 3/8" - D. G. - I
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I .1F13 '" Ton 2.7 3/4" - " C((" " " S:;..,C! ~
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13-15 l:i Ton 3.4 1" - " <:0(" P.B. .. :
I 15-17 1 Ton 4.3 13:z" - Type B S~-"!:i
5.4 2" " " S,,-,d ;
17-20 2 Ton -
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Filter Blanket (3)
P=a~~ic3.1 use of this table is li:?!.:.tcd to situ?.~io;-;s ~..-~e:-c T is less th3.71 D.
T
NO;-;:S:
(1) .
Average velocity
ever is greater.
in pipe or bottom velocity in energy dissipator,\."tic.'t_
(See "Rip rap. Selection Hethods", D. S&FC, County of S.D.}
(2). If desired riprap and filter blanket cl~ss is n~~ av~ilable, use
lar,p;er. class.
,
(3). Filter bla.rlket thickness ~ 1 Foot or T, I;hichever is less.
(4).
Standard specifications for public ~orks cons:ruction of Southern Cali-
fornia Chapter of APl'iA and AGC. See. fq. 40 1
(5). D. G. ~ Decom~)Qsed Granite, I t.!:\! to 10 !.!:.!
P. B: ~ Processed /.lisccllap.eous Base
,
....
Type B ~ Type.B bedding r.:aterial. usually available locally (",ini==
75% crushed particlesl 100% passing 2~" sic':e" 10% passing 1" sic':=)
(6). Sand 75% retained on "200 sieve
.
.
5,000
T 16'-7" x 10'-1" 4,000
f 15'-4', 9'-3'
J 3,000
2,000
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w f 50
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~ r 72" x 44"
~ 65";':40'
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w
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0::
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58" x 36"
- 50" x 31"
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0
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25" x 16' 2
1,000
~ 800
f 600
~ 500
r 400
t 300
~
22" x 13' 1.0
.8
l .6
18" x II' .5
~ ADDITIONAL SIZES NOT DIMENSIONED ARE
LISTED I~ FABRiCATOR'S CATALOG
"'UREAL' OF f'UOLlC ROADS JAN. 1963
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EXAMPLE 4 (3)-
Size: 36"x 22' rA
O. 20 cfl r 3
f
~" . "" 3 I
0 (full 3
(II 1.10 2.0 .-
(21 1.15 2.1 2
'" 1.22 2.2
.'Din/eel 2 r- 2
r- 1.5
1.5 1.5
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ENTRANCE z r---
SCALE -
TYPE J:
[II Heccwoll !J"
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and 0 scalu, or ~. y er Ie os
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HEADWATER DEPTH FOR
C. M. PIPE-ARCH CULVERTS
WITH INLET CONTROL
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WEIRS OF IRREGULAR SECTION
21-79
21-47, Broad-Creatad Weir
This is a weir with a horizontal or nearly horizontal crest. The crest must be sufficiently long
in the direction of flow that the nappe is supported and hydrostatic pressure developed on the
crest for at least a short distance. A broad-crested weir is nearly rectangular in cross section.
Unless otherwise noted, it will be assumed to have vertical faces, a plane horizontal crest, and
sharp right-angled edges.
Figure 21-70 shows a broad-<:rested weir that, because of its sharp upstream edge, has con-
traction of the nappe. This causes a zone of reduced pressure at the leading edge. When the
head H on a broad-crested weir reaches one to two
times its breadth b, the nappe springs free, and the
weir acts as a shaqrcrested weir.
Discharge over a broad-crested weir is given by
Eq. (21-115) since the velocity of approach was
ignored in experiments performed to determine the
coefficient of discharge. These coefficients probably
apply more accurately, therefore, where the veloc-
ity of approach is not high. Values of the discharge
coefficient, compiled by King, appear in Table 2 1-
15 (H. W. King and E. F. Brater, "Handbook of Hydraulics," McGraw-Hill Book Company,
New York).
ZONE OF REDUCED PRESSURE
h
oJ WATER SURFACE
d ~
. 'I
/1,
.///1
/ /1
"
FI9,21-70.
Broad-crested weir.
21-48, Weirs 01 Irragular Sactlon
This group includes those weirs whose cross section deviates from typical broad-crested or ogee-
crested weirs. Weirs of irregular section, fairly common in waterworks projects, are used as
spillways and control structures. Experimental data are available on the more common shapes.
(See, for example, H. W. King and E. F. Brater, "Handbook of Hydraulics," McGraw-Hill
Book Company, New York.)
TABLE 21-15 Values of C in Q = CLH3/2 for Broad-Crested Weirs
Meas- Breadth of crest of weir. ft
ured
head
H,ft 0.50 0.75 1.00 150 '.00 2.50 300 4.00 5.00 10.00 15.00
0.' 2.80 2.75 2,69 2.62 2.54 2.48 2.44 2.38 2.34 2.49 '68
0.4 2.92 2.80 2.72 '.64 2.61 2.60 '.58 2.54 2.50 2.56 2,70
0.6 3.08 2.89 2.75 '.64 2.61 '.60 2.68 2.69 2.70 2,70 2.70
0.8 330 3.04 2.85 '.68 2.60 2.50 2.67 '.68 '.68 2,69 '64
10 3.32 3.14 2.98 2.75 2.65 '64 '.65 2.57 2.68 2.58 '.63
LZ 3.32 3.20 3.08 2.86 2.70 2.65 '.64 2.67 2.66 2.69 2.64
1.4 3.32 3.26 3.20 2.92 2.77 2.68 2,64 2.65 2.65 2.67 2.64
16 3.32 3.29 3.28 3,07 2,89 2.75 2.68 2.66 '65 2.54 2.63
I.S 3.32 3.32 3.31 3.07 '88 2.74 2.68 2.66 '.65 '.64 '63
'.0 3.32 3.31 3,30 3.03 2.85 2.76 2.72 2.68 2.65 2.64 '.63
'.5 3.32 3.32 3.31 3.28 3.07 2.89 2.81 2.72 2.67 2.64 2.63
3.0 3.32 3.32 3.32 3.32 3.20 3.05 2.92 2.73 '.66 2.64 2.63
35 3.32 3.32 3.32 3.32 3.32 3.19 2.97 2.76 2,68 '64 2,63
4.0 3.32 3.32 3,32 3.32 3,32 3,32 3.07 2.79 2.70 2.64 '63
45 3.32 3.3' 3,32 3.32 3.32 3.32 3.32 1.88 2.74 '.64 2.63
,'5.(} 3.32 3.32 3.32 3.32 3.32 3.32 .1.32 3.07 2.79 2.64 2.63
3.:l' 3.32 332 3..12 3,32 :).32 3.32 .1..12 2.88 '.64 2.63
55
.
.
SOUTH COAST CIVIL ENGINEERING INC.
City of Ene in it as Engineering Services Dept.
505 South Vulcan Ave.
Encinitas, CA. 92024
Page One of Six
RE:
Hartwigsen Residence
3130 Dusty Trail, Encinitas, CA. 92024
~, ,\~
Subject: As Graded Geotechnical Report
To Whom It May Concern:
,South Coast Civil Engineering Inc. has performed grading observation and
compaction testing during the rough grading operations at the above referenced
site. I certify that the rough grade pad is in substantial conformance to the
recommendations made in the preliminary soils report which was performed by
South Coast Civil Engineering Inc., the approved grading plan 5695-G and the
applicable ordinances of the City of Encinitas. Attached to this report is a
summary of the compaction tests and laboratory results from this project.
Geo 10 E"Y
Geologically, the site is located in the foothills of the peninsular range mountains of
the western margin of the Southern California Batholith. The underlying soil is
weathered rock of the cretaceous age.
No ground water was uncovered during the grading operations.
Gradin2: Operations
The following grading occurred from 12/16/98 to 12/31/98.
Prior to the placement offill all vegetation and debris were removed from the
grading envelope. A key trench was cut along the toe of the fill slope. This trench
was then inspected by a representative of this firm. As the filling operation
proceeded, the original ground was "benched in" and scarified in order to rework
the top soil layer.
Using a D-8 bulldozer, the existing on site soils from the cut area were then spread
into 8 inch lifts, watered, and compacted to a minimum of 90% relative density.
11315 Rancho Bernardo Rd, ste 130, San Diego, CA 92127
(619) 675-9097
.
.
Page Two of Six
As the filling proceeded, periodical sand cone tests were performed to verify the
90% minimum relative density. All testing laboratory analysis and maximum
density curves were performed in accordance to ASTM methods. Attached is a
summary of this data.
A quality granular material was imported to the site to be used as a 3' thick non-
expansive cap, and obtain the final building pad line and grade. No oversized rock
was placed in the fill.
All fill slopes are 2: I or flatter and their maximum height is 8* feet. All cut slopes
are 2: I or flatter and their maximum height is 8* feet. The cut slopes are stable,
> cemented decomposed granite.
Additional compaction testing will be required in the future for the paving of the
proposed driveway. A minimum of 2" of AC on 6" of class II base shall be used for
the driveway. The base, and the top I' of sub grade shall be compacted to a
minimum of95%, and be to the satisfaction of the soils engineer prior to paving.
Conclusions
In general no soil or geological conditions were encountered which would preclude
the proposed development of the site.
The anticipated total and/or differential settlements for the proposed structures
may be considered to be within the tolerable limits.
The top 3' of soil on the surface of the building pad is to be considered non-
expansive, and no special design considerations will be necessary.
.
.
Page Three of Six
Foundation Recommendations
It is my understanding that the foundation to be used for this project is to be a post
tension slab designed by JEM III. A DBe 29-2 expansion test was performed on the
native material, and found to be a 37. In addition to this there is 3' non-expansive
cap placed on the pad. It shall be the responsibility of the structural engineer to
design the foundation system based upon this data.
The proposed foundation may be designed utilizing an allowable bearing pressure
of2000 lb/sf. This value may be increased by 113 for the design ofloads that
include wind and seismic analysis.
All utility trenches shall be properly backfilled and compacted with mechanical
compacting device prior to placement of any concrete. All foundation excavations
shall be inspected by this engineer prior to placement of concrete.
.
.
Page Four of Six
Retaining Wall Recommendations
All retaining walls are to be back filled with a granular, free draining back fill.
Native materials are not acceptable. The following values should be used in the
design of retaining walls for this project.
Retaining walls, which are not fixed at the top and have a level backfill are to be
designed for an active soil pressure equivalent to a fluid pressure of not less than
38.0 pcf. Where the backfill is inclined at no steeper than 2: I, an active soil
pressure of53.0 pcfis recommended. These values are based on the assumption of
a drained backfill condition. Wall drainage details are to be provided by the project
'architect. When retaining walls are restrained at the top an at-rest soil pressure of
not less then 53.0 pcfshall be used for design of the wall. A passive soil pressure
value not greater than 250 pcfshall be used. A coefficient friction of not greater
than 0.35 may be used for resistance of sliding between concrete and soil.
Limitations
This compaction report only covers the observations and testing for the grading of
the pad area as is shown on the attached test location plat. This grading occurred
between 12/16/98 to 12/31/98. The opinions presented herein are based on
observations and test results, and are limited by the scope of services that South
Coast Civil Engineering Inc. agreed to perform. Recommendations made on site
during the grading operation, and those contained in this report are in accordance
with current generally accepted engineering practices. No warranty, expressed or
implied, is given or intended with respect to the services which were performed.
If there are any questions on this matter, please feel free to contact me at (619)
675-9097.
Sincerely,
"[,~
ussell Bergener
RCE 4464 I
Exp. 3/31/02
~1
Date
.
COMPACTION TESTING SUMMARY SHEET
5695-G
Hartwigsen Residence
3130 Dusty Trail, EncinIas, CA. 92024
.
PAGE 5 OF c"
MAXIMUM DENSITY SUMMARY
MAXIMUM WET OPTIMUM MAXIMUM DRY
NO. DESCRIPTION DENSITY MOISTURE DENSITY
1 Sift Clay, GreyfTan 129.4 13.5% 114.0
.
2 Sandstone, Very Silty, Grey U/7?,pt:>,4',t' ) 136.0 11.5% 122.0
3
4
5
6
TEST TEST RESULTS
"'LEV TiON
TEST FROM TO WET DRY MAX. DRY OPTiMUM RELATIVE
ORIGINAL FINISH DENSITY MOISTURE DENSITY DENSITY
NO. DATE GROUND PAD LBS.IFT' % LBSIFT' LBS.IFT' MOISTURE DENSITY %
1 12/17198 -3.5 -11.5 123.7 15.7% 106.9 114.0 13.5% 93.8%
2 12/18/98 -2.0 -10.0 125.6 16.4% 107.9 94.7%
3 + +0.0 -8.0 126.3 16.6% 108.1 94.9%
4 12/21/98 +2.0 -8.0 124.7 14.1% 109.3 95.9%
5 1 +4.0 -4.0 121.3 14.2% 106.3 93.2%
6 12/23/98 +6.0 -2.0 121.7 9.4% 111.3 122.0 11.0% 91.2%
7 1/4198 +8.0 -0.0 121.1 8.0% 112.1 91.9%
8 f +8.0 -0.0 123.1 8.4% 113.6 93.1%
9
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12
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14
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.'4JE & MIDDLETON ENGINEERING, INC. .
. 2450 Vineyard Avenue, SUite 102
Escondidio, California 92029-1229
619-743-1214 Fax 619-739-D343
') '1-( (In Accordance With U.B.C. Standard #18.21
J08 NO. 9 e - ICD_-1108 NAME < -'''.O/!5T/":.0J.///lti0'I4?:5Y &5 . DATEIfJZ71 q t
0""5+" Ir ,. I ) ~ , /
SAMP lE TECHNICIAN
DESCRIPTION -
A. Initial Moisture Content I I I
B. Compacted MOisture Content, Near Optimum 01 \ WI I I
C. Initial Bulk Sample Weight I I
l I I
O. Weight of Sample Passing NO.4 Sieve I
E. %=~= E= rh I I
D
F. Compal!:ted Weight. Ring + Seil ~~O IAol,lf I 1 I
G. \^Jeighl of Ring hOl,') JUJ.sl I 1 I
H. S~ecimen Weight. (F). G !jOQ, 5 jJ9~/1 1 I I I
t. Compacted Wet Density [ X 0.30171 )J-.Ut l11r,,'" I I I I I I I
J. Ccmpacted Dry Deos,ty [ II (1 + 8)) Ilr; '), IIOq,~1 I I I I I
K. Degree of Saturation. (8(62.4 - 0370~J 6J'7150,y.1 I I I I I I
J
I ,1'W 1, b.G(j r:., I I I I I I I I
S'/I/ELL OA TE I DATE I H.IE I DIAL I
STATIC LOAD = 1M FS I I I I
,
l. FiNA.l READlflG b?S 10/0101 ,;1&511
M. INITIAL RE.~DING 110-)7-981) :00 1.2?-7
o. EXFANSION READING L.i',...l=O 1 1 1.0<; '7
UNCORRECTED EXPANSION INDEX = (Ox 10') I I 1]7
UNCORRECTED EXPANSION POTENTIAL 1 I J,<</ I
CORRECTED EXPANSION INDEX = 1CCO X 0 X E CORRECTEO EXPANSION POTENTIAL I I 1
I I I
EXPANSION TEST
,. We! Weight + Ring I CD L-f 7"')
2. Dry Weight + R:r.g C;c'3,)
3. Water Loss, (1-2) 70, L{
4. Weight of (Ring) 902S
5. Dry Weight, (2-4) \01,<:1
6 Fin31 ,....toisture, :;.5 x 1 CO I ~ "";) %
FINAL MOISTURE CONTE.\H (Submercedl
NoText