HomeMy WebLinkAbout2.86.35; Agua Hedionda Creek; Hydrology Report; 1986-06-23ENGINEERING
^ . 3 33~
AGUA HEDIONDA CREEK
HYDROLOGY REPORT
84136 6-23-86
TABLE 1 ^
AGUA HEDIONDA CREEK
PEAK FLOOD FLOWS FOR FLOOD PLAIN MAPPING
Concen-
tration
Point No,
5,6
7
8,9
10
11
12
13
14
Location
Unnamed tributary near Canyon
Drive just upstream of
confluence with Buena Creek
Buena Creek just upstream of
Ora Ava Dr.
Buena Creek just upstream of
confluence with unnamed tri-
butary near Canyon Dr.
Buena Creek just down-
stream of Canyon Dr.
Buena Creek at Highway 78
Buena Creek just upstream
of confluence with Agua
Hedionda Creek
Agua Hedionda Creek at
Highway 78
Agua Hedionda Creek just
downstream of Highway 78
Agua Hedionda Creek just
upstream of confluence with
Buena Creek
Agua Hedionda Creek just
downstream of confluence
with Buena Creek at
Green Oaks Ranch
Agua Hedionda Creek 1.35 miles
downstream of Green Oak Ranch
Agua Hedionda Creek just
upstream of confluence with
unnamed tributary at
elevation 200
DRAINAGE
AREA
SQ.MI.
0.9
1.6
2.3
3.1
5.1
6.5
2.0
2.1
3.0
9.4
11.6
12.5
100-YEAR
DISCHARGE
C.F.S.
1,000
2,000
2,500
3,300
4,900
5,000
2,100
2,100
2,700
7,000
7,200
7.200
10-YEAR
DISCHARGE
C.F.S.
250
550
600
700
1,200
1,200
400
400
550
1,600
1,700
1,700
-4-
TABLE 1 CCont'd
AGUA HEDIONDA CREEK
PEAK FLOOD FLOWS FOR FLOOD PLAIN MAPPING
Concen-
tration
Point No.
15
16
17
18
19
20
21
22
23
24
25
Location
Unnamed tributary at
elevation 200 just upstream
of confluence with Agua
Hedionda Creek
Agua Hedionda Creek just
downstream of confluence
with unnamed tributary
Agua Hedionda Creek just
upstreara of Calavera Dam
tributary
Calavera Dam tributary
just upstream of reservoir
Calavera Dam tributaary
just downstream of reservoir
Calavera Dam tributary
just upstream of confluence
with Agua Hedionda Creek
Agua Hedionda Creek just
downstream of confluence
with Calavera Dara tributary
Agua Hedionda Creek 1.35
miles downstream of con-
fluence with Calavera Dam
tributary
Agua Hedionda Creek at
entrance to lagoon
Agua Hedionda Creek total
inflow into lagoon
Agua Hedionda Creek just
downstream of A.T.S.F. R.R.
Bridge
DRAINAGE
AREA
SQ.MI.
3.3
15.8
17.6
3.7
3.7
5.
23.4
24.7
27.9
30.3
30.3
100-YEAR
DISCHARGE
C.F.S.
1,800
7,700
7,900
2,300
900
1,400
10,000
10,000
10,500
10,500
7,000
10-YEAR
DISCHARG:
C.F.S.
350
1,900
1,900
550
250
300
2,100
2,100
2,100
2,100
1,100
-5-
TABLE 2
AGUA HEDIONDA CREEK
COMPARISON OF COMPUTED FLOOD FLOWS
COUNTY 1976
Q 100
Flood
Area Cone. Flow Cf5/
sq. mi. Point cfs sq. mi.
0.9 1 1,000 1,111
1.6 2 2,000 1,250
2.3 3 2,500 1,087
2.9
3.1 4 3,300 1,065
5.1 5,6 4,900 961
6.3
6.5 7 5,300 815
1.9
2.0 8,9 2,100 1,050
2.1 10 2,100 1,000
2.8
3.0 11 2,600 867
9.1
9.4 12 7,600 809
11.4
11.6 13 7,500 647
12.5 14 6,900 552
3.3 15 1,800 545
15.3
15.8 16 7,900 500
17.6 17 7,900 449
3.7 inflow 18 2,300** 630
3.7 outflow 19 900 243
5,8 20 1,400 241
23,3
23.4 21 9,400 402
24.7 22 9,400 381
27.9 23 10,500 376
30,3 24 10,500 347
25 7,000 231
*Culvert outflow
**Calaveras Lake assumed full
CORPS 1973 F.P.I. STUDY
Cone.
Point
11
9-B
10
9-A
9
Q 100
Flood
Flow
cfs
3,300
4,800
1,100*
2,700
6,800
7,000
7,700
10,300
10,500
Cf5/
'sq .mi.
1,138
761
579
964
747
614
503
442
376
-6-
TABLE 3
AGUA HEDIONDA CREEK
PERCENT OF LAND USE BY SOIL GROUPS FOR ENTIRE BASIN
Hydrologic Soil Groups by Percent
Land Use Condition A B C D
Row Crops contoured Poor 2.9 2.2 2.3 10.3
Water Good 0.5 0.0 0.2 2.3
Orchards Evergreen Fair 0.0 0.0 2.8 3.0
Orchards Evergreen Poor 0.0 0.0 1.0 0.3
Urban Low Density Fair 1.6 1.6 2.6 5.7
Urban Medium Density Fair 3.3 0.2 0.2 2.3
Annual Grass Good 0.0 0.0 0.1 3.1
Annual Grass Fair 0.7 l.s 5.5 13.1
Broadleaf Chaparral Good 0.0 1.7 0.5 2.1
Broadleaf Chaparral Fair 0.0 0.2 0.7 1.5
Narrowleaf Chaparral Fair 0.0 0.0 0.0 3.0
Narrowleaf Chaparral Poor 0.0 0.0 0.0 0.6
Open Brush Good 0.0 0.0 0.2 1.9
Open Brush Fair 0.2 6.4 3.1 7.6
Woodland Grass Good 0.0 0.0 0.0 0.2
Woodland Grass Fair 0.0 0.0 0.2 0.2
Woods (Woodland) Poor 0.0 0.0 0.0 0.1
Turf Good 0.0 0.0 0.0 0.1
9.2 13.8 19.4 57.4
TABLE 4
AGUA HEDIONDA CREEK
PERCENT OF SOIL GROUPS BY SUB-BASIN
BASIN
POINT
1
2
3
4
6
7
10
11
12
13
14
15
16
17
18
20
21
22
23
24
AMC
I
66
64
64
64
64
66
66
66
66
64
63
63
63
63
68
63
64
64
64
63
AMC
2
82
81
81
81
81
82
82
82
82
81
80
80
80
80
84
80
81
81
81
80
AMC
3
92
92
92
92
92
92
92
92
92
92
91
91
91
91
93
91
92
92
92
91
AREA
SQ.MI.
0.9
1.6
2.3
3.1
5.1
6.5
2.1
3.0
9.4
11.6
12.5
3.3
15.8
17.6
3.7
2.1
23.4
24.7
27.9
30.3
SOIL GROUPS BY PERCENT
A B C D
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.9
9.2
12.5
0.0
0.0
3.5
9.9
8.9
0.0
0.0
6.1
13.9
19.8
28.6
21.6
21.2
5.8
12.1
18.0
17.3
15.6
13.9
25.0
25.0
36.1
32.9
34.0
36.1
21.1
19.5
30.9
27.9
26.2
2.2
21.2
20.4
15.5
39.7
21.4
21.2
21.1
19.5
62.5
75.0
63.9
63.5
56.0
55.0
78.9
80.5
63.0
58.2
54.0
69.2
57.2
58.4
78.6
48.3
60.7
61.5
61.3
57.5
MINIMUM INFIL-
TRATION IN./HR.
0.019
0.013
0.018
0.018
0.022
0.023
0.011
0.010
0.019
0.021
0.023
0.015
0.021
0.021
0.011
0.026
0.020
0.019
0.020
0.026
e o m 3
•H +J OJ o
O O O O O O O O* O O O -H O O r-^ O* O T-H ^ ^ ^'
<u u
60 E 3
cB -H O
l-J H X OOOOOOOOOOOi-HO <f—(OOr-(^.Hi—<
UJ
CO
e-
UJ
UJ
a:
<
Q
UJ
X
<
<
2: o
1—I
H <
l-H
UJ
m a
:^ <
UJ
a.
O
Ul
UJ
T3 JZ
•H +J
O QO
C tfl
•M O O I—I
C -J -J E <u u
<U H-t
o ^
^ E-
W tl-
OO l-t
<
J= > +-»
M a) CD
•H rH iD X UJ u.
l^L^Lnu^u^Lr^Lnu^LrtLrlu-lLnLf^u^u^u^u-)u^LnLnlJ-l
•^•^^ "^OOOOOOOOOOOOOOOOOO
o o o o o o o o o o' o' o* o o* o* o' o' o' o* o' o*
•HOrH.—(.-Hr^JrHi-HrHrvjrg-^F-ltO-tJ-r-lfNltOLnLn^O
co\ovocorsjo\cMrrcocn-^CTi(Nair4CNoo(^-voro
•^•^J-irj'ftOCsltOhOfMCNr-Ji-Hi-Hi—*i-HiHrH^^iH^
ooi/iL/icocn-Hirtooco^Lncot^oo-^ovo-^corHLrt
^tN(^roLotN)rMroLnvor-Mr-.cnTrrsicncrH'
> 4-t o
3 (D 00
O r-i O UJ
^^^r'r'r'S^^'^'-*'-'-''^^-'oo^rHr-.^
^0^0^0^0^£)vO^O^Oro^O^O^.O\O^OvD^OLn•0^0\D^D
l-H 1-^ 1—^ *>M 1 I - . . . ^ ^-^
DO
CO
oo
o'
II
p-
E-
^1
cfl <u >-r o o
CJ
°o^ocftGOv4D-<3-Tj--^^foaicniOLn.-<T3-fNomcor^
S ^ 2 S 9 2 9 o o Ol CO oo co' o' r--' o% oo' GO' r--' (^^(Doicrtcricno^cncTtaiooQooooococjicQcoGoSco
OTrHO^o^r-^T3-Tr'^rHrorH,Hoor----r3-OLntorsiocD ooo^^oooooooooooococooocovoki^r^or^r--^^
CN r^j CN r^) CN r-J rsi CSJ eg* rvi (>i c^' CN CN r^' (N og CM rJ
rHCNrOT\Or-.aoO'-irsjrOTi-Ln\ot^ooo^ojro'd-
t-H^rHr-tr-HrHr-lrH--HCNCMOJCNrsI
CB
3 cr
!U
X
_Q
T3
CJ
C
•H
E
0)
(U
a.
cfl
a.
cfl >-*
^ -
'^^^^'^'-''-•LJOOrHOTr'OLnrotxj^or->.rH'Trt3(^,^
OrHrN^olJ^^oolo^^^o'. r-HfM[-^u-)r-.roojcnr-H*TT'^o'
MVVNGINEERING, INC
2450 Vineyard Avenue, #102
Escondido, California 92025-1330
619/743-1214
7
i33M-
ENGINEERING
Job #1234-86
July 21, 1986
Williamson and Schmid
1630 E. Francis Street, Suite B
Ontario, California 91761
ADDITION TO GEOTECHNICAL WORK - CARLSBAD GATEWAY CENTER
OFFSITE STREET AND STORM DRAIN
Per instructions of your letter dated June 5, 1986 we herein
submit the results of our findings and professional opinions
on the questions addressed.
Discussions were held last month between this firm, your firm
and Mr. Fred Walters concerning the possibility of directing
storm water from Palmer and Barber intersection downward over
the existing ground surface to a catch basin, then through a pipe
to Aqua Hediondo Creek. It was the opinion of this firm that
the surface erosion would be too great and that eventually the
catch basin would wash out. It was agreed that a concrete swale
or similar positive improvement be designed and that the concept
of freeflow over the bare ground be abandoned.
On June 30, 1986 this firm inspected five test pits dug with a
backhoe at locations indicated on Plate 1 (from the Preliminary
Map by Williamson and Schmid dated June 4, 1986). The test
pits were entered, logged and sampled by a geologist from this
firm. Samples of the soils excavated were obtained for laboratory
analysis. The soils were visually classified by field identification
procedure in accordance with the Unified Soil Classification.
A simplified version of this classification is included at the
end of this letter. Continuous logs of the soils encountered
in the test pits were recorded in the field. The logs of the
test pits shown on Plates 2 to 6 are based on the field logs,
on inspection of the sample and on the laboratory test results.
Williamson and Schmid
Page 2
July 21, 1986
Our subsurface inspection revealed that the site is underlain
by the Point Loma Formation of Cretaceous age. This is one
of the oldest formations in the county and consists of fairly
well cemented sandstone and claystone layers. The beds are
approximately striking 10 degrees to 30 degrees northwest and
dipping 10 degrees to the southwest.
The laboratory test method and test results are presented on
the enclosure at the end of this report. Based upon these data
and our field observations the following conclusions and recom-
mendations are presented.
CONCLUSIONS AND RECOMMENDATIONS
1 - It is recommended that the preparation of the native
soil and the grading be done in accordance with the enclosed
"Specifications for Construction of Controlled Fills", except
if superseded by the following recommendations.
2 - The tests and observations indicate there are no large
geotechnical problems with respect to the geology or to the
soil conditions on the site. There were no obvious geologic
hazards encountered during the investigation such as faults
or existing landslides.
3 - As mentioned at the beginning of this letter, it is our
- opinion that the storm water should be channeled in a concrete
lined swale and not allowed to free flow over the ground surface.
4 - Based up on the minimum measured R-Value of 28, City
specified traffic, index of 7 and asphalt thickness of 4 inches,
a corresponding base of 10 inches of Class 2 aggregate base
is calculated for the initial design which should be confirmed
per City upon completion of subgrade excavation. The R-Value
results and calculations are shown at the end of this letter.
The base and top six inches of subbase should be compacted
to at least 90% of the maximum dry density. Laboratory compaction
curves for the maximum dry density and optimum moisture are
presented at the end of this letter.
MV ENGINEERING, INC. • 2450 VINEYARD AVENUE, #102 • ESCONDIDO, CALIFORNIA 92025-1330 • 619/743-1214
SOILS TESTING PERC TEST PARCEL MAPS QRADING PLANS
Williamson and Schmid
Page 3
July 21, 1986
5 - Our field observations of the inplace soils and tests on
remolded soils indicate design slope ratio of 1^2:1 (horizontal:
vertical) will be satisfactory for a vertical height of up
to 20 feet. The calculations are included at the end of
this letter with direct shear test results. If other conditions
need to be addressed please notify this firm.
Drainage should be provided and maintained to keep water off
the freshly cut slopes and from ponding at the top of slope.
6 - Please notify this firm prior to grading to discuss the
operation and to arrange a test schedule.
If you should have any questions or clarification be necessary,
please feel free to contact this office at your convenience.
Reference to our Job #1234-86 will help to expedite response
to your inquiries.
We appreciate this opportunity to be of service to you,
MV ENGINEERING^, INC.
Ralph Jir. Vinje
RCE #25115
RMV/tc
enc
MV ENGINEERING, INC. • 2450 VINEYARD AVENUE, #102 • ESCONDIDO, CALIFORNIA 92025-1330 • 619/743-1214
SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS
TEST AND CALCULATIONS
A, Maximum Density Tests
Three laboratory compaction tests were made on the main soils
encountered to determine the maximum dry density and optimum
moisture content as specified by ASTM D-1557 (Method A). This
test uses the minus #4 sieve soil in a 4-inch diameter 4-inch
high cylindrical mold. The sample is formed with a 10 pound
hammer falling 18 inhces for 25 blows on each of 5 layers.
The results follow below.
LABORATORY COMPACTION
Soil Soil Maximum Dry Optimum
Location Type Description Density(pcf) Content(%)
TP 1@ 2' 1 tan brown sandy claystone 105.7 17,5
TP 2@ 3' 3 dark brown sandy clay 119,7 12.7
TP 5@ 2' 6 red brown fine to medium sand 110.0 16.5
TP = test pit
These results may be used during the grading where applicable.
B, Field Density Tests
Eighteen moisture contents and densities were determined
on paraffin coated undisturbed samples using the water
displacement method. The results are presented on the logs
at the corresponding locations. The relative compaction
noted on the logs is defined as the ratio of the field dry
density to the maximum laboratory dry density.
C, Direct Shear Test
One direct shear test was performed on a representative
sample of Soil Type 1 for strength parameters in the slope
stability calculations. Three specimens of this soil were
prepared by molding the soil in 2'3-inch diameter 1-inch
high rings to the inplace conditions of moisture and density
and soaked overnight. The specimens were loaded with normal
loads of 1, 2, and 3 KSF respectively and sheared to failure
in undrained shear. The results are presented on the next
page.
TESTS AND CALCULATIONS
Page 2
July 21, 1986
DIRECT SHEAR TEST
Unit Ang.Int.
Soil Weight Friction Cohesion
Location Type (pcf) (degrees) (psf)
TP 1@ 2' 1 112 26 270
TP = test pit
D. Slope Stability Analysis
A slope stability analysis was made for a possible 20-foot
high IhiX (horizontal:vertical) slope with strength parameters
from the previously described direct shear test. The analysis
was done in general accordance with the Janbu method, which
follows below.
Assumptions:
Friction Angle, 0, = 26 degrees
Cohesion, c = 270 psf
Wet Density, ^= 112 pcf
Slope Height, H = 20 feet
Slope Ratio = 1^5:1
rji c0 = KH tan 0 = 112 x 20 x tan 26 = 4.0
c 270
Ncf = 15
Factor of Safet = Ncf x c = 15 x 270 =1.8
XH 112 X 20
E. R-Value Tests
Two samples were taken of the expected base materials at the
locations noted on the next page. The samples were sent
to Testing Engineers, Inc. of San Diego for R-Value testing.
The results follow on the next page.
TESTS AND CALCULATIONS
Page 3
July 21, 1986
R-VALUES
Soil Soil R-Value
Location Type Description (tg 300 psi exudation)
TP 1(9 8' 1 tan brown sandy claystone 28
TP 4i9 4' 4 gray brown fine to medium sandstone 54
TP = test pit
Paving Section Calculations
Use R-Value = 28, minimum asphalt = 4 inches (per City)
and traffic index = 7 (per City).
1 - Gravel Equivalent = .0032*TI* (100-R)= .0032x7x{100-28) =1.613'
.613 - /^\ X 2.1 42 = .899'
4 - Factor for Class 2 - .899 x 12 = 9,8" Use 10 inches
1.1
ei
Uj
-J
K UJ
Ul
3^ K o ooui
It < o *0
h 1 o
UJ
h 5
CQ
^ K to
2£
<1C
Ui
i
It
Ci
Ul
PRIMARY DITIONS CROUP
SYMBOL ^^ECONOARY DIVISIONS
i
8 1^
S »z «
i ^«1
^ Ul
GRAVELS
MORE THAN HAlf
OF COAflSt
FRACTION IS
LARGEA THAN
NO. 4 SIEVE
CLEAN
GRAVELS GW Wall yaded grMlt. ^iMl-Mnd mulixM. Iillk Of no
i
8 1^
S »z «
i ^«1
^ Ul
GRAVELS
MORE THAN HAlf
OF COAflSt
FRACTION IS
LARGEA THAN
NO. 4 SIEVE
(LESS THAN
S% FINES) GP rocMly fr*d«d Bfav«lt or gf«v«l-und miilufes. iHIlt or
no fines. i
8 1^
S »z «
i ^«1
^ Ul
GRAVELS
MORE THAN HAlf
OF COAflSt
FRACTION IS
LARGEA THAN
NO. 4 SIEVE
GRAVEL
WITH
FINES
GM Silly grawit, grtvel-Mnd-tiH mixturM, non-pla«lic (ine*.
i
8 1^
S »z «
i ^«1
^ Ul
GRAVELS
MORE THAN HAlf
OF COAflSt
FRACTION IS
LARGEA THAN
NO. 4 SIEVE
GRAVEL
WITH
FINES GC Cl«m Bf»v«l». giiv«l-Mnrf-ellv fn!xlura«, ptntic lln««.
i
8 1^
S »z «
i ^«1
^ Ul
SANDS
MORE THAN HALf
OF COARSE
FRACTION IS
SMALLER THAN
NO. 4 SIEVE
CLEAN
SANOS
(IESS THAN
S% FINES)
SW WWII graded tandt, gtivally «anda. Mill* or no fin«t.
i
8 1^
S »z «
i ^«1
^ Ul
SANDS
MORE THAN HALf
OF COARSE
FRACTION IS
SMALLER THAN
NO. 4 SIEVE
CLEAN
SANOS
(IESS THAN
S% FINES) SP F^wfly gractod undt or gravally Mndi. Ilitt* or no rir«.
i
8 1^
S »z «
i ^«1
^ Ul
SANDS
MORE THAN HALf
OF COARSE
FRACTION IS
SMALLER THAN
NO. 4 SIEVE
SANDS
WITH
FINES
SM Silty Mnds. Und-lih mimur««. non-plailic lin«.
i
8 1^
S »z «
i ^«1
^ Ul
SANDS
MORE THAN HALf
OF COARSE
FRACTION IS
SMALLER THAN
NO. 4 SIEVE
SANDS
WITH
FINES SC Ctaycv Mnd«. land-ctay miilufes, ptMlic linM. RNE GRAiNED SOILS MCR£ THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS
LIQUID LIMIT IS
LESS THAN 50%
ML Inoiganic silts and very lint sands. lOCk flour lillv or
cUvey fine sands or clayey sills with slight plastitily. RNE GRAiNED SOILS MCR£ THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS
LIQUID LIMIT IS
LESS THAN 50%
CL Irwrganic cltyS of low 10 medium plasticily. gravelly
clays, sandy clays, silly clays, lean clays. RNE GRAiNED SOILS MCR£ THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS
LIQUID LIMIT IS
LESS THAN 50% OL Organfc tills tnd oiganic sihy clfyt of low plasticity. RNE GRAiNED SOILS MCR£ THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS
LIQUID LIMIT IS
GREATER THAN 50%
MH loofoanic sjlts micsceous or diaiomaceoot fine stndy or
Sllty soils eltstic stilt. RNE GRAiNED SOILS MCR£ THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS
LIQUID LIMIT IS
GREATER THAN 50%
CH IrKvganic city* of high plasticity, ftl cltyt. RNE GRAiNED SOILS MCR£ THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS
LIQUID LIMIT IS
GREATER THAN 50% OH Organic clays of medium to high plasticity, organic ttltt.
H GHLY ORGANIC SOILS Pt Peal tnd other highly organic »oilt.
DEFINITION OF TERMS
US. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS
3/4" 3" 12'
SILTS AND CLAYS
SAND GHA VEL COBBLES BOULDERS SILTS AND CLAYS FINE 1 MEDIUM 1 COARSE FINE COARSE
COBBLES BOULDERS
GRAIN SIZES
SANDS.GRAVELS AND
NON-PLASTIC SILTS BLOWS/FOOT*
VERY lOOSE 0-4
LOOSE 4 -X)
MEDIUM DENSE 10-30
DENSE 30-50
VERY DENSE OVER SO
CLAYS AND
PLASTIC SILTS STRENGTH*' BUDWS/FOOT*
VERY SOFT 0-1/4 0-2
SOFT 1A - V2 2-4
FIRM V5 - 1 4-8
STIFF 1 - 2 8 - >6
VERY STIFF 2-4 16-32
HARO OVER 4 OVER 32
RELATIVE DENSITY CONSISTENCY
0" =
^Number ol Wowt of MO pouid hwnmer ftlling 30 Inchet lo drtv. • 2 inch 0.0. lnc*i I.DJ
iplll tpoon CASTM D-1586). •
• lincoofined compressivt tironglh in tons/sq. h. tt determined by Itboratory testHig or tpproximattd
by th* ttaodard penelrafioo last CA$TM 0-1586X pocket penetrometer, lorvan*. or visual obtervtlwo,
/\ = undisturbed sample I
unconfined compressive stirength per STTT
MV ENGINEERING, INC.
= disturbed sample
TEST penetrometer CL-700
KEY TO EXPLORATORY BORING LOGS
Unilied Soil Classification System CASTM D-2487)
Williamson and Schmid
Carlsbad Gateway Center
PROJECT NO.
~1234-86
DATE
7/21/86 KEY
St
- 0 -
DRILL RIG; Backhoe
DEPTH TO GROUNDWATER N/E
SURFACE ELEVATION
BORING DIAMETER 24"
- 1 -
- 2 -
- 3 -
DESCRIPTION AND CLASSIFICATION
TAN BROWN SANDY CLAYSTONE -
dry, cracked
Soil Type 1
3
CL
9- o
LOGGED BY R-W.
DATE DRILLED 6/30/86
ijj p o
z tn
A
o
V}
Z
K UJ UJ H ^
|8§:
16.5
17,7
>-t ^ (/} u. >- z u (£ UJ a.
Q O —
110,8
108,0
z
UJ o
> H < ? -J ^ UJ a
IOC
IOC
- 5 -BROWN CEMENTED SANDSTONE -
hardpan - concretions
Soil Type 2
SC
- 6 -
- 7 "
TAN BROWN SANDY CLAYSTONE -CL
grades with hard concretion zone
Sn1l Type 4 A
16.8 105.4
19.3 105.8
- 9 -
- 10 -
- 11 -
- 12 -
- 13
- 14 -
BOTTOM
unable to dig deeper
MV ENGINEERING, INC.
EXPLORATORY BORING LOG
Williamson and Schmid
Carlsbad Gateway Center
PROJECT NO.
1234-86
PLATE BORING
NO. 1
DRILL RIQ Backhoe
DEPTH TO GROUNDWATER
SURFACE ELEVATION
BORINQ DIAMETER 24"
LOGGED BY R.W.
DATE DRILLED 6/86
St
1 -
- 2
- 3 -
DESCRIPTION AND CLASSIFiCATION
8
TAN BROWN SANDY CLAYSTONE -
dry, cracked
Soil Type 1
CL
DARK BROWN SANDY CLAY -
moist Qu = 3.5 CL
S UJ
fca
Soil Type 3
- 5 GRAY BROWN FINE TO MEDIUM SANDSTONE -
highly cemented
uniform, occassional fossils (marine)] SW
and small pebbles
- 7
r B
A
AD
A
A
A
- 9 H
Soil Type 4
10
h 11
- 12
13
- 14
BOTTOM
A
MV ENGINEERING, INC.
Z
tr UJ UJ I- ^
m
I- ^
to u. >- z o cc UJ a.
Q O —'
13.1
14.7
16,8
14.6
13.3
13.5
04.6 87.4
05.1 87.8
113.4
112.2
113.9
EXPLORATORY BORING LOG
Williamson and Schmid
Carlsbad Gateway Center
PROJECT NO.
1234-86
PLATE BORING
NO. 2
PRILL RIG Backhoe
DEPTH TO GROUNDWATER N/E
SURFACE ELEVATION
BORING DIAMETER 24"
LOGGED BY R.W.
DATE DRILLED 6/86
- 0 -
- 1
DESCRIPTION AND CLASSIFICATION
DARK BROWN CLAYEY SAND -
SniI Type 5
8
SC
S Ul
P
Z tn
H Z
Q: 111 UJ H
gg
z UJ O
•>-
> 1-RY ENSIT PCFl RY ENSIT PCFl < ? » -y o Q 8 ^
- 2 -
- 3 -
- 4 -
- 5 -
- 6 -
- 7 -
- 9 -
- 10 -
- 11 -
- 12 -
- 13 -
- 14 -
RED BROWN FINE TO MEDIUM SAND -
with cobbles
GW
hard pan layer - refusal Soil Type 6
A
A
BOTTOM
16.1 90.8 82,5
5.6 120.4 100
MV ENGINEERING, INC.
EXPLORATORY BORIN IG LOG
MV ENGINEERING, INC. Williamson and Schmid
Carlsbad Gateway Center
MV ENGINEERING, INC.
PROJECT NO. PLATE BORiNG
NO. 3
MV ENGINEERING, INC.
1234-86 4
BORiNG
NO. 3
DRILL RIG Backhoe
DEPTH TO GROUNDWATER ^/g
SURFACE ELEVATION
BORINQ DIAMETER 24"
LOGGED BY R.W.
DATE DRILLED 6/86
UJ UJ
0
- 1 -
- 2 -
3 -
- 4 -
- 5
- 6 -
- 7 -
8 -
- 9 -
- 10 -
- 11 -
- 12 -
- 13 -
- 14 "
DESCRIPTION AND CLASSIFICATION
RED BROWN FINE TO MEDIUM SAND -
with cobbles
firm
Soil Type 6
GRAY BROWN FINE TO MEDIUM SANDSTONE
well cemented
hard pan - refusal Soil Type 4
BOTTOM
8:
JA.
GW
O Ul
Z in
A
A
I-z Q: UJ UJ I- „
> <j Si-
ll.5
12,3
z tu o
>-> H RY ENSIT PCFl n w 1 / RY ENSIT PCFl n w 1 / < ? « -
y o ^ O Q — 8 ^
111.9
117.8
100
MV ENGINEERING, INC.
EXPLORATORY BORING LOG
Williamson and Schmid
Carlsbad Gateway Center
PROJECT NO.
1234-86
PLATE BORING
NO. 4
- 0 -
- 1 -
- 2 -
- 3 -
4 -
- 5 -
- 6 -
- 7 "
DRILL RIG Backhoe
DEPTH TO GROUNDWATER N/E
SURFACE ELEVATION
BORINQ DIAMETER 24"
LOGGED BY R.W.
DATE DRILLED g/ge
- 9 -
^lo-
ll -
12 -
h 13 -
14 -
DESCRIPTION AND CLASSIFICATION
RED BROWN FINE TO MEDIUM SAND
with cobbles (6"+)
numerous cobbles
6" hard pan
sand matrix well cemented
hard pan - near refusal Soil Type 6
BOTTOM
8:
UJ z
^ O Ul
z cn
AD
A
A
V)
z a: UJ UJ H ^
7.4
19.9
5,6
t ^ CO u. >- z o cc UJ Q. O Q —
143.4
106.1
140,4
—Z—
Ul o
> H
< ? i -UJ * 5
P,
100
96,5
100
MV ENGINEERING, INC.
EXPLORATORY BORIN IG LOG
MV ENGINEERING, INC. Williamson and Schmid
Carlsbad Gateway Center
MV ENGINEERING, INC.
PROJECT NO. PLATE BORING
NO. 5
MV ENGINEERING, INC.
1234-86 6
BORING
NO. 5
SPECIFICATIONS
FOR
CONSTRUCTION OF CONTROLLED FILLS
GENERAL DESCRIPTION:
The construction of controlled fills shall consist of an adequate
preliminary soil investigation, 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 areas to conform with the lines,
grades, and slopes as shown on the accepted plans.
CLEARING AND PREPARATION QF 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 areas with a finished appearance,
free from unsightly debris.
C. Any soft, swampy or otherwise unsuitable areas shall be
corrected by drainage or 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 equip-
ment 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 hillsides with slopes greater than
5 (horizontal) to 1 (vertical), horizontal benches shall be
cut into 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.
G. 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, ASTM D1557-64T,
H. Expansive soils may require special compaction specifica-
tions as directed in the preliminary soil investigation
by the soil engineer.
I. 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 six inches (6") in diameter. If excessive vege-
tation, rocks or soils with unacceptable physical character-
istics 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 recom-
mended 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.
PLACING, SPREADING AND COMPACTING FILL MATERIAL
A, 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.
B. 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.
C. 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 satis-
factory methods until the moisture content is near optimum
as determined by the soil engineer.
D. After each layer has been placed, mixed and spread evenly,
it shall be thoroughly compacted to not less than the spec-
ified maximum density in accordance with ASTM D1557-64T.
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.
E. Fill Slopes shall be compacted by means of sheepsfoot
rollers or other suitable equipment. Compaction 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
three to five feet (3'- 5') in elevation gain or by other
methods producing satisfactory results,
F. 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 (2') in elevation gain. The
soil engineer may take additional tests as considered neces-
sary to check on the uniformity of compaction. Where sheeps-
foot rollers are used, the tests shall be taken in the
compacted material below the disturbed surface. No addi-
tional layers of fill shall be spread until the field
density tests indicate that the specified density has been
obtained.
G. 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.
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 fill 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 incorpor-
ated in the grading and disposition will be made at the engineer's
discretion.
UNIFIED SOIL CLASSIFICATION
Identifying Criteria
COARSE GRAINED (more
than 50% larger than
#200 sieve)
Gravels (more than 50%
larger than #4 sieve
but smaller than 3")
Non-plastic
Group
Symbol Soil Description
Sands (more than 50%
smaller than #4 sieve)
Non-plastic
GW
GP
GM
GC
SW
SP
SM
SC
Gravel, well-graded gravel-
sand mixture, little or no
fines.
Gravel, poorly graded, gravel-
sand mixture, little or no
fines,
Gravel, silty, poorly graded,
gravel-sand-silt mixtures.
Gravel, clayey, poorly
graded, gravel-sand-clay
mixtures.
Sand, well-graded, gravelly
sands, little or no fines.
Sand, poorly graded, gravelly
sands, little or no fines.
Sand, silty, poorly graded,
sand-silt mixtures.
Sand, clayey, poorly graded,
sand-clay mixtures.
II. FINE GRAINED (more than
50% smaller than #200
sieve)
Liquid Limit less than
50
ML
CL
Silt, inorganic silt and
fine sand, sandy silt or
clayey-silt-sand mixtures
with slight plasticity.
Clay, inorganic clays of
low to medium plasticity,
gravelly clays, sandy clays,
silty clays, lean clays.
II. FINE GRAINED - con't
Liquid Limit greater
than 50
OL
MH
Silt, organic, silts and
organic silt-clays of low
plasticity.
Silt, inorganic, silts
micaceous or dictomaceous
fine, sandy or silty soils,
elastic silts.
CH
OH
Clay, inorganic, clays of
medium to high plasticity,
fat clays.
Clay, organic, clays of
medium to high plasticity.
Ill, HIGHLY ORGANIC SOILS PT Peat, other highly organic
swamp soils,
INSERT
MAP HERE