HomeMy WebLinkAboutSDP 98-15; Agua Hedionda Visitor Info Center; Geotechnical Data and Test Results Agua Hedionda Lagoon Nature Ctr; 1999-01-08PACIFIC SOILS ENGINEERING, INC.
7715 CONVOY COURT, SAN DlEGO, CALIFORNIA 92111
TELEPHONE: (619) 560-1713, FAX: (619) 560-0380
KELLY LAND COMPANY, INC,
2011 Palomar Airport Road - Suite 206
Carisbad, CA 92009 Januarys, 1999
Work Order 400607N
Attention; Mr. lany Clements
Subject: Final Grading Report, Kelly Ranch, Area F,
Agua Hediondia Lagoon Nature Center,
In the City of Carisbad, California
References: See Appendix
Gentlemen:
This report presents Pacific Soils Engineering, Inc.'s (PSE) geotechnical data and test
results pertaining to the completion of earthwork for the Agua Hediondia Lagoon Nature
Center, located at Area F. Kelly Ranch, in the City of Carisbad, Califomia.
Data developed during project grading is summarized in the text ofthis report, on the
enclosed 40-scale grading plan prepared by Project Design Consultants (sheet 3 of 4),
and Table I.
Cuts, fills and processing of original ground covered by this report have been completed
- under PSE's observation andJesting. Based upon the testing and obsen/ation, the work
is considered to be in general compliance with the City of Carisbad grading criteria and
the preliminary soil report (references).
CORPORATE HEADQUARTERS
TEL: (714) 220-0770
FAX: (714) 220-9589
LOS ANGELES COUNTY
TEL: (310) 325-7272 or (213) 775-6771
FAX: (714) 220-9589
RIVERSIDE COUNTY
TEL: (909)675-3195
FAX: (909) 676-1879
SOUTH ORANGE COUNTY
TEL: (714) 730-2122
FAX: (714) 730-5191
Work Order 400607N ^^9® ^
January 8, 1999
l.Q ENGINFFpfNG GEOLOGY
1.1 n(»oloqic Units
Geologic units encountered during the grading of the Nature Center con-
sists of compacted artificial fill, alluvium. Bay Point Formation and Santi-
ago Formation. The as-graded geology is shown on the enclosed sheet 3
of 4.
1.1.1 Topsoil (No Map Symbol)
The topsoil consisted of a brown silty sand. The thickness varied
from zero (0) to one (1) foot. It was completely removed prior to the
placement of compacted fill.
1.1.2 ^ninr.itil Fill - Compacted (Map Symbol afe)
Previously existing compacted artificial fill (Geopacific, Inc., 1990)
consisted of light brownish gray to light greenish gray, moderately
dense, slightly moist, silty sand.
1.1.3 Alluvium (Map Symbol Gai)
Alluvium consisted of medium to dari< brown, moist, medium dense,
silty sand with some gravel. It was completely removed prior to the
placement of compacted fill.
1.1.4 pay Point Formation (Map Symbol Qbp)
Bay Point Formation consisted of medium brownish gray, slightly
moist, soft, silty sandstone and clayey sandstone. The Bay Point
Formation exhibited massive to faintly horizontal bedding.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400607N ^^9^ ^
Januarys, 1999
1.1.5 .t^antiaQo Formation (Map Symbol Tsa)
Santiago Formation consisted of light brownish gray to medium
greenish gray, slightly moist moderately hard siltstones and sand-
stones. The Santiago Formation was massive to well bedded.
Bedding dipped moderately to the northwest.
1.2 C-nrpf-tive Gradinq
Corrective grading consisted of a three (3) foot overexcavation of the cut
portion of the transition building pad and replacement with compacted fill.
1.3 .?iihd rains
Subdrains were not recommended during project grading due to the lack
of canyon cleanouts.
1.4 nppdusions
From an engineering geologic viewpoint, the building pad atthe Nature
Center site, in the City of Carisbad, is suitable for its intended use,
2.0 PROJECT GRADING
2.1 r.r^mpaetion T^s^ Results ^
Compaction test results are presented in Table 1 and approximate loca-
tions of tests are shown on the enclosed 40-scale grading plan (sheet 3 of
4), prepared by Project Design Consultants.
PACIFIC SOIt-S ENGINEERING, INC.
Page 4
Work Order 400607N
Januarys, 1999
2.2 Removals -
2.2.1 Complete removals of topsoil, alluvium and highly weathered bed-
rock materials were accomplished in the fill areas. Prior to place-
ment of compacted fill, the exposed bedrock surface was scarified,
moisture condifioned to a minimum of optimum moisture or slightly
above, and compacted in-place to a minimum of 90 percent of the
laboratory maximum density (ASTM:D 1557-91).
2.2.2 Removals, excavations, cleanouts and processing in preparing fill
areas were observed by PSE's representative prior to placement of
any fill. Based on those observations, fills are considered to be
supported by previously compacted fill, Bay Point Fomiation or
Santiago Formation.
2.3 romp?^-***^ P'" P'age"ient
2 3 1 Fill consisting of the soil types indicated in Table I was placed in
thin lifts (approximately six to eight inches), moisture conditioned to
optimum moisture or slightly above and compacted to a minimum of
90 percent ofthe laboratory maximum dry density (ASTMiD 1557-
91) This was accomplished utilizing a self-propelled, rubber- tired
loader and a track bulldozer. Each succeeding fill lift was treated in
a like manner.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400607N ^
Januarys, 1999
' 2.3.2" Fill material placed on slope gradients steeper than 5-horizontal to
1-vertical was keyed and benched into the Cretaceous granitic
rock.
2.4 p?pth of Fill
Compaction testing was performed for each one (1) to two (2) feet of fill
placed. The approximate maximum vertical depth of fill placed is on the
order of eleven (11+) feet within the northem portion of the fill slope.
2.5 fill Slope Construction
2.5.1 The fill slope was over-built approximately two (2) feet Upon
grading completion, the slopes were trimmed back to grade and
compacted by track walking.
2.5.2 Finish slope surfaces have been probed and/or tested are consid-
ered to satisfy the project requirements, and the grading codes of
the City of Carisbad. The soil materials utilized to construct the fill
slopes are granular in nature and subject to potential erosion. As
such, landscaping and in'igation management are important ele-
ments in the long term performance of slopes and should be estab-
lished and maintained as soon as possible.
2.6 rtiitfFill Transition Area
The cut portion ofthis transition lot was overexcavated within structural
areas and extending five (5) feet laterally outside the structure to a mini-
mum depth of three (3) feet and replaced with compacted fill.
PACIFIC SOILS ENGINEERING. IMC.
Work Order 400607N Page 6
Januarys, 1999
3,0 PROPOSFD DEVELOPMENT _
The subject building pad is scheduled for placement of the exisfing Aviara infor-
mation center that will be transported to the site. The informafion center will be
moved in three sections onto the new slab and foundation that will be con-
stnjcted on the Area F pad. Reference No. 1 contains a preliminary foundation
plan review and the following recommendafions supplement that report.
4.0 FOUNDATION DESIGN RECOMMENDATIONS
4.1 Materials encountered in cut areas and ufilized for compacted fill ranged
from low to high in expansion potenfial. An evaluafion and sampling of the
post-grading soil condifions was conducted to classify materials per
ASTM: D 442 and to determine the expansion index per UBC Standard
No. 18-2. Results of that evaluation and the laboratory test data is pre-
sented in Table A.
TABLE A
Expansion Expansion
Hydrometer Analyses Index Potential
%Sand %Silt %Clay (UBC Table 18-1-B)
50 22 28 95 High
Based on the data presented in Table A, the following foundation design
criteria is presented.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400607N ^^^^ ^
Januarys, 1999
4.2 Foundation Design Criteria
Foundafions for stmctures may be designed based on the following val-
ues:
Allowable Bearing: 2000 Ibs./sq.ft.
Lateral Bearing: 200 Ibs./sq.ft. at a depth of 12 inches
plus 200 lbs./sq.ft. for each additional
12 inches embedment to a maximum of
2000 lbs./sq.ft.
Coefficient of Lateral Sliding: 0.35
Settlement: Total = 1/2 inch
Differenfial = 1/4 inch in 20 feet
4.3 Foo*'"°/Slah Recommendations
4.3.1 Fnotino Depth fMinimum^ E?tteriPr
24 inches below lowest adjacent finished grade.
Interior
18 inches below lowest adjacent finished grade.
4.3.2 Fp"ti"q Reinforcement: All confinuous, two No. 5 rebars. one Qn
\QP, pne on bottom.
4.3.3 Footing Width
Confinuous foofings shall have a minimum width of 15 inches.
PACIFIC SOILS ENGINEERING, INC.
Work Order 400607N ^
January 8, 1999
4.3.4 gi?h Thickness: Four (4) inches.
4.3.5 giah Reinforcement (Minimum) Living Areas
6" X 6", No. 10 by No. 10 welded wire mesh OR equivalent.
4.3.6 Footing Embedment
If exterior footings adjacent to drainage swales are to exist within
three (3) feet horizontally ofthe swale, the foofing should be em-
bedded sufficiently to ensure embedment swale below bottom is
maintained. Foofings adjacent to slopes should be embedded suf-
ficiently such that at least seven (7) feet is provided horizontally
from the bottom edge of foofing to the face of the slope.
4.4 gpder-Slat? Rggyirements
4.4.1 A 10-mil polyvinyl membrane (minimum) should be placed below all
slabs-on-grade within living areas. This membrane should be cov-
ered with a minimum of two (2) inches of clean sand to protect the
membrane and aid concrete curing. The slab subgrade should be
moisture condifioned to a minimum of 130 percent of opfimum
moisture to a depth of 18 inches priorto placing concrete.
PACIFIC SOILS ENGINEERING, INC.
Page 9
Work Order 400607N
Januarys. 1999
4 4 2 Care should be taken during construction so that the 10-mil polyvi-
nyl membrane is not punctured or violated. Further, It is recom-
mended that the polyvinyl membrane should be overiapped and
bonded at the joints to further reduce the potenfial for moisture va-
por migrafion.
4.5 cytorir^r Slabs and WalKwayS
4 5 1 It is recommended that the subgrade below exterior slabs, side-
walks, driveways, pafios, etc. be moisture conditioned to a mini-
mum of 120 percent of opfimum moisture at least 24 hours prior to
concrete placement.
4 5 2 weakened plane joints are recommended for walkways at ap-
proximately eight (8) to ten (10) foot intervals. Other exterior slabs
should be designed to withstand concrete shrinkage stresses.
.: n c,! OPE STABILTDLANn MAINTENANg£
During mass grading operafions. the design and constmction of slopes are cre-
ated to possess both stability against rotational failure and stability against surfi-
cial slumping and "pop-outs". However, certain factors are beyond the control of
• the project soil engineer and geologist. These include the following.
PACIFIC SOILS ENGINEERING, INC.
Paqe 10
Work Order 400607N
Januarys, 1999
5.1. Hr^ci^e Drainage -
Water should not be allowed to flow over any slope. Pad gradients should
be maintained to prevent roof mn-off from being directed away from ap-
proved drainage disposal areas. Positive drainage away from stmctures
should be provided and maintained.
5.2 Planting and Irriqatipn
It is strongly recommended that slope planfing consist of ground cover
shmbs and trees which possess deep, dense rooted stmctures and which
require minimum irrigafion. It should be the responsibility ofthe architect
to provide such plants initially and the owner to maintain such planfing.
The owner is responsible for proper irrigafion, maintenance and repair of
properiy installed irrigation systems. Leaks should be fixed immediately.
Sprinklers should be adjusted to provide maximum unifonn coverage with
a minimum of water usage. Overwatering causing wasteful mn-off and se-
rious ground saturation must be avoided.
5.3 Riirrowinq Animals
Owners should implement a program for the eliminafion of burrowing ani-
mals in slope areas. Monitoring the slopes for burrowing animals should
be an on-going maintenance program in order to protect slope stability.
PACIFIC SOILS ENGINEERING. INC.
Work Order 400607N Page 11
Januarys, 1999
fi n OTHER PF.'=!IGN AND CONSTRUCTION CONSIDERATIONS
6.1 Site Drainage
6.1.1 Positive drainage away from stmctures should be provided and
maintained.
6.1.2 All roof, pad and slope drainage should be collected and directed
away from the proposed stmctures to approved disposal areas. It
is important that drainage be directed away from foundafions. This
is especially tme in pafio areas and greenbelt areas. The recom-
mended drainage pattems should be established atthe fime of fine
grading and maintained throughout the life of the stmcture.
6.2 Utility trench backfill shall be accomplished in accordance with the pre-
vailing criteria of the City of Carisbad.
6.3 Seismic design should be based on cun-ent and applicable building code
requirements.
PACIFIC SOILS ENGINEERING. INC.
Work Order 400607N
Januarys, 1999
Page 12
rnrX.o'd« Whether^
r rpresenu.%e'b«ed upon the results of the t«f/"'i°S.e';S^S^ pletXork under the purview of this report Is considered suitable^p ip^
tended use.
Respectfully submitted.
PACIFIC SOILS ENGINEERING, INC.
rEORUORE^
Km Civil Engineet
By
JAMl:S S. CULOTTA.
Assbfiate Geologist
s:^ •(dOfIN A. HANSON, CEG 990
Vice President
Reviewed by:
Dist: (4) Addressee
TCS/JAG/JSC/JAH:kN002
PACIFIC SOILS ENGINEERING. INC.
Work Order 400607N APPENDIX
Januarys, 1999
REFERENCES
1 Pacific Soils Engineering, Inc.. 1998. Geotechnical Update Letter, Ague Hedion-
dia Lagoon, Nature Center Building. Area E. Kelly Ranch, City of Carisbad, CA,
dated September 22,1998 (Work Order 400607N).
2 Pacific Soils Engineering. Inc., 1998. Supplemental Geotechnical Evaluation and
Grading Plan Review, Kelly Ranch. Villages D. F, G. H. I and J, City of Carisbad,
CA, dated October 17.1997 (Work Order 400607).
3 Geopacific, Inc.. 1990, As-Graded Geotechnical Report, Kelly Ranch Phase I,
Carisbad Tract No. 83-30. Carisbad. CA. dated January 10.1990 (Project No.
106.1.4).
PACIFIC SOILS ENGINEERING, INC.
Work Order 400607N
January 8, 1999
TABLE 1
SOU TYPE '...o -.T N Laboratory Maximum Density per ASTM:D 1557-91 (All Soil Types).
Opfimum Maximum
Moisture Dry Density
c.„Typ.anHr..a..if.r.ation -J%1- fl^Si^
F . Light Brown Silty Sand 11-4 ^^^-^
G - Blackish Brown Silty Sand 11-0 120.7
H - Light Brown Clayey Sand 11-1 l^^-l
I - Light Gray Silty Sand 13-0 H^-^
IFQENP
Non-Designated Test - Test in compacted fill.
Test Locafion - See Plan (sheet 3 of 4).
Elevation - Indicated by approximate elevafion above mean sea level (feet).
R - Indicates retest of previously failing test in compacted fill.
S - Indicates test taken on finish slope face.
TFSTTYPE
All tests by Campbell Pacific Nuclear Test Gauge (per ASTM:D 2922-91
and D 3017-88). unless otherwise noted by:
SC - Indicates test by Sand Cone Method (per ASTM:D 1556-90).
KR/N002
PACIFIC SOILS ENGINEERING. INC.
Work Order 400607N
Januarys, 1999
12/23/98
12/24/98
12/28/98
101
102
103
104
12/29/98
12/30/98
1/4/99
105
105R
106
107
108
109
110
111
112
113
114
114R
115
116
117
118
119
120
121
122
123
124
125S
126
127S
TABLE I
MOIST.CONT. DRY DENSITY RELATIVE SOIL TEST
% (FIELD) (LBS./CU.FT.) % COMP. TYPE TYPE
See Pian
See Pian
See Plan
See Pian
See Plan
See Plan
28.0
30.0
33,0
35.0
24.5
24.5
27,0
38,0
44.5
46.0
27.0
30,0
33.0
37,0
40.0
40.0
42.0
44.0
45.0
49.0
52.0
47.0
55,0
50.0
50.0
51.0
43,0
46.5
48.0
15.2
12,6
11.6
13.9
13.6
15.8
12.7
117
14,7
12.0
16.3
15.2
14.3
13,0
10.6
15,7
12.3
14.6
11.5
13.7
12.6
13.3
12.6
12.3
16,2
14,8
12,6
12.5
12.3
106.4
1097
91
91
111.4 92 G
110.2 91 G
107.2 92 1
106.2 91 1
113.3 91 H
109.9 91 G
113.4 91 H
112,3 90 H
107.1 92 1
106.6 92 1
108.1 93 1
112.4 91 H
108.6 88 H
111,9 90 H
112.8 91 H
115.2 93 H
113.2 91 H
113.8 92 H
110.4 92 F
109.4 92 F-
112,4 93 G
110,6 ' 92, G
108,3 93 1
107.2 92 1
108.0 90 F
107.7 90 F
108.6 91 F
SC
sc
SC
KR/N002
PACIFIC SOILS ENGINEERING. INC.
Work Order 400607N
January 8, 1999
TABLE I cent.
ELEV MOISTCONT. DRY DENSITY RELATIVE SOIL TEST
(FT.) % (FIELD) (LBS./CU.Fr.) % COMP. TYPE TYPE
1/5/99 See Plan
128
129
51.9
51.9
16.2
17.8
106.6
106.9
92
92
KR/N002
PACIFIC SOILS ENGINEERING, INC.
R.o.w,
NEAREST JOINT ^
.•?.0.W.
.NEAREST JOINT
5^ z REMOVE
2" MIN
TACK COAT a A.C. PAVEMENT
SAWCUT ONLY.
5.5'
3/8" LIP
A.C
6"RESIDENTIAL
8 "COMMERC I AL/MUljT 1 - FAM I L Y
A.B. AS REQUIRED BY PLAN (6" MINIMUM
COLD JOINT AT EXTENSION OF
BACK OF ADJOINING CURB.
NOTES:
PROVIDE WEAKENED PLANE AT 15' MAXIMUM. OR AT
TOP OF TRANSITION.
REMOVE CURB. GUTTER a SIDEWALK AS SHOWN ABOVE
TO NEAREST EXISTING JOINTS. FORM ON A.C. SIDE
AND SLOT PAVE WITH D2-AR4OOO A.C.
REV. APPROVED DATE CITY OF CARLSBAD
TYPICAL
DRIVEWAY ADDITIONS
CITY SVGINEEF
Inr 7 —imV^
\ DATE TYPICAL
DRIVEWAY ADDITIONS SUPPLEMENTAL /^Q 10 STANDARD NO, N-JlO~ IZ.
TYPICAL
DRIVEWAY ADDITIONS SUPPLEMENTAL /^Q 10 STANDARD NO, N-JlO~ IZ.
15. GUARDRAILS
A.
B.
C.
Guardrails shall be provided for secondary arterials, and above, along the tops of
slopes adjacent to roadways in accordance with Figure 7-1 of the California
Department of Transportation Traffic Manual or as required by the City Engineer.
Guardrail may be required on local or collector streets on the outside of curves
where slopes and speeds warrant.
Typically, sidewalks shail be located behind guardrails.
Guardrail shall conform with the applicable SDRSD. Additional right-of-way may be
required to accommodate flare sections.
D. Guardrail shall not encroach into required intersection sight distance coridor areas.
16. DRIVEWAYS
MAXIMUM* MINIMUM* TYPE
Multi-Family Residential/Commercial 36 Feet^40 Feet 24 Feet 7-1/2" PCC
Residential 30 Feet 12 Feet 1 5-1/2" PCC
Maximum Widtti: Residential - 40% of lot frontage
Commercial and industrial • 50% of lot frontage
Typical X = 3' "X" being the dimension of curb height transition.
A.
8.
C.
D.
E.
*Clear width measured at bottom of "X", modification may be permitted if approved
by the City Engineer.
Minimum dear distance between driveways on same property: 2'.
Minimum clear distance from property line: 3'.
Minimum distance from curb return: , 0' - no encroachment.
Minimum distance from fire hydrant: 5'.
Grades • see GS-15.
17.
NOTE: Ail dimensions, (A-D) are to top of "X" unless othenvise noted.
MONUMENTATION
A. Centerline monuments (SDRSD M-10) shall be installed at the P.l. of all curves if
found witiiin tiie paved roadway (otiierwise at the E.C. and B.C.), at tiie centeriine
intersection of all streets and at the radius point of all cul-de-sacs. A 5.0' offset may
be used to avoid conflicts with access covers.
14