HomeMy WebLinkAboutCDP 14-05; Tierra Del Oro Residence; Coastal Development Permit (CDP) (2)^fr^^l Geotechnical Exploration, inc.
SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY
NOV 1 8 2014
Job No. 13-10316
04 Novennber 2014
Tierra del Oro, LLC
c/o Island Architects, Inc.
7626 Herschel Avenue
La Jolla, CA 92037
Attn: Mr. Carson Nolan
Subject: Updated Addendum to Report of Geotechnical Investigation
Tierra del Oro Residential Project
5039 Tierra del Oro
Carlsbad, California
Dear Mr. Nolan:
In accordance with the request of Mr. Matt Peterson Geotechnical Exploration,
Inc. has prepared this updated response to a City of Carlsbad Comnnunity and
Economic Development Department/Planning Division comments dated September
3, 2014. We have previously prepared the following documents concerning the site
and planned project:
1. '''Report of Geotechnical Investigation and Coastal Bluff Edge Evaluation,
Tierra del Oro Residential Project..." dated November 12, 2013. This report
was an evaluation of site geotechnical and geologic conditions for a planned
residential remodel.
2. "Response to Coastal Bluff Edge Comments; Tierra del Oro Residential
Project..." dated August 4, 2014. This letter responded to City of Carlsbad
Development Services Department comments concerning our report.
3. ""Addendum to report of Geotechnical Investigation; Tierra del Oro Residential
Project..." dated September 11, 2014. This letter responded to City of
Carlsbad Development Services Department comments on the stability of the
coastal bluff and analysis ofthe planned swimming pool construction.
7420 TRADE STREET* SAN DIEGO, CA. 92121 • (858) 549-7222 • FAX; (858) 549-1604 • EIVIAIL; geotech@gei-sd.com
Tierra del Oro Residential Remodel Job No. 13-10316
Carlsbad, California Page 2
City of Carlsbad staff has provided the following comments(September 3, 2014) to
which we responded in our September 11, 2014, document:
Please provide an addendum to the geotechnical report that addresses
the effect of the project on the stability of the bluff...If a pool Is still
proposed In the next submittal, please lje sure to include In the report
the construction of a new swimming pool near the top of the bluff and
any other associated minor grading work that is being proposed.
Since release of our September 11, 2014, addendum, we understand that the
location of the planned swimming pool has been moved farther back from the
coastal bluff edge. We have updated our bluff stability analysis to reflect this new
location.
We have also reviewed the following plans for the Tierra del Oro project:
1. "Tierra del Oro Residence" dated October 9, 2014, prepared by Island
Architects, Inc., Sheets Al.Oa, Al.Ob and A2.1.
2. "Tierra del Oro Residence; 50 39 Tierra del Oro; Carlsbad, California, Site
Plan" dated August 1, 2014, prepared by Island Architects.
We also referred to the following earlier grading plan for the project for the
elevation of existing features and the existing ground surface:
3. "Tierra del Oro Coastal Development Permit Preliminary Grading Plan" dated
July 29, 2014, prepared by Coffey Engineering, Inc. Sheet C-2.
We have performed updated slope stability analyses through the site and coastal
bluff using the referenced more recent plans. The analyses included the planned
Tierra del Oro Residential Remodel Job No. 13-10316
Carlsbad, California Page 3
swimming pool at its new location. We note that the new proposed pool location
will be located on site formational materials. As shown on the referenced plans, the
pool will be constructed where there are formational soils. This area is a previously
developed portion ofthe site that also currently includes a patio, fencing, walkways,
and other improvements.
We performed 16 separate new analyses representing the following conditions as
shown on the referenced plans: analysis with no pool shell; analysis with no pool
shell and with shake (seismic) force/loading; analysis with pool shell walls; analysis
with pool shell walls and shake loading, analyses with and without retaining walls
and pool shell walls; and analyses with and without retaining walls, pool shell walls
and with shake loading. These are attached here as Appendix A, Slope Stability
Analyses.
All analyses yielded factors of safety of 1.5 or greater for non-seismic loading or 1.2
or greater for seismic loading. The coastal bluff is regarded as stable with respect
to the effects of the planned project. Steep temporary unsupported slopes (e.g.,
retaining wall and pool shell excavations) yielded lower factors of safety. These are
temporary construction related slopes and do not represent long-term risks at the
site. Temporary slopes can be safely made at slope ratios of 1.0:1.0 (horizontal to
vertical) while vertical retaining walls or pool shells are built.
CONCLUSIONS
The planned residential project, including the planned swimming pool, will not
destabilize the property or coastal bluff at the site.
Tierra del Oro Residential Remodel
Carlsbad, California
Job No. 13-10316
Page 4
LIMITATIONS
Our opinions have been based upon all available data obtained from our field
investigations, reconnaissance and research, as well as our experience with the
soils and native materials located in the Carlsbad area of the County of San Diego.
The work performed and recommendations presented herein are the result of an
investigation and analysis that meet the contemporary standard of care in our
profession within the County of San Diego.
This opportunity to be of service is sincerely appreciated. Should you have any
questions concerning the following report, please do not hesitate to contact us.
Reference to our Job No. 13-10316 will expedite a response to your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
Jaime A. Cerros, P.E.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
Jbnald C. Vaughr
Senior Project'ceoldc
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/ft2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
$u\[
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
1 • ' • • 1
0 20 40 60 ............ 1 .
80 100 120 140 160
1 1 ' ' ' ' 1
180 200
' ' ' ' 1
220
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILTTY
Dmm By R.A.C. State 1:275 Company
SUD€ir4TERPRET 6.005
Date 10/13/2014, 9:19:37 AM FHeName JOB.NO.13-10316A01.slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014, 9:19:37 AM
CROSS-SECTION A-A"
BISHOP SIMP
0.15
120 140 180 200 220
Project
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILITY
Drawn By R.A.C. Scale 1:270 Company
SUOeiNTtRPRET 6.005
Date 10/13/2014, 9:19:37 AM fUeName JOB.NO.13-10316A01w_0.15gSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://wvvw.novapdf.com/)
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/ft2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
100 120 140 160 180 200 220 24( Project
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILITY
Dravm By R.A.C. Scate 1:285 Company
SUDEINTtRPRET 6.005
Date 10/13/2014, 9:19:37 AM FUeName JOB.NO.13-10316A02.slim
Print to PDF without this message by purchasing novaPDF (http://wvvw.novapdf.com/)
• 0.15
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
. 1 ...... •
0 • • 1 "
20 40 . . 1 . . . , 1 , 1
60
1
80 100
• 1 • • 120 1 • •
140
• I • 1 1 1 1 1
160 ' • ' 1 ' • • • 1 1 1
180 200 220 Pro>«t
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTY
Drami By R.A.C. State 1:280 Company
SLIDEINTJRPRET 6.005
Oate 10/13/2014, 9:19:37 AM Rle Name JOB.NO. 13- 10316A02w_0.15gSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
1 1
0 20 40
' ' 1 ' ' ' ' 1 ' '
60 • • 1 • • • • 1 ' ' • • 1 ' ' '
80 100
' 1 ' '
120
. . 1 1 1 . 1 1 . .
140 160 1 '1
180 200 220
Projei^
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTY
Drmm By R.A.C. Scale 1:280 Company
SUDEINTtRPRET 6.005
Date 10/13/2014, 9:19:37 AM Rle Name JOB.NO. 13-10316A03 .Slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
• 0.15
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
^ t^j J-f K ^oo\
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014, 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
I I ' • • • I
0 20 60 1" 80 100 120 140 160 180 200 220
fc> Project
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTY
Drawn By R.A.C. state 1:280 Company
SlIOeiNTERPRET 6.005
Date 10/13/2014, 9:19:37 AM RieName JOB.NO.13-10316A03w_0. ISgSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://vvww.novapdf.com/)
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
0 20 • • • 1
40
• • 1 '
60
• • 1 1
80 100
' 1 ' ' 120 • • 1 • •
140
1 . . . .
160
1 . . 1 . . , .
180 200 ' ' ' 1
220
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTY
Drawn By R.A.C. Scale 1:280 Company
SLlDeiNTTRPRFT 6.005 Date 10/13/2014, 9:19:37 AM Rle Name JOB.NO.13-10316A04.slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
Safety Factor
0.000
:
0 . 500
1.000
1. 500
2.000
2 . 500
3 . 000
3 . 500
I 4.000
4 . 500
5.000
5.500
6.000+
238.00 tbs/ft2
0.15
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/ft2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
/
1 1 • • • • 1
0 20
• ' ' 1 ' '
40
• • 1
60
' • 1 . 1 . . . . 1 i 1 .
80 100
• 1 ' ' 120 1 • ' '
140 160 ................. 1 T-.- • 1 • • • . 1 • • . •
180 200 220
fcr
Project
TIERRA DEL ORO. LLC
Analyzs Description SLOPE STABILITY
Drawn By R.A.C. state 1:280 Company
SUDEINTIRPREn- 6,005
Date 10/13/2014, 9:19:37 AM RieName JOB.NO. 13-10316A04w_0. ISgSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
. Safety Factor
B 0.000
238.00 Ibs/ft2-
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
O.QO.OO tbs/ft2
-238.00 Ibs/ft2
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMR
I I ' ' • • I
0 20 40 60 80 100 120 140 160 180 • • I •
fcr
ProjecX
TIERRA DEL ORO. LLC
>i»i. nee
Analysis Description SLOPE STABILFTY >i»i. nee DrawnBy R.A.C. state 1:280 Company
SLIDFINTFRPRFT 6.005
Date 10/13/2014, 9:19:37 AM RieName JOB.NO.13-10316A05.slim
Pnnt to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
Safety Factor
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3 . 500
4.000
4 . 500
5.000
5. 500
6.000+
1^ 0.15
238.00 Ibs/ft2
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
O.QO.OO Ibs/ft2
IAJ 6-tl^otAA- r<-4^'^»v'Ocx.ll
238.00 lbs/ft2
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
I • • • • I
0 20 40 60 80 100 120 140 160 180 200 220
fcr
Project
TIERRA DEL ORO. LLC
Analysis Desaiption SLOPE STABILFTY
i^^. L? [Jrawn By R.A.C. state 1:280 Company
SIIDFINTFRPRET 6,005
Date 10/13/2014, 9:19:37 AM Rle Name JOB.NO. 13-10316A05w_0. ISgSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
Safety Factor
0.000
0.500 0.500
1.000 1.000
1. 500 1. 500
2 . 000 2 . 000
2.500 2.500
3.000 3.000
3.500
4 . 000
4.500 4.500
=
5. 000
zz= 5.500
6.000+
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
Safety Factor
0.000 Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
< 0.15
• 1 • 1 . . , .
0 . . 1 . • • • 1
20 • • • 1 • • • • 1 •
40
.. 1 ...... ,
60 .....................
80 100
' 1 ' '
120 • 1 • •
140 160 1 1 ........1 .... 1 .... 1
180 200 220
fc> Project
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILITY
Drawn By R.A.C. Sote 1:280 company
SUDEINTtRPRFT 6.005
Date 10/13/2014, 9:19:37 AM Fife NsfTtff JOB.NO.13-10316A06w_0.15gSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://wvvw.novapdf.com/)
Safety Factor
0.500
1.000 1.000
1.500 1.500
2.000 2.000
2.500
= 3 . 000
3 . 500
=
4 . 000
=
4.500
5.000
5.500
6.000+
Material Name Coior Unit Weight
(ibs/ft3) Strength Type Cohesion
(ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
0.00 Ibs/ft2
QO.OO tbs/ft2-
238.00 tbs/ft2
-880,00 tbs/ft2-
J 238,00 lbs/
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
' 1 .... 1 '
-20 0
, , , 1 , , , ,
20 •••• 1 '
40 60
, , , , 1 , , ,
80 100 120 140 160 Project
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTY
Drawn By R.A.C. state 1:230 Company
SUMirfrtRPRET 6,005
Date 10/13/2014, 9:19:37 AM JOB.NO. 13-10316A07.slim
Print to PDF without this message by purchasing novaPDF (http://wvvw.novapdf.com/)
Safety Factor
0.000
0.500
1.000
1.500
2.000
2.500
3.000
3.500
4.000
4 . 500
5. 000
5.500
6.000+
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/ft2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
0.00 Ibs/ft2
QO.OO Ibs/ft2-
238,00 Ibs/ft2
-880,00 tbs/ft2-
,J 238,00 Ibs/ft2
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014, 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
I • • ' ' I •
-20 20 1^ 40 T 60 r
80 100 120 140 160
fcr
Project
TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTY
Drawn By R.A.C. Scale 1:230 Company
5UD£INTIRPR£T 6,005
Date 10/13/2014, 9:19:37 AM RieName JOB.NO. 13-10316A08.slim
Print to PDF without this message by purchasing novaPDF (http://wvvw.novapdf.com/)
Material Name Color Unit Weight
(Ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
BEACH SAND (Qb) • 110 Mohr-Coulomb 0 32 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
FORMATION (Qop) • 120 Mohr-Coulomb 50 42 None 0
0,00 tbs/ft2
Q0,00 Ibs/ft2-
^ ^ 238.00 Ibs/ft2
-880,00 Ibs/ft2-
.J 238.00 Ibs/ft2
Project Summary
TIERRA DEL ORO. LLC
SLOPE STABILITY
R.A.C.
10/13/2014. 9:19:37 AM
CROSS-SECTION A-A'
BISHOP SIMP
40 60 80 100 120
< 0,15
fcr^ TIERRA DEL ORO. LLC
Analysis Description SLOPE STABILFTi'
Drawn By R.A.C. state 1:230 Company
SUDEINTtRPRET 6,005
Date 10/13/2014, 9:19:37 AM Rle Narrte JOB.NO.13-10316A08w_0.15gSHAKE.slim
Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/)
^fwiBf Geotechnical Exploration, Inc.
^^^^
SOIL AND FOUNDATION ENGINEERING ® GROUNDWATER « ENGINEERING GEOLOGY
11 September 2014
Tierra del Oro, LLC Job No. 13-10316
c/o Island Architects, Inc.
7626 Herschel Avenue
La Jolla, CA 92037
Attn: Mr, Carson Nolan
Subject: Addendum to Report of Geotechnical Investigation
Tierra del Oro Residential Project
5039 Tierra del Oro
Carisbad, California
Dear Mr. Nolan:
In accordance with you request Geotechnical Exploration, Inc. has prepared this
response to a City of Carlsbad Community and Economic Development
Department/Planning Division comments dated September 3, 2014. Previously we
have prepared the following documents concerning the site and planned project:
1. "Report of Geotechnical Investigation and Coastal Bluff Edge Evaluation,
Tierra del Oro Residential Project..." dated November 12, 2013. This report
was an evaluation of site geotechnical and geologic conditions for a planned
residential remodel.
2. "Response to Coastal Bluff Edge Comments; Tierra del Oro Residential
Project..." dated August 4, 2014. This letter responded to City of Carlsbad
Development Services Department comments concerning out report.
City of Carlsbad staff has provided the following recent (September 3, 2014)
comments:
Please provide an addendum to the geotechnical report that addresses
the effect of the project on the stability of the bluff...If a pool is still
7420 TRADE STREET® SAN DIEGO, CA, 92121 • (858) 549-7222 • FAX: (858) 549-1604 ® EMAIL: geotech@gei-sd.com
Tierra del Oro Residential Remodel Job No. 13-10316
Carlsbad, California Page 2
proposed In the next submittal, please be sure to indude in the report
the construction of a new swimming pool near the top of the bluff and
any other associated minor grading work that is being proposed.
We have also reviewed the following plans for the Tierra del Oro project:
1. "Tierra del Oro Coastal Development Permit Preliminary Grading Plan" dated
July 29, 2014, prepared by Coffey Engineering, Inc. Sheet C-2.
2. "Tierra del Oro Residence; 50 39 Tierra del Oro; Carlsbad, California, Site
Plan" dated August 1, 2014, prepared by Island Architects.
We have performed slope stability analyses through the site and coastal bluff using
the referenced plans. The analyses included the planned swimming pool. We note
that the proposed pool location is not within or on the coastal bluff formational
materials. As shown on the referenced plans, the pool will be constructed where
there are existing fill soils. This area is a previously developed portion of the site
that also currently includes a patio, fencing, walkways, and other improvements.
We performed 8 separate analyses representing the following conditions as shown
on the referenced plans: analyses without retaining walls; with shake (seismic)
force/loading without retaining walls; with retaining walls and pool shell walls; with
shake loading, retaining walls and pool shell wails; without the upper/easternmost
retaining walls; with shake loading and no upper retaining walls; with the upper
retaining walls; and with shake loading and the upper retaining walls. These are
attached here as Appendix A, Slope Stability Analyses.
All analyses yielded factors of safety of 1.5 or greater for non-seismic loading or 1.2
or greater for seismic loading. The coastal bluff is regarded as stable with respect
to the effects of the planned project. Steep temporary unsupported slopes (e.g.,
retaining wall and pool shell excavations) yielded lower factors of safety. These are
Tierra del Oro Residential Remodel
Carlsbad, California
Job No. 13-10316
Page 3
temporary construction related slopes and do not represent long-term risks at the
site. Temporary slopes can be safely made at slope ratios of 1.0:1.0 (horizontal to
vertical) while vertical retaining walls or pool shells are built.
CONCLUSIONS
The planned residential project will not destabilize the property or coastal bluff at
the site.
LIMITATIONS
Our opinions have been based upon all available data obtained from our field
Investigations, reconnaissance and research, as well as our experience with the
soils and native materiais located in the Carlsbad area of the County of San Diego.
The work performed and recommendations presented herein are the result of an
investigation and analysis that meet the contemporary standard of care in our
profession within the County of San Diego.
This opportunity to be of service is sincerely appreciated. Should you have any
questions concerning the following report, please do not hesitate to contact us.
Reference to our Job No. 13-10316 will expedite a response to your inquiries.
Respectfully submitted,
GEQJECHNICAL EXPLOBATION, INC.
JaftrrteTCCerros, P.E.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
Donald C. Vaugh
Senior Project Ge(i|j6gfst
Safety Factior
0.000
OOO.OOIbs/ft 100.0c'c=,':2
-T-r-r-r-r-pr-r-r-r-T
Material Name Color Unit Weight
(Ibs/ft3} Strength Type Cohesion
(Ib/fl2) Phi Water
Surface Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Couk>mb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coulomb 50 42 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coulomb 50 42 None 0
Project Summary
TIERRA DEL ORO LLC.
SLOPE STABILITY
R.A.C.
9/9/2014. 11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMR
TIERRA DEL ORO L.L.C.
SLOPE STABILITY
R.A.C. 1:300 Company
^ 9/9/2014, 11:55:23 AM JOB NO. ll-l0316A01.slim
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rt4««-*I ^-'^^ tulle,
Material Name Color UnitWelght
(Ibs/ft3) Strength Type Cohesion
(Ib/ft2) Phi Water
Surface Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coulomb 50 42 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coulomb 50 42 None 0
OOO.OOtbs/ft 100.0.: ;bi,/ft2
Project Summary
TIERRA DEL ORO LLC.
SLOPE STABILITY
R.A.C.
9/9/2014. 11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMP
100
fcr.
Project
TIERRA DEL ORO L.L.C
Analysis Description SLOPE STABILinr
DrawnBy R.A.C. Sio* 1:300 Company
SUDEBnTRPRTT 6,0C6
Dale 9/9/2014, 11:55:23 AM RieName JQB NO. ll-10316A01w_0.15gSHAKE.sIlm
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Safety Factor
0.000
Material Name Cotor UnitWelght
{ibs/ft3) Strength Type Cohesion
(ib/ft2) Phi Water
Surfece Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Couk}mb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coulomb 50 42 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coulomb 50 42 None 0
100.00 Ib3/rt2
Project Summary
TIERRA DEL ORO LLC.
SLOPE STABILITY
R.A.C.
9/9/2014,11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMP
-25
'T-
IS 50 75 100
fcr TIERRA DEL ORO L.LC
Analysis Description SLOPE STABILITY
Drawn By R.A.C. state 1:300 Company
Date 9/9/2014, 11:55:23 AM '^'^ JOB NO. ll-10316A02.slim
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Safety Factor
0.000
Material Name Color Unit Weight
{ibs/ft3) Strength Type Cohesion
{Ib/fl2) Phi Water
Surtace Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coutomb 50 42 None 0
FILL G 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coulomb 50 42 None 0
100.00 !to/ft2
Project Summary
TIERRA DEL ORO L.L.C.
SLOPE STABILITY
RAC.
9/9/2014,11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMP
25 75 150 175
0.15
fcr
Project
TIERRA DEL ORO L.LC.
Analysis Description SLOPE STABILITY
Dmm By R.A.C. state 1:300 Company
jUOOKTtRPRrr 6.005
Date 9/9/2014, 11:55:23 AM RieName JOB NO. ll-10316A02w_0.15gSHAKE.5lim
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- Safety Factor
0.000
SH
0.00 Ibsffl2
'11.00 Ibsm2^^i<i-*
Material Name Color UnK Weight
(Ibs/ft3) Strength Type Cohesion
{Ib/fl2) Phi Water
Surface Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coulomb 50 42 None 0
FILL • 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coutomb 50 42 None 0
Project Summary
TIERRA DEL ORO LLC
SLOPE STABILITY
RAC.
9/9/2014,11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMP
20 40 60 80 100
TIERRA DEL ORO L.L.C.
Analysis Description SLOPE STABILITY
>i DrawnBy R.A.C. Sah 1:285 Company
Date 9/9/2014, 11:55:23 AM RieName JOB NO. ll-10316A03.Slim
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Safety Factor
0. 000
2.000
2.500
3.000
3.500
4.000
4.500
5.000
5.500
6.000^
lOOC.OOlb
< 0.15
Material Name Color UnitWelght
(Ibs/ft3) Strength Type Cohesion
(Ib/ft2) Phi Water
Surface Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
PO.975 BLUFF EDGE • 120 Mohr-Coutomb SO 42 None 0
FILL • 120 Mohr-Coutomb 50 32 None 0
0.809^ \j \^ Qop • 120 Mohr-Coulomb 50 42 None 0
0.487
Project Summary
TIERRA DEL ORO LL.C.
SLOPE STABILITY
R.A.C.
9/9/2014. 11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMP
>i»i. e
SUDt ir.-TtRPRFr 64»5
TIERRA DEL ORO L.L.C.
>i»i. e
SUDt ir.-TtRPRFr 64»5
SLOPE STABIinY
>i»i. e
SUDt ir.-TtRPRFr 64»5
'^'^ R.A.C. 1:285 Company >i»i. e
SUDt ir.-TtRPRFr 64»5 9/9/2014, 11:55:23 AM RieName ^ 11-10316A03w_0.ISgSHAKE.slim
Print to PDF wfthout this message by purchasing novaPDF (http://www.novapdf.com/)
Safety Factor
0.000
1000.00lbs/f
0.00 tbs/tt2
Material Name Color UnK Weight
abs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surfece Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Coutomb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coulomb 50 42 None 0
FIU 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coulomb 50 42 None 0
Project Summary
TIERRA DEL ORO L.L.C,
SLOPE STABILITY
R.A.C.
9/9/2014.11:55:23 AM
CROSS-SECTION A-A'
BISHOP SIMP
0 20
• '-• -'11....
40
"1 ' . . 7 .
100 120
-7 . . 1 . . , , , , ,
140
1 . 1 . 1 . 1 I I ,
160 '1 r ' ': • ( . • ' ' 1
TIERRA DEL ORO L.LC.
Anotysa uescTtpoon SLOPE STABILITY
DrawnBy R.A.C. state 1:295 Company
: u'TIRPRFT 6,005 Date 9/9/2014, 11:55:23 AM RieName JOB NO. 11-10316A04.slim
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S=!
. Safety Factor
s-J
lOOOOOIbs/ff'
111.00 ibsm2
0.00 Ibs/ftZ
\J(/c.*-f^ ^€^^4-1^ cf^c^tLi:^ io^-eU^
0.15
jlp
Material Name Color UnitWelght
{ibs/ft3) Strength Type Cohesion
(Ib/fl2) Phi Water
Surfece Ru
Qb (BEACH SAND) • 110 Mohr-Coulomb 25 32 None 0
RIP-RAP 135 Mohr-Coulomb 0 45 None 0
BLUFF EDGE • 120 Mohr-Coulomb 50 42 None 0
FILL 120 Mohr-Coulomb 50 32 None 0
Qop • 120 Mohr-Coulomb 50 42 None 0
00 ibsm-^
Project Summary
TIERRA DEL ORO LLC.
SLOPE STABILITY
R.A.C.
9/9/2014,11:55:23/VM
CROSS-SECTION A-A'
BISHOP SIMP
1 - - > • 1 1 » • • 1 1—1 I 1 1 •—
0 20 40 1 1 '-'
60 80
' ' 1 ' ' ' ' 1 1 •
100 120
' ' 1 ' ' 1
140 '' 1 1 ''• ' '"'••"^-^•1 ' • ' • 1 ' ' • 1 ' ' ' ' 1 ' ' ' ' 1 j
fc/.. TIERRA DEL ORO LL.C.
Anafysis Description SLOPE STABILirY
Dravm By R.A.C. Scale 1:295 Company
pL-i-r-'freRPRET 6X105 Date 9/9/2014, 11:55:23 AM JOB NO. ll-10316A04w_0.15gSHAKE.slim
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^IF^^II Geoteciinicai Exploration, inc.
SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY
04 August 2014
Tierra del Oro, LLC Job No. 13-10316
c/o Island Architects, Inc.
7626 Herschel Avenue
La Jolla, CA 92037
Attn: Ms. Michelle Meade
Subject: Response to Coastal Bluff Edae Comments
Tierra del Oro Residential Project
5039 Tierra del Oro
Carlsbad, California
Dear Ms. Meade:
In accordance with you request Geotechnical Exploration, Inc. has prepared this
response to a City of Carlsbad Development Services Department comments
concerning the location of the coastal bluff edge at the subject property as provided
in our "Report of Geotechnical Investigation and Coastal Bluff Edge Evaluation,
Tierra del Oro Residential Project..." dated November 12, 2013. Our report was an
evaluation of site geotechnical and geologic conditions for a planned residential
remodel.
City of Carlsbad engineering staff has provided the following comment:
The location indicated as the bluff edge in the project' soils report is
not in conformance with the definition of a coastal bluff edge...Please
revise the location of the indicated bluff edge to be in conformance
with the definition and show the bluff edge in the appropriate
geotechnical documents (geologic map and cross sections) and on the
project's site plan.
7420 TRADE STREET* SAN DIEGO, CA. 92121 • (858) 549-7222 • FAX: (858) 549-1604 • EMAIL; geotech@gei-sd.com
Tierra del Oro Residential Remodel Job No. 13-10316
Carlsbad, California Page 3
encountered weathered old paralic deposits that are typical of topsoil development.
Topsoil development (pedogenesis) takes thousands of years. Coastal bluffs are
geologically very active marine erosion features that do not have significant topsoil
development (Borchardt, personal communication, 2004).
We have included here a modified figure that depicts the coastal bluff gradient and
the terrestrial slope gradient. Both the gentle slope of the surface toward the west
and the presence of topsoils establish the geomorphology of the sloping landform
between the street and the top of the coastal bluff, which is west of the home, to
be a subaerially eroded, westerly descending hillside on the marine terrace
deposits. The westernmost portion of the site includes the coastal bluff as we have
depicted it and it is the only geomorphic feature on the property that meets the
definition of a coastal bluff.
The first portion of the City staff quoted definition states, "...i/v/ren the top edge of
the coastal bluff Is rounded away from the face of the coastal bluff, the edge shall
be defined as that point nearest the coastal bluff beyond v\thich the downward
gradient of the land surface Increases more or less continuously until It reaches the
general gradient of the coastal bluff." This definition refers to the top edge of the
actual bluff face. Whereas active marine erosion forms the actual steep bluff face,
surface water runoff flowing over the bluff edge accelerates, thereby increasing
erosion potential and causing "rounding" of the upper edge. After each new face
erosion/recession event, the new "sharp" upper edge begins to "round off" due to
surface water erosion. Where such rounding exists the California Coastal
Commission (CCC) and various city agencies have adopted the Inner landward edge
of the "rounded" bluff top as the "bluff edge" for development setback purposes.
The geotechnical/design community generally accepts this definition because were
it not for the bluff face recession and "sharp" new upper edge, the surface erosion
Tierra del Oro Residential Remodel
Carlsbad, California
Job No. 13-10316
Page 5
The work performed and recommendations presented herein are the result of an
investigation and analysis that meet the contemporary standard of care in our
profession within the County of San Diego.
This opportunity to be of service is sincerely appreciated. Should you have any
questions concerning the following report, please do not hesitate to contact us.
Reference to our Job No. 13-10316 will expedite a response to your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
LSsne D. Reed, President
C.E.G. 999/P.G. 3391
Jaime A. Cerros, P.E.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
TOPOGRAPHIC SURVEY - 5039 TIERRA DEL ORO
LEGEND:
S/RKY BOUHDAFY
Muanue pnoPBiTY im
EAScmnuNC
mourn B£v/aon OR rnsHCD
SUKFACE a£VAVOH AS WIED
AC ASPHALT SURFACC
CONC COKXEtC SURFACE
n TOP OF WAU
BW sonar OF WAU.
FF FNSHES OOOR
PP PCmPOLE
UH UAJtai
APN:
LEGAL DESCRIPTION:
LOT t MAP 30S2
CLIENT
Tim OCL ORO ILC poBoxsae
RANCHO SAHTA FE. CA mS7
SITE ADDRESS:
SOB TERM DQ ORO CARLSBAD, CA >200S
EASEMENTS:
EASBBnS PCR atCACO VILE Ca REPORT RO. T3?l2Olt2J0 OAIED NOV, St 2012
BOUNDARY NOTE:
BEARUOS AMD OSTAMCES SHOWN HERON ARE DERnED FROU FOUND UCMUUENTS AHO PROCEDURAL BOUNDARY CALCULATIONS.
NOTES:
mr PURPOSE OF THS SURVEY ms TO LOCATE AND UAP THE Exsm TOPCCRAPHK
FEATURES AND tfmVDCNTS ON DC SIE DATE OF SURVEY: a-1l-20IX
DmSONS AIS UEASURED BASED ON FOUND UONUUENTS, UNLESS OIHERWISE NOTED.
BENCHMARK:
dry OF CARLSBAD CONTROL POINT NO. 5? (CLSB-057) 25' OSC « DRAUAOE BOX AT THE SOUTHWEST OOMX OF AVENIU ENCINAS AND CANNCHRB
DATIM NAD 29 QTV-' MOI'
Legend
T-1
HP-2
Qaf
Qop
APPROXIMATE LOCATION OF
EXPLORATORY TRENCH
APPROXIMATE LOCATION
OF EXPLORATORY HANDPIT
ARTIFICIAL FILL
QUATERNARY OLD PARAUG
DEPOSITS
A'
FILL SLOPE
LINE OF GROSS SECTION
13-10316-p2.ai SCALE: 1" = 10'
(approximate)
PLOT PLAN and
SITE SPECIFIC
GEOLOGY MAP
Tierra Del Oro LLC.
5039 Tierra Del Oro
Carlsbad, CA.
Job No. 13-10381
Geotechnical
Exploration, inc.
October 2013
(revised February 2014)
r
CROSS SECTION A-A'
Tierra Del Oro LLC
5039 Tierra Del Oro
Carlsbad, CA.
60 -I
40 -
oo
(D > O
<
%
(D ^ 20 -
c o
o > 0
Rip-Rap
Gradient of Coastal Bluff
BLUFF Fill
EDGE (Qaf)
Beach Qop
A' General Downward Gradient
of Ten-estrial Slope
HP-1
Gk>p
"T"
80 100 120 140 160 180 200 220
Relative Horizontal Distance
SCALE: 1" = 20'
(Horizontal and Vertical)
13-10316-AA
GEOLOGIC LEGEND
Qaf Ariificial Fill
Qop Old Paralic Deposits Job No. 13-10316
Geotechnical
Exploration, Inc.
February 2014
EXPLORATORY TRENCHES
Tierra Del Oro LLC
5039 Tierra Del Oro
Carlsbad, CA.
to
(D > O n
<
^ 23.4 H
<D
C O
o >
<D
18.4-
13.4
T-1
Inigation
Valve SILTY SAND, nedlun-elense, danp-nolst, tan/brown/strong brown, occassional glass,brlck.
Existing
Wall Landscape
Cobble BLUFF
EDGE
Iceplant Vegetation
aL 12'-18"Thick
n
30
T-2
GEOLOGIC LEGEND
Qaf Artificial Fill
Qop Old Paralic Deposits
SILTY SAND, nediun dense-dense, dry-danp, pale gray/tan
Qop
13-10316-Tl
oo
(D > O
<
% 24.0H
C
o
> 19.0-
Bluff Edge
SILTY SAND, loose, dry, yellowish brown/ton
FIII Qaf
18"-24"Thatchy Ice Plant
"T"
10 20 25 30
SILTY SAND, nediun-dense, dry-danp, tan/brown/strong brown.
Qop Job No. 13-10316
Relative Horizontal Distance
SCALE: 1" = 5'
(Horizontal and Vertical)
Geotechnical
Exploration, inc.
October 2013
View upcoast of low eroding bluffs and narrow beaches
south ofthe warm-water-return jetties.
RECEIVED
FEB 2 6 2^' '
CITY OF CARLSBAD
PLANNING DIVISiON
REPORT OF GEOTECHNICAL INVESTIGATION
AND COASTAL BLUFF EDGE EVALUATION
Tierra del Oro LLC Residential Project
5039 Tierra del Oro
Carlsbad, California
JOB NO. 13-10316
12 November 2013
Prepared for:
Tierra del Oro LLC
I Geotechnical Exploration, inc.
SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY
12 November 2013
Tierra del Oro LLC
P.O. Box 906
Rancho Santa Fe, CA 92067
Job No. 13-10316
Subject: Report of Geotechnical Investigation and Coastal Bluff
Edge Evaluation
Tierra del Oro Residential Project
5039 Tierra del Oro
Carlsbad, California
In accordance with our proposal of August 22, 2013, Geotechnical Exploration,
Inc. has prepared this report of geotechnical Investigation for the subject project.
An evaluation of the location of the coastal bluff edge was also performed. It is our
understanding that it is planned to remodel the existing house, which will include a
new lower story addition. Field exploratory work was performed on September 19,
2013.
If the conclusions and recommendations presented in this report are incorporated
into the design and construction of the proposed improvements, it is our opinion
that the site will be suitable for the project.
This opportunity to be of service is sincerely appreciated. Should you have any
questions concerning the following report, please do not hesitate to contact us.
Reference to our Job No. 13-10316 will expedite a response to your Inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
J.aixj^^ArCerros, H.b.
R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
LesHf D. Reed, President
C.E.G. 999/P.G. 3391
7420 TRADE STREET. SAN DIEGO, CA. 92121 • (858) 549-7222 • FAX; (858) 549-1604 • EMAIL: geotech@gei-sd.com
TABLE OF CONTENTS
PAGE
I. SCOPE OF WORK 1
II. EXECUTIVE SUMMARY 2
III. SITE DESCRIPTION 3
IV. FIELD INVESTIGATION 6
V. FIELD AND LABORATORY TESTS & SOIL INFORMATION 7
VI. REGIONAL GEOLOGIC DESCRIPTION 10
VII. SITE-SPECIFIC SOIL & GEOLOGIC DESCRIPTION 14
VIII. GEOLOGIC HAZARDS 16
IX. COASTAL BLUFF EVALUATION 24
X. GROUNDWATER 30
XI. SUMMARY OF FINDINGS 31
XII. CONCLUSIONS AND RECOMMENDATIONS 32
XIII. GRADING NOTES 49
XIV. LIMITATIONS 50
REFERENCES
FIGURES
I. Vicinity Map
II. Plot Plan and Site-Specific Geologic Map
Illa-f. Excavation Logs
IV. Laboratory Test Results
V. Geologic Map excerpt and Legend (Kennedy and Tan, 2005)
VI. Cross Section A-A'
VII. Excerpt from CGS Tsunami Inundation Map
VIII. Foundation Requirements Near Slopes
IX. Recommended Retaining Wall Drainage Schematic
APPENDICES
A. Uniform Soil Classification Chart
B. Slope Stability Analyses
C. EQ Fault Data
D. EQ Search Data
E. Modified Mercalli Intensity Index
F. Spectral Acceleration (SA) v. Period (T)
REPORT OF GEOTECHNICAL INVESTIGATION AND COASTAL BLUFF EDGE
EVALUATION
Tierra del Oro Residential Project
5039 Tierra del Oro
Carlsbad, California
JOB NO. 11-10316
The following report presents the findings of Geotechnical Exploration, Inc. for
the subject property.
I. SCOPE OF WORK
It is our understanding, based on our site work and discussions with Island
Architects, that it is intended to remodel the existing residential structures, which
will include an addition to the lower floor of the main residence. The location of the
coastal bluff edge, and the parallel setback lines with respect to the construction of
new improvements, has not been previously investigated. We have utilized the
results of our investigation and research to update the bluff edge location. In
preparation of this report, we have utilized a topographic survey of the lot prepared
by Pasco Laret Suiter & Associates, dated October 10, 2013.
The Scope of Work performed for this investigation is briefly outlined as follows:
1. Review of available background information, geologic reports, coastal
studies, proprietary reports and information concerning this area of Carlsbad
and maps pertinent to the site, its modern development history, and the
general vicinity.
Tierra del Oro Residential Project Job No. 13-10316
Carlsbad, California Page 2
2. Manual excavation of six exploratory excavations; two hand-dug pits at each
existing structure and two exploratory trenches across the bluff edge. Bulk
soil and relatively undisturbed samples were retrieved from the excavations
for laboratory soil testing.
3. Mapping of the bluff edge based on the exposed bluff edge location. We also
performed a bluff recession analysis using historical maps and aerial
photographs.
4. Engineering analysis of the results of our field and laboratory testing.
5. The results of the field and laboratory soil testing, along with our findings,
conclusions and recommendations (with appropriate excavation logs, cross
sections and other graphics) are presented in this geotechnical report per the
guidelines of the City of Carlsbad, California. The report also addresses the
seismic risk potential of the site with respect to local and regional faulting per
the current California Building Code.
II. EXECUTIVE SUMMARY
The four hand-dug pit exploratory excavations were advanced around the existing
structures through shallow fill soils and natural terrace soil materials referred to as
Quaternary Old Paralic Deposits, Qop. The Old Paralic Deposits consist primarily of
silty sand. These support the existing structures and will support the new
improvements. They are of sufficient density to be used as bearing soils. Shoring
most likely will be required to support the existing structure during construction of
new lower floor footings or underpinning footings where needed. We note that the
Tierra del Oro Residential Project Job No. 13-10316
Carlsbad, California Page 3
foundation exposed for the easternmost structure is not of sufficient size and will
need to be upgraded.
The coastal bluff edge was exposed within the two exploratory trenches per the
following definition of coastal bluff edge: an escarpment or steep face of rock,
composed rock, sediment or soil resulting from erosion, faulting or folding of the
land mass that has a vertical relief of 10 feet or more and is located in the coastal
zone. The bluff edge is recognized as the point where the downward gradient of
the natural land surface begins to increase more or less continuously until it
reaches the general gradient of the coastal bluff face. The bluff edge and parallel
25- and 40-foot setbacks were mapped on the provided site survey.
III. SITE DESCRIPTION AND BACKGROUND
The site is more particularly referred to as Assessor's Parcel No. 210-020-08-00,
Lot 8, according to Recorded Map 3052, in the City of Carlsbad, County of San
Diego, State of California. Refer to the Vicinity Map, Figure No. I, for the location of
the property. The property is located on the west side of the cul-de-sac at the
south end of Tierra del Oro in Carlsbad, California. Improvements on the lot extend
from the street to the top of westerly descending rip rap (installed coastal
protection consisting of multi-ton angular boulders) that toes out at the beach.
Homes to the north and south also step down from the street to the beach. Access
to the garage is provided by a concrete driveway at the southeast corner of the
property and a concrete drive descends to the west along the north property line.
For purposes of this report, it is assumed that the front of the property faces east.
Tierra del Oro Residential Project Job No. 13-10316
Carlsbad, California Page 4
Two structures currently exist on the westerly descending lot. The easterly
structure is single-story and includes a two-car garage and an office/apartment
living space. The westerly primary structure is two stories high and the main level
is approximately 5 to 6 feet lower than the street elevation. The main-level living
area is above a lower-level living space and utility area. The lower-level opens to
the rear yard and beach access.
Both structures are of wood frame and stucco construction. The easterly structure
is founded on a slab on-grade without a perimeter footing. The eastern portion of
the primary structure is founded on a raised wood floor with a perimeter footing
and may have interior piers. The western portion is founded on retaining walls with
perimeter footings and a slab on-grade.
Other improvements consist of a large paver patio in the entry courtyard between
the two structures, a concrete driveway, concrete walkways, stairs and patios, and
a concrete ramp extending from the street down to the beach along the north
property line. The courtyard/patio planters are well-maintained with mature low
shrubbery and groundcover vegetation. Roof gutters with tightline discharge were
observed on both structures.
The property is bounded to the north and south by similar residential properties; to
the east by the southern cul-de-sac terminus of Tierra del Oro; and to the west by
a westerly descending slope covered with rip-rap and the sand beach of the Pacific
Ocean.
Based on review of the referenced topographic survey, elevations across the site
range from approximately 37 feet above Mean Sea Level (MSL), per NVGD29, along
the eastern property line to approximately 24 feet above MSL at the western edge
Tierra del Oro Residential Project Job No. 13-10316
Carlsbad, California Page 5
of the existing main building pad to the west. The coastal bluff and property
descend westward from this elevation to the beach and Pacific Ocean.
It is our understanding that the existing residence was built around 1958-59 and
the current owners have owned the property since earlier this year. Based on a
conversation with the prior owners in May 2013 and various documents and
photographs provided by them, it is our understanding that a concrete walkway
extending to the beach and a rip rap revetment existed prior to their ownership.
The rip rap seawall and a small wall-enclosed recreation area underwent some
repairs due to storm damage in 1979 and were subsequently removed to allow
emplacement of the additional rip rap described below. Properties to the north and
south of the subject property are also protected by rip rap.
According to a repair proposal by Dave Martin (dated October 27, 1986), more
significant repairs occurred in 1986-87 following significant storm damage,
including the placement of larger "...toe anchor stones of the eight to twelve-ton
class with large, flat bottom surfaces to maximize friction and resistance to
movements". Subsequent to that repair, the owner reports that the newer portion
of the walkway (from the termination of the older walkway and extending to the
sand) was added in the early 1990s.
The western portion of the lot, in the bluff area, is heavily vegetated with a
relatively thick growth of iceplant. Other ornamental plants are located in planters
adjacent to the structures.
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IV. FIELD INVESTIGATION
Four hand-dug pits were advanced adjacent to the existing structures. The
excavations were placed in order to obtain representative samples of the existing
bearing soils, observe the existing foundation and to define the soil profile across
the property. The structures' foundations were measured in each pit. For the
excavation locations, refer to the Plot Plan and Site-Specific and Geologic Map,
Figure No. II.
Two exploratory trenches were advance across the western portion of the lot where
it was anticipated that the coastal bluff edge would be encountered. A thick growth
of iceplant had to be temporarily removed to expose the bluff soils. The following
definition of coastal bluff was used to define the bluff edge: An escarpment or
steep face of rock, composed of rock, sediment or soil resulting from erosion,
faulting or folding of the land mass that has a vertical relief of 10 feet or more and
is located in the coastal zone. The bluff edge is recognized as the point where the
downward gradient of the natural land surface begins to increase more or less
continuously until it reaches the general gradient ofthe coastal bluff face.
Our field representatives logged the soils encountered in the excavations and
utilized exposures of the coastal bluff edge to map the bluff edge across the lot.
Bulk samples were taken of the encountered predominant soil types. Excavation
logs have been prepared on the basis of our observations and laboratory testing.
The excavation logs are included here as Figure Nos. Illa-f. The results of
laboratory testing have been summarized on Figure Nos. Ill and IV. The
predominant soils have been classified per applicable portions of the Unified Soil
Classification System (refer to Appendix A).
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V. FIELD AND LABORATORY TESTS & SOJZ. INFORMATION
A. Field Tests
The hand-dug pits were logged by our representative, who used a pointed steel bar
and other tools to qualitatively assess the penetration resistance and in situ density
of the encountered soil types. Pit soil samples were also examined under hand lens
and moistened with a spray bottle. Bulk (disturbed) samples of the soils were
retrieved for subsequent laboratory testing.
The existing easterly single-story house foundation was measured to extend to a
depth of 12 to 7 inches below the ground surface in the location of excavation pits
HP-1 and HP-2, respectively. No footing "width" was measurable suggesting this
thickness appears to be a slab. In the locations of excavations HP-3 and HP-4 at
the primary residence, the foundation was measured to be 14 to 15 inches deep
and 10 to 12 inches wide.
B. Laboratory Tests
Laboratory tests were performed on disturbed and relatively undisturbed soil
samples in order to evaluate their physical and mechanical properties and their
ability to support the future residential improvements. Test results are presented
on Figure Nos. Ill and IV. The following tests were conducted on the sampled soils:
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1. Moisture Content (ASTM D2216-10)
2. Standard Test method for bulk specific Gravity and Density of Compacted
Bituminous Mixtures using Coated Samples (ASTM D1188-07
("wax densities")
3. Determination of Percentage of Particles Smaller than #200
(ASTM Dl 140-06)
4. Standard Test Method for Direct Shear Test of Soils under Consolidated
Drained Conditions (ASTM D3080-11)
Moisture Content (ASTM D2216-10) and density measurements were performed.
These tests help to establish the in situ moisture and density of samples retrieved
from the exploratory excavations.
Density measurements were performed by The Standard Test Method for Bulk
Specific Gravity (ASTM D1188-07), "wax densities". This helps to establish the in
situ density of chunk samples retrieved from formational exposures/outcrops.
The Determination of Percentage of Particles Smaller than -200 Sieve test (ASTM
Dl 140-06) aids in classification of the tested soils based on their fine material
content and provides qualitative information related to engineering characteristics
such as expansion potential, permeability, and shear strength.
The expansion potential of soils is determined, when necessary, utilizing the
Standard Test Method for Expansion Index of Soils (ASTM D4829-11). In
accordance with the Standard (Table 5.3), potentially expansive soils are classified
as follows:
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EXPANSION INDEX EXPANSION POTENTIAL
0 to 20 Very low
21 to 50 Low
51 to 90 Medium
91 to 130 High
Above 130 Very high
Based on our visual classification, of the encountered fine-grained old paralic
deposit materials) and our experience with similar soils, it is our opinion that the
tested materials have a very low to low expansion potential.
The Standard Test Method for Direct Shear Tests of Soils (ASTM D3080-11) test
was performed on a remolded soil sample retrieved from pit HP-1 in order to
evaluate strength characteristics of the old paralic soils. The sample was remolded
to the measured density of a relatively undisturbed sample retrieved from test
trench T-2. The shear test was performed with a constant strain rate direct shear
machine. The specimens tested were saturated and then sheared under various
normal loads. The shear test yielded an interior angle of friction of 42 degrees with
cohesion of IBpsf.
Based on the laboratory test data, our observations of the primary soil types, and
our previous experience with laboratory testing of similar soils, our Geotechnical
Engineer has assigned values for the angle of internal friction and cohesion to those
soils that provide significant lateral support or load bearing on the project. These
values have been utilized in assigning the recommended bearing value as well as
active and passive earth pressure design criteria for foundations and retaining
walls.
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VI. REGIONAL GEOLOGIC DESCRIPTION
San Diego County has been divided into three major geomorphic provinces: the
Coastal Plain, the Peninsular Ranges and the Salton Trough. The Coastal Plain
exists west of the Peninsular Ranges. The Salton Trough is east of the Peninsular
Ranges. These divisions are the result of the basic geologic distinctions between
the areas. Mesozoic metavolcanic, metasedimetary and plutonic rocks predominate
in the Peninsular Ranges with primarily Cenozoic sedimentary rocks to the west and
east of this central mountain range (Demere, 1997).
In the Coastal Plain region, where the subject property is located, the ''basement"
consists of Mesozoic crystalline rocks. Basement rocks are also exposed as high
relief areas (e.g., Black Mountain northeast of the subject property and Cowles
Mountain near the San Carlos area of San Diego). Younger Cretaceous and Tertiary
sediments lap up against these older features. The Cretaceous sediments form the
local basement rocks on the Point Loma area. These sediments form a "layer cake"
sequence of marine and non-marine sedimentary rock units, with some formations
up to 140 million years old. Faulting related to the La Naclon and Rose Canyon
Fault zones has broken up this sequence into a number of distinct fault blocks in
the southwestern part of the county. Northwestern portions of the county are
relatively undeformed by faulting (Demere, 1997).
The Peninsular Ranges form the granitic spine of San Diego County. These rocks
are primarily plutonic, forming at depth beneath the earth's crust 140 to 90 million
years ago as the result of the subduction of an oceanic crustal plate beneath the
North American continent. These rocks formed the much larger Southern California
batholith. Metamorphism associated with the intrusion of these great granitic
masses affected the much older sediments that existed near the surface over that
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period of time. These metasedimentary rocks remain as roof pendants of marble,
schist, slate, quartzite and gneiss throughout the Peninsular Ranges. Locally,
Miocene-age volcanic rocks and flows have also accumulated within these
mountains (e.g., Jacumba Valley). Regional tectonic forces and erosion over time
have uplifted and unroofed these granitic rocks to expose them at the surface
(Demere, 1997).
The Salton Trough is the northerly extension of the Gulf of California. This zone is
undergoing active deformation related to faulting along the Elsinore and San Jacinto
Fault Zones, which are part of the major regional tectonic feature in the
southwestern portion of California, the San Andreas Fault Zone. Translational
movement along these fault zones has resulted in crustal rifting and subsidence.
The Salton Trough, also referred to as the Colorado Desert, has been filled with
sediments to depth of approximately 5 miles since the movement began in the
early Miocene, 24 million years ago. The source of these sediments has been the
local mountains as well as the ancestral and modern Colorado River (Demere,
1997).
As indicated previously, the San Diego area is part of a seismically active region of
California. It is on the eastern boundary of the Southern California Continental
Borderland, part of the Peninsular Ranges Geomorphic Province. This region is part
of a broad tectonic boundary between the North American and Pacific Plates. The
actual plate boundary is characterized by a complex system of active, major, right-
lateral strike-slip faults, trending northwest/southeast. This fault system extends
eastward to the San Andreas Fault (approximately 70 miles from San Diego) and
westward to the San Clemente Fault (approximately 50 miles off-shore from San
Diego) (Berger and Schug, 1991).
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During recent history, prior to April 2010, the San Diego County area has been
relatively quiet seismically. No fault ruptures or major earthquakes had been
experienced in historic time within the greater San Diego area. Since earthquakes
have been recorded by instruments (since the 1930s), the San Diego area has
experienced scattered seismic events with Richter magnitudes (M) generally less
than 4.0. During June 1985, a series of small earthquakes occurred beneath San
Diego Bay, three of which were recorded M4.0 to M4.2. In addition, the Oceanside
earthquake of July 13, 1986, located approximately 26 miles offshore ofthe City of
Oceanside, was an M5.3 (Hauksson and Jones, 1988).
On June 15, 2004, a M5.3 earthquake occurred approximately 45 miles southwest
of downtown San Diego (26 miles west of Rosarito, Mexico). Although this
earthquake was widely felt, no significant damage was reported. Another widely felt
earthquake on a distant southern California fault was a M5.4 event that took place
on July 29, 2008, west southwest of the Chino Hills area of Riverside County.
Several earthquakes ranging from M5.0 to M6.0 occurred in northern Baja
California, centered in the Gulf of California on August 3, 2009. These were felt in
San Diego but no injuries or damage was reported. A M5.8 earthquake followed by
a M4.9 aftershock occurred on December 30, 2009, centered about 20 miles south
of the Mexican border city of Mexicali. These were also felt in San Diego, swaying
high-rise buildings, but again no significant damage or injuries were reported.
On Easter Sunday, April 4, 2010, a large earthquake occurred in Baja California,
Mexico. It was widely felt throughout the southwest including Phoenix, Arizona and
San Diego in California. This M7.2 event, the Sierra El Mayor earthquake, occurred
in northern Baja California, approximately 40 miles south of the Mexico-USA border
at shallow depth along the principal plate boundary between the North American
and Pacific plates. According to the U. S. Geological Survey this is an area with a
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high level of historical seismicity, and it has recently also been seismically active,
though this is the largest event to strike in this area since 1892. The April 4, 2010,
earthquake appears to have been larger than the M6.9 earthquake in 1940 or any
of the early 20'^ century events (e.g., 1915 and 1934) in this region of northern
Baja California. The event caused widespread damage to structures, closure of
businesses, government offices and schools, power outages, displacement of people
from their homes and injuries in the nearby major metropolitan areas of Mexicali in
Mexico and Calexico in southern California. Estimates of the cost of the damage
range to $100 million.
This event's aftershock zone extended significantly to the northwest, overlapping
with the portion of the fault system that is thought to have ruptured in 1892.
Some structures in the San Diego area experienced minor damage and there were
some injuries. Ground motions for the April 4, 2010, main event, recorded at
stations in San Diego and reported by the California Strong Motion Instrumentation
Program (CSMIP), ranged up to 0.058g. Aftershocks from this event have
continued along the trend northwest and southeast of the original event, including
within San Diego County, closer to the San Diego metropolitan area. There have
been hundreds of these earthquakes including events up to M5.7.
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 that has had ground surface displacement
within Holocene time (about the 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
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that has had ground surface displacement during Quaternary time, i.e., between
11,000 and 1.6 million years (Hart, E.W., 1980).
VII. SITE-SPECIFIC SOIL & GEOLOGIC DESCRIPTION
A. Stratigraphy
Site geologic units are shown on the digital "Geologic Map of the Oceanside 30'x60'
Quadrangle. Catifornia". compiled by Michael P. Kennedy and Siang S. Tan, 2005,
for the California Department of Conservation/Geological Survey in cooperation with
the U. S. Geological Survey. An excerpt from this map has been included as Figure
No. V. A cross section depicting the representative encountered soil profiles across
the site are included here as Figure No. VI.
The encountered soil profile includes relatively shallow brown and dark brown silty
sand fill soils overlying brown and tan brown silty sand Old Paralic Deposits (Qop).
The encountered fill soils are approximately 1 foot thick on the building pads for the
existing structures. These shallow fill soils were found to be in a generally loose
condition. Fill soils are deeper on the rear/western portion of the building pad for
the primary residential structure. They support the existing patio and form a west-
facing slope that toes onto a concrete path and is retained by a short wall. These
were encountered in our exploratory trench T-l.
In the area of the site the mapped surficial formation materials are known as
Quaternary old paralic deposits (Qope-?). These are described as "Old paralic
deposits, Qop (middle to early Pleistocene)—Mostly poorly sorted, moderately
permeable, reddish-brown, Interfingered strandllne, beach, estuarine and coUuvial
deposits composed of siltstone, sandstone and conglomerate...." These deposits are
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undifferentiated here, identified as Qope-? on the geologic map, and rest on the 9-
11m Bird Rock terrace. These were encountered during our field exploration in six
of our seven excavations. They are overlain by shallow fill soils and are in a
medium dense condition. The Old Paralic Deposits were also found to be in a damp
to very moist condition. Refer to the excavation logs. Figure Nos. Illa-f.
The Quaternary deposits unconformably overlie older formational materials
identified on the referenced geologic map as the Tertiary Santiago Formation (Tsa).
These consist of sandstone and conglomerate but can include lenses of claystone
and siltstone. They were not encountered in our exploratory excavations but are
exposed along the coast to the west of the property.
B. Structure
The referenced geologic maps of the area and our site reconnaissance indicate that
the Old Paralic Deposits (Qop) materials are generally horizontal. The underlying
materials of the Tertiary Santiago Formation beds that generally strike north-south
to east-west and dip 4 to 10 degrees into or obliquely into the bluff slope in the
area of the site.
No faults or landslides are mapped on the site nor were faults or landslides
encountered in our exploratory excavations. Refer to the Geologic Map and Legend
excerpt. Figure No. V.
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VIII. GEOLOGIC HAZARDS
The following is a discussion of the geologic conditions and hazards common to this
area of the County of San Diego, as well as project-specific geologic information
relating to the subject property.
A. Local and Regional Faults
As referenced above no faults or landslides are mapped on the site nor were faults
or landslides encountered in our exploratory excavations. In our explicit
professional opinion, neither an active fault nor a potentially active fault underlie
the site.
Rose Canyon Fault/Newport-Inalewood Fault: The Rose Canyon Fault Zone (Mount
Soledad and Rose Canyon Faults) and its northern offshore extension, the Newport-
Inglewood Fault, are located 4.3 miles southwest of the site and 5.9 miles west of
the site, respectively. The Newport-Inglewood Fault is mapped east of Long Beach
in Los Angeles County. It trends offshore and southward from Orange County. The
Rose Canyon Fault is mapped trending north-south from Oceanside to downtown
San Diego, where it trends southward into San Diego Bay, through Coronado and
offshore. The Rose Canyon Fault Zone is considered to be a complex zone of
onshore and offshore, en echelon strike slip, oblique reverse, and oblique normal
faults. The Rose Canyon Fault is considered to be capable of causing a M7.2
earthquake per the California Geologic Survey (2002) and considered micro-
seismically active, although no significant recent earthquake is known to have
occurred on the fault.
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Investigative work on faults that are part of the Rose Canyon Fault Zone at the
Police Administration and Technical Center in downtown San Diego, at the SDG&E
facility in Rose Canyon, and within San Diego Bay and elsewhere within downtown
San Diego, has encountered offsets in Holocene (geologically recent) sediments.
These findings confirm Holocene displacement on the Rose Canyon Fault, which was
designated an "act/Ve" fault in November 1991 (Fault-Rupture Hazard Zones In
California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake
Fault Maps; Interim Revision 2007, California Department of Conservation/Califor-
nia Geological Survey, Special Publication 42).
Coronado Bank Fault: The Coronado Bank Fault is located approximately 20 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 (Greene, 1979). The Oceanside earthquake of M5.3, recorded July 13,
1986, is known to have been centered on the fault or within the Coronado Bank
Fault Zone. A Ithough this fault is considered active, due to the seismicity within the
fault zone, it is significantly less active seismically than the Elsinore Fault (Hileman,
1973). It is postulated that the Coronado Bank Fault is capable of generating a
M7.6 earthquake and is of great interest due to its close proximity to the greater
San Diego metropolitan area.
Elsinore Fault: The Elsinore Fault is located approximately 24 to 58 miles east and
northeast of the site. The 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
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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 M6.0
earthquake 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 Zone is
reasonably capable of generating an earthquake as large as M7.5. Study and
logging of exposures in trenches placed in Glen Ivy Marsh 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 previous estimates of the long-term horizontal slip rate of 0.8 to 7.0
mm/year, suggest typical earthquakes of M6.0 to M7.0 (Rockwell, 1985). More
recently, the California Geologic Survey (2002) considers the Elsinore Fault capable
of producing an earthquake of M6.8 to M7.1.
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San Jacinto Fault: The San Jacinto Fault is located 48 to 61 miles to the east and
northeast of the site. The San Jacinto Fault Zone consists of a series of closely
spaced faults, including the Coyote Creek Fault, that form the western margin of
the San Jacinto Mountains. The fault zone extends from its junction with the San
Andreas Fault in San Bernardino, southeasterly toward the Brawley area, where it
continues south of the international border as the Imperial Transform Fault (Earth
Consultants International, 2009).
The San Jacinto Fault Zone has a high level of historical seismic activity, with at
least 10 damaging (M6.0 to M7.0) earthquakes having occurred on this fault zone
between 1890 and 1986. Earthquakes on the San Jacinto in 1899 and 1918 caused
fatalities in the Riverside County area. Offset across this fault is predominantly
right-lateral, similar to the San Andreas Fault, although some investigators have
suggested that dip-slip motion contributes up to 10% ofthe net slip (ECI, 2009).
The segments of the San Jacinto Fault that are of most concern to major
metropolitan areas are the San Bernardino, San Jacinto Valley and Anza segments.
Fault slip rates on the various segments ofthe San Jacinto are less well constrained
than for the San Andreas Fault, but the available data suggest slip rates of 12±6
mm/yr for the northern segments of the fault, and slip rates of 4±2 mm/yr for the
southern segments. For large ground-rupturing earthquakes on the San Jacinto
fault, various investigators have suggested a recurrence interval of 150 to 300
years. The Working Group on California Earthquake Probabilities (WGCEP, 2008)
has estimated that there is a 31 percent probability that an earthquake of M6.7 or
greater will occur within 30 years on this fault. Maximum credible earthquakes of
M6.7, M6.9, and M7.2 are expected on the San Bernardino, San Jacinto Valley and
Anza segments, respectively, capable of generating peak horizontal ground
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accelerations of 0.48g to 0.53g in the County of Riverside (ECI, 2009). A M5.4
earthquake occurred on the San Jacinto Fault on July 7, 2010.
The United States Geological Survey has issued the following statements with
respect to the recent seismic activity on southern California faults:
The San Jacinto fault, along with the Elsinore, San Andreas, and other
faults, is part of the plate boundary that accommodates about 2
inches/year of motion as the Pacific plate moves northwest relative to
the North American plate. The largest recent earthquake on the San
Jacinto fault, near this location, the M6.5 1968 Borrego Mountain
earthquake April 8, 1968, occurred about 25 miles southeast of the
July 7, 2010 M5.4 earthquake.
This M5.4 earthquake follows the 4th of April 2010, Easter Sunday,
M7.2 earthquake, located about 125 miles to the south, well south of
the US Mexico international border. A M4.9 earthquake occurred in
the same area on June 12th at 8:08 pm (Pacific Time). Thus, this
section ofthe San Jacinto fault remains active.
Seismologists are watching two major earthquake faults in southern
California. The San Jacinto fault, the most active earthquake fault in
southern California, extends for more than 100 miles from the
international border into San Bernardino and Riverside, a major
metropolitan area often called the Inland Empire. The Elsinore fault is
more than 110 miles long, and extends into the Orange County and
Los Angeles area as the Whittier fault. The Elsinore fault is capable of
a major earthquake that would significantly affect the large
metropolitan areas of southern California. The Elsinore fault has not
hosted a major earthquake in more than 100 years. The occurrence of
these earthquakes along the San Jacinto fault and continued
aftershocks demonstrates that the earthquake activity in the region
remains at an elevated level. The San Jacinto fault is known as the
most active earthquake fault in southern California. Caltech and USGS
seismologist continue to monitor the ongoing earthquake activity using
the Caltech/USGS Southern California Seismic Network and a GPS
network of more than 100 stations.
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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 M5.0. If a M5.0
earthquake were to take place on a local fault, an estimated surface-rupture length
1 mile long could be expected (Greensfelder, 1974). Our investigation 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 the seismic response characteristics of under-
lying soils and geologic units. Earthquakes of M5.0 or greater are generally
associated with notable to 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.
Secondary effects from such an earthquake that may affect the site include tsunami
and liquefaction. Although the chance of such an event is remote, it could occur
within the useful life of the structure.
Landslides: Based upon our geologic reconnaissance, review of the geologic map
(Kennedy and Tan, 2008), and review of USDA stereo-pair aerial photographs
(AXN-14M-18 & 19 dated May 2, 1953), there are no known or suspected ancient
landslides located on the site.
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Slope Stability: We performed slope stability calculations using Taylor's charts and
conventional equations for gross and shallow stability. Based on our slope
stability analysis, a factor of safety (FS) less than l.S against gross or
shallow slope failure does not exist on the sloping portion of the lot. Refer
to our Slope Stability results in Appendix B.
Liquefaction: The liquefaction of saturated sands during earthquakes can be a
major cause of damage to buildings. Liquefaction is the process by which soils are
transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs
primarily in loose, saturated sands and silts when they are sufficiently shaken by an
earthquake. On this site, the existing soil profile predominantly includes silty sand
materials overlying well-indurated Tertiary materials at depth and does not include
loose sands. Encountered Old Paralic Deposit silty sands are in a medium dense
condition. Therefore, the risk of liquefaction of foundation materials due to seismic
shaking is considered to be low.
Tsunamis and Seiches: A tsunami is a series of long waves generated in the ocean
by a sudden displacement of a large volume of water. Underwater earthquakes,
landslides, volcanic eruptions, meteoric impacts, or onshore slope failures can
cause this displacement. Tsunami waves can travel at speeds averaging 450 to 600
miles per hour. As a tsunami nears the coastline, its speed diminishes, its wave
length decreases, and its height increases greatly. After a major earthquake or
other tsunami-inducing activity occurs, a tsunami could reach the shore within a
few minutes. One coastal community may experience no damaging waves while
another may experience very destructive waves. Some low-lying areas could
experience severe inland inundation of water and deposition of debris more than
3,000 feet inland.
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Wave heights and run-up elevations from tsunami along the San Diego Coast have
historically fallen within the normal range of the tides (Joy 1968). The largest
tsunami effect recorded in San Diego since 1950 was May 22, 1960, which had a
maximum wave height 2.1 feet (NOAA, 1993). In this event, 80 meters of dock
were destroyed and a barge sunk in Quivera Basin. Other tsunamis felt in San
Dlego County occurred on November 5, 1952, with a wave height of 2.3 feet caused
by an earthquake in Kamchatka; March 9, 1957, with a wave height of 1.5 feet;
May 22, 1960, at 2.1 feet; March 27, 1964, with a wave height of 3.7 feet; and
September 29, 2009, with a wave height of 0.5 feet. It should be noted that
damage does not necessarily occur in direct relationship to wave height, illustrated
by the fact that the damage caused by the 2.1-foot wave height in 1960 was worse
than damage caused by several other tsunamis with higher wave heights.
The site is located adjacent to the Pacific Ocean strand line at pad elevations of
approximately 23 to 37 feet (from the lower western deck up to the eastern side of
the guest house building pad). Based on thejiistoric way^ heights of measured
tsunami events in San Diego it is unlikely that a tsunami would affect these higher
elevation portions of the lot. Considering these historic wave heights, however,
there is some risk of a tsunami affecting the westernmost lower elevation, base-of-
bluff portions of the property. The base of the bluff is armored with rip rap
boulders.
The site is mapped just east of a possible inundation zone on the California
Geological Survey's 2009 "Tsunami Inundation Map for Emergency Planning,
Oceanside and San Luis Rey Quadrangles, San Diego County." The potential
inundation zone is mapped west of the property. Refer to an excerpt from that
map, Figure No. VII.
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Risk of tsunami is greater from earthquakes that could occur on off-shore faults
such as the Newport-Inglewood Fault, the Coronado Bank Fault, and others.
A seiche is a run-up of water within a lake or embayment triggered by fault- or
landslide-induced ground displacement. The site is located at higher elevation and
south of the seaward embayment of Agua Hedionda lagoon, which is at sea level.
Tliejlsk qf_a_sejche affecting the site is considered to be low.
Geologic Hazards Summary: It is our opinion, based upon a review of the available
maps and our site investigation, that the site will be suited for the proposed
addition structures and associated improvements should the recommendation
provided herein be implemented during site preparation. There are no known
significant geologic hazards on or near the site that would prevent the proposed
construction. There is some risk of inundation of lower-elevation, western portions
of the site from tsunami. Risk from tsunami affecting the upper pad portion of the
site is regarded as low.
IX. COASTAL BLUFF EVALUATION
A. Mao And Aerial Photo Data Sources
The following topographic maps and aerial photographs were utilized in our
investigation:
Date Description/Type
1962(?) Orthophotographic Map 350-1665 (1"=200')
1975 U.S.G.S Topographic l^ap
1975 Orthophotographic Map 350-1665 (1"=200')
2005 Geologic Map, Oceanside Quadrangle
Source
County of San Diego
U. S. Geological Survey
County of San Diego
Cal. Geological Survey
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Sources of information reviewed by Geotechnical Exploration, Inc. also included
the following aerial photographs:
Date Description/Type
5/2/53 AXN-14M-18 High angle, high altitude
5/2/53 AXN-14M-9 High angle, high altitude
3/1/58 Xl-SD-11-52 High angle, high altitude
4/9/64 AXN-4DD-97 High angle, high altitude
1972 Image 7240102 Low angle, low altitude
1979 Image 7954104 Low angle, low altitude
1986 Image 198610253 High angle, high altitude
1987 Image 8702146 Low angle, low altitude
2002 Image 9051 Low angle, low altitude
2013 Google Earth Imagery
Aerial Photographs
USDA
USDA
Teledyne Geotronics
USDA
Cal. Coastal Records Project
Cal. Coastal Records Project
Cal. Coastal Records Project
Cal. Coastal Records Project
Cal. Coastal Records Project
Google Earth
B. General Beach and Coastal Bluff Description
Geologic materials that comprise the site consist primarily of terrace materials
referred to as Quaternary Old Paralic Deposits, Qope-?- (Paralic materials are
described as deposits laid down on the landward side of a coastline.) These
comprise the western bluff and the building pads. They are comprised primarily of
poorly to moderately consolidated, light brown and brown silty sands.
Underlying the Qop materials unconformably are formational materials of the
Tertiary Santiago Formation, Tsa. These materials were not encountered during
our field investigation but are shown on geologic maps of the site and area and are
visible as outcrops below the bluff along this portion of the coastline. The older Tsa
formational materials also comprise the foreshore platform area of the coast, along
the upper edge of which a seasonal sand and/or cobble beach exists, as well as
offshore intertidal and subtidal ledges. These moderately indurated, layered
deposits have produced a subdued headland approximately 1 mile long on which
the site is located. These Eocene-age rocks include a basal member that consists of
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buff and brownish-gray, massive, coarse-grained, poorly sorted arkosic sandstone
and conglomerate (sandstone generally predominating). In some areas the basal
member is overlain by gray and brownish-gray (salt and pepper) central member
that consists of medium-grained, moderately well-sorted arkosic sandstone. An
upper member consists of gray, coarse-grained arkosic sandstone and grit.
Throughout the formation, both vertically and laterally, there exist greenish-brown,
massive claystone interbeds, tongues and lenses of often fossiliferous, lagoonai
claystone and siltstone. As depicted on previously referenced geologic maps, these
materials generally strike north-south, with shallow easterly or northerly dips of 4
to 10 degrees in the vicinity of the site.
This section of coastal La Jolla, referred to as "Encina", is characterized in the
''Shoreline Erosion Assessment and Atlas of the San Dlego Region, Volume II,"
prepared by California Department of Boating and Waterways and San Diego
Association of Governments (1994) as
"...narrow sand and cobble beach...backed by wave-cut cliffs, the
Encina power plant and other development. The cliffs are founded on
the Santiago formation (Weber 1982), locally a massively bedded, 45-
million-year-old. Eocene-aged sandstone that forms resistant cliffs and
an offshore bedrock wave-cut ramp. This formation has produced a
subdued headland, about one mile long and jutting out about 800 feet.
In the northern part of the section, subaerial and human-induced
erosion play a significant role because the resistant. Eocene bedrock
unit disappears below ground. The poorly consolidated, more easily
eroded and younger marine terrace material forms a sloping cliff face
which invited pedestrian access at the expense of erosion. The cliff
tops in the southern part of this section are developed with houses and
protected with rip rap or covered with gunite. The offshore shelf is
approximately 2.5 miles wide and kelp is fairly abundant offshore..."
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Boulder rip rap of the 8- to 12-ton class covers the toe of the western slope on the
property and extends onto the beach to the west from approximately elevation 14
feet above MSL to 2 feet above MSL. This rip rap extends to the north and south of
the site along this portion ofthe beach.
C. Bluff Edge Location
The bluff edge on the property is concealed by a thick growth of ice plant on the
west slope face and a shallow layer of fill soils. It was exposed in our exploratory
trenches T-l and T-2. Based on our exploratory field investigation, as well as our
research, it is our opinion that the coastal bluff edge on the subject property is
defined by the point at the top of the approximately 35- to 40-foot-high coastal
bluff "...where the downward gradient ofthe land surface begins to increase more or
less continuously until it reaches the general gradient of the coastal bluff face." The
bluff edge is west of the main residence and a concrete sidewalk. It descends in
elevation from north to south across the lot. The bluff, as exposed in the
exploratory trenches, is typical for this area of Carlsbad. Refer to Figure No. II for
the location of the bluff edge and 40-foot setback. Refer to Figure No. Illf for a
graphic depiction ofthe bluff edge as exposed in our exploratory trenches.
D. Sea Cliff Recession
Rates of erosion of the sea cliffs in San Diego County have been examined by
various researchers. Benumof and Griggs addressed the mean rate of recession of
sea cliffs in Carlsbad in two reports:
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1. "FEMA and State of the Art Coastal Erosion Mapping Along the San Dlego
County, California Shoreline" (1999); and
2. "The Dependence of SeacTiff (sic) Erosion Rates on Cliff Material Properties
and Physical Processes: San Dlego County, California;" (1999).
For these studies of San Diego County sea cliffs, they utilized ''...advancements In
shoreline mapping technology to examine cliff recession believed to be associated in
great part to the relative Increase in the number of destructive coastal storms
(1978, 1980, 1982-1983,1988, 1992-1994 and 1997-1998)." This joint program
was sponsored by the University of California, Santa Cruz (UCSC), the Federal
Emergency Management Agency (FEMA) and the United States Geological Survey
(USGS) to more accurately determine actual rates of sea cliff erosion utilizing
historic aerial photos and a National Oceanic and Atmospheric Administration
(NOAA) 1:24,000 scale base map. The project was unique in that coastal erosion
rates had previously never been determined so extensively with high-precision
mapping techniques.
Measured erosional recession rates for the area of the subject site, referred to in
general as Carlsbad State Beach, are reported in reference No. 1 above to have
ranged from 3 to 58 cm/year (1.2 to 22 inches/year or 0.1 to 1.83 feet/year) over
the period between 1956 and 1994. For a coastal area just south of the site, study
No. 2 above reported a mean recession rate of 43.02 cm/year (16.9 inches/year or
1.41 feet/year) over the same period. These rates are highly variable and
dependent on a number of factors, primarily the material properties of the sea cliff
and the loss of protective sand beach deposits over the last several decades.
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The rate of gradual erosional undercutting and wearing away of a bluff is usually
distinct from episodic storm wave bluff attack or block fall recession rates. This is
demonstrable at the subject site. Some history of site sea cliff erosion has been
made available from previous owners. These include a verbal history provided by
the prior owner and old family photographs from the 1970s and 1980s. The home
was constructed in 1959. We understand that some rip rap existed on the beach to
the west of the property in the 1970s. This rip rap consisted of a smaller class of
boulder and the emplacement was not as wide or as high as the current rip rap.
This rip rap is apparent on older photographs of the shoreline (California Coastal
Records Image 7240102, 1972). A relatively small, rectangular recreation area
existed at the southwest corner of the property sea cliff near the beach, accessed
by the concrete sidewalk. This area was enclosed by low slump stone masonry
walls and filled with beach sand. This area was damaged by storm erosion in the
late 1970s and repaired in 1979. Subsequently, this feature was removed and
replaced with the current rip rap in 1985-86.
Using historical aerial photos and maps, we have calculated a bluff recession rate of
0.33 feet/year on properties on Tierra del Oro north of the subject site prior to
installation of the existing rip rap. Calculated recession of the bluff over a 75-year
period would range from to 24.75 feet without the benefit of the existing rip rap.
Using the referenced Benumof and Griggs maximum rates of recession (i.e., 1.41
and 1.83 feet/year), recession of the sea cliff rages from 105.75 to 137.25 feet
over a 75-year period, again, without the protection of the existing rip rap
revetment.
The existing rock rip rap is necessary to protect the existing home, and the existing
home is safe with this existing rock rip rap in place. The existing rip rap has
provided effective protection for at least the past 27 years (since 1986). Using the
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calculated range in recession discussed above, i.e., projected estimated
unprotected bluff recession of 25 to 137.25 feet over a period of 75 years, it is our
opinion, based on recent observation, that the existing rock rip rap is considered to
be tight and secure and should be kept in place to provide protection for the
existing home and planned home remodel project for the life of the structure. The
existing revetment is the minimum size necessary to protect the structure and
extends no further seaward than necessary. The rate of recession of the sea cliff
above the zone of wave impact will be significantly lower due to the presence ofthe
existing rip rap revetment.
X. GROUNDWATER
Groundwater was not encountered during the course of our field investigation. The
existing building pads are at elevations of approximately 24 to 37 feet above MSL.
The true groundwater surface is anticipated to be slightly below sea level (0.0 feet)
below these pads. When site soils are excavated for construction, it is possible that
moisture problems could be encountered, including seepage through lower portions
of temporary cut slopes and ponding of water at lower pad elevations. Shoring
plans, if required, should include drainage provisions for this possibility.
It should be kept in mind that grading operations will also change surface drainage
patterns and reduce permeabilities due to the densification of compacted soils.
Such changes of surface and subsurface hydrologic conditions, plus irrigation of
landscaping or significant increases in rainfall, may result in the appearance of
surface or near-surface water at iocations where none existed previously. The
damage from such water is expected to be localized and cosmetic in nature, if good
positive drainage is implemented, as recommended in this report, during and at the
completion of construction.
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It must be understood that unless discovered during initial site exploration or
encountered during site grading operations, it is extremely difficult to predict if or
where perched or true groundwater conditions may appear in the future. When site
fill or formational soils are fine-grained and of low permeability, water problems
may not become apparent for extended periods of time. Water conditions, where
suspected or encountered during construction operations, should be evaluated and
remedied by the project civil and geotechnical consultants. The project developer
and the property owner, however, must realize that post-construction appearances
of groundwater may have to be dealt with on a site-specific basis.
On properties such as the subject site where formational materials exist at
relatively shallow depths, even normal landscape irrigation practices or periods of
extended rainfall can result in shallow "perched" water conditions. The perching
(shallow depth) accumulation of water on a low permeability surface can result in
areas of persistent wetting and drowning of lawns, plants and trees. Resolution of
such conditions, should they occur, may require site-specific design and
construction of subdrain and shallow "w/c/f" drain dewatering systems.
XI. SUMMARY OF FINDINGS
Based on our findings, the anticipated bearing depth for the planned new
improvements will be 2 to 3 feet below current surface elevations. The Old Paralic
Deposits at this depth support the existing improvements and are suitable for
support of new improvements. In general, they are of sufficient density as the
bearing soils. If these soils are found to be loose/soft at planned foundation
depths, deepening may be required. Overlying shallow fill soils on the site are not
suitable for support of new improvements.
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Some shoring wili most likely be required to support the existing main structure
during new basement construction. Temporary shoring may also be required for
excavations near to adjacent property improvements.
The existing eastern residence foundation was measured in two locations and found
to range from 7 to 12 inches in thickness. Additionally, it appears to be a thickened
slab rather than a perimeter foundation. On the eastern side of the primary
(western) residence the foundation extends to 14 to 15 inches below ground
surface and is 10 to 12 wide. Based on the new loads added by the planned
additions, the existing foundations for both structures will need to be either
modified (using sister footings) or replaced.
In our explicit professional opinion, there are no geologic hazards on or near the
site that would prohibit the construction of the new residential improvements.
In our opinion, the current top-of-bluff at the property is a "simple bluff" "...where
the downward gradient of the land surface begins to Increase more or less
continuously until it reaches the general gradient of the coastal bluff face". The
bluff top is located west of the existing site improvements. The location of the
coastal bluff edge and 40-foot setback line with respect to the existing
improvements has been investigated. The bluff edge location and setback are
shown on the Plot Plan and Site-Specific Geologic Map, Figure No. II, included
herein.
XII. CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon the practical field
investigation and resulting laboratory tests conducted by our firm, our prior
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investigations and evaluations, in conjunction with our knowledge and experience
with soil conditions in this area ofthe City of Carisbad.
The opinions, conclusions, and recommendations presented in this report are
contingent upon Geotechnical Exploration, Inc. being retained to review the final
plans and specifications as they are developed and to observe the site earthwork
and installation of foundations.
A. Seismic Design Criteria
1. Seismic Data Bases: An estimation of the peak ground acceleration and the
repeatable high ground acceleration (RHGA) likely to occur at the project site
based on the known significant local and regional faults within 100 miles of
the site is also included in Appendix C. In addition, a listing of the known
historic seismic events that have occurred within 100 miles of the site at a
M5.0 or greater since the year 1800, and the probability of exceeding the
experienced ground accelerations in the future based upon the historical
record, is provided in Appendix D. Both Appendix C and Appendix D are
tables generated from computer programs EQFault and EQSearch by Thomas
F. Blake (2010) utilizing a digitized file of late-Quaternary California faults
(EQFault) and a file listing of recorded earthquakes (EQSearch). Estimations
of site intensity are also provided in these listings as Modified Mercalli Index
values. The Modified Mercalli Intensity Index is provided as Appendix E.
2. Seismic Desian Criteria: The proposed structure should be designed in
accordance with Section 1613 of the 2010 CBC, which incorporates by
reference the ASCE 7-05 for seismic design. We have determined the
mapped spectral acceleration values for the site based on a latitude of
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33.1319 degrees and longitude of -117.3364 degrees, utilizing a program
titled "Seismic Hazard Curves, Response Parameters and Design Parameters-
V5.0.8," provided by the USGS, which provides a solution for ASCE 7-05
(Section 1613 of the 2010 CBC) utilizing digitized files for the Spectral
Acceleration maps. In addition, we have assigned a Site Classification of D.
The response parameters for design are presented in the following table.
The design Spectrum Acceleration SA vs. Period T is shown on Appendix F.
TABLE I
Mapped Spectral Acceleration Values and Design Parameters
Ss Sl Fa Fv Sms Smi Sds Sdl
1.349 0.509 1.0 1.50 1.349 0.764 0.899 0.509
B. Preparation of Soils for Site Development
3. Clearing and Stripping: Prior to construction of the new improvements
existing improvements in the planned development area should be removed.
This also includes any roots from existing trees and shrubbery. Holes
resulting from the removal of buried foundations, root systems or other
buried objects, debris or obstructions that extend below the planned grades
should be cleared and backfilled with properiy compacted fill.
Any rigid improvements founded on loose, uncompacted soils can be
expected to undergo movement and possible damage. Geotechnical
Exploration, Inc. takes no responsibility for the performance of any
Improvements built on loose soils. New improvements should bear on the
existing medium dense Old Paralic Deposit soils or properiy compacted fill.
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New foundations and shoring supports should penetrate through existing fills
and bear into medium dense Old Paralic Deposit soils.
4. Expansive Soil Conditions: We do not anticipate that significant quantities of
expansive clay soils will be encountered during construction. Should such
soils be encountered and used as fill, however, they should be moisture
conditioned to at least 5 percent above optimum moisture content,
compacted to 88 to 92 percent, and placed outside building areas. Soils of
medium or greater expansion potential should not be used as retaining wall
backfill soils.
5. Material for Fill: Should it be required to achieve planned grades, the
existing site soils are suitable for re-use as properiy compacted fill soils
following excavation. An alternative would be to import select/approved fill
soils. Placement of fill soils is to be limited and restricted to voids created by
demolition or removal of existing foundations, roots and other below-ground
appurtenances (e.g., basement wall backfill). Imported soil materials for use
as fill should have an Expansion Index less than 50 and should not contain
rocks or lumps more than 3 inches in greatest dimension if the fill soils are
compacted with lightweight equipment. All materials for use as fill should be
approved by our representative prior to importing to the site. Fill soils may
be placed only in areas approved by the City of Carisbad.
6. Fill Compaction: All new fill soils should be compacted to a minimum degree
of compaction of 90 percent based upon ASTM D1557-09. Fill material
should be placed in uniform horizontal lifts not exceeding 8 inches in
uncompacted thickness. Before compaction begins, the fill should be brought
to a water content that will permit proper compaction by either: (1) aerating
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and drying the fill if it is too wet, or (2) moistening the fill with water if it is
too dry. Each lift should be thoroughly mixed before compaction to ensure a
uniform distribution of moisture. Although unanticipated for low expansive
soils, the moisture content should be within 2 percent of Optimum Moisture
content. For medium to highly expansive soils, the moisture content should
be at least 5 percent over optimum.
No uncontrolled fill soils should remain after completion of the site work. In
the event that temporary ramps or pads are constructed of uncontrolled fill
soils, the loose fill soils should be removed and/or recompacted prior to
completion ofthe grading operation.
7. Trench and Retaining Wall Backfill: All backfill soils placed in utility trenches
or behind retaining walls should be compacted to at least 90 percent of
Maximum Dry Density. Approved imported soils should be used for trench
backfill. Our experience has shown that even shallow, narrow trenches (such
as for irrigation and electrical lines) that are not properiy compacted can
result in problems, particulariy with respect to shallow groundwater
accumulation and migration. Backfill soils should be low expansive, with an
Expansion Index equal to or lower than 50.
C. Design Parameters for Proposed Foundations
8. Footings: We recommend that new improvements be supported on
conventional foundations bearing entirely on medium dense Old Paralic
Deposit soils or properiy compacted fill. If the proposed footings are located
closer than 8 feet inside the top or face of a slope, they should be deepened
to IV2 feet below a line beginning at a point 8 feet horizontally inside the
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slopes and projected outward and downward, parallel to the face ofthe slope
and into firm soils (see Figure No. VIII). Footings located adjacent to utility
trenches should have their bearing surfaces situated below an imaginary
1.5:1.0 plane projected upward from the bottom edge of the adjacent utility
trench. New floors should consist of slabs on grade supported by the
medium dense Old Paralic Deposits or properiy compacted fill soils. Existing
footings may have to be underpinned with sister footings or be replaced with
new foundations if they are to bear new improvement loads.
9. Footing Bearing Values: At the recommended depths, footings on medium
dense formational soils or properiy compacted fill soils may be designed
using an allowable bearing pressure of 2,000 psf. The allowable bearing
static pressure may be increased by 33 percent when seismic or wind loads
are considered in the structural design. All footings or piers should penetrate
at least Vh feet into medium dense Old Paralic Deposit soils or properiy
compacted fill.
10. Foundation Reinforcement: All foundations should be reinforced and
designed by the structural engineer. A minimum clearance of 3 inches
should be maintained between steel reinforcement and the bottom or sides of
the foundation. In order for us to offer an opinion as to whether the
foundations are founded on soils of sufficient load bearing capacity, it is
essential that our representative inspect the foundation excavations prior to
the placement of reinforcing steel or concrete. The minimum steel
reinforcing for continuous foundations is four No. 5 steel bars.
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NOTE: The project Civil/Structural Engineer should review all reinforcing
schedules. The reinforcing minimums recommended herein are not to be
construed as structural designs, but merely as minimum reinforcement to
reduce the potential for cracking and separations. Due to the proximity to
the Pacific Ocean, the Structural Engineer should consider the use of epoxy-
covered reinforcing and special concrete per ACI 318, Section 4.2.2.
11. Lateral Loads: Lateral load resistance for the new addition structure
supported on continuous foundations may be developed in friction between
the foundation bottoms and the supporting soils. An allowable friction
coefficient of 0.45 is considered applicable. An additional allowable passive
resistance equal to an equivalent fluid weight of 200 pcf acting against
foundations in existing fills (and 275 pcf for the portion embedded in old
paralic soils) may be used in design provided the footings are poured neat
against the adjacent undisturbed formational materials and/or existing fill
materials. These lateral resistance values assume a level surface in front of
the footing for a minimum distance of three times the embedment depth of
the footing.
12. Settlement: Settlements under new addition building loads are expected to
be within tolerable limits for the proposed residence. For footings designed
in accordance with the recommendations presented in the preceding
paragraphs, we anticipate that total settlements should not exceed 1 inch
and that post-construction differential angular rotation should be less than
1/240.
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D. Concrete Slab-on-grade Criteria
13. Minimum Floor Slab Reinforcement: Based on our experience, we have found
that, for various reasons, floor slabs occasionally crack, causing brittle
surfaces such as ceramic tiles to become damaged. Therefore, we
recommend that all slabs on-grade contain at least a minimum amount of
reinforcing steel to reduce the separation of cracks, should they occur.
13.1. New interior floor slabs should be a minimum of 4 inches actual
thickness and be reinforced with No. 3 bars on 18-inch centers, both
ways, placed at midheight in the slab. Based on new building codes,
the slab should be underiain by granular base or crushed rock gravel a
maximum Vz-inch in diameter and a vapor barrier membrane (such as
15-mil Stegowrap) placed per the manufacturer's specifications. Slab
subgrade soil should be verified by a Geotechnical Exploration, Inc.
representative to have the proper moisture content within 48 hours
prior to placement of the vapor barrier and pouring of concrete. If
suspended slabs are used they should be built per the specifications of
the Structural Engineer.
13.2 Following placement of any concrete floor slabs, sufficient drying time
must be allowed prior to placement of floor coverings. Premature
placement of floor coverings may result in degradation of adhesive
materials and loosening of the finish floor materials.
14. Concrete Isolation Joints: We recommend the project Civil/Structural
Engineer incorporate isolation joints and sawcuts to at least one-fourth the
thickness of the slab in any floor designs. The joints and cuts, if properiy
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placed, should reduce the potential for and help control floor slab cracking.
We recommend that concrete shrinkage joints be spaced no farther than
approximately 20 feet apart, and also at re-entrant corners. However, due
to a number of reasons (such as base preparation, construction techniques,
curing procedures, and normal shrinkage of concrete), some cracking of
slabs can be expected.
15. Slab Moisture Emission: Although it is not the responsibility of geotechnical
engineering firms to provide moisture protection recommendations, as a
service to our clients we provide the following discussion and suggested
minimum protection criteria. Actual recommendations should be provided by
the architect and waterproofing consultants.
Soil moisture vapor can result in damage to moisture-sensitive floors, some
floor sealers, or sensitive equipment in direct contact with the floor, in
addition to mold and staining on slabs, walls and carpets. The common
practice in Southern California has been to place vapor retarders made of
PVC, or of polyethylene. PVC retarders are made in thickness ranging from
10- to 60-mil. Polyethylene retarders, called visqueen, range from 5- to 10-
mil in thickness. These products are no longer considered adequate for
moisture protection and can actually deteriorate over time.
Specialty vapor retarding and barrier products possess higher tensile
strength and are more specifically designed for and intended to retard
moisture transmission into and through concrete slabs. The use of such
products is highly recommended for reduction of floor slab moisture
emission.
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The following American Society for Testing and Materials (ASTM) and
American Concrete Institute (ACI) sections address the issue of moisture
transmission into and through concrete slabs: ASTM E1745-97 (2009)
Standard Specification for Plastic Water Vapor Retarders Used in Contact
Concrete Slabs; ASTM E154-88 (2005) Standard Test Methods for Water
Vapor Retarders Used in Contact with Earth; ASTM E96-95 Standard Test
Methods for Water Vapor Transmission of Materials; ASTM E1643-98 (2009)
Standard Practice for Installation of Water Vapor Retarders Used in Contact
Under Concrete Slabs; and ACI 302.2R-06 Guide for Concrete Slabs that
Receive Moisture-Sensitive Flooring Materials.
Based on the above, we recommend that the vapor barrier consist of a
minimum 15-mil extruded polyolefin plastic (no recycled content or woven
materials permitted). Permeance as tested before and after mandatory
conditioning (ASTM E1745 Section 7.1 and sub-paragraphs 7.1.1-7.1.5)
should be less than 0.01 perms (grains/square foot/hour in Hg) and comply
with the ASTM E1745 Class A requirements. Installation of vapor barriers
should be in accordance with ASTM E1643. The basis of design is Stego wrap
vapor barrier 15-mil or equivalent.
15.1 Common to all acceptable products, vapor retarder/barrier joints must
be lapped and sealed with mastic or the manufacturer's recommended
tape or sealing products. In actual practice, stakes are often driven
through the retarder material, equipment is dragged or rolled across
the retarder, overiapping or jointing is not properiy implemented, etc.
All these construction deficiencies reduce the retarder's effectiveness.
In no case should retarder/barrier products be punctured or gaps be
allowed to form prior to or during concrete placement.
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 42
15,2 Vapor retarders/barriers do not provide full waterproofing for
structures constructed below free water surfaces. They are intended
to help reduce or prevent vapor transmission and/or capillary
migration through the soil and through the concrete slabs.
Waterproofing systems must be designed and properiy constructed if
full waterproofing is desired. The owner and project designers should
be consulted to determine the specific level of protection required.
16. Exterior Slab Reinforcement: As a minimum for protection of on-site
improvements, we recommend that all nonstructural concrete slabs (such as
patios, sidewalks, etc.) be at least 4 inches in actual thickness, founded on
properly compacted and tested fill or medium dense Old Paralic Deposit soils
and underiain by no more than 3 inches of clean leveling sand, with No. 3
bars at 18-inch centers, both ways, at the center of the slab, and contain
adequate isolation and control joints. The performance of on-site
improvements can be greatly affected by soil base preparation and the
quality of construction. It is therefore important that all improvements are
properiy designed and constructed for the existing soil conditions. The
improvements should not be built on loose soils or fills placed without our
observation and testing. The subgrade of exterior improvements should be
verified as properiy prepared within 48 hours prior to concrete placement.
For exterior slabs with the minimum shrinkage reinforcement, control joints
should be placed at spaces no farther than 15 feet apart or the width of the
slab, whichever is less, and also at re-entrant corners. Control and isolation
joints in exterior slabs should be sealed with elastomeric joint sealant. The
sealant should be inspected every 6 months and be properiy maintained.
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 43
17. Concrete Pavement: Driveway pavement, consisting of Portland cement
concrete at least SVz inches in thickness, may be placed on properiy
compacted subgrade soils. The concrete should be at least 3,500 psi
compressive strength, with control joints no farther than 15 feet apart.
Pavement joints should be properiy sealed with permanent joint sealant, as
required in sections 201.3.6 through 201.3.8 of the Standard Specifications
for Public Work Construction, 2006 Edition. Subgrade soil for the driveway
should be compacted to at least 90 percent of Maximum Dry Density.
Control joints should be placed within 12 hours after concrete placement or
as soon as the concrete allows saw cutting without aggregate raveling. The
sawcuts should penetrate at least one-quarter the thickness of the slab.
E. Slopes
We understand to date that no new permanent site slopes are planned. The
current slopes are considered stable, with a factor of safety of at least 1.5 against
gross failure. The following recommendations are suitable for use during the
construction phase in concert with the appropriate use of temporary shoring.
18. Temporary Slopes: Temporary slopes should be stable for a maximum slope
height of 12 feet in the existing medium dense Old Paralic Deposit soils at a
ratio of 1.0:1.0 (horizontal to vertical). The bottom 3 feet may be cut
vertical if dense/stiff to very stiff or hard natural ground soils are
encountered. No soil stockpiles, improvements or other surcharges may
exist or be placed within a horizontal distance of 10 feet from the top of the
excavation. If these recommendations are not feasible due to space
constraints, temporary shoring (i.e., soldier pile and lagging) may be
required for safety and to protect adjacent property improvements and
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 44
construction personnel. Temporary shoring, if needed, should be designed as
recommended in the following section (Section F). This office should be
contacted for additional recommendations if additional shoring or steep
temporary slopes are required.
19. Slope Observations: A representative of Geotechnical Exploration, Inc.
must observe any temporary slopes during construction. In the event that
soils and old paralic deposit materials comprising a slope are not as
anticipated, any required slope design changes would be presented at that
time.
20. Cal-OSHA: Where not superseded by specific recommendations presented in
this report, trenches, excavations, and temporary slopes at the subject site
should be constructed in accordance with Title 8, Construction Safety Orders,
issued by Cal-OSHA.
F. Retaining Wall Design Criteria
21. Design Parameters - Unrestrained: The active earth pressure to be used in
the design of any cantilever retaining walls utilizing on-site very low- to low-
expansive soils (EI less than 90) as backfill should be based on an Equivalent
Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the
event that a retaining wall is surcharged by sloping backfill, the design active
earth pressure should be based on the appropriate Equivalent Fluid Weight
presented in the following table.
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 45
48^ 50 52
*To determine design active earth pressures for ratios intermediate to those
presented, interpolate between the stated values.
22. Design Parameters - Restrained: Retaining walls designed for a restrained
condition should utilize a uniform pressure equal to 8xH (eight times the totai
height of retained soil, considered in pounds per square foot) considered as
acting everywhere on the back of the wall in addition to the design
Equivalent Fluid Weight. The soil pressure produced by any footings,
improvements, or any other surcharge placed within a horizontal distance
equal to the height of the retaining portion of the wall should be included in
the wall design pressure. The recommended lateral soil pressures are based
on the assumption that no loose soils or soil wedges will be retained by the
retaining wall.
Backfill soils should consist of non- or very low- to low-expansive soils with
EI less than 50, and should be placed from the heel of the foundation to the
ground surface within the wedge formed by a plane at 30 degrees from
vertical, and passing by the heel of the foundation and the back face of the
retaining wall. A soil at-rest pressure of 58 pcf may also be used for
restrained retaining walls if level soil is retained.
If a soldier pile and lagging wall is constructed, the previous unrestrained
and restrained wall parameters can still be used. If the wall is allowed to
rotate at least O.OIH at the top, the unrestrained parameters may be used.
If the wall cannot rotate, the restrained parameters should be used.
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 46
23. Surcharge Loads: Any loads placed on the active wedge behind a cantilever
wall should be included in the design by multiplying the load weight by a
factor of 0.36. For a restrained wall, the lateral factor should be 0.53. These
surcharge factors may also be used for shoring walls. If a seismic soil load
will be included in the structural design, the soil seismic increment is 9 pcf
for both restrained and unrestrained walls.
24. Wall Drainage: Proper subdrains and free-draining backwall material or
board drains (such as J-drain or Miradrain) should be installed behind all
retaining walls (in addition to proper waterproofing) on the subject project.
Geotechnical Exploration, Inc. will assume no liability for damage to
structures or improvements that is attributable to poor drainage. Refer to
Figure No. IX, Recommended Retaining Wall Drainage Schematic.
The architectural plans should cleariy indicate that subdrains for any lower-
level walls be placed at an elevation at least 1 foot below the bottom of the
lower-level slabs. At least 0.5-percent gradient should be provided to the
subdrain. The subdrain should be placed in an envelope of crushed rock
gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N
geofabric or equivalent. The subdrain should consist of Amerdrain or
QuickDrain (rectangular section boards). If the slab is to be supported on
top of basement wall footings, then the subdrain should be placed on the
outer face of the footing, not on top of the footing.
25. Surface or Subsurface Drainage Ouality Control: It must be understood that
it is not within the scope of our services to provide quality control oversight
for surface or subsurface drainage construction or retaining wall sealing and
base of wall drain construction. It is the responsibility of the installation
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 47
contractor to verify proper wall sealing, geofabric installation, protection
board (if needed), drain depth below interior floor or yard surface, pipe
percent slope to the outlet, etc.
G. Site Drainage Considerations
26. Surface Drainage: Adequate measures should be taken to properly finish-
grade the lot after the residence and other improvements are in place.
Drainage waters from this site and adjacent properties should be directed
away from the footings, floor slabs, and slopes, onto the natural drainage
direction for this area or into properiy designed and approved drainage
facilities provided by the project civil engineer. Roof gutters and downspouts
should be installed on the residence, with the runoff directed away from the
foundations via closed drainage lines.
Proper subsurface and surface drainage will help minimize the potential for
waters to seek the level of the bearing soils under the footings and floor
slabs. Failure to observe this recommendation could result in undermining
and possible differential settlement ofthe structure or other improvements or
cause other moisture-related problems. Currently, the California Building
Code requires a minimum 1-percent surface gradient for proper drainage of
building pads unless waived by the building official. Concrete pavement may
have a minimum gradient of 0.5-percent.
27, Erosion Control: Appropriate erosion control measures should be taken at all
times during and after construction to prevent surface runoff waters from
entering footing excavations or ponding on finished building pad areas.
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 48
28. Planter Drainage: Planter areas, flower beds, and planter boxes should be
sloped to drain away from the footings and floor slabs at a gradient of at
least 5 percent within 5 feet from the perimeter walls. Any planter areas
adjacent to the residence or surrounded by concrete improvements should be
provided with sufficient area drains to help with rapid runoff disposal. No
water should be allowed to pond adjacent to the residence or other
improvements.
H. General Recommendations
29. Project Start Up Notification: In order to reduce any work delays during site
development, this firm should be contacted at least 48 hours and preferably
48 hours prior to any need for observation of footing excavations or field
density testing of compacted fill soils. If possible, placement of formwork
and steel reinforcement in footing excavations should not occur prior to
observing the excavations. In the event that our observations reveal the
need for deepening or redesigning foundation structures at any location
formwork or steel reinforcement in the affected footing excavation areas
would have to be removed prior to correction of the observed problem (i.e.,
deepening the footing excavation, recompacting soil in the bottom of the
excavation, etc.).
30. Construction Best Management Practices (BMPs): Construction BMPs must
be implemented in accordance with the requirements of the controlling
jurisdiction. Sufficient BMPs must be installed to prevent silt, mud or other
construction debris from being tracked into the adjacent street(s) or storm
water conveyance systems due to construction vehicles or any other
construction activity. The contractor is responsible for cleaning any such
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 49
debris that may be in the street at the end of each work day or after a storm
event that causes breach in the installed construction BMPs.
All stockpiles of uncompacted soil and/or building materials that are intended
to be left unprotected for a period greater than 7 days are to be provided
with erosion and sediment controls. Such soil must be protected each day
when the probability of rain is 40% or greater. A concrete washout should
be provided on all projects that propose the construction of any concrete
improvements that are to be poured in place. All erosion/sediment control
devices should be maintained in working order at all times. All slopes that
are created or disturbed by construction activity must be protected against
erosion and sediment transport at all times. The storage of all construction
materials and equipment must be protected against any potential release of
pollutants into the environment.
XIII. GRADING NOTES
Geotechnical Exploration, Inc. recommends that we be retained to verify the
actual soil conditions revealed during site grading work and footing excavation to be
as anticipated In this "Report of Geotechnical Investigation and Coastal Bluff Edge
Evaluation..." for the project. In addition, the compaction of any fill soils placed
during site grading work must be observed and tested by the soil engineer. It is
the responsibility of the grading contractor to comply with the requirements on the
grading plans and the local grading ordinance. All retaining wall and trench backfill
should be properiy compacted. Geotechnical Exploration, Inc. will assume no
liability for damage occurring due to improperiy or uncompacted backfill placed
without our observations and testing.
Tierra del Oro Residential Project Job No. 13-10316
Carisbad, California Page 50
XIV. LIMITATIONS
Our findings and conclusions have been based upon all available data obtained from
the research and field reconnaissance, as well as our experience with the soils and
native materials located in the City of Carisbad. The work performed and
recommendations presented herein are the result of an investigation and analysis
that meet the contemporary standard of care in our profession within the County of
San Diego.
This report should be considered valid for a period of two (2) years, and is subject
to review by our firm following that time. If significant modifications are made to
the building plans, especially with respect to the height and location of any
proposed structures, this report must be presented to us for immediate review and
possible revision.
It is the responsibility of the owner and/or developer to ensure that the
recommendations summarized in this report are carried out in the field operations
and that our recommendations for design are incorporated in the structural plans.
We should be retained to review the project plans once they are available, to see
that our recommendations are adequately incorporated in the plans.
This firm does not practice or consult in the field of safety engineering. We do not
direct the contractor's operations, and we cannot be responsible for the safety of
personnel other than our own on the site; the safety of others is the responsibility
of the contractor. The contractor should notify the owner if any of the
recommended actions presented herein are considered to be unsafe.
Tierra del Oro Residential Project
Carisbad, California
Job No. 13-10316
Page 51
This opportunity to be of service is sincerely appreciated. Should you have any
questions, please feel free to contact our office. Reference to our Job No. 13-
10316 will help expedite a reply to your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
Jnald C
Project Coord
. Vaughn fY \
oordinator
Jaime
R.CtE. 34422/G.E. 2007
Senior Geotechnical Engineer
Leslie D. Reed, President
C.E.G. 999/P.G. 3391
REFERENCES
JOB NO. 13-10316
November 2013
Association of Engineering Geologists, 1973, Geology and Earthqual<e Hazards, Planners Guide to the
Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special
Publication, p. 44.
Benumof, B.T., L.J. Moore, and G.B. Griggs, 1999, FEMA and State ofthe Art Coastal Erosion Mapping
Along the San Diego County, California Shoreline, In Proceedings of California's Coastal natural
Hazards, edited by Lesley Ewing and Douglas Sherman, USC Sea Grant Program, pp. 86-97.
Benumof, B.T. and G.B. Griggs, 1999, The Dependence of Seacliff (sic) Erosion Rates on Cliff Material
Properties and Physical Processes: San Diego County, California, [n Shore & Beach, Journal of the
American Shore and Beach Preservation Association, v. 67, No. 4.
Burns, R., and W. Gayman, 1985, Coastal Management in San Diego - The Sunset Cliffs Erosional
Control Project, in California's Battered Cost, Proc. from a Conference on Coastal Erosion, San Diego,
CA, pp. 79-91.
California Department of Boating and Waterways and San Diego Association of Governments, 1994,
Shoreline Erosion Assessment and Atlas of the San Diego Region, Volumes I and II.
California Geological Survey, California Emergency Management Agency, University of Southern
California, 2009, Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle and San
Luis Rey Quadrangle, San Diego County.
City of Carlsbad, California, 1993, Technical Guidelines for Geotechnical Reports.
Crowell, J.C, 1962, Displacement along the San Andreas Fault, California; Geologic Society of America
Special Paper 71, 61 p.
Demere, T.A., 2003, Geology of San Diego County, California, BRCC San Diego Natural History
Museum.
Kern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San
Diego County, Caiifornia in Heath, E. and L. Lewis (editors). The Regressive Pleistocene Shoreline,
Coastal Southern California, pp. 1-8.
Emery, K.O., 1941, Rate of Surface Retreat of Sea Cliffs Based on Dated Inscriptions, Science, v. 93,
pp. 617-618.
Flicl<, R.E. and D.R. Cayan, 1984, Extreme Sea Levels on the Coast of California, Proc. 19* Coastal
Engineering Conference, Houston, TX, American Society of Civil Engineers, pp. 886-898.
Flick, R.E., 1998, Comparison of California Tides, Storm Surges, and Mean Sea Level During the El
Nifio Winters of 1982-83 and 1997-98, Shore 8i Beach, pp. 7-11.
Gayman, W., 1985, High Quality, Unbiased Data are Urgently Needed on Rates of Erosion, in
California's Battered Coast, Proc. from a Conference on Coastal Erosion, San Diego, CA, pp. 26-42.
Hart, E.W. and W.A. Bryant, 2007; Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake
Fault Zoning Act with Index To Earthquake Fault Maps; Interim Revision; California Department of
Conservation California Geological Survey, Special Publication 42.
Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (Mi.=5.3) Earthquake Sequence in the
Continental Borderland, Southern California Bulletin of the Seismological Society of America, v. 78, p.
1885-1906.
Joy, J.W., 1968, Tsunamis and Their Occurrence Along the San Diego County Coast, Report to the
Unified San Diego County Civil Defense and Disaster Organization.
Kennedy, M.P., 1973, Sea-cliff Erosion at Sunset Cliffs, San Diego, California Geology, v. 26, pp. 27-
31.
Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif.
Division of Mines and Geology.
Kennedy, M.P., S.H. Clarke, H.G. Greene, R.C. Jachens, V.E. Langenheim, J.J. Moore and D.M. Burns,
1994, A digital (GIS) Geological/Geophysical/Seismological Data Base for the San Diego 30x60
Quadrangle, California—A New Generation, Geological Society of America Abstracts with Programs, v.
26, p. 63.
Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and
Hazard to the Coronado Bridge, Calif. Division of Mines and Geology Open-file Report 97-lOA.
Kennedy, M.P. and S.H. Clarke, 1997B, Age of Faulting in San Diego Bay in the Vicinity of the
Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard
to the Coronado Bridge, Calif. Division of Mines and Geology Open-file Report 97-lOB.
Kennedy, M.P. and S.H. Clarke, 2001, Late Quaternary Faulting in San Diego Bay and Hazard to the
Coronado Bridge, California Geology.
Kennedy, M.P. and SS. Tan, 2008, Geologic Map of the San Diego 30'x60' Quadrangle, California;
California Geological Survey and the United States Geological Survey.
Kennedy, M.P., S.S. Tan, R.H. Chapman, and G.W. Chase, 1975, Character and Recency of Faulting,
San Diego Metropolitan Area, California, Special Report 123, California Division of Mines and Geology.
Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, Metropolitan San
Diego California, Calif. Division of Mines and Geology Map Sheet 40, 1:50,000.
Kuhn, G.G., and F.P. Shepard, 1984, Sea Cliffs, Beaches, and Coastal Valleys of San Diego County:
Some Amazing Histories and Some Horrifying Implications, Berkeley: University of California Press,
http://ark.cdlib.orq/ark:/13030/ft0h4nb01z/
Quinn, W.H., 1974, Monitoring and Predicting El Nino Invasions, Science, v. 242, pp. 825-830.
Rasmusson, E.M., and J.M. Wallace, 1983, Meteorological Aspects of El Nino/Southern Oscillation,
1983, Science, v. 222, pp. 1195-1202.
Reed, L.D., 2009, Fun in the Sun Until Death Do Us Part, Torrey Pines State Beach Sea Cliff Failures,
San Diego County, California, Association of Environmental and Engineering Geologists, Abstract and
Presentation, Lake Tahoe, Nevada.
San Diego Municipal Code Land Development Code, Coastal Bluffs and Beaches Guidelines, 1999, in
Coastal Processes and Engineering Geology of San Diego, California, 2001, Edited by Robert C. Stroh,
San Diego Association of Geologists.
Seymour, R., 1996, Wave Climate Variability in Southern California, Journal of Waterway, Port,
Coastal, and Ocean Engineering, pp. 182-186.
Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900-1949; Calif.
Division of Mines and Geology, Open-file Report 82-17, Sacramento, Calif.
URS Project No. 27653042.00500 (2010), San Diego County Multi-Jurisdiction Hazard Mitigation Plan
San Diego County, California.
U.S. Army Corps of Engineers, 1989, Historic Wave and Sea Levei Data Report - San Diego Region,
Coast of California Storm 8i Tidal Wave Study, CCSTWS 88-6.
U.S. Dept. of Agriculture, 1953, Aerial Photographs AXN-14M-18 and 19.
VICINITY MAP
Thomas Bros Guide - San Diego County pg. 1126-F2
Tierra Del Oro LLC.
5039 Tierra Del Oro
Corlsbod, CA.
Figure No. I
Job No. 13-10316
'"EQUIPMENT
Hand Tools
DIMENSION & TYPE OF EXCAVATION
2' X 2' X 2.75' Handpit
DATE LOGGED ^
9-19-13
SURFACE ELEVATION
± 37.6' IMean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size, Density, Moisture, Color)
LLI UJ OC
CO
5 So
_ Ul
S at
ss
If
5 z
o
Is
m o
o
Ul CO ? UJ
& X
SILTY SAND, fine- to medium-grained, with
minor roots. Medium dense. Damp. Brown.
FILL (Qaf)
SM
2-
3-
Thickened Slab: 12" deep, no footing.
SILTY SAND, fine- to coarse-grained, with mica.
Medium dense. Damp. Gray-brown.
1 BEACH/ I
1^ DUNiSANO '
SILTY SAND, fine- to medium-grained. Medium
dense to dense. Damp. Brown.
OLD PARALIC DEPOSITS (Qop 6-7)
~ palm tree roots from 1/4"-1" in diameter.
~ 24% passing #200 sieve.
SM
SM
Bottom @ 2.75"
X PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
in IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NAME
Tierra del Oro LLC Residential Project
SITE LOCATION
5039 Tierra del Oro, Carisbad, CA
JOB NUMBER
13-10316
FIGURE NUMBER
Ilia
REVIEWED BY LDR/JAC
GcotKhnlcal Enplortlpn, Inc.
LOG No.
HP-1
'^EQUIPMENT
Hand Tools
DIMENSION & TYPE OF EXCAVATION
2' X 2' X 6' Handpit
DATE LOGGED ^
9-19-13
SURFACE ELEVATION
± 37.6' Mean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO
O-UJ
o
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size. Density, Moisture, Color) o ai
LU 2 ct
li
o z
^ en % i ii
m o
il il
SILTY SAND, fine- to medium-grained. Loose to
medium dense. Very moist. Brown.
FILL (Qaf)
~ 7" thick slab, no footing.
~ minor asphalt in fill.
2-
SILTY SAND, fine- to medium-grained. Medium
dense. Very moist. Brown.
WEATHERED OLD PARALIC DEPOSITS (Qop
6-7)
~ 12% passing #200 sieve.
SM
3-
SILTY SAND, fine- to medium-grained;
micaceous. Medium dense. Very moist. Light
brown.
OLD PARALIC DEPOSITS (Qop 6-7)
~ 14% passing #200 sieve.
SM
5-
Bottom @ 6'
I PERCHED WATER TABLE
LOOSE BAG SAMPLE
Q] IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
JOB NAME
Tierra del Oro LLC Residential Project I PERCHED WATER TABLE
LOOSE BAG SAMPLE
Q] IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
SITE LOCATION
5039 Tierra del Oro, Carlsbad, CA
I PERCHED WATER TABLE
LOOSE BAG SAMPLE
Q] IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
JOB NUMBER
13-10316
FIGURE NUMBER
Ilib
REVIEWED BY
LDR/JAC
GcoMchnlcal ""^W Exploration, Inc.
LOG No.
HP-2
''EQUIPMENT
Hand Tools
DIMENSION & TYPE OF EXCAVATION
2'X 1.5'X 2.75' Handpit
DATE LOGGED ^
9-19-13
SURFACE ELEVATION
± 31.9' Mean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO
I
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size, Density, Moisture, Color)
LU UJ Oi
So
UJ s-
^e
So
2 QC
ii
a
if:
z
8 ii
m o
o
UJ CO P UJ 15 S5S
1 -
2-
3-
SILTY SAND, fine- to medium-grained, with
some roots. Loose to medium dense. Very moist.
Dark brown.
FILL (Qaf)
SM
Footing: 15" deep, 10"-12" wide.
~ 10% passing #200 sieve.
SILTY SAND, fine- to medium-grained. Medium
dense to dense. Very moist. Tan-brown.
OLD PARALIC DEPOSITS (Qop 6-7)
16% passing #200 sieve.
SM
10.3 103.6
Bottom @ 2.75'
I PERCHED WATER TABLE
13 LOOSE BAG SAMPLE
[T| IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
\s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
JOB NAME
Tierra del Oro LLC Residential Project I PERCHED WATER TABLE
13 LOOSE BAG SAMPLE
[T| IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
\s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
SITE LXATION
5039 Tierra del Oro, Carlsbad, CA
I PERCHED WATER TABLE
13 LOOSE BAG SAMPLE
[T| IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
\s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
JOB NUMBER
13-10316
FIGURE NUMBER
Ilic
REVIEWED BY
LDR/JAC
llW&f GcotMhnlcal ''^^f Exploration.Inc.
LOG No.
HP-3
J
'^EQUIPMENT
Hand Tools
DIMENSION & TYPE OF EXCAVATION
2'X 2'X 2.75' Handpit
DATE LOGGED ^
9-19-13
SURFACE ELEVATION
± 32.3' Mean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size. Density, Moisture, Color) Si — UJ
2 K ii li
a
z ii
a
d^
UJCO
il SILTY SAND, fine- to medium-grained, with
some roots. Loose. Moist. Dark brown.
FILL (Qaf)
2-
3-
SILTY SAND, fine- to coarse-grained. Medium
dense to dense. Moist. Tan-brown.
OLD PARALIC DEPOSITS (Qop 6-7)
Footing: 14"-15" deep, 12" wide.
SM
Bottom @ 2.75'
I PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
\T\ IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
JOBNAME
Tierra del Oro LLC Residential Project I PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
\T\ IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
SITE LOCATION
5039 Tierra del Oro, Carlsbad, CA
I PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
\T\ IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ ^ STANDARD PENETRATION TEST
JOB NUMBER
13-10316
FIGURE NUMBER
llld
REVIEWED BY
LDR/JAC
ll^^j GMtcdmlcal
EsptorMkm,Inc.
LOG No.
HP-4
J
'^EQUIPMENT
Hand Tools
DIMENSION & TYPE OF EXCAVATION
2' X 2.5' X 4.5' Handpit
DATE LOGGED ^
9-19-13
SURFACE ELEVATION
± 24' Mean Sea Level
GROUNDWATER/SEEPAGE DEPTH
Not Encountered
LOGGED BY
DCV
0.
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size. Density, Moisture, Color)
UJ
UJ K
P
li
2 BC
ii
>-
i <^
B z
o
fei 1 ^
R o
J
§8
m u
a
d^
Ul CO
M
^<»i)N
4-
5-
VEGETATION MAT, 1"- 2" thick.
SILTY SAND, fine- to medium-grained, with
occasional cobble and minor debris. Loose to
medium dense. Damp to moist. Tan-brown.
FILL (Qaf)
SM
~ becomes medium dense @ 2.25'.
Bottom @ 4.5'
I PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
Ul IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NAME
Tierra del Oro LLC Residential Project I PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
Ul IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
SITE LOCATION
5039 Tierra del Oro, Carlsbad, CA
I PERCHED WATER TABLE
^ LOOSE BAG SAMPLE
Ul IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NUMBER
13-10316
FIGURE NUMBER
Hie
REVIEWED BY
LDR/JAC
II^^Ji GMtMhnlcal *^ Exploration, Inc.
LOG No.
HP-5
EXPLORATORY TRENCHES
Tierra Del Oro LLC
5039 Tierra Del Oro
Carlsbad, CA.
CO
(D > O n
<
^ 23.4H
(D
C
o D >
LLI
18.4-
13.4
T-1
Irrigotion
Valve SILTY SAND, nedlun-dense, danp-nolst, tan/brown/strong brown, occassional glass/brlck.
Existing
Wall Landscape
Cobble BLUFF
EDGE GEOLOGIC LEGEND
Iceplant Vegetation
tat. lZ'-18"Thick
SILTY SAND, loose, dry, yellowish brown/tan^''*-"'"''''^'"''-^^^^^
Fill Qaf
T
10 15
T T"
20
T T
25
n
30
T-2
Qaf
Qop
Artificial Fill
Old Paralic Deposits
SILTY SAND, nediun dense-dense, dry-danp, pale gray/tan
Qop
oo
:s
> O n
<
% 24.0H
0
C
o o > 19.0-
Bluff Edge
SILTY SAND, loose, dry, yellowish brown/tan
FIII Qaf
18"-24"Thatchylce Plant
"T"
25 30
SILTY SAND, nediun-dense, dry-danp, tan/brown/s-trong brown.
Qop
Figure No. lllf
Job No. 13-10316
13-1031 ^Tl
Relative Horizontal Distance
SCALE: 1" = 5'
(Horizontal and Vertical)
Geotechnical
Exploration, Inc.
October 2073
5,000
4,000
•a 3,000
a.
I I-O z
CO
S5 I
to 2,000
1,000
1,000 2,000 3,000
NORMAL PRESSURE, psf
4,000 5,000
Specimen Identification Classification Yd MC%
D HP-1 @ 2.0' SILTY SAND (SM), Brown 18 42
£2
o
UJ
cc
Geotechnical
Exploration, Inc.
DIRECT SHEAR TEST
Figure Number: IV
Job Name: Tierra del Oro LLC Residential Project
Site Location: 5039 Tierra del Oro, Carlsbad, CA
Job Number: 13-10316
Contour Inten'al 50m
EXCEPT FROM GEOLOGIC MAP OF THE OCEANSIDE 30' X 60' QUADRANGLE, CALIFORNIA
Tierra Del Oro LLC.
5039 Tierra del Oro
Corlsbad, CA.
Micharl P Kennedy and Slung S Tan
2003
Digiliil Pnparaiwn hy
KtltvR. Box'uni' Rmhel M Ahvrt-z'unJ .\fUhtiflJ- »i/rv<
ONSHORE MAP SYMBOLS
Contact - Contact between geologic units: dotted where concealed.
Fault - Solid where accurately located: dashed where
approximately located; dotted where concealed. U = upthrown
block, D = downthrown block. Arrow and number indicate
direction and angle of dip of fault plane.
Anticline - Solid where accurately located; dashed where
approximately located, dotted where concealed. Arrow
indicates direction of axial plunge.
Syncllne - Solid where accurately located; dotted where concealed.
Arrow indicates direction of axial plunge.
Landslide - Arrows Indicate principal direction of movement
Queried where existence is questionable.
QoP5
Strike and dip of beds
Inclined
Strike and dip of igneous joints
Inclined
Vertical
Strike and dip of metamorphic foliation
Inclined
•nd Onshof* baM (hyptograpriy, hydrograpny I'nnsporanoni Iron U SG S digiul a'f^ IDLG)
dala, San D«90 30 » 80" mainc quaorangta Snadad
lortogmfw. Ome fiixK u S G S digital atevallon models I'OEM**) Oflalwrb baffyt^lfic cnnlours and ahadao
Batnymawy frc" NOAA SKiglo and nmfllbaarfi dala
Projactuxi • UTM rona 11. North Aniancan Daajir 19?7
lUSGS
Ihr* msj: WM fundwl pan by Ifw U S GeatOQical
Survey National Cooparalr/a Gaolopc Mapping Progra/r
STATEMAPA»a'0r» 8eHQAC2Wfl
Pfopareo m cooperatio" w*h Ine U S Gaolsgical Survey
Souirwm CaMornw Aiofl Mapptrni Prc^acI
CopyriQh! C 2006 by IM Cafcfc)m« Dw^nenl ol Conservation
All riphb fSWfvad No pari ol this pjbUcabon m«y be reorodjCK
wit-xwl mmer consei-l of the Calilomia Gaolcgcal Sjr\«»
DESCRIPTION OF MAP UNITS
Old paralic deposits. Unit 7 (late to middle
Pleistocene)—Mostly poorly sorted, moderately permeable,
reddish-brown, interfingered strandline, beach, estuarine
and coUuvial deposits composed of siltstone, sandstone and
conglomerate. Tiiese deposits rest on the 9-11 m Bird Rock
terrace (Fig. 3)
Old paralic deposits, Unit 6 (late to middle
Pleistocene)—Mostly poorly sorted, moderately permeable,
reddish-brown, interfingered strandline, beach, estuarine
and coUuvial deposits composed of siltstone, sandstone and
conglomerate. These deposits rest on the 22-23 m Nestor
terrace (Fig. 3)
Santiago Formation (middle Eocene)—Named by Woodring
and Popenoe (1945) for Eocene deposits of northwestern
Santa Ana Mountains. There are three distinctive parts. A
basal member that consists of bull" and brownish-gray,
massive, coarse-grained, poorly sorted arkosic sandstone and
conglomerate (sandstone generally predominating). In some
areas the basal member is overlain by gray and brownish-gray
(sail and pepper) central member that consists of soft,
medium-grained, moderately well-sorted arkosic sandstone.
An upper member consists of gray, coarse-grained arkosic
sandstone and grit. Througiiout the formation, both vertically
and laterally, there exists greenish-brown, massive claystone
interbeds, tongues and lenses of often fossiliferous, lagoonai
claystone and siltstone. The lower part of the Santiago
Formation interfingers with the Delmar Formation and Torrey
Sandstone in fhe Encinitas quadrangle
Figure No. V
Job No. 13-10316
Geotechnical
Exploration, inc.
tierra-del-2008-geo.ai
CROSS SECTION A-A'
Tierra Del Oro LLC
5039 Tierra Del Oro
Cartsbad, CA.
60
A'
40 -
oo
> O
<
0) (D ^ 20 -
c o
D >
UJ
Rip-Rap
BLUFF Fill
EDGE (Qaf) HP-4
HP-1
Qop
100 120 140 160 180 200 220
Relative Horizontal Distance
SCALE: 1" = 20'
(Horizontal and Vertical)
GEOLOGIC LEGEND
Qaf Artificial Fill
Qop Old Paralic Deposits
Figure No. VI
Job No. 13-10316
13-10316-AA
Geotechnical
Exploration, Inc.
October 2013
EXCEPT FROM
Tierra Del Oro LLC.
5039 Tierra del Oro
Corlsbad, CA.
TSUNAMI INUNDATION MAP
FOR EMERGENCY PLANNING
state of California ~ County of San Diego
OCEANSIDE QUADRANGLE
SAN LUIS REY QUADRANGLE
June 1, 2009
Table 1; Tsunami sources modeled for the San Diego County coastline.
Sources (M = moment magnitude used In modeled
event)
Areas of Inundation Map Coverage
and Sources Used Sources (M = moment magnitude used In modeled
event) Dana
Point Oceanskle San Diego
Local
Soun^es
Carlsbad Thrust Fault X X
Local
Soun^es
Catalina Fault X X X
Local
Soun^es
Coronado bank Fault X
Local
Soun^es
Lasuen Kndl Fault X X Local
Soun^es San Clemente Fault Bend Region X
Local
Soun^es
San Clemente Island FauK X
Local
Soun^es
San Mateo Thrust FauH x X
Local
Soun^es
Coronado Canvon Landslide #1 X
Distant
Sources
Cascadia Subduction Zone #3 (M9.2) X X
Distant
Sources
Central Aleutians Subduction Zona#1(M8.9) X X X
Distant
Sources
Central Aleutians Subductbn Zone#2rM8.9) X X
Distant
Sources
Central Aleutians Subduction Zone#3(M9.2l X X X
Distant
Sources
Chile North Subduction Zone (M9.4) X X
Distant
Sources
1960 Chile Earthquake (M9.3) X X Distant
Sources 1952 Kamchatka Earthauake (M9.0) X
Distant
Sources
1964 Alaska Earthauake (M«.2I X X X
Distant
Sources
Japan Subductkin Zone #2 (M8.8) X X
Distant
Sources
Kuril Islands Subduction Zone #2 (M8.8) X X
Distant
Sources
Kuril Islands Subduction Zone #3 (M8.8) X X
Distant
Sources
Kuril Islands Subduction Zone #4 (M8.8) X X
USC
WSOUTH^
MAP EXPLANATION
-•^Ky^ Tsunami Inundation Line
jf^ Tsunami Inundation Area
PURPOSE OF THIS MAP
This teunami inundation map was prepared to assist cities and counties in identifying
tti&ir^nami hazard. It is intef>ded fbr bcal jurfs(£ctlonai, coastal evacuation
planning uses t^ily. TNs rmp, and the Ir^nnation presented herein, is not a legal
do(Hjment arxl does not meet dtsck^ure requirements for real estate transacti(Kts
nor for any other regt^^ory purpose.
The inundation map has been compiled mth be^ currently availat>le scientific
information. The inundation line reinvents the mai^mim considered tsunami runup
from a numt>er of extreme, yet realistic, tsunami SOLHX»S. Tsunamis are rare events:
due to a ladt of known occurrences in the historical record, this map includes no
InfomiaHon atxiut the prot>at)ility of any tsunami affecting any area within a specie
period erf time.
Please refer to the following websites for additional information on the constniction
and/or intended use of the tsunarr^ inundation map:
State of Califomia Emergency M^agement Agency, Earthqual^ and Tsunami Program:
http://www.oes.ca.gov/Wet>Pa9e/oeswebsite.nsf/Content/B1EC
51BA215931768825741 F005E8D80?OpenDocument
University of Southem Califomia - Tsunami Research Center
http://www.Lec.edu/dept/tsunamis/2005Andex.php
State of Califomia Geological Survey Tsunanru infnmation:
http://www.conservatlon.ca.gov/cgs/geologic_hazards/Tsunanw/index.htm
National Oceanic and Atnmspheric Agency Center for Tsunami Research (MOST model):
ht^://nctrpmet. noaa.gov/lime/background/models. html
MAP BASE
T(^x)graphic base maps prepared by U.S. Geological Survey as part of the 7.5-mlnute
Quadrangle Map Series (originally 1:24,000 scale). Tsunami inundation line
boundaries may refiect t^xlated digital othophotographic and U^x}gra|}hic data that
can differ significantty from contours shown on the base map.
DISCLAIMER
The California Emergency Management Agency (CalEMA), the University of Southem
Caiifomla (USC), and the Califomia Geobgical Survey (CGS) make no representation
or warranties regarding the accuracy of this inundatkm map nor the data from which
the map was derived. Neither the State of Califomia nor USC shall be liable under any
druimstances for any direct Indirect, special, incidental or consequential damages
with respect to any daim by any user or any third party on account of or arising from
the use of this map.
tierra-del-oro-tsumani.ai
Figure No. Vll
Job No. 13-10316
Gcotedmical
MF^ITV Explorrtton.Inc.
October 2013
FOUNDATION REQUIREMENTS NEAR SLOPES
Proposed Structure
Concrete Floor Slab
Reinforcement of
Foundations and Floor
Slabs Following the
Recommendations of the
Architect or Stnjctural
Engineer.
Concrete Foundation
18" Minimum or as Deep
OS Required for Lateral
Stability
TOP OF COMPACTED FILL SLOPE
(Any loose soils on the slope surface
shall not be considered to provide
lateral or vertical strength for the
footing or for slope stability. Needed
depth of embedment shall be measurec
from competent soil.)
COMPACTED FILL SLOPE WITH
MAXIMUM INCLINATION AS
PER SOILS REPORT
Total Depth of Footing
Measured from Finish Soil
Subgrade
Outer Most Face^
of Footing
TYPICAL SECTION
(Showing Proposed Foundation Located Within 8 Feet of Top of Slope )
18" FOOTING/8' SETBACK
Total Depth of Footing
1.5:1.0 SLOPE 2.0:1.0 SLOPE
P a it o
<U CO
io o a t; o
0 82' 66"
2 66" 54"
4' 51" 42'
6' 34" 30"'
8' 18" 18"
* when applicable
Figure No. Vlll
Job No. 13-10316
Geotechnical
Exploration, Inc.
SUBGRADE RETAINING
WALL DRAINAGE RECOMMENDATIONS
Exterior Footing
Retaining Wall
Lower-level
Slab-on-grade
Sealant
J
Properly
Compacted
Backfill
Miradrain 6000
Waterproofing
To Top Of Wall
Perforated PVC (SDR 35)
4" pipe with 0.5% min. slope,
with bottom of pipe located 12"
below slab or Interior (crawispace)
ground surface elevation, with 1.5
(cu.ft.) of gravel 1" diameter
max, wrapped with filter cloth
Sealant such as Miradrain HON.
Ameridrain, Quickdrain or equvalent
product may be used as an
alternative.
Between Bottom
12" of Slab and
j Pipe Bottom
Miradrain Cloth
NOT TO
Figure No. IX
Job No. 13-10316
13-10316-IX
GeotthnUal
Aqvlofwfloi^ Inc*
October 2073
APPENDIX A
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
Coarse-grained (More than half of material is larger than a No. 200 sieve)
GW GRAVELS, CLEAN GRAVELS
(More than half of coarse fraction
is larger than No. 4 sieve size, but
smaller than 3")
GRAVELS WITH FINES
(Appreciable amount)
SANDS, CLEAN SANDS
(More than half of coarse fraction
is smaller than a No. 4 sieve)
SANDS WITH FINES
(Appreciable amount)
Well-graded gravels, gravel and sand mixtures, little
or no fines.
GP Poorly graded gravels, gravel and sand mixtures, little or
no fines.
GC Clay gravels, poorly graded gravel-sand-silt mixtures
SW Well-graded sand, gravelly sands, little or no fines
SP Poorly graded sands, gravelly sands, little or no fines.
SM Silty sands, poorly graded sand and silty mixtures.
SC Clayey sands, poorly graded sand and clay mixtures.
Fine-grained (More than half of material is smaller than a No. 200 sieve)
SILTS AND CLAYS
Liquid Limit Less than 50
Liquid Limit Greater than 50
HIGHLY ORGANIC SOILS
ML Inorganic silts and very fine sands, rock flour, sandy silt
and clayey-silt sand mixtures with a slight plasticity
CL Inorganic clays of low to medium plasticity, gravelly
clays, silty clays, clean clays.
OL Organic silts and organic silty clays of low plasticity.
MH Inorganic silts, micaceous or diatomaceous fine sandy or
silty soils, elastic silts.
CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity.
PT Peat and other highly organic soils
(rev. 6/05)
APPENDIX B
Gross and Shallow Failure Analysis Slope Stability Calculations
Tierra del Oro LLC Residence
5039 Tierra del Oro
Carlsbad, California
Job No. 13-10316
Soli Desian Parameters
Soil Unit Weight: 110 pcf; Saturated Unit Weight: 120 pcf
Friction Angle: 42 degrees
Cohesion: 100 psf for wet sand
Slope Angle, 3: 26.56 degrees (existing 2.0:1.0 predominant slope)
Shallow Failure Stability Analysis
Fs= C/(Y sat. H. COSA2 (p). Tan p) -i- ( y'/y sat)(tan <t)/tanp)
= 100/(120 X 3.0 X 0.800 x 0.50) 4- (57.6/120) (0.90/0.50)
= 0.694 + 0.864
= 1.56 >1.50 ok.
Gross Failure Stabilitv Analvsis
The total maximum slope height (H) is less than 20 feet. If the soil cohesion is 100
psf, the moist soil is 110 pcf, and the slope is no steeper than 2.0 to 1.0 (horizontal
to vertical) for the predominant site slope:
Using Taylor's Charts for a factor of safety of 1.8 and a ratio (C/y x H) of 0.010, the
calculated soil height for a 2.0:1.0 slope is 90 feet, which is higher than the existing
20-foot-high slope at the site (per surveyor's plan). If the soil cohesion decreased
to 50 psf, the maximum stable slope height would be 45 feet. Therefore, the slope
is grossly stable with a factor of safety higher than 1.8
APPENDIX C
EQ FAULT TABLES
TDD eqf peak TEST.OUT
* *
* EQFAULT *
* *
* version 3.00 *
* *
***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 13-10316
DATE: 11-01-2013
JOB NAME: Tierra del Oro LLC eqf
CALCULATION NAME: TDO eqf Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.1319
SITE LONGITUDE: 117.3364
SEARCH RADIUS: 100 Itli
ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-pleist. Soil-Uncor.
UNCERTAINTY CM=Median, S=sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cdist
SCOND: 0
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
Page 1
TDO eqf peak TEST.OUT
Page 1
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY
MAG.(Mw) ACCEL, g MOD.MERC.
ROSE CANYON 4 3( 6.9) 6.9 0.477 X
NEWPORT-INGLEWOOD (Offshore) 5 9( 9.5) 6.9 0.411 X
CORONADO BANK 20 .1( 32.3) 7.4 0.190 VIII
ELSINORE-TEMECULA 25 2( 40.6) 6.8 0.094 VII
ELSINORE-JULIAN 25 3( 40.7) 7.1 0.118 VII
ELSINORE-GLEN IVY 35 4( 56.9) 6.8 0.062 VI
PALOS VERDES 36.4( 58.6) 7.1 0.075 VII
EARTHQUAKE VALLEY 43 9( 70.6) 6.5 0.037 V
NEWPORT-INGLEWOOD (L.A.Basin) 47 3( 76.1) 6.9 0.046 VI
SAN JACINTO-ANZA 47 9( 77.1) 7.2 0.057 VI
SAN JACINTO-SAN JACINTO VALLEY 48 5( 78.1) 6.9 0.045 VI
CHINO-CENTRAL AVE. (Elsinore) 49 3( 79.4) 6.7 0.044 VI
WHITTIER 52 9( 85.1) 6.8 0.037 V
SAN JACINTO-COYOTE CREEK 52 9( 85.2) 6.8 0.037 V
COMPTON THRUST 57 0( 91.7) 6.8 0.045 VI
ELSINORE-COYOTE MOUNTAIN 57 6( 92.7) 6.8 0.033 V
ELYSIAN PARK THRUST 60 1( 96.7) 6.7 0.039 V
SAN JACINTO-SAN BERNARDINO 61 4( 98.8) 6.7 0.028 V
SAN ANDREAS - San Bernardino 66 3( 106.7) 7.3 0.041 V
SAN JACINTO - BORREGO 66 3( 106.7) 6.6 0.023 IV
SAN ANDREAS - Southern 66 3( 106.7) 7.4 0.044 VI
SAN JOSE 70 2( 113.0) 6.5 0.024 IV
PINTO MOUNTAIN 73.2( 117.8) 7.0 0.028 V
SIERRA MADRE 73 9( 118.9) 7.0 0.033 V
CUCAMONGA 74 2( 119.4) 7.0 0.033 V
SAN ANDREAS - Coachella 74 2( 119.4) 7.1 0.030 V
NORTH FRONTAL FAULT ZONE (West) 77 4( 124.5) 7.0 0.031 V
BURNT MTN. 79 0( 127.2) 6.4 0.016 IV
CLEGHORN 79 1( 127.3) 6.5 0.017 IV
NORTH FRONTAL FAULT ZONE (East) 81 7( 131.5) 6.7 0.023 IV
EUREKA PEAK 81 8( 131.7) 6.4 0.015 IV
RAYMOND 81. 8( 131.7) 6.5 0.020 IV
SAN ANDREAS - 1857 Rupture 82. 2( 132.3) 7.8 0.046 VI
SAN ANDREAS - Mojave 82. 2( 132.3) 7.1 0.026 V
SUPERSTITION MTN. (San Jacinto) 82. 4( 132.6) 6.6 0.018 IV
CLAMSHELL-SAWPIT 83. 6( 134.6) 6.5 0.019 IV
VERDUGO 84. 4( 135.9) 6.7 0.022 IV
ELMORE RANCH 86. 1( 138.5) 6.6 0.017 IV
HOLLYWOOD 86. 2( 138.7) 6.4 0.017 IV
SUPERSTITION HILLS (san Jacinto) 87. 1( 140.2) 6.6 0.016 IV
ESTIMATED MAX. EARTHQUAKE EVENT
DETERMINISTIC SITE PARAMETERS
Page 2
ABBREVIATED
FAULT NAME
LAGUNA SALADA
LANDERS
HELENDALE - S. LOCKHARDT
SANTA MONICA
MALIBU COAST
LENWOOD-LOCKHART-OLD WOMAN SPRGS
BRAWLEY SEISMIC ZONE
JOHNSON VALLEY (Northern)
EMERSON SO. - COPPER MTN.
APPROXIMATE
DISTANCE
mi (km)
88.7(
88.9(
89.8(
90.8(
93.3(
93.7(
95.4(
96.8(
97.1(
142.8)
143.1)
144.5)
146.1)
150.1)
150.8)
153.6)
155.8)
156.3)
Page 2
ESTIMATED MAX. EARTHQUAKE EVENT
MAXIMUM
EARTHQUAKE
MAG.(Mw)
PEAK
SITE
ACCEL, g
EST. SITE
INTENSITY
MOD.MERC.
7.0 0.022 IV
7.3 0.028 V
7.1 0.023 IV
6.6 0.018 IV
6.7 0.019 IV
7.3 0.026 V
6.4 0.012 III
6.7 0.015 IV
6.9 0.018 IV
TDO eqf
NORTHRIDGE (E. Oak Ridge)
SIERRA MADRE (San Fernando)
SAN GABRIEL
ANACAPA-DUME
peak TEST.OUT
97.6( 157.0) 6.9 0.024
98.2( 158.1) 6.7 0.018
98 5( 158.5) 7.0 0.019
END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
V
IV
IV
V
THE ROSE CANYON
IT IS ABOUT 4.3 MILES (6.9 km) AWAY. FAULT IS CLOSEST TO THE SITE.
LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4765
Page 3
TDO eqf rhga TEST.OUT
***********************
* *
* EQFAULT *
* *
* version 3.00 *
* *
***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 13-10316
DATE: 11-01-2013
JOB NAME: Tierra del oro LLC eqf
CALCULATION NAME: TDO eqf Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.1319
SITE LONGITUDE: 117.3364
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-uncor.
UNCERTAINTY (M=Median, s=Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cdist
SCOND: 0
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles)
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
Page 1
TDO eqf rhga TEST.OUT
Page 1
ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM RHGA EST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY
MAG.(Mw) ACCEL, g MOD.MERC.
ROSE CANYON 4.3( 6.9) 6.9 0.310 IX
NEWPORT-INGLEWOOD (Offshore) 5.9( 9.5) 6.9 0.267 IX
CORONADO BANK 20.1( 32.3) 7.4 0.190 VIII
ELSINORE-TEMECULA 25.2( 40.6) 6.8 0.094 VII
ELSINORE-JULIAN 25.3( 40.7) 7.1 0.118 VII
ELSINORE-GLEN IVY 35.4( 56.9) 6.8 0.062 VI
PALOS VERDES 36.4( 58.6) 7.1 0.075 VII
EARTHQUAKE VALLEY 43.9( 70.6) 6.5 0.037 V
NEWPORT-INGLEWOOD (L.A.Basin) 47.3( 76.1) 6.9 0.046 VI
SAN JACINTO-ANZA 47.9( 77.1) 7.2 0.057 VI
SAN JACINTO-SAN JACINTO VALLEY 48.5( 78.1) 6.9 0.045 VI
CHINO-CENTRAL AVE. (Elsinore) 49.3( 79.4) 6.7 0.044 VI
WHITTIER 52.9( 85.1) 6.8 0.037 V
SAN JACINTO-COYOTE CREEK 52.9( 85.2) 6.8 0.037 V
COMPTON THRUST 57.0( 91.7) 6.8 0.045 VI
ELSINORE-COYOTE MOUNTAIN 57.6( 92.7) 6.8 0.033 V
ELYSIAN PARK THRUST 60.1( 96.7) 6.7 0.039 V
SAN JACINTO-SAN BERNARDINO 61.4( 98.8) 6.7 0.028 V
SAN ANDREAS - San Bernardino 66.3( 106.7) 7.3 0.041 V
SAN JACINTO - BORREGO 66.3( 106.7) 6.6 0.023 IV
SAN ANDREAS - Southern 66.3( 106.7) 7.4 0.044 VI
SAN JOSE 70.2( 113.0) 6.5 0.024 IV
PINTO MOUNTAIN 73.2( 117.8) 7.0 0.028 V
SIERRA MADRE 73.9( 118.9) 7.0 0.033 V
CUCAMONGA 74.2( 119.4) 7.0 0.033 V
SAN ANDREAS - Coachella 74.2( 119.4) 7.1 0.030 V
NORTH FRONTAL FAULT ZONE (West) 77.4( 124.5) 7.0 0.031 V
BURNT MTN. 79.0( 127.2) 6.4 0.016 IV
CLEGHORN 79.1( 127.3) 6.5 0.017 IV
NORTH FRONTAL FAULT ZONE (East) 81.7( 131.5) 6.7 0.023 IV
EUREKA PEAK 81.8( 131.7) 6.4 0.015 IV
RAYMOND 81.8( 131.7) 6.5 0.020 IV
SAN ANDREAS - 1857 Rupture 82.2( 132.3) 7.8 0.046 VI
SAN ANDREAS - Mojave 82.2( 132.3) 7.1 0.026 V
SUPERSTITION MTN. (San jacinto) 82.4( 132.6) 6.6 0.018 IV
CLAMSHELL-SAWPIT 83.6( 134.6) 6.5 0.019 IV
VERDUGO 84.4( 135.9) 6.7 0.022 IV
ELMORE RANCH 86.1( 138.5) 6.6 0.017 IV
HOLLYWOOD 86.2( 138.7) 6.4 0.017 IV
SUPERSTITION HILLS (San Jacinto) 87.1( 140.2) 6.6 0.016 IV
DETERMINISTIC SITE PARAMETERS
Page 2
ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM RHGA EST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY
MAG.(Mw) ACCEL, g MOD.MERC.
LAGUNA SALADA 88.7( 142.8) 7.0 0.022 IV
LANDERS 88.9( 143.1) 7.3 0.028 V
HELENDALE - S. LOCKHARDT 89.8( 144.5) 7.1 0.023 IV
SANTA MONICA 90.8( 146.1) 6.6 0.018 IV
MALIBU COAST 93.3( 150.1) 6.7 0.019 IV
LENWOOD-LOCKHART-OLD WOMAN SPRGS 93.7( 150.8) 7.3 0.026 V
BRAWLEY SEISMIC ZONE 95.4( 153.6) 6.4 0.012 III
JOHNSON VALLEY (Northern) 96.8( 155.8) 6.7 0.015 IV
EMERSON SO. - COPPER MTN. 97.1( 156.3) 6.9 0.018 IV
page 2
NORTHRIDGE (E. Oak Ridge)
SIERRA MADRE (San Fernando)
SAN GABRIEL
ANACAPA-DUME
TDO eqf rhga TEST.OUT
97.6( 157.0)
98.2( 158.1)
98.5( 158.5)
99.9 ( 160.7)
*******************************************************************************
END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
6.9 0.024 V
6.7 0.018 IV
7.0 0.019 IV
7.3 0.029 V
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 4.3 MILES (6.9 km) AWAY.
LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3098 g
Page 3
1100
1000
CALIFORNIA FAULT MAP
Tierra del Ore LLC eqf
900 --
800 --
700 --
-400 -300 -200 -100 200 300 400 500 600
APPENDIX D
EQ SEARCH TABLES
TDO peak TEST.OUT
*************************
* *
* EQSEARCH *
* *
* version 3.00 * * * *************************
ESTIMATION OF
PEAK ACCELERATION FROM
CALIFORNIA EARTHQUAKE CATALOGS
JOB NUMBER: 13-10316
DATE: 11-01-2013
JOB NAME: TDO eqs
EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT
MAGNITUDE RANGE:
MINIMUM MAGNITUDE: 5.00
MAXIMUM MAGNITUDE: 9.00
SITE COORDINATES:
SITE LATITUDE: 33.1319
SITE LONGITUDE: 117.3364
SEARCH DATES:
START DATE: 1800
END DATE: 2010
SEARCH RADIUS:
100.0 mi
160.9 km
ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-Uncor. UNCERTAINTY (M=Median, s=Sigma): M Number of sigmas: 0.0
ASSUMED SOURCE TYPE: DS [ss=Strike-slip, DS=Reverse-slip, BT=B1ind-thrust]
SCOND: 0 Depth source: A
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
MINIMUM DEPTH VALUE (km): 3.0
Page 1
I
TDO peak TEST.OUT
EARTHQUAKE SEARCH RESULTS
Page 1
FILE
CODE
LAT.
NORTH
LONG.
WEST
DATE
TIME
(UTC)
H M sec
DEPTH
(km)
QUAKE
MAG.
SITE
ACC.
g
SITE
MM
INT.
APPROX.
DISTANCE
mi [km]
DMG 33 OOOO 117 3000 11/22/1800 2130 0.0 0 0 6 50 0 278 IX 9.3< : 15.0
MGI 32 8000 117 1000 05/25/1803 0 0 0.0 0 0 5 00 0 025 V 26.7( : 43.0
DMG 34 3700 117 6500 12/08/1812 15 0 0.0 0 0 7 00 0 027 V 87.4 [140.6
T-A 34 OOOO 118 2500 09/23/1827 0 0 0.0 0 0 5 00 0 006 II 79.7( [128.3
MGI 34 1000 118 1000 07/11/1855 415 0.0 0 0 6 30 0 017 IV 80.01 [128.7
T-A 34 OOOO 118 2500 01/10/1856 0 0 0.0 0 0 5 00 0.006 II 79.71 [128.3
MGI 33 OOOO 117 OOOO 09/21/1856 730 0.0 0 0 5 00 0 033 V 21.5 [ 34.6
T-A 32 6700 117 1700 12/00/1856 0 0 0.0 0 0 5 00 0 019 IV 33.3 [ 53.6
MGI 34 OOOO 117 5000 12/16/1858 10 0 0.0 0 0 7 00 0 043 VI 60.7( [ 97.6
T-A 34 OOOO 118 2500 03/26/1860 0 0 0.0 0 0 5 00 0 006 II 79.7( [128.3
DMG 32 7000 117 2000 05/27/1862 20 0 0.0 0 0 5 90 0 043 VI 30.8 [ 49.6
T-A 32 6700 117 1700 10/21/1862 0 0 0.0 0 0 5 00 0 019 IV 33.3( [ 53.6
T-A 32 6700 117 1700 05/24/1865 0 0 0.0 0 0 5 00 0 019 IV 33.3( [ 53.6
T-A 33 5000 115 8200 05/00/1868 0 0 0.0 0 0 6 30 0 014 IV 91.1 [146.6
T-A 32 2500 117 5000 01/13/1877 20 0 0.0 0 0 5 00 0 008 III 61.6( [ 99.2
DMG 33.9000 117 2000 12/19/1880 0 0 0.0 0 0 6 00 0 023 IV 53.6( [ 86.3
DMG 34 1000 116 7000 02/07/1889 520 0.0 0 0 5 30 0 008 III 76.2( [122.6
DMG 34 2000 117 9000 08/28/1889 215 0.0 0 0 5 50 0 009 III 80.5( [129.6.
DMG 33 4000 116 3000 02/09/1890 12 6 0.0 0 0 6 30 0 024 IV 62.6( [100.8
DMG 32 7000 116 3000 02/24/1892 720 0.0 0.0 6 70 0.030 V 67.1( [107.9
DMG 33 2000 116 2000 05/28/1892 1115 0.0 0 0 6 30 0 022 IV 65.8( [106.0.
DMG 34 3000 117 6000 07/30/1894 512 0.0 0 0 6.00 0 013 III 82.1( [132.1
DMG 32 8000 116 8000 10/23/1894 23 3 0.0 0 0 5 70 0 027 V 38.6( [ 62.1"
DMG 34 2000 117 4000 07/22/1899 046 0.0 0 0 5 50 0 010 III 73.8( [118.8.
DMG 34 3000 117 5000 07/22/1899 2032 0.0 0 0 6 50 0 020 IV 81.2( [130.7"
DMG 33 8000 117 OOOO 12/25/1899 1225 0.0 0 0 6 40 0 034 V 50.0( [ 80.5
MGI 34 OOOO 118 OOOO 12/25/1903 1745 0.0 0 0 5 00 0 007 II 71.1( [114.4
MGI 34 1000 117 3000 07/15/1905 2041 0.0 0 0 5 30 0 010 III 66.91 [107.6"
MGI 34 OOOO 118 3000 09/03/1905 540 0.0 0 0 5 30 0 007 II 81.61 [131.4.
DMG 34 2000 117 1000 09/20/1907 154 0.0 0 0 6 00 0 015 IV 75.0( [120.7]
DMG 33 7000 117 4000 04/11/1910 757 0.0 0 0 5 00 0 015 IV 39.4( [ 63.4]
DMG 33 7000 117 4000 05/13/1910 620 0.0 0 0 5 00 0 015 IV 39.4( [ 63.4]
DMG 33 7000 117 4000 05/15/1910 1547 0.0 0 0 6 00 0 034 V 39.4( [ 63.4]
DMG 33 5000 116 5000 09/30/1916 211 0.0 0 0 5 00 0 010 III 54.5( [ 87.8]
DMG 33 7500 117 OOOO 04/21/1918 223225.0 0 0 6 80 0 051 VI 46.9( [ 75.4;
MGI 33 8000 117 6000 04/22/1918 2115 0.0 0 0 5 00 0 Oil III 48.6( [ 78.1]
DMG 33 7500 117 OOOO 06/06/1918 2232 0.0 0 0 5 00 0 012 III 46.9( [ 75.4]
MGI 34 OOOO 118 5000 11/19/1918 2018 0.0 0 0 5 00 0 005 II 89.9( [144.6]
DMG 33 2000 116 7000 01/01/1920 235 0.0 0 0 5 00 0 016 IV 37.11 [ 59.7]
MGI 34 0800 118 2600 07/16/1920 18 8 0.0 0 0 5 00 0 006 II 84.3( [135.7]
MGI 33 2000 116 6000 10/12/1920 1748 0.0 0 0 5 30 0 017 IV 42.8( [ 68.9]
DMG 34 OOOO 117 2500 07/23/1923 73026.0 0 0 6 25 0 024 IV 60.1( [ 96.8]
DMG 34 OOOO 116 OOOO 04/03/1926 20 8 0.0 0 0 5 50 0 007 II 97.5( [156.9]
DMG 34 OOOO 118 5000 08/04/1927 1224 0.0 0 0 5 00 0 005 II 89.9( [144.6]
DMG 34 OOOO 116 OOOO 09/05/1928 1442 0.0 0 0 5 00 0 005 II 97.5( [156.9]
DMG 32 9000 115 7000 10/02/1928 19 1 0.0 0 0 5.00 0 005 II 96.1( [154.6]
DMG 34 1800 116 9200 01/16/1930 02433.9 0 0 5 20 0 007 II 76.2( [122.7]
DMG 34 1800 116 9200 01/16/1930 034 3.6 0 0 5 10 0 007 II 76.2( [122.7]
DMG 33 9500 118 6320 08/31/1930 04036.0 0 0 5 20 0 006 II 93.5( [150.5]
DMG 33 6170 117 9670 03/11/1933 154 7.8 0 0 6 30 0 032 V 49.4( [ 79.5] DMG 33 7500 118 0830 03/11/1933 2 9 0.0 0 0 5 00 0 009 III 60.6( [ 97.5]
DMG 33 7500 118 0830 03/11/1933 230 0.0 0 0 5 10 0 009 III 60.6( [ 97.5]
DMG 33 7500 118 0830 03/11/1933 323 0.0 0 0 5 00 0 009 III 60.6( [ 97.5]
EARTHQUAKE SEARCH RESULTS
Page 2
FILEl LAT. i LONG. 1
I TIME I I I SITE I SITE I APPROX.
DATE I (UTC) I DEPTH I QUAKE I ACC. | MM j DISTANCE
Page 2
CODE! NORTH I WEST I
-+-
TDO peak TEST.OUT
I H M seel (km) I
+
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
10.0
10.0
10.0
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
10.0
10.0
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
0.0
-0.3
0.0
15.1
16.5
2.3
MAG I INT
+ +
III
III
IV
III
III
II
III
III
III
II
II
II
IV
IV
II
II
II
II
II
III
III
II
IV
II
II
II
II
III
III
III
III
II
III
III
II
II
II
II
IV
III
II
II
IV
II
IV
II
III
III
II
II
II
III
III
I mi [km]
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DNG
DMG
DMG
DMG
DMG
DMG
DMG
D^ G
Df'G
Df'G
DrG
33.7000
33.5750
33.6830
33.7000
33.7500
33.8500
33.7500
33.6170
33.7830
32.0830
34.1000
31.8670
33.4080
33.6990
32.0000
32.0000
34.0830
34.0670
34.0670
33.0000
33.7830
32.9830
32.9670
32.9670
32.9670
33.2330
32.9670
34.2670
33.9760
33.9940
33.2170
33.0000
33.9500
34.0170
34.0170
34.0170
34.0170
32.5000
33.9330
32.2000
32.2000
32.9830
32.8170
32.9500
33.2830
33.2830
33.2830
33.2830
33.2160
33.1830
33.2310
33.7100
31.8110
118.0670
117.9830
118.0500
118.0670
118.0830
118.2670
118.0830
118.0170
118.1330
116.6670
116.8000
116.5710
116.2610
117.5110
117.5000
117.5000
116.3000
116.3330
116.3330
116.4330
118.2500
115.9830
116.0000
116.0000
116.0000
115.7170
116.0000
116.9670
116.7210
116.7120
116.1330
115.8330
116.8500
116.5000
116.5000
116.5000
116.5000
118.5500
116.3830
116.5500
116.5500
115.7330
118.3500
115.7170
116.1830
116.1830
116.1830
116.1830
115.8080
115.8500
116.0040
116.9250
117.1310
03/11/1933
03/11/1933
03/11/1933
03/11/1933
03/11/1933
03/11/1933
03/13/1933
03/14/1933
10/02/1933
11/25/1934
10/24/1935
02/27/1937
03/25/1937
05/31/1938
05/01/1939
06/24/1939
05/18/1940
05/18/1940
05/18/1940
06/04/1940
11/14/1941
05/23/1942
10/21/1942
10/21/1942
10/21/1942
10/22/1942
10/22/1942
08/29/1943
06/12/1944
06/12/1944
08/15/1945
01/08/1946
09/28/1946
07/24/1947
07/25/1947
07/25/1947
07/26/1947
02/24/1948
12/04/1948
11/04/1949
11/05/1949
01/24/1951
12/26/1951
06/14/1953
03/19/1954
03/19/1954
03/19/1954
03/23/1954
04/25/1957
04/25/1957
05/26/1957
09/23/1963
12/22/1964
51022.0
518 4.0
658 3.0
85457.0
910 0.0
1425 0.0
131828.0
19 150.0
91017.6
818 0.0
1448 7.6
12918.4
1649 1.8
83455.4
2353 0.0
1627 0.0
5 358.5
55120.2
72132.7
1035 8.3
84136
154729
162213
162519
162654
15038.0
181326.0
34513.0
104534,7
111636.0
175624.0
185418.0
719 9.0
221046.0
04631.0
61949.0
24941.0
81510.0
234317.0
204238.0
43524.0
717 2.6
04654.0
41729.9
95429.0
95556.0
102117.0
41450.0
215738.7
222412.0
155933.6
144152.6
205433.2
5.10
5.20
5.50
5.10
5.10
5.00
5.30
5.10
5.40
5.00
5.10
5.00
6.00
5.50
5.00
5.00
5.40
5.20
5.
5.
5.
5.
6.
5.
5.
.00
,10
.40
,00
,50
.00
.00
5.50
5.00
5.50
5.10
5.30
5.70
5.40
5.00
5.50
5.00
5.20
5.10
5.30
6.50
5.70
5.10
60
90
50
20
00
50
10
5.20
5.10
5.00
5.00
5.60
0.
0.
0.
0.
0.
0.010
0.014
0.014
0.010
0.009
0.007
0.011
0.011
0.011
0.006
0.007
0.005
0.018
0.022
0.006
0.006
0.007
0.006
0.005
0.011
0.010
.006
.021
.006
.006
.007
0.006
0.009
0.008
0.009
0.013
0.007
0.008
.009
.006
.007
.007
.007
0.021
0.011
0.007
0.008
0.017
0.007
0.020
0.007
0.011
0.008
0.006
0.006
0.006
0.012
0.008
0.
0.
0.
0. 0.
57.5
48.2
56.0
57.5
60.6
73.0
60.6
51.6
64.2
82.2
73.6
98.0
64.9
40.4
78.7
78.7
88.7
86.6
86.6
53.1
69.2
79.0
78.2
78.2
78.2
93.8
78.2
81.2
68.2
69.5
69.8
87.5
63.0
77.8
77.8
77.8
77.8
82.8
77.9
78.9
78.9
93.3
62.6
94.6
67.4
67.4
67.4
67.4
88
86.
77.
46.
92.0
92
77
90
92
97
117.5
97.5
83.0
103.4
132.3
118.5
157.8
104.5
65.1
126.7
126.7
142.7
139.3
139.3
85.4
111.4
127.1
125.8
125.8
125.8
151.0
125.8
130.7
109.7
111.9
112.3
140.8
101.4
125.2
125.2
125.2
125.2
133.3
125.4
127.0
127.0
150.2
100.7
152.2
108.5
108.5
108.5
108.5
142.4
138.4
124.4
74.7
148.0
EARTHQUAKE SEARCH RESULTS
p.ige 3
1 TIME SITE SITE APPROX.
FILEl LAT. LONG. DATE (UTC) DEPTH QUAKE ACC. MM DISTANCE
CODEl NORTH | WEST 1 H M sec (km) MAG. g INT. mi [km]
DMG 133.1900 116.1290 04/09/1968 22859.1
11.1 6.40
0.022
IV
69.9(112.5)
DMG 133.1130 116.0370 04/09/1968 3 353.5 5.0 5.20 0.008 II 75.1(120.9)
DMG 133.3430 116.3460 04/28/1969 232042.9 20.0 5.80 0.017 IV 59.0( 95.0)
DMG 134.2700 117.5400 09/12/1970 143053.0 8.0 5.40 0.008 III 79.4(127.8)
DMG 133.0330 115.8210 09/30/1971 224611.3 8.0 5.10 0.006 II 87.9(141.5)
Page 3
TDO peak TEST.OUT
PAS 133 .9440 118 .6810 01/01/1979 231438 .9 11 .3 5 .00 0 .005 II 95.6(153.8)
PAS 134 .3270 116 .4450 03/15/1979 21 716 .5 2 .5 5 .20 0 .005 II 97.1(156.3)
PAS 133 .5010 116 .5130 02/25/1980 104738 .5 13 .6 5 .50 0 .015 IV 53.9( 86.8)
PAS 133 .0980 115 .6320 04/26/1981 12 928 .4 3 .8 5 .70 0 .008 III 98.6(158.7)
PAS 133 .9980 116 .6060 07/08/1986 92044 .5 11 .7 5 .60 0 .011 III 73.1(117.6)
PAS 132 .9710 117 .8700 07/13/1986 1347 8 .2 6 .0 5 .30 0 .024 V 32.8( 52.8) PAS 134 .0610 118 .0790 10/01/1987 144220 .0 9.5 5.90 0 .013 III 77.1(124.0)
PAS 134 .0730 118 .0980 10/04/1987 105938 .2 8 .2 5 .30 0 .008 II 78.4(126.1)
PAS 133 .0820 115 .7750 11/24/1987 15414 .5 4 .9 5 .80 0 .010 III 90.4(145.4)
PAS 133 .0130 115 .8390 11/24/1987 131556 .5 2 .4 6.00 0 .012 III 87.0(140.0)
PAS 133 .9190 118 .6270 01/19/1989 65328 .8 11 .9 5 .00 0 .005 II 92.0(148.1)
GSP 134 .1400 117 .7000 02/28/1990 234336 .6 5 0 5 .20 0 008 III 72.7(116.9)
GSP 134 .2620 118 .0020 06/28/1991 144354 .5 11 0 5 .40 0 007 II 86.9(139.8)
GSP 133 .9610 116 .3180 04/23/1992 045023 .0 12 .0 6.10 0 .014 IV 81.9(131.8)
GSN 134 .2010 116 .4360 06/28/1992 115734 .1 1.0 7 .60 0 042 VI 90.1(145.1)
GSP 134 .1390 116 .4310 06/28/1992 123640 .6 10 0 5 .10 0 006 II 86.9(139.8)
GSP 134 3410 116 5290 06/28/1992 124053 5 6 0 5 20 0 006 II 95.5(153.7)
GSP 134 1630 116 8550 06/28/1992 144321 0 6 0 5 30 0 008 III 76.4(122.9)
GSN 134 2030 116 8270 06/28/1992 150530 7 5 0 6 70 0 024 IV 79.5(128.0)
GSP 134 1080 116 4040 06/29/1992 141338 8 9 0 5 40 0 007 II 86.1(138.6)
GSP 133 8760 116 2670 06/29/1992 160142 8 1 0 5 20 0 007 II 80.2(129.0)
GSP 134 3320 116 4620 07/01/1992 074029 9 9 0 5 40 0 006 II 96.9(155.9)
GSP 134 2390 116 8370 07/09/1992 014357 6 0 0 5 30 0 007 II 81.6(131.4)
GSP 133 9020 116 2840 07/24/1992 181436 2 9 0 5 00 0 006 II 80.6(129.7)
GSP 134 1950 116 8620 08/17/1992 204152 1 11 0 5 30 0 008 II 78.3(126.0) GSP 134 0640 116 3610 09/15/1992 084711 3 9 0 5 20 0 006 II 85.4(137.4)
GSP 134 3400 116 9000 11/27/1992 160057 5 1 0 5 30 0 007 II 87.1(140.2)
GSP 1 34 3690 116 8970 12/04/1992 020857 5 3 0 5 30 0 007 II 89.1(143.3)
GSP 134 0290 116 3210 08/21/1993 014638 4 9 0 5 00 0. 005 II 85.1(137.0)
GSP 1 34 2680 116 4020 06/16/1994 162427. 5 3. 0 5 00 0. 005 II 95.0(153.0)
GSP 134. 2900 116 9460 02/10/2001 210505. 8 9. 0 5. 10 0. 006 II 83.0(133.6)
GSP 133. 5080 116. 5140 10/31/2001 075616. 6 15. 0 5. 10 0. Oil III 54.1( 87.0)
GSG 134. 3100 116. 8480 02/22/2003 121910. 6 1. 0 5. 20 0. 006 II 86.0(138.5)
CSP 132. 3290 117. 9170 06/15/2004 222848. 2 10. 0 5. 30 0. 010 III 64.9(104.4)
GSP 1 33. 5290 116. 5720 06/12/2005 154146. 5 14. 0 5. 20 0. 012 III 51.9( 83.6)
CSP 133. 1600 115. 6370 09/02/2005 012719. 8 9. 0 5. 10 0. 005 II 98.3(158.1)
CSG 1 33. 9530 117. 7610 07/29/2008 184215. 7 14. 0 5. 30 0. Oil III 61.7( 99.3) PD!' 1 32. 6340 115. 7820 04/05/2010 031525. 2 3. 0 5. 00 0. 005 II 96.5(155.2)
POP 32. 6400 115. 8010 04/05/2010 133305. 4 0. 0 5. 10 0. 005 II 95.3(153.3) PDI' 32. 6520 115. 8350 05/19/2010 003900. 0 7. 0 5. 10 0. 005 II 93.1(149.9)
POG 32. 6160 115. 7730 05/22/2010 173058. 8 3. 0 5. 00 0. 005 II 97.4(156.7)
POG 32. 7000 115. 9210 06/15/2010 042658. 5 5. 0 5. 80 0. 010 III 87.3(140.5)
POG 33. 4200 116. 4890 07/07/2010 235333. 5 14. 0 5. 50 0. 015 IV 52.8( 85.0)
i it-.ri-Vw* ****** *******?******************************************************
-END OF SEARCH- 154 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA.
TIME PERIOD OF SEARCH: 1800 TO 2010
LENGTII OF SEARCH TIME: 211 years
TIIE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 9.3 MILES (15.0 km) AWAY.
LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6
LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.278 g
COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION:
a-value= 1.638
b-value= 0.405
beta-value= 0.933
TAI5LE OF MAGNITUDES AND EXCEEDANCES:
Page 4
TDO peak TEST.OUT
Earthquake | Number of Times j Cumulative
Magnitude 1 Exceeded j No. / Year
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
154
154
154
51
26
10
3
1
0.72986
0.72986
0.72986
0.24171
0.12322
0.04739
0.01422
0.00474
Page 5
TDO rhgaTEST.OUT
*************************
* *
* EQSEARCH *
* *
* version 3.00 *
* * *************************
ESTIMATION OF
PEAK ACCELERATION FROM
CALIFORNIA EARTHQUAKE CATALOGS
JOB NUMBER: 13-10316
DATE: 11-01-2013
JOB NAME: TDO eqs
EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT
MAGNITUDE RANGE:
MINIMUM MAGNITUDE: 5.00
MAXIMUM MAGNITUDE: 9.00
SITE COORDINATES:
SITE LATITUDE: 33.1319
SITE LONGITUDE: 117.3364
SEARCH DATES:
START DATE: 1800
END DATE: 2010
SEARCH RADIUS:
100.0 mi
160.9 km
ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-uncor.
UNCERTAINTY (M=Median, s=Sigma): M Number of Sigmas: 0.0
ASSUMED SOURCE TYPE: DS [SS=Strike-slip, DS=Reverse-slip, BT=Blind-thrust]
SCOND: 0 Depth Source: A
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles)
MINIMUM DEPTH VALUE (km): 3.0
Page 1
Page 1
TDO rhgaTEST.OUT
EARTHQUAKE SEARCH RESULTS
FILE
CODE
LAT.
NORTH
LONG.
WEST
DATE
TIME
(UTC)
H M Sec
DEPTH
(km)
QUAKE
MAG.
SITE
ACC.
g
SITE
MM
INT.
APPROX.
DISTANCE
mi [km]
DMG 33 OOOO 117 3000 11/22/1800 2130 0 .0 0 0 6 .50 0.180 VIII 9.3( [ 15.0
MGI 32 8000 117 1000 05/25/1803 0 0 0 0 0 0 5 00 0.025 V 26.7( [ 43.0
DMG 34 3700 117 6500 12/08/1812 15 0 0 0 0 0 7 .00 0.027 V 87.4( [140.6
T-A 34 OOOO 118 2500 09/23/1827 0 0 0 .0 0 0 5 .00 0.006 II 79.7( [128.3
MGI 34 1000 118 1000 07/11/1855 415 0 0 0 0 6 30 0.017 IV 80.0( [128.7
T-A 34 OOOO 118 2500 01/10/1856 0 0 0.0 0 0 5 00 0.006 II 79.7( [128.3
MGI 33 OOOO 117 OOOO 09/21/1856 730 0 .0 0 0 5 .00 0.033 V 21.5( [ 34.6
T-A 32 6700 117 1700 12/00/1856 0 0 0.0 0 0 5 00 0.019 IV 33.3( [ 53.6
MGI 34 OOOO 117 5000 12/16/1858 10 0 0 0 0 0 7 00 0.043 VI 60.7( [ 97.6
T-A 34 OOOO 118 2500 03/26/1860 0 0 0 0 0 0 5 00 0.006 II 79.7( [128.3
DMG 32 7000 117 2000 05/27/1862 20 0 0 0 0 0 5 90 0.043 VI 30.8( [ 49.6
T-A 32 6700 117 1700 10/21/1862 0 0 0 0 0 0 5 00 0.019 IV 33.3( [ 53.6
T-A 32 6700 117 1700 05/24/1865 0 0 0 0 0 0 5 00 0.019 IV 33.3( [ 53.6
T-A 33 5000 115 8200 05/00/1868 0 0 0 0 0 0 6 30 0.014 IV 91.1( [146.6
T-A 32 2500 117.5000 01/13/1877 20 0 0 0 0 0 5 00 0.008 III 61.6( [ 99.2.
DMG 33 9000 117 2000 12/19/1880 0 0 0 0 0 0 6 00 0.023 IV 53.6( [ 86.3]
DMG 34 1000 116 7000 02/07/1889 520 0 0 0 0 5 30 0.008 III 76.2( [122.6"
DMG 34 2000 117 9000 08/28/1889 215 0 0 0 0 5 50 0.009 III 80.5( [129.6.
DMG 33 4000 116 3000 02/09/1890 12 6 0 0 0 0 6 30 0.024 IV 62.6( [100.8"
DMG 32 7000 116 3000 02/24/1892 720 0 0 0 0 6 70 0.030 V 67.1( [107.9
DMG 33 2000 116 2000 05/28/1892 1115 0 0 0 0 6 30 0.022 IV 65.8( [106.0.
DMG 34 3000 117 6000 07/30/1894 512 0 0 0 0 6 00 0.013 III 82.1( [132.1]
DMG 32 8000 116 8000 10/23/1894 23 3 0 0 0 0 5 70 0.027 V 38.6( [ 62.1"
DMG 34 2000 117 4000 07/22/1899 046 0 0 0 0 5 50 0.010 III 73.8( [118.8.
DMG 34 3000 117 5000 07/22/1899 2032 0 0 0 0 6 50 0.020 IV 81.2( [130.7
DMG 33 8000 117 OOOO 12/25/1899 1225 0 0 0 0 6 40 0.034 V 50.0( [ 80.5 MGI 34 OOOO 118 OOOO 12/25/1903 1745 0 0 0 0 5 00 0.007 II 71.1( [114.4
MGI 34 1000 117 3000 07/15/1905 2041 0 0 0 0 5 30 0.010 III 66.9( [107.6] MGI 34 OOOO 118 3000 09/03/1905 540 0 0 0 0 5 30 0.007 II 81.6( [131.4]
DMG 34 2000 117 1000 09/20/1907 154 0 0 0 0 6 00 0.015 IV 75.0( [120.7] DMG 33 7000 117 4000 04/11/1910 757 0 0 0 0 5 00 0.015 IV 39.4( [ 63.4]
DMG 33 7000 117 4000 05/13/1910 620 0 0 0 0 5 00 0.015 IV 39.4( [ 63.4]
DMG 33 7000 117 4000 05/15/1910 1547 0 0 0 0 6 00 0.034 V 39.4( [ 63.4]
DMG 33 5000 116 5000 09/30/1916 211 0 0 0 0 5 00 0.010 III 54.5( : 87.8] DMG 33 7500 117 OOOO 04/21/1918 223225 0 0 0 6 80 0.051 VI 46.9( : 75.4]
MCI 33 8000 117 6000 04/22/1918 2115 0 0 0 0 5 00 0.011 III 48.6( : 78.1]
DMG 33 7500 117 OOOO 06/06/1918 2232 0.0 0 0 5 00 0.012 III 46.9( : 75.4]
MGt 34 OOOO 118 5000 11/19/1918 2018 0.0 0. 0 5 00 0.005 II 89.9( [144.6] DMG 33 2000 116 7000 01/01/1920 235 0 0 0 0 5.00 0.016 IV 37.1( : 59.7]
MCI 34 0800 118 2600 07/16/1920 18 8 0 0 0 0 5 00 0.006 II 84.3( :i35.7]
Mcr 33 2000 116 6000 10/12/1920 1748 0 0 0. 0 5 30 0.017 IV 42.8( : 68.9]
DMG 34 OOOO 117 2500 07/23/1923 73026 0 0 0 6 25 0.024 IV 60.1( : 96.8]
DMG 34 OOOO 116 OOOO 04/03/1926 20 8 0 0 0 0 5 50 0.007 II 97.5( [156.9]
DMG 34 OOOO 118 5000 08/04/1927 1224 0 0 0. 0 5 00 0.005 II 89.9< [144.6]
DMG 34 OOOO 116 OOOO 09/05/1928 1442 0 0 0 0 5 00 0.005 II 97.5( [156.9]
DMG 32 9000 115 7000 10/02/1928 19 1 0 0 0 0 5 00 0.005 II 96.1( [154.6]
DMG 34 1800 116 9200 01/16/1930 02433 9 0 0 5 20 0.007 II 76.2( [122.7]
DN:G 34 1800 116 9200 01/16/1930 034 3 6 0 0 5 10 0.007 II 76.2( [122.7] DIWG 33 9500 118 6320 08/31/1930 04036 0 0 0 5 20 0.006 II 93.5( [150.5]
DMG 33 6170 117 9670 03/11/1933 154 7 8 0 0 6 30 0.032 V 49.4( [ 79.5]
DMG 33 7500 118 0830 03/11/1933 2 9 0 0 0 0 5 00 0.009 III 60.6( [ 97.5]
DMG 33 7500 118 0830 03/11/1933 230 0 0 0 0 5 10 0.009 III 60.6( [ 97.5]
Dr-G 33 7500 118 0830 03/11/1933 323 0 0 0 0 5 00 0.009 III 60.6( [ 97.5]
EARTHQUAKE SEARCH RESULTS
P"ie 2
FILE! LAT. i LONG.
I TIME I I I SITE I SITE I APPROX.
DATE I (UTC) 1 DEPTH IQUAKE I ACC. j MM | DISTANCE
Page 2
C0I3EI NORTH | WEST
TDO rhgaTEST.OUT
I H M secj (km)I MAG. I INT.I
+ +
III
III
IV
III
III
II
III
III
III
II
II
II
IV
IV
II
II
II
II
II
III
III
II
IV
II
II
II
II
III
III
III
III
II
III
III
II
II
II
II
IV
III
II
II
IV
II
IV
II
III
III
II
II
II
III
III
mi [km]
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DMG
DM(;
DMG
Dror;
DMG
DM'-;
Di^'G
DMG
D'-IG
DMG
DMr,
D- : ;
D; ;
D' •;
D-;
D'
D:'C;
D'
D 'c;
D-'G
D'
D ;
D ' ".
D ;
r ;
c ]
c ;
r ;
r ;
D ;
D G
c ;
r ;
D ;
V ;
c ;
V ;
c ,
C/ ;
c, ;
D' ,
D' ;
D ;
D' iG
r ;
33.7000
33.5750
33.6830
33.7000
33.7500
33.8500
33.7500
33.6170
33.7830
32.0830
34.1000
31.8670
33.4080
33.6990
32.0000
32.0000
34.0830
34.0670
34.0670
33.0000
33.7830
32.9830
32.9670
32.9670
32.9670
33.23.30
32.9670
34.2670
33.9760
33.9940
33.2370
3 3.OOOO
33.9500
34.0170
3-1.0170
34.
34 .
• 2.
33.
?2.
0170
0170
5000
9330
2000
32.2000
9830
8170
9500
2830
3.2830
3.2830
3.2330
3.2 1.60
3.18 30
3.2 310
3.7100
1.8110
118.0670
117.9830
118.0500
118.0670
118.0830
118.2670
118.0830
118.0170
118.1330
116.6670
116.8000
116.5710
116.2610
117.5110
117.5000
117.5000
116.3000
116.3330
116.3330
116.4330
118.2500
115.9830
116.0000
116.0000
116.0000
115.7170
116.0000
1116.96701
1116.72101
1116.71201
1116.13301
1115.83301
1116.85001
1116.50001
1116.50001
1116.50001
1116.50001
1118.55001
1116.38301
1116.55001
1116.55001
1115.73301
1118.35001
1115.71701
1116.18301
1116.18301
1116.18301
1116.18301
1115.80801
1115.85001
1116.00401
1116.92501
1117.13101
03/11/1933
03/11/1933
03/11/1933
03/11/1933
03/11/1933
03/11/1933
03/13/1933
03/14/1933
10/02/1933
11/25/1934
10/24/1935
02/27/1937
03/25/1937
05/31/1938
05/01/1939
06/24/1939
05/18/1940
05/18/1940
05/18/1940
06/04/1940
11/14/1941
05/23/1942
10/21/1942
10/21/1942
10/21/1942
10/22/1942
10/22/1942
08/29/1943
06/12/1944
06/12/1944
08/15/1945
01/08/1946
09/28/1946
07/24/1947
07/2 5/1947
07/25/1947
07/26/1947
02/24/1948
12/04/1948
11/04/1949
11/05/1949
01/24/1.951
12/2G/1951
06/14/1953
03/19/1954
03/19/1954
03/19/1954
03/23/1954
04/2 5/1957
04/25/1957
05/26/1957
09/23/1963
12/?;'71964
51022.0
518 4.0
658 3.0
85457.0
910 0.0
1425 0.0
131828.0
19 150.0
91017.6
818 0.0
1448 7.6
12918.4
1649 1
83455
2353 0
1627 0
5 358
55120
72132
1035 8
84136
154729
162213.0
162519.0
162654.0
15038.0
181326.0
34513.0
104534.7
111636.0
175624.0
185418.0
719 9.0
221046.0
04631.0
61949.0
24941.0
81510.0
234317.0
204238.0
43524.0
717 2.6
04654.0
41729.9
95429.0
95556.0
102117.0
41450.0
215738.7
222412.0
155933.6
144152.6
205433.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
10.0
10.0
10.0
0.0
0.0
0.0
0.0
0
0
0
0
0
0.0
0.0
0.0
0.0
0.0
10.0
10.0
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
0.0
-0.3
0.0
15.1
16.5
2.3
5.10
5.20
5.50
5.10
5.10
5.00
5.30
5.10
5.40
5.00
5.10
5.00
6.00
5.50
5.00
5.00
5.40
5.20
5.00
5.10
5.40
5.00
6.50
5.00
5.00
5.50
5.00
5.50
5.10
5.30
5.70
5.40
5.00
5.50
5.00
5.20
5.10
5.30
6.50
5.70
5.10
5.60
5.90
5.50
6.20
5.00
5.50
5.10
5.20
5.10
5.00
5.00
5.60
0.010
0.014
0.014
0.010
0.009
0.007
0.011
0.011
0.011
0.006
0.007
0.005
0.018
0.022
0.006
0.006
0.007
0.006
0.005
0.011
0.010
0.006
0.021
0.006
0.006
0.007
0.006
0.009
0.008
0.009
0.013
0.007
0.008
0.009
0.006
0.007
0.007
0.007
0.021
0.011
0.007
0.008
0.017
0.007
0.020
0.007
0.011
0.008
0.006
0.006
0.006
0.012
0.008
57.5( 92.6)
48.2( 77.6)
56.0( 90.2)
57.5( 92.6)
60.6( 97.5)
73.0(117.5)
60.6( 97.5)
51.6( 83.0)
64.2(103.4)
82.2(132.3)
73.6(118.5)
98.0(157.8)
64.9(104.5)
40.4( 65.1)
78.7(126.7)
78.7(126.7)
88.7(142.7)
86.6(139.3)
86.6(139.3)
53.1( 85.4)
69.2(111.4)
79.0(127.1)
78.2(125.8)
78.2(125.8)
78.2(125.8)
93.8(151.0)
78.2(125.8)
81.2(130.7)
68.2(109.7)
69.5(111.9)
69.8(112.3)
87.5(140.8)
63.0(101.4)
77.8(125.2)
77.8(125.2)
77.8(125.2)
77.8(125.2)
82.8(133.3)
77.9(125.4)
78.9(127.0)
78.9(127.0)
93.3(150.2)
62.6(100.7)
94.6(152.2)
67.4(108.5)
67.4(108.5)
67.4(108.5)
67.4(108.5)
88.5(142.4)
86.0(138.4)
77.3(124.4)
46.4( 74.7)
92.0(148.0)
P ;e 3
I ARTHQUAKE SEARCH RESULTS
1 1 1 1 TIME SITE SITE APPROX.
F;!E| LAI". 1 LONG. 1 OAIT 1 (UTC) DEPTH QUAKE ACC. MM DISTANCE
C( GEl NORTH WEST 1 I H M sec (km) MAG. g INT. mi [km]
or ; 1 33.1900 116.1290104/09/1968 i 22859.1 11.1 6.40 0.022
IV
69.9(112.5)
D- ; 1 13.1 130 116.0370104/09/1968 3 353.5 5.0 5.20 0.008 II 75.1(120.9)
D- ; 1 13.3430 116.3460104/28/1969 232042.9 20.0 5.80 0.017 IV 59.0( 95.0)
D ' ; 1 3-1.2700 117.5400109/12/1970 143053.0 8.0 5.40 0.008 III 79.4(127.8)
D . 133.0330 115.8210109/30/1971 224611.3 8.0 5.10 0.006 II 87.9(141.5)
Page 3
PAS 133 .9440
PAS 134 .3270
PAS 133 5010
PAS 133 0980
PAS 133 9980
PAS 132 9710
PAS 134 0610
PAS 134 0730
PAS 133 0820
PAS 133 0130
PAS 133 9190
GSP 134 1400
GSP 134 2620
GSP 133 9610
GSN 134 2010
GSP 134 1390
GSP 1 34 3410
GSP 1 3-1 1630
GSM 134 2030
GSP 133 1080
GSi' 1 ' 8760
GS!' 133 3320
GSI> 133 ?390
GSI' 1 33 9020
GSP 13^ 1950
GSP 1 3.3 0640
GSP 1 33 3400
GS" i 34 3{)90
GS!' 133 0390
GSi' l-l ?u80
GS" 1 'A 7900
G' •' i33 5080
G'-; ! >,] 3 1 00
G: I' 1 3? 3,'90
i '' 3 5390
G:-P 5 3 1(>00
G' 3 ! '3 95 30
pr ' 1 3 3 6 MO
p; ' ! 3 3 ()• 00
p > 6320
P: G 133. 6160
P: G
Pi G
118
116
116
115
116
117
118.
118.
115.
115.
118.
117.
118.
116.
116.
116.
116.
116.
116.
116.
116.
116.
116.
115.
116.
116.
116.
116.
116.
116.
116.
115.
115.
117.
116.
115.
117.
115.
115.
115.
115.
'0001115.
1/001115.
.6810101/01/1979
.4450103/15/1979
.5130102/25/1980
.6320(04/26/1981
.6060107/08/1986
.8700(07/13/1986
.0790(10/01/1987
.0980110/04/1987
.7750(11/24/1987
.8390111/24/1987
.6270101/1'V1989
.7000(02/28/1990
.0020106/78/1991
.3180104/7 3/1992
.4360106/7.3/1992
.4310(06/28/1992
.5290106/73./! 992
.8550(06/73/1992
.8270 106/7:-;/1992
.4040106/7^VM 392
.26701 06/7 y/J'.()2
.4620(07/01/1992
.8370107/09/1992
.2840(07/24/1092
.8620108/17/1992
.3610109/13/1992
.9000111/3:/1.992
.8970112/03/i092
.3210108/7:/:!93
.4070106/1;/;: 94
.94 601 07/1 3/7IJ ll
.5140110/31/7(3)1
.8480107/77/73:03
.91 70(06/15/3> 04
. 5720 106/1 :V2( 05
.6370 (09/0.77' '05
.7610(07/,' V3008
f: 10
1 10
i' 10
fi 10
LO
TOO rhgaTEST.OUT
7870104/1
8010 I 04/( -3.'
8350105/: /.I
773'I i 05/; .'/3
9713106/15/3
4890107/07/;'
231438.9
21 716.5
104738.5
12 928.4
92044.5
1347 8.2
144220.0
105938.2
15414.5
131556.5
65328.8
234336.6
144354.5
045023.0
115734.1
123640.6
124053.5
144321.0
150530.7
141338.8
160142.8
074029.9
014357.6
181436.2
204152.1
084711.3
160057.5
020857.5
014638.4
162427.5
210505.8
075616.6
121910.6
222848.2
154146.5
012719.8
184215.7
031525.2
133305.4
003900.0
173058.8
042658.5
10(235333.5
11 .3 5 .00 0.005 II 95.6 [153.8)
2 .5 5 20 0.005 II 97.1 [156.3)
13 .6 5 .50 0.015 IV 53.9 C 86.8)
3 .8 5 70 0.008 III 98.6 C158.7)
11 .7 5 .60 0.011 III 73.1 C117.6)
6 .0 5 .30 0.024 V 32.8 C 52.8)
9 .5 5 90 0.013 III 77.1 [124.0)
8 .2 5 .30 0.008 II 78.4 C126.1)
4 .9 5 .80 0.010 III 90.4 C145.4)
2 4 6 00 0.012 III 87.0 [140.0)
11 .9 5 .00 0.005 II 92.0 [148.1)
5 .0 5 20 0.008 III 72.7 [116.9)
11 0 5 40 0.007 II 86.9 [139.8)
12 .0 6 .10 0.014 IV 81.9 [131.8)
1 0 7 60 0.042 VI 90.1 [145.1)
10 0 5 10 0.006 II 86.9 [139.8)
6.0 5 20 0.006 II 95.5 [153.7)
6 0 5 30 0.008 III 76.4 [122.9)
5 0 6 70 0.024 IV 79.5 [128.0)
9 0 5 40 0.007 II 86.1 [138.6)
1 0 5 20 0.007 II 80.21 [129.0)
9 0 5 40 0.006 II 96.9( [155.9)
0 0 5 30 0.007 II 81.6( [131.4)
9 0 5 00 0.006 II 80.6( [129.7)
11 0 5 30 0.008 II 78.3( [126.0)
9 0 5 20 0.006 II 85.4( [137.4)
1 0 5 30 0.007 II 87.1( [140.2)
3 0 5 30 0.007 II 89.1( [143.3)
9 0 5.00 0.005 II 85.1( [137.0)
3 0 5.00 0.005 II 95.0( [153.0)
9 0 5 10 0.006 II 83.0( [133.6)
15 0 5 10 0.011 III 54.1( [ 87.0)
1 0 5 20 0.006 II 86.0( [138.5)
10 0 5 30 0.010 III 64.9( [104.4)
14 0 5 20 0.012 III 51.9( [ 83.6)
9 0 5 10 0.005 II 98.3( [158.1)
14. 0 5 30 0.011 III 61.7( : 99.3)
3 0 5 00 0.005 II 96.5( [155.2)
0. 0 5 10 0.005 II 95.3( [153.3)
7. 0 5. 10 0.005 II 93.1( :i49.9)
3. 0 5. 00 0.005 II 97.4( 156.7)
5. 0 5. 80 0.010 III 87.3( 140.5)
14.0 5. 50 0.015 IV 52.8( 85.0)
,r-.•;>-**********************************************
-I ND 0! SllARCIl- 154 EARi HClUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA.
TIME PLR.IOI:) OF SEARCH: 1 800 TO 2010
Ll NGIII 01- SEARCH TIME: 711 years
THE EARTHQUAKE CLOSI ST TO TIUI SITE IS ABOUT 9.3 MILES (15.0 km) AWAY.
LARGEST I AIJTHQUAKE MAGNITHOi: I OUND IN THE SEARCH RADIUS: 7.6
LARGr si EARTHQOAKE SITE ACCI I I i^ATION FROM THIS SEARCH: 0.180 g
C(-I--FI KlirorS FOR GUTENBERG ft RICHTER RECURRENCE RELATION:
,i-v;r!u(!= 1.638
b-valuc- 0.405
be Iv,i! ue= 0.93 3
T/!?IJ OF MAGNITUDES AND E.XCI HPANCES:
Page 4
TOO rhgaTEST.OUT
Earthqual<e Number of Times ( Cumulative
Magni tude Exceeded ( NO. / Year
4.0 154 ( 0.72986
4.5 154 1 0.72986
5.0 154 1 0.72986
5.5 51 ( 0.24171
6.0 26 1 0.12322
6.5 10 ( 0.04739
7.0 3 1 0.01422
7.5 1. 1 0.00474
Page 5
1100
1000 --
900 —.
800
700
600
500
400
300
200
100 -
0 -
EARTHQUAKE EPICENTER MAP
TDO eqs
-100 I I I ' I ' I ' I M I I I I ' I I ' I ' ' ' I
-4 90 -300 -200 -100 100 200 300 400 500 600
APPENDIX E
MODIFIED MERCALLI INTENSITY SCALE OF 1931
(Excerpted from the California Division of Conservation Division of Mines
and Geology DMG Note 32)
The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in the 1880s, and is known
as the Rossi-Forel Scale. This scale, with values from I to X, was used for about two decades. A need for a more refined scale
increased with the advancement of the science of seismology, and in 1902, the Italian seismologist Mercalli devised a new scale on a 1
to Xll range. The Mercalli Scale was modified in 1931 by American seismologists Harry O. Wood and Frank Neumann to take into
account modern structural features.
The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects in a given locality, and is perhaps much more
meaningful to the layman because it is based on actual observations of earthquake effects at specific places. It should be noted that
because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time ~ weeks or
months - is sometimes needed before an intensity map can be assembled for a particular earthquake.
On the Modified Mercalli Intensity Scale, values range from I to XII. The most commonly used adaptation covers the range of intensity
from the conditions of 7 ~ not felt except by very few, favorably situated," to "XII ~ damage total, lines of sight disturbed, objects
thrown into the air" While an earthquake has only one magnitude, it can have many intensities, which decrease with distance from the
epicenter.
It is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions of a
given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus of the
earthquake.
1 Not felt except by a very few under especially favorable circumstances.
II Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing.
III Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake.
Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated.
IV During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make
cracking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably.
V Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable
objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop.
VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few Instances of fallen plaster or damaged
chimneys. Damage slight.
Vll Everybody runs outdoors. Damage negligible in building of good design and construction; slight to moderate in well-built
ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving
motor cars.
Vlll Damage slight In specially designed structures; considerable in ordinary substantial buildings, with partial collapse; great in
poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls.
Heavy fumiture overturned. Sand and mud ejected In small amounts. Changes in well water. Persons driving motor cars
disturbed.
IX Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great in substantial
buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken.
X Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly
cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed (slopped)
over banks.
XI Few, if any, masonry structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines
completely out of service. Earth slumps and land slips in soft ground. Rails bent greatly.
XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Lines of
sight and level are distorted. Objects thrown upward into the air.
APPENDIX F
: :
iift*-<
'4%
0.1 0.2 0.3 0.4 a.8 0.7 0.-8 (v? .t Ul i% r^- t.7 vie. 7