HomeMy WebLinkAboutTract Map 008/359 Temecula Assisted Living Facility Preliminary Geotechnical Investigation 7. 2
-'Geon�1Mat;_ GeoMat Testing laboratories, Inc.
Soil Engineering, Environmental Engineering, Materials Testing, Geology
January 12, 2015
Project No. 15004-01
TO: Protea Senior Living Temecula, LLC
18 Ventana Ridge Drive
Aliso Viejo, California 92656
ATTENTION: Mr. Hans Van der Laan
SUBJECT: Preliminary Geotechnical Investigation Report Update, Proposed Assisted
Living Housing Development, APN's 920-100-017, 920-100-018, and 920-100-
019, Temecula, California
REFERENCES: MTGL, "Preliminary Geotechnical Investigation, Chaparral Courtyard, Nicolas
Road just East of Winchester, Temecula, California." Project No. 6625-A02,
Log No. 06-1501, Report Dated August 21, 2006.
Introduction
As requested we have reviewed the above referenced geotechnical investigation report and
prepared this letter to update the 2006 report.
Earlier Project Description
The referenced report was completed for a four condominium structures. Site or grading plans
were not available at the time the geotechnical report was completed in 2006. The report
assumes normal foundation loading of 50 to 75 kips for pad foundation and 3 to 6 kips per foot for
perimeter foundation.
Current Project Description
The current proposed project is a two building assisted living facility, Plate 1. The buildings are
two story wood frame structures. Associated with the facility is a common area that consists of
kitchen/dining, wellness, fitness, beauty, activity, library, administrative, storage areas. The
current buildings occupy the property west of the center drive. East of the drive is future facility.
Updated Seismic Design Parameters
Beginning January 1, 2014, the 2013 CBC was adopted by municipalities in Southern California.
The CBC provides procedures for earthquake resistant structural design that include
considerations for the onsite soil conditions, occupancy, and the configuration of the structure
including the structural system and height. The seismic design parameters presented in Appendix
A are based on the soil profile and the proximity of known faults with respect to the subject site.
9980 Indiana Avenue • Suite 14 a Riverside • California • 92503 • Phone (951)688-5400 • Fax(961) 688-5200
www.geomatiabs.com contact: e-mail: geomatlabs@sbcglobal.net
� � 1
APN's 920-100-017, 920-100-018, and 920-100-019 Project No. 15004-01
Temecula, California January 12, 2015
The 2013 CBC Seismic Design Parameters have been generated using the US Seismic Design
Maps, a web based software application developed by the United States Geological Survey. This
software utilizes a database of deterministic site accelerations at 0.01 degree intervals.
General Conclusions
Given the findings of the 2006 geotechnical investigation, it appears that the site geology is
suitable for the proposed assisted living facility provided that the conclusions derived in the above
referenced report are taken into consideration during design, and the report recommendations are
incorporated into the construction plans and specifications are implemented during grading and
construction.
Based on our review, we concur with the conclusion and recommendations presented in the
above referenced report, and it is our opinion that the nature and extent of the geotechnical
investigation is in conformance with generally accepted practice in this area. There appears to be
no significant onsite geologic constraints that cannot be mitigated by proper planning, design, and
sound construction practices.
Plan Review
We should be retained to review final grading and foundation plans to revise the conclusions and
recommendations, as necessary. The preliminary conclusions and recommendations should also
be reviewed and verified during rough grading and revised accordingly if exposed geotechnical
conditions vary from the preliminary findings and interpretations.
Additional Observation and/or Testing
During overexcavation and fill placement.
During retaining wall and utility trench backfill and compaction.
Following footing excavation and prior to placement of footing materials.
Following slab subgrade saturation for moisture testing and prior to placement of slab materials.
When any unusual conditions are encountered.
We appreciate this opportunity to provide geotechnical services on this project and look forward to
assisting the Project Team as the design progresses. If you have any questions or comments
regarding the information contained in this report, or if we may be of further services, please call
us at (951) 688-5400.
Submitted f`or`GeoMat Testing Laboratories, Inc.
Haytham Nabilsi, GE 2375 NO.ms
Principal Engineer «� L
Distribution: [3] Addressee
Attachments: Plate 1 Site Plan
Appendix A CBC Seismic Design Parameters
GeoMat Testing Laboratories Page 2
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Appendix A
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Dcsign Maps Detailed Report Page 1 of 6
al' Design Maps Detailed Report
ASCE 7-10 Standard (33.5391S°N, 117.14085°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1°I Ss = 1.896 g
From Figure 22-2'° S, = 0.762 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site sail properties in
accordance with Chapter 20.
Table 20.3-1 Site Classification
Site Class rs N or R. s
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the characteristics:
• Plasticity index PI> 20,
• Moisture content w>_ 40%, and
• Undrained shear strength i, < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: Sft/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2
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Design Maps Detailed Report Page 2 of 6'
-Section 11.4.3 - Site Coefficients and Risk=Targeted Maximum Considered Earthquake
(MCEk)'Spectral Response Acceleration Parameters
Table 11.4-1: site Coefficient F.
Site Class. Mapped MCE. Spectral Response Acceleration.Parameter at Short Period
S, :5 0.25 S. = 0.50 S, _ 0.75 S, = 1.00 S,-> 1.25
A 0.8 0.8 0.8 0.8 0:8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate.values of S,
For Site Class = D and S. = 1.696 g, F.= 1.000
Table 11.4-2: Site Coefficient F,
Site Class Mapped MCE , Spectral Response Acceleration Parameter at 1-s Period
S, 50.10 S, = 0.20 S, = 6.30 S, = 0.40 S, >- 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate.values of S,
For Site Class = D and S, = 0.762 g, F. = 1.500
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-Design Maps Detailed Report Page 3 of 6
Equation (11.4-1): S.,s = F,Ss = 1.000 x 1.896 = 1.896 g
Equation (11.4-2): SM, = F.S, = 1.500 x 0.762 = 1.143 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): 5,,, = %S„s _ % x 1.896 = 1.264 g
Equation (11.4-4): So, = % S,,, = % x 1.143 = 0.762 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12"' T, = 8 seconds
Figure 11.4-1: Design Response Spectrum
T<T, S,=S.(0.440.6T/To)
Sa -1.264 - - T,sTsT,:S,=Sp,
T,<TsT S,=S,,/T
T>T, .S,=S-T,"P
o sll) 0.762 -----------L-----
_
t
7
Y
G
N
T -0121 T,-0603 . .__
Wriod. 1 Is�J
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Design Maps.Detailed Report, Page 4 df 6'-
Section 11.4.6 — RIsk-Targeted Maximum Considered Earthquake (MCEA) Response
Spectrum
The MCE.Response Spectrum Is determined by multiplying Uie design response spectrum above.by
:1.5.
Se-1.896 -- ,
s
e
e
y
Eg
s
a
Ts a 0.121 Ts a 0.603 1.000
Pe"T(sod
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Desig11 Yaps Detailed Report Page 5 of 6
Section 11.8.3 - Additional Gectechnical Investigation Report Requirements for Seismic
Design Categories D through F
From Figure 22-714) PGA = 0.752
Equation (11.8-1): PGA„ = F�,PGA = 1.000 x 0.752 = 0.752 g
Table 11.8-1: Site Coefficient F.,>
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA <_ PGA = PGA = PGA = PGA >-
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.732 g, F„.. = 1.000
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures
for Seismic Design)
From Figure 22-171" C = 0.935
From Figure 22-18" C = 0.920
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Design Maps Detailed Report Page 6 of
Section 11.6— Selsrnlc'Design Category
Table 11.6=1 Selsmic.Deslgn Category Based on Short Period Response.Acceleration Parameter
VALUE:OF So, RISK CATEGORY
I or 11 III IV
So, < 0.167g A A A
0.167g 5 So, < 0.33g B B C
0.33g 5 So, < 0.50g'- C C D
0.50g 5 S., D D D
For Risk Category = I and S;, =.1.264 g,.Seismic Design Category.= D -
Table 11.6-2 Seismic Design Category.Based on Y-S Period Response Acceleration Parameter
'RISK.CATEGORY
VALUE OF So,
I or n In IV
So, < 0.067g A A A
0:067g 5 So, < 0.133g B B C
0.133g 5 So, < 0,20g C C D
0.20g 5 So, D D D
For Risk.Category.= I and S„ = 0.762 g, Seismic Design Category = D
'Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories 1, 11, and 111, and F for those in Risk Category'IV, irrespective
of the above.
Seismic Design Category = "the more severe design category In accordance with
Table 11.6-1 or 11.6-2" = E
Note: See Section 11.6 for aitemative approaches to calculating Seismic Design Category.
References
1. Figure 21-1:
http://earthgUake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-l.pdf
2. Figure22-2:
http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf
3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Fgure_22-
12.pdf
4. Figure 22-7:
http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
S. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-
17.pdf
6. Figure 22-16: http://earthquake.iisgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Fgure_22-
1 B.pdf
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