HomeMy WebLinkAboutPD 2019-0015; CARLSBAD INN MITIGATION; STRUCTURAL CALCULATIONS FOR SHORING AFFECT CHECK; 2019-09-23STRUCTURAL • CIVIL • SURVEY • LAND PLANNING
9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 BNVE Phone (619) 299-5550 • Fax (619) 299-9934
www.bwesd.com
T RECORD COPY
ENGINEER: mbb Initial Date
DATE: September 23, 2019
PROJECT NUMBER: 12945A.01 OCT 01 ZO9
LAND DEVELOPMENT
ENGINEERING
STRUCTURAL CALCULATIONS
FOR
Shoring Affect Check
CARLSBAD INN BEACH RESORT
CARLSBAD, CALIFORNIA
MICHAEL BAKER INTERNATIONAL
SHOP DRAWING REVIEW
Proj No 139000 Shop Dwg. No STRUC CAICS R2
Date TUESDAY_09_24_2019 By Cs
EJ NO EXCEPTIONS TAKEN D MAKE CORRECTIONS NOTED
D SUBMIT SPECIFIED ITEM D REVISE AND RESUBMIT
0 REJECTED
Review is only for general conformance with the design concept of the project
and general compliance with the information included in this Contract
Document(s). Any action shown is subject to the requirements of the drawings
and specificatons. Contractor is responsible for: construction, coordination of
his/her work with that of other trades, and performing the work in a safe and
satisfactory manner. 09-23-19
Prepared for
GRAND PACIFIC RESORTS, INC.
5900 PASTEUR CT, #200
CARLSBAD, CALIFORNIA
DATE 9/19 B vVE SHEET
ENGR mbb LMGRfUUO TO EXCEED EXPECTATIONS
JOB NO
PROJECT 12945A.01
BASIS OF DESIGN
Check the existing building structural system (two three-story wood framed residential
buildings atop a precast concrete podium slab supported by concrete and CMU bearing /
shear walls and concrete columns) for the additional load imposed by the shoring system
by Elliott Drilling Services and Shoring Design Group.
The calculations are in response to email comments provided by Michael Baker Intl (recd
Sept 13, and are copied below:
-Shear wall check needs to include lateral seismic forces in the same direction with the
lateral soil demands imposed by the shoring.
'Diaphragm shear capacity, collectors (if any) and chords shall be checked for the same
load case described above.
'Lateral Drift (for the same case) to be within the limits prescribed by CBC /ASCE 7.
Verify the condition shown in the snapshot below and determine if shoring lateral
demands can be transferred into the diaphragm safely
Additional plan review comments were received Sept. 18 and are copied below;
'Introduce Notional loads for the lateral analysis acting in the same direction as the
seismic and shoring loads (I realize this might be conservative, however your seismic
analysis does not account for any horizontal or vertical irregularities)
Compare allowable story drifts (use table 12.12-1 ASCE7- 10) to amplified story drifts
using Deflection Amplification Factor Cd.
'Check the overall sliding FS using the seismic, notional and shoring demands combined
in the same direction. Use geotechnical recommendations for the sliding coefficient
between concrete and soil.
Responses to the Sept. 18 comments:
-1 would concur that introducing notional loads is conservative. Nonetheless, notional
loads have been introduced and have been added to the analysis. See caic page SC-16.
-Amplified deflection vs. allowable story drift is shown on caic page SC-1 7.
-Safety factor for sliding is shown on caic page SC-1 8.
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Date 9/13/2019, 3:51:37 PM
Design Code Reference Document ASCE7-10
Risk Category II
Site Class D - Stiff Soil
Type Value Description -
Ss 1.156 MCER ground motion. (for 0.2 second period)
Si 0.443 MCER ground motion. (for 1.0s period)
SMS 1.2 Site-modified spectral acceleration value
SM1 0.69 Site-modified spectral acceleration value
SDS 0.8 Numeric seismic design value at 0.2 second SA
SDI 0.46 Numeric seismic design value at 1.0 second SA
Type Value Description -- -
SDC D Seismic design category
F0 1.037 Site amplification factor at 0.2 second
F 1.557 Site amplification (actor at 1.0 second
PGA 0.46 MCE0 peak ground acceleration
FpGA 1.04 Site amplification factor at PGA
PGAM 0.478 Site modified peak ground acceleration
TL 8 Long-period transition period in seconds
SsRT 1.156 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.232 Factored uniform-hazard (2% probability of exceedance In 50 years) spectral acceleration
SO 1.532 Factored deterministic acceleration value. (0.2 second)
S1RT 0.443 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.448 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID 0.623 Factored deterministic acceleration value. (1.0 second)
PGAd 0.597 Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS 0.938 Mapped value of the risk coefficient at short periods
CR1 0.99 Mapped value of the risk coefficient at period of 1 s
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Period, T (sec)
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DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC !QH_P9 and Its sponsors and contributors assume no responsibility or
liability for Its accuracy. The material presented In this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC I OSHPD do not Intend that the use of this
Information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals In Interpreting and applying the results of the seismic data provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by lat.ltudeflongitude location in the search results of this webstie.
httpsJiseismlcmaps.org .212
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Company : BWE
Designer : mbb 111RISA Job Number : 12945A
RAn,lI ('ID k. ,II ANEMETSCHEXCOMPMJY flCuii SJUIJJS Wilts alucul flOil
SC-12
Sept 17, 2019
10:57 AM
Checked By:_____
(Global) Model Settings
Display Sections for Member Calcs 5
Max Internal Sections for Member Calcs 97
Include Shear Deformation? Yes
Increase Nailing Capacity for Wind? Yes
Include Warping? Yes
Trans Load Btwn Intersecting Wood Wall? Yes
Area Load Mesh (inA2) 144
Merge Tolerance (in) .12
P-Delta Analysis Tolerance 0.50%
Include P-Delta for Walls? Yes
Automatically Iterate Stiffness for Walls? Yes
Max Iterations for Wall Stiffness 3
Gravity Acceleration (ftlsecA2) 32.2
Wall Mesh Size (in) 24
gensolution Convergence Tol. (1 .E-) 4
Vertical Axis I Y
Global Member Orientation Plane XZ
Static Solver Sparse Accelerated
Dynamic Solver Accelerated Solver
Hot Rolled Steel Code AISC 14th(360-10): ASD
Adjust Stiffness? Yes(Iterative)
RlSAConnection Code AISC 14th(360-10): ASD
Cold Formed Steel Code AISI SI00-12: ASD
Wood Code AWC NDS-12: ASD
Wood Temperature <IOOF
Concrete Code ACI 318-11
Masonry Code ACI 530-13: ASD
Aluminum Code M ADM I-lO: ASD - Building
Stainless Steel Code AISC 14th(360-10): ASD
Ad lust Stiffness? I Yes( Iterative)•
Number of Shear Regions 4
Region Spacing Increment (in) 4
Biaxial Column Method Exact Integration
Parme Beta Factor (PCA) .65
Concrete Stress Block Rectangular
Use Cracked Sections? Yes
Use Cracked Sections Slab? Yes
Bad Framing Warnings? No
Unused Force Warnings? Yes
Min I Bar Diam. Spacing? No
Concrete Rebar Set REBAR SET ASTMA6I5
Mm % Steel for Column I
Max % Steel for Column 8
RISA-313 Version 17.0.2 [A:...\...\.. .\.. .\phase 3\Hotel Shonng\conc shear wall.r3d] Page 1
SC-13
Company : BWE Sept 17, 2019 IIIRISA Designer : mbb 10:57 AM
Job Number : 12945A Checked By:_____
ANEMETSHEKCOMNY Model Name : CIBR conc shear wall
(Global) Model Settings, Continued
Seismic Code ASCE 7-10
Seismic Base Elevation (ft) Not Entered
Add Base Weight? Yes
CtX .02
CtZ .02
T X (sec) Not Entered
T Z (sec) Not Entered
R 3
R 3
Ct Exp. X .75
Ct Exp. Z .75
SDI I___________________________ SDS .1
SI 1
TL (sec) 5
RiskCat I or 11
Drift Cat Other
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Concrete Properties
Label E Iksi1 G lksil Nu Therm (\1 E..DensitvFklft... fcrksil Lambda Flex SteelF... Shear Stee
Joint Coordinates and Temperatures
Label X Ff11 Y Fill Z Fill Tema, FF1 Detach From Dim,...
I N5 0 1 15 0 1 0
2 N6 0 25 0 0
3 N7 30 25 0 0
4 N8 30 15 0 0
Wall Panel Data
Label A Joint B Joint C Joint D Joint Material Type Material Set Thicknes... Design Rule Panel/Spacing I1 I wPi I N5 I N6 I N7 I N8 I Concrete IConc3000NWI 16 I Typical I N/A
Joint Loads and Enforced Displacements (BLC 2: Lateral wall)
RISA-31D Version 17.0.2 [AA ... \ ... \ ... \ ... \phase 3\Hotel Shonngconc shear wall.r3d] Page 2
SC-14
Company : BWE Sept 17, 2019 IIIRISA Designer : mbb 10:57 AM
Job Number : 12945A Checked By:_____
ANEMETSCHEK COMPANY Model Name : CIBR conc shear wall
Basic Load Cases
BLC Descriotion Category X Gravity Y Gravity Z Gravity Joint Point Distilbuted Area(Me... Surface(P... .1 2 I Lateral wall I None I I -1 I I 2
Load Combinations
Joint Deflections (By Combination)
V flI V r..1 7 r...1 V Dee r.-Ai V Dee f.,11 7 DhI r41
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RISA-3D Version 17.0.2 [A:\. ..\. ..\. ..\. ..phase Motel Shonng\conc shear wall.r3d] Page 3
SC-15
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BWE SK-11
mbb CIBR conc shear wall Sept 17, 2019 at 10:52 AM
12945A conc shear wall.r3d
SC-1 6
______
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SC-19
Mark Batten
From: Shawn Caya <scaya@christianwheeler.com>
Sent: Monday, September 23, 2019 11:16 AM
To: Mark Batten
Cc: Keith Whaley (KWhaley@kmcgroup-llc.com); Troy Wilson
Subject Carlsbad Inn
Hi Mark,
Based on our recent conversation you need a value for the friction coefficient between concrete and soil as part of your
evaluation of the existing building and planned temporary shoring. Given the existing soil conditions and the results of
our previous laboratory testing, we recommend that a coefficient of 0.5 be used in your evaluation. Please let me know
if you have any questions.
Thanks,
1 d
•
Shawn Caya, Senior Geotechnical Engineer
,
Christian Wheeler Engineering
3980 Home Avenue, San Diego 92105
Direct: 619.550.1732 I Office: 619.550.1700
www.christianwheeler.com f
GeurechniciI & (;eulogk:il (onuJung Services I Materials Testing &
1n13ccttnJ Luborarory Sctvicts I I,i'iroirnentiI Consulting
Itooling & \'<i;crptoofing Consulting
1
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