HomeMy WebLinkAboutPD 2019-0015; CARLSBAD INN MITIGATION; RESPONSE TO CITY COMMENTS ROUND 2, ON PLANS DATED 7/23/2019; 2019-08-29SHORING DESIGN GROU RECORD COPY
August 29, 2019
Mr. Mark Elliott
Elliott Drilling Services, Inc.
1342 Barham Drive
San Marcos, CA 92078
Re: Carlsbad Inn
Carlsbad, California
OCT 012019
LAND DEVELOPMENT
ENGINEERING
_Q J!
Initial
-
Date
-
Office (760) 722-1400
Fax (760) 722-1404
JOB #19-109
Subject: Response to City Comments Round 2, on Plans Dated 7/23/2019
Project ID GR2019-020
Dear Mr. Elliott:
Shoring Design Group is in receipt of the 2rd plan review comments prepared by Michael Baker
International, on behalf of the City of Carlsbad, regarding the above referenced project. In response,
Shoring Design Group (SDG) offers the following responses:
Response to Comments on Sheet SH8
Please see sheet SH9 for call out of the existing transformer vault.
Please see updated sheet call out boundary boxes as requested.
Please see updated temporary slope cut adjacent to the pool.
Calculations and responses provided by SDG (local) & BWE (global) demonstrate sufficient load
carrying capacity of the existing garage structure imposed by the temporary shoring struts. All -.
pipe struts have been carefully set to align with the existing building diaphragm to impose the
same reactionary force (See BWE 7/2/19 Letter) the building currently withstands and has been
designed for. This shoring system will exhibit little to now movement (See Christian Wheeler July CD
5 response letter), and can be installed with necessary limited access equipment.
S w
Please see Lot lines & property line identifications as requested.
CD
Please see call out for the existing 5'-0" public easement.
Please see the full extent of the existing sidewalk as requested. Additionally, please see call out
requiring replacement of any existing sidewalk & or curb (also see sheet SH12).
The plot used is a shoring scale (1" = 24') based on the typical soldier beam spacing of 8'-0" (No
V changes).
Response to Comments on Sheet SH9
The existing transformer, water meter, water line, gas line, and fire line are to remain in place.
The contractor (during excavation) shall protect the utilities in place & is noted on sheet SH9.
Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Please see updated note to notify the city inspector as well, in the event that additional shoring
is needed for the tree.
Response to Comments on Sheet SH10
I. Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Response to Comments on Sheet SH11
Please see updated plan view that now depicts the temporary 1-1 slope.
Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Please see detail 4/SH16 for the corresponding wall brace details, dimensioning & location of
the bearing plate elevations.
No matchline is needed per plan. The continuation of the proposed temporary shoring occurs at
the 90-deg bend as shown in the profile view.
Response to Comments on Sheet SH12
The existing transformer is being re-located adjacent to the garage entrance, as shown on sheet
SH8 of the shoring plans.
Please see update property line for the adjacent Lots & temporary cut slope in plan.
Sheet matchline is not needed; see response to comment 4 above.
Please see updated shoring background that now shows the continuation of the existing
sidewalk (as provided). Additionally, the extents of sidewalk removal + repair correspond to the
alignment of the shoring & temporary grading shown. For clarity, please see updated note that
calls for replacement of the existing sidewalk and/or curb, upon completion of the temporary
shoring/excavation.
S. Please see updated 5'-0" sidewalk easement as requested.
Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Details relating to parking striping are to be provided by others.
Response to Comments on Sheet SH13
Response to Detail 1/5H13:
Please see updated safety railing added to top of soldier beam (typical).
Please see cross section scale call out.
Response to Detail 2/SH13:
1. Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Response to Comments on Sheet SH14
Response to Detail 1/SH14:
Please see the updated property line between lots 1 & 2.
Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Response to Comments on Sheet SH16
Response to Detail 1/SH16:
1. Please see response #4 under "Response to Comments on Sheet 8", regarding the calculations
performed for the existing garage.
Response to Comments on Sheet SH17
Please see maximum lagging/backfill duration of 8-hrs, specified for cantilevered & internally
braced soldier beams.
Please see the updated geotechnical response letter under Design Criteria.
Please see the March 19, 2019 report & July 5, 2019 response review, for the corresponding
temporary shoring load values.
Should you have any additional questions or comments regarding this matter, please advise.
Sincerely,
SHORING DESIGN GROUP,
P.
C 80503
0 kExp. 3/31/21 )
Roy P. Reed, P.E.
Project Engineer
Enclosed: Existing Wall Finite Element Analysis (Local Analysis)
Christian Wheeler Response to Geotechnical Review - Dated July 5, 2019
BWE Response to Plan Review Comments - Dated July 2, 2019
Shoring Design Group Carlsbad Inn
7755 Via Francesco #1 Eng: RPR Sheet _of_
San Diego, CA 92129 Date: 7/2212019
CMU Wall Properties
"Typical Strut Reaction (Max. Load)"
CMU Wall Properties
H:= loft = Maximum height of retained cmu wall
tw:= 12-in = Masonry wall thickness
b:= 1-ft = Width of cmu (for analysis / ft)
fm' := 2000. psi = Masonry wall compressive strength
Em := 900-fm' = Modulus of elasticity
,u:= 0.20 = Poisson's ratio for fully grouted cmu
fr:= 150-psi Modulus of rupture
Em = 259200000. psf
- Units for finite analysis consistency
WALL STRESS OUTPUT (SEE LISA FINITE ANALYSIS)
Mu := 1087-lb-ft = Maximum bending moment per analysis
Vu := 9774. lb = Maximum shear per analysis
Nominal Cracking Moment Nominal Shear in Masonry
fr tI2 r ( Mu
M := V :=I4—l.75I .tw.b.'fm'.psi. cr 6 m L LVu.dv)]
0.90•Mcr = 3240 ft. lb 0.70Vm = 16978.8 lb
Wall cracking & shear not exceeded ---> Okay
CMU Propertles.xmcdz
Shoring Design Group Carlsbad Inn
7755 Via Francesco #1 Eng: RPR Sheet _of_
San Diego, CA 92129 Date: 7/22/2019
CMU Wall Properties
"Strut Reaction at Elevator Shaft"
CMU Wall Properties
H:= loft
tw:= 12-in
b:= 1-ft
fm' := 2000. psi
Em:= 900-fm'
v:= 0.20
= Maximum height of retained cmu wall
= Masonry wall thickness
= Width of cmu (for analysis I ft)
= Masonry wall compressive strength
= Modulus of elasticity
= Poisson's ratio for fully grouted cmu
150-psi = Modulus of rupture
Em = 259200000. psf
- Units for finite analysis consistency
WALL STRESS OUTPUT (SEE LISA FINITE ANALYSIS)
Mu:= 3081-lb-ft = Maximum bending moment per analysis
Vu := 6708. lb = Maximum shear per analysis
Nominal Cracking Moment Nominal Shear in Masonry
fr tVl2 [ 1 Mu
Mcr := Vm - 1.75.1 I . tw• b. fm'. psi 6 Vu dv)]
0.90•Mcr = 3240 ft. lb 0.70•Vm = 13683.6 lb
Wall cracking a shear not exceeded --- > Okay
CMU Properties - Max Span.xmcdz
BNVE
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RESPONSE TO PLAN REVIEW COMMENTS
Date: July 02, 2019
Project: Carlsbad Inn Water Intrusion Project
Phases 2-4
2906,3075 Carlsbad Boulevard
Carlsbad, CA
BWE Project No.: 12945A.3.0
To: Keith Whaley with KM Consulting Group, LLC
RJCEJVEr)
LAND DEVELOPMEN ENGINEERING
Per your request, we have reviewed the plan check comments that have been marked up on the EXCEL
Engineering/Elliott Drilling Services Inc/Shoring Design Group submittal drawings, sheets I and 10
through 19. These sheets specifically pertained to the temporary shoring required for this project.
Given our scope of work, we reviewed the comments for those that applied to structural engineering.
On sheet 1, there is a list of notes adjacent to the title block.
Note 4 states:
Attaching shoring to adjacent buildings is not acceptable unless the structural designer and geotechnical
engineer of record provide calculations showing that the adjacent buildings are not affected in anyway by
BWE response:
The shoring is not attached to the existing, adjacent building. The strut shown on sections 1 and 2 I Sheet 18, delivers the reaction from the top of the shoring wall directly to the existing concrete diaphragm via
compression in the strut. The lateral load delivered to the existing diaphragm via the strut is identical to
the load delivered to the diaphragm via the existing basement wall.
Sheet 18 is not available', as the plan set récélved onfairFs 17 she
Reference the sheet of current plans when responding to comments.
Shoring attached to existing buildings for support is not an acceptable construction
practice without a comprehensive structural analysis for each existing structure
Prior to developing such an analysis, a written agreement from the owner of each
affected building should be obtained and submitted to the City of Carlsbad, as part of
a future permit submittal.
Page 1 of 1
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CHRISTIAN WHEELER
ENGINEERING
July 5, 2019
Grand Pacific Resorts, Carlsbad Inn
3075 Carlsbad Boulevard
Carlsbad, California 92008
Attention: Keith Whaley
CWE 2190062.04
Subject: Response to Geotechnical Review
Project ID PD2019-0015, GR2019-020, DWG 518-3A
Proposed Parking Garage Shoring
Carlsbad Inn, 3075 Carlsbad Boulevard, Carlsbad, California
References: 1) Michael Baker International, Shop Drawing Review, Proposed Parking Garage, May 31,
2019, Project No. 139000
Grading Plans For: Carlsbad Inn Water Intrusion Mitigation Project, Phase 2-4,
prepared by Excel Engineering, undated (Sheets I through 9)
Temporary Shoring Plans for Carlsbad Inn Water Intrusion Mitigation Plan, prepared
by Shoring Design Group, dated April 8, 2019 (Sheets 10 through 19)
Report of Limited Geotechnical Investigation, Proposed Parking Garage Shoring,
Carlsbad Inn, 3075 Carlsbad Boulevard, Carlsbad, California, CWE Report 2190062.01,
dated March 19, 2019.
Ladies and Gentlemen:
In accordance with your request, we have prepared this report to present additional information required
by the City of Carlsbad regarding the geotechnical issues at the site. The comments in the referenced
geotechnical review letter and our responses to the comments in the referenced memorandum within
our purview are presented below.
Reviewer Comment 1: Geotechnical Engineer to determine by analysis the maximum vertical and
lateral soil displacement introduced to the adjacent structures, induced by 1" (Max) of lateral deflection
(measured at the top of the shoring).
3980 Home Avenue s San Diego, CA 92105 s 619-550-1700 + FAX 619-550-1701
CWE 2190062.04 July 5, 2019 Page No. 2
CWE Response: The shoring located adjacent to structures will be braced; therefore, the lateral
deflction is expected to negligible.
Reviewer Comment 2: It is suggested that the maximum shoring deflection at the top of the pile/wall
(to be tolerated by any structure adjacent to the proposed shoring system) shall not exceed /4".
CWE Response: The shoring located adjacent to structures will be braced; therefore, the lateral
deflection at the top of the shoring wall is expected to negligible.
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possibility of deflection. This condition is present on a few locations, where the shoring is relying on
adjacent structures for support (shoring is physically attached to adjacent structures).
CWE Response: It can be assumed that retained soils having a level surface behind shoring that is
restrained at the top will exert a lateral pressure equal to that developed by a fluid with a density of 50
pounds per cubic foot.
Reviewer Comment 4: Attaching shoring to adjacent buildings is not acceptable unless the structural
designer and geotechnical engineer of record provide calculations showing that the adjacent buildings are
not affected in any way by the loads imposed directly by the proposed shoring.
CWE Response: Such evaluation/calculation will need to be provided by the structural engineer.
If you have any questions regarding this letter, please do not hesitate to contact this office. Christian
Wheeler Engineering appreciates this opportunity of providing professional services for you for the
subject project.
Respectfully submitted,
CHRISTIAN WHEELER ENGINEERING
Shawn Caya, R.G.E. #2 govy Soilson, C. .G. #2 4551
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cc:kwhaley®kmcgroup-llc.com
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( No. 2551 )
BNVE STRUCTURAL • CIVIL • SURVEY • LAND PLANNING
9449 Balboa Avenue, Suite 270 • San Diego, CA 92123
Phone (619) 299-5550 • Fax (619) 299-9934
www.bwesd.com
ENGINEER: mbb
DATE: August 23, 2019
PROJECT NUMBER: 12945A.01
STRUCTURAL CALCULATIONS
FOR
Shoring Affect Check
CARLSBAD INN BEACH RESORT
CARLSBAD, CALIFORNIA
August 27, 2019
Prepared for
GRAND PACIFIC RESORTS, INC.
5900 PASTEUR CT, #200
CARLSBAD, CALIFORNIA