HomeMy WebLinkAboutPD 2019-0015; CARLSBAD INN MITIGATION; RESPONSE TO CITY COMMENTS, ON PLANS DATED 7/23/19; 2019-07-23SHORING DESIGN GROUP' CORD copy
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July 23, 2019 -
Mr. Mark Elliott
Elliott Drilling Services, Inc.
1342 Barham Drive
San Marcos, CA 92078
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'JUL 31 2tS
Office (760) 722-1400
Fax (760) 722-1404
Re: Carlsbad Inn
Carlsbad, California
LAND DEVL....frNT
.EN GIN"EL JOB #19-109
Subject: Response to City Comments, on Plans Dated 7/31/2019
Dear Mr. Elliott:
Shoring Design Group is in receipt of the 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 Shop Drawing Review
All internally braced soldier beams (supporting adjacent building surcharge), limit lateral
deflection to 0.25" along the top of pile (see -calculations). All remaining beams (cantilevered
and not supporting building surcharge), are designed for a maximum deflection of 1-inch.
All soldier beams, supporting adjacent building surcharge, are internally braced and limit lateral
deflection to 0.25" along the top (see response to item 1 above).
All internally braced soldier beams have been re-designed to the at-rest pressure provided by
the geotechnical engineer of record.
The adjacent building & parking garage will not be adversely affected by the loads imposed by
the temporary strut supports. Attached, please find the requested analysis that demonstrate
threshold stresses below service requirements.
Response to Comments on Plans
Response to comments on sheet 10 [New sheet 8]:
Please see updated title-block information & sheet count.
As requested, please see the updated sheet range within declaration.
The temporary cut slope for the pool removal & basement grade will vary depending on the
selected grader & demo contractor. The exact extents of the sloping are to be determined ,by
the awarded contractor & shall be conducted in conformance with CAL—OSHA & geotechnical
requirements, as noted on (new) sheets SH10 & SH11.
Please see updated street call out "Carlsbad Village Drive".
Response to Comments on Plans (Continued)
Response to comments on sheet 19 [New sheet 17]:
Please see updated "General Note" #13, with the corrected spelling typo.
Please see added "General Notes" #19-20 & updated "Monitoring" notes for the requested
information.
Should you have any additional questions or comments regarding this matter, please advise.
Sincerely,
SHORING DESIGN GROUP,
P.
CD C 80503
&p. 3/31/21 J 1* '- cgv/)
Roy P. Reed, P.E.
Project Engineer
Enclosed: Existing Wall Finite Element Analysis
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 := 10-ft = 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
150 .psl = 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
2. r (Mu '1
Mcr: 6 Vm:14 _ 1.75•1 Vu— .dvjl•tw•b•Vlfm'•Psi
0.90Mcr = 3240ftlb O.lOVm = 16978.8 lb
Wall cracking Et shear not exceeded ---> Okay
CMU Properties.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 := 10-ft = 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
f r := 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.b.tw 2 r ( Mu 11 ____
M := . V := 4 - 1.75.1 I •tw.b• fm'.psi cr 6 m Vu.dvJ'
O.9OMcr = 3240ft1b O.lOVm = 13683.6 lb
Wall cracking Et shear, not exceeded --- > Okay
CMU Properties - Max Span.xmcdz