HomeMy WebLinkAboutWalker Consultants - 8/13/2018Manhattan
February 7, 2019
Prepared by:
Daniele Rideau, Project Engineer
307 W. Dallas Rd.
Grapevine, TX 76051
Project Site Address: 255 East Dallas Road, Grapevine, TX 76051
To Whom It May Concern:
Grapevine Main Parking Garage
Field Report — Concrete Repairs
On behalf of the Manhattan Construction Project team, all items listed in the field report produced by Walker
Consultants dated 8/13/18 have been addressed as of 2/5/19, Please see the following pages documenting
conditions before and after the repairs were completed as well as their corresponding locations.
WALKER
CONSULTANTS
DATE IN FIELD: August 13, 2018
CONTRACTOR: Manhattan Construction
OWNER: Coury Hospitality
WEATHER: Overcast TEMPERATURE: Low 90's
LOCATION OF PROJECT: Grapevine, TX
REPORT BY: Jim Warner
PRESENT AT SITE:
NAME
Brad Scheckelhoff
Chase Pritchard
Don Dixon
Hans Strayer
Mike Oler
Jim Warner
Mark Brooks
COMPANY
Manhattan
Manhattan
City of Grapevine
City of Grapevine
JQ
Walker
Brooks Hospitality
NAME COMPANY
FIELD REPORT
GRAPEVINE MAIN — PARKING GARAGE
PROJECT #25-2097.00
E-MAIL ADDRESS
BScheckelhoff manhattanconstruction.com
ddixon grapevinetexas.gov
hstrayer grapevinetexas.sov
moler igeng.com
warner@walkerconsultants.com
mark brooksshc.com
E-MAIL ADDRESS
Distribution to the above
attendees Pictures taken on ground
floor looking up to bottom
of second tier slab
Walker attended the site observation walk on Augusto review the areas of concerned noted by the
City of Grapevine during their August 8, 2018 inspection. The following items were reviewed on site with the
following recommendations:
1. The east face of the column at P11-17 is not at a consistent location approximately 3'-0" above the floor.
The column form bowed during concrete placement with the section below the step placed at the
correct column dimensions. The additional concrete above the step is additional concrete cover and not
considered to increase the structural capacity. The repair will be for appearance only with the
suggestion to install tapcon screws at 6" on center and place grout to match the bowed section above.
2. Slab dowels projected out of the east face of the ramp wall along Grid 17 between Grids P9 and P11. The
slab elevations were lowered during the review of an RFI which caused the dowels to be exposed. New
dowels were drilled and epoxied into the wall prior to placement of the slab on grade. The exposed
dowels should be cut off approximately 1" beyond the exterior face of the wall with the 1" recess
grouted with N.S.N.M grout.
3. Multiple locations were observed where the bottom of the elevated slabs experienced honeycombing as
shown in the following photographs:
WALKER
CONSULTANTS
4
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Photos of slab honeycombing
FIELD REPORT
GRAPEVINE MAIN — PARKING GARAGE
PROJECT #25-2097.00
J• z
• '6e y
The areas with honeycombing should have all loose concrete and exposed aggregate removed to sound
concrete, install tapcon screws to bond the repair material to existing concrete, and patched with
N.S.N.M grouted achieving a minimum 5,000 psi compressive strength. If the area becomes large, over
12" in either direction or deeper than 1", notify Walker for additional repair requirements.
4. The post tensioned beam along Grid P7, between Grids 16 and 17 experienced honeycombing along the
bottom near midspan. Manhattan started removing the honeycombed concrete prior to the site walk
but stopped the effort until the issue could be reviewed during the meeting. The following photo depicts
the condition observed on site:
12
WALKER FIELD REPORT
CONSULTANTS GRAPEVINE MAIN — PARKING GARAGE
PROJECT #25-2097.00
Photos: Bottom of Beam Along Grid P7
The honeycombing occurs near midspan of the beam. The compression block is fully developed at the
top of the beam so the capacity of the beam will be maintained. The final stresses will increase once the
reshores are removed. Therefore, we recommend completing the repair prior to removing the reshores.
The suggested repair should be to remove all loose concrete, install tapcan screws to bond the repair
material to the existing concrete, and patch with N.S.N.M. grout achieving a minimum 5,000 psi
compressive strength. Cautious shall be used while making this repair so as not to damage the existing
post tensioning tendons or mild reinforcing. The repaired area should be square for the full width of the
beam and should allow %" clearance above the bottom mild reinforcing.
At a few locations, honeycombing was observed at the bottom of the beam/column joint. Since these
areas are in the compression zone for the beam, the beam should remain shored while performing the
repairs. The suggested repair is to remove all loose concrete, install tapcon screws to bond the repair
material to the existing concrete, and patch with N.S.N.M. grout achieving a minimum 5,000 psi
compressive strength.
At a few of the beam/column joints along Grids P2 and P3, two different colors of concrete were
observed. The high point of the discoloration occurred at the column face at about the midheight of the
beam and continued to approximately 4'-0" to 5'-0" beyond the column face. It is unknown if the
discoloration is a cold joint or if the beam is monolithic. Walker reviewed the design after returning to
the office and determined that the beam stirrups are adequate to resist the design should the
discoloration represent a cold joint. A repair is not necessary at these locations.
The elevated slab above the basement area experienced diagonal cracking at the corners of the elevator
shaft, Grids P5-15.19 and P6-15.19. These cracks resulted from concrete shrinkage due to the re-entrant
corner condition and are not a structural concern.
Please do not hesitate to call should there be any questions or comments on the above information.
Thank you,
Jim Warner
13
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