special inspection #12Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 1 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
Client: Lebolo Construction Management, Inc.
2100 Corporate Drive
Boynton Beach, FL 33426
Project: Tropical Chevrolet Renovation/Expansion
8880 Biscayne Blvd.
Miami Shores, FL 33138
Agent: Gaetano Di Zio, E.I. Date of Services: 02/03/2023
Village of Miami Shores Building Permit No: CC-12-20-2951 (issued date 11/07/22, expires 05/08/23)
Scope of Field Services: Professional observation of completed structural elements (Special/Welding Inspector).
Reference Documents:
• JSG structural drawings sheets S1.0 thru S-4.2 (15 pages), Bulleting 7 dated 07/21/2022, signed/sealed by Mark
Johnson FL-PE#51983, reviewed/approved for structural compliance by the Village of Miami Shores Bldg. Dept.
on 08/22, (permit set review by the Miami-Dade County Department of Regulatory and Economic Resources on
05/16/2022).
Record of Field Observations:
Visual verification for the reinforcing steel placement at the following locations indicated below:
1. Continuous wall footings as per S2.0, S1.1 & S4.0/S4.2:
a) Cont. wall footing (with vertical dowels for CMU wall as per note 8) type WF26 along grids A between lines 8 thru
11 completed.
b) Cont. wall footing (with vertical dowels for CMU wall & openings as per note 8 & 9/S4.0 and concrete tie columns
type CC2 [x3]) type WF26 with integrated column pads type F40 (x2) along line 11 between grids A thru E.3
completed.
c) Cont. wall footing (with vertical dowels for CMU wall as per note 8) type WF26 along grids E.2 between lines 8 thru
11 completed.
d) Cont. wall footing (with vertical dowels for CMU wall as per note 9) type WF20 along grids D.1 between lines 11
thru proposed line 12 completed.
e) Cont. wall footing (with vertical dowels for CMU wall as per note 9) type WF20 along proposed line 12 between
grids D.1 thru D.6 completed.
f) Cont. wall footing (with vertical dowels for CMU wall as per note 8) type WF26 along grids D.6 between lines 11
thru proposed line 12 completed.
2. Column pad footings as per S2.0, S1.1 & S4.0/S4.2:
a) Column footings type F66 at grid-lines B.8x9 & D.5x9 completed (*).
b) Column footings type F90 at grid-lines B.8x10 & D.5x10 completed (*).
The above mentioned reinforcing steel placement was found to be performed in substantial compliance with the reference
documents except (see below ↓↓↓ *)
(*) as per S1.1 “column / base plate schedule: the bottom hex nut shall be “tack welded secured”. SUNCOR did not include
a clarification/approval question for omission of the tack weld under dwg. Sheet AB1 “approver note”. As per approver note
#2 a plate washer was approved above the previously mentioned hex nut. This plate was found to be loose (floating) not
secured preventing displacement at the time of conc. placement. GC to provide clarification for the observed AS BUILT
conditions. For items 2g & 2h.
DRAFT
Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 2 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
3. Visual verification of the reinforcing steel placement at the following locations indicated below:
a) 8”/12” thick CMU stem wall along grids “A” and “E.2” between lines “8” thru ”11”, along line “11” between grids “A”
thru “E.2”, along grids “D.1” and “D.6” between lines “11” thru “12” and along line “12” between grids “D.1” thru
“D.6”, from elevation approx. −2'−0" to 0’−0”, as per S1.0, S2.0, S2.2, 2/S3.1, 1/S3.2, S4.0/details 1, 3 & 5, 7/S4.1
and attached clarification submitted by the SEoR via e-mail, as we addressed on UES Structural Observation
Reports No. 004 (No.: 341925) dated 12/02/2022 and No. 006 (No.: 342202) dated 12/05/2022, 2nd re-inspection
completed:
➢ Some reinforcing steel was found to be deformed.
➢ Five (5) courses (approx. elev. +3'−4") were found to be laid on top of the stem wall.
➢ Missing/over spaced vertical reinforcing steel at some locations.
➢ Debris (chunks of masonry) was found in the CMU cells.
➢ Missing masonry interlocking of CMU wall at gridlines E.2x11 and D.6x12.
➢ Missing CMU control joint (partial) at gridline D.3x11.
➢ Missing neoprene pre-formed gasket at CMU control joints, as per 1/S1.0. To be provided for the 1st lift.
➢ Vertical dowels were found not to meet the minimum lap splice length of 48 Ø bar, as per S1.0/Masonry Note
M11.
➢ CMU reinforced filled cells head joints were found not to be aligned and obstructed approx. gridline E.2x8.1, as
per S1.0/Masonry Note M6.
➢ CMU horizontal reinforcement (ladder) was found not to extended into concrete tie column, as per
S1.0/Masonry Note M7.
b) CIP concrete tie column mark CC2 (12"x24") at gridlines B.8x11 and D.5x11, 1st lift from elevation −2'−0" (top of
footing) to 0'−0", as per S1.0, S1.1/Concrete Tie Column Schedule, S2.0 and 4/S4.0, as we addressed on UES
Structural Observation Report No. 006 (No.: 342202) dated 12/05/2022, re-inspection completed:
➢ Reinforcing steel was found not to meet the minimum concrete cover of 1½”, as per 4/S4.0.
➢ CMU horizontal reinforcement (ladder) was found not to extended into concrete tie column, as per
S1.0/Masonry Note M7. DRAFT
Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 3 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
c) CIP concrete tie column mark CC2 (12"x24") at gridline E.5x11, 1st lift from elevation −2'−0" (top of footing) to 0'−0",
as per S1.0, S1.1/Concrete Tie Column Schedule, S2.0, 4/S4.0 and attached clarification submitted by the SEoR
via e-mail, completed.
d) 8” thick interior slab on grade over a 10 Mil vapor barrier and compacted fill between grids “C.5” thru “C.8” and lines
“2.8” thru “3.1” at the alignment pit, top of slab elevation approx. −0’−9”, as per S1.0, 2/S2. 1 and A100A,
completed.
e) New CIP concrete column footings extension (6’-0x6’-0”x1’-0”) at two (2) existing interior column footings, as per
sheet S1.0R, completed.
f) New CIP concrete column footings extension at existing column footings located at gridlines B.8x9, B.8x10, D.3x9
and D.3x10, as per attached drawing No. SK-01-17-23 (RFI #62), completed.
g) Proposed new 6” thick interior slab on grade reinforced with 6x6 – W2.9xW2.9 W.W.F. with monolith continuous
wall footing and thickened edge over a 10 Mil vapor barrier and compacted fill between grids “A” thru “J” and lines
“1” thru “8” at the Service Building, between grids “A” thru “E.2” and lines “8” thru “11” at the Service Building
Addition and between grids “D.1” thru “D.6” and lines “11” thru “12” at the Oil Storage, top of slab elevation 0’−0”,
as per S1.0, S1.0R, S1.1/Concrete Tie Column Schedule & Detail 5, S2.0, 2/S2.1, S2.3, S4.0/details 1, 4, 5, 7 &
Detail B, 3/S4.2 and attached e-mail thread (clarification), completed. In place density tests were performed by a
UES technician on 02/01/2023 (UES Report No. 346031−1) and it was found to meet or exceed the minimum
compaction requirement of 95% and ASTM D-1557. Termite treatment was performed and vapor barrier was in
placed prior to this site visit:
➢ Pending clarification/detail for continuous wall footing mark “TS16”.
The reinforcing steel placement at the locations mentioned above was found to be in substantial compliance with the
reference documents.
4. Visual verification of drilled holes for post-installed rebar dowels by means of approved anchoring epoxy Hilti HIT-HY
200 at the following locations indicated below:
a) Cleanness/depth check (9” min. embedment) and epoxy application for #5 horizontal rebar dowels into existing two
(2) CIP concrete footings, as per sheet S1.0 R, as we addressed on UES Structural Observation Report No. 08
(No.: 345306) dated 01/23/2023, re-inspection completed:
➢ Drilled holes were found not to meet the minimum embedment.
b) Cleanness/depth check (6” min. embedment) and epoxy application for #5 horizontal rebar dowels into existing CIP
concrete slab on grade along grid “E” between lines “5” thru “8”, as per 3/S4.2, as we addressed on UES Structural
Observation Report No. 08 (No.: 345306) dated 01/23/2023 and 09 (No.: 345425) dated 01/25/2023, re-inspection
completed:
➢ Drilled holes were found to be the same diameter as the rebars to be epoxied.
➢ Pending application of anchoring epoxy Hilti HIT-HY 200.
c) Cleanness/depth check (9” min. embedment) and epoxy application for #5 horizontal rebar dowels into existing CIP
concrete footings at gridlines B.8x9 and B.8x10, as per attached drawing No. SK-01-17-23 (RFI #62), completed.
d) Cleanness/depth check (9” min. embedment) and epoxy application for #5 horizontal rebar dowels into existing CIP
concrete footings at gridlines D.3x9 and D.3x10, as per attached drawing No. SK-01-17-23 (RFI #62), as we
addressed on UES Structural Observation Report No. 09 (No.: 345425) dated 01/25/2023, re-inspection
completed:
➢ Pending application of anchoring epoxy Hilti HIT-HY 200.
Mr. Jim Jenco, Project Superintendent with Lebolo Construction, was notified of the aforementioned visual verification
results.
Please see adjacent report pages for photographs, e-mail thread, in place density draft test report, soil treatment certificate
and sheets S2.0 &S2.3.
DRAFT
Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 4 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
DRAFT
Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 5 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
DRAFT
1
Gaetano Di Zio
From:Jim Jenco <jjenco@Lebolo.com>
Sent:Friday, February 3, 2023 11:40 AM
To:Gaetano Di Zio
Cc:Maria Manjon; Val Benitez
Subject:FW: Tropical Chevrolet non-load bearing masonry
This Message Is From an External Sender
This message came from outside your organization.
Gaetano,
Please find for your records & reporting, the below e‐mail from Johnson Structural Group confirming the TS16
reinforcement installed is correct.
Thanks,
Jim Jenco
Lebolo Construction Management, Inc.
jjenco@lebolo.com I www.lebolo.com
M: (561) 667‐9726 I O: (561) 742‐7644
SAFETY – INTEGRITY – ACCOUNTABILITY
From: Mark Johnson <mark@johnsonstructural.com>
Sent: Friday, February 3, 2023 10:15 AM
To: Brian Smedley <bsmedley@jhn.com>; Jim Jenco <jjenco@Lebolo.com>; Pedro R. Salom
<psalom@johnsonstructural.com>
Subject: RE: Tropical Chevrolet non‐load bearing masonry
Not sure how that missed the schedule. Yes, the reinforcement that has been installed is correct. The thickened slab
should be minimum 12” thick and 1’‐6” wide. Let me know if that is conforming in size.
Mark Johnson, PE
USAR FL‐TF2 Structures Specialist
Johnson Structural Group, Inc.
(561) 982‐8999 x11
DRAFT
2
From: Brian Smedley <bsmedley@jhn.com>
Sent: Friday, February 3, 2023 8:04 AM
To: 'Jim Jenco' <jjenco@Lebolo.com>; Pedro R. Salom <psalom@johnsonstructural.com>; Mark Johnson
<mark@johnsonstructural.com>
Subject: RE: Tropical Chevrolet non‐load bearing masonry
Mark and Pedro:
I’ve spoken with Jim this morning, and clarified a couple of things, that might help with yesterdays questions. The
question relates to the thickened slab detail 3/S4.2. The reinforcing is not specified in that detail. As currently installed,
there are 3 #5 bars at 12” and the transverse bars are # 5’s at 12” on center. Please confirm the currently installed
reinforcing is adequate.
BRIAN SMEDLEY, AIA NCARB |Director ‐ Automotive Group
bsmedley@jhn.com
Office: 248.324.8800 x104 | Cell: 586.764.1743
NUDELL ARCHITECTS
Michigan | 30403 West 13 Mile Road | Farmington Hills, MI 48334
Florida | 1807 Edgewater Drive (College Park) | Orlando, Florida 32804
From: Brian Smedley
Sent: Thursday, February 2, 2023 4:37 PM
To: Jim Jenco <jjenco@Lebolo.com>; Pedro R. Salom <psalom@johnsonstructural.com>; Mark Johnson
<mark@johnsonstructural.com>
Subject: RE: Tropical Chevrolet non‐load bearing masonry
Pedro:
Can you please confirm the below?
BRIAN SMEDLEY, AIA NCARB |Director ‐ Automotive Group
bsmedley@jhn.com DRAFT
3
Office: 248.324.8800 x104 | Cell: 586.764.1743
NUDELL ARCHITECTS
Michigan | 30403 West 13 Mile Road | Farmington Hills, MI 48334
Florida | 1807 Edgewater Drive (College Park) | Orlando, Florida 32804
From: Jim Jenco <jjenco@Lebolo.com>
Sent: Thursday, February 2, 2023 4:27 PM
To: Pedro R. Salom <psalom@johnsonstructural.com>; Brian Smedley <bsmedley@jhn.com>; Mark Johnson
<mark@johnsonstructural.com>
Subject: RE: Tropical Chevrolet non‐load bearing masonry
Brian,
Please let me know if the information on the TS16 snip applies now that the slab is fully demolished.
Installed the three #5 bottom & transverse bars but there is nothing to dowel into because existing slab is gone.
Thanks,
Jim Jenco
Lebolo Construction Management, Inc.
jjenco@lebolo.com I www.lebolo.com
M: (561) 667‐9726 I O: (561) 742‐7644
SAFETY – INTEGRITY – ACCOUNTABILITY
From: Pedro R. Salom <psalom@johnsonstructural.com>
Sent: Thursday, February 2, 2023 4:13 PM
To: Brian Smedley <bsmedley@jhn.com>; Mark Johnson <mark@johnsonstructural.com>
Cc: Jim Jenco <jjenco@Lebolo.com>
Subject: RE: Tropical Chevrolet non‐load bearing masonry
Brian, MJ sent the snip below a while back, hopefully that helps.
Thanks.
DRAFT
4
Pedro Salom, P.E.
JohnsonStructuralGroup,Inc.
160 West Camino Real
Suite 1000
Boca Raton, FL 33432
Phone (561) 982‐8999 Ext. 13
Fax: (561) 982‐8899
www.johnsonstructural.com
From: Brian Smedley <bsmedley@jhn.com>
Sent: Thursday, February 02, 2023 3:42 PM DRAFT
5
To: Mark Johnson <mark@johnsonstructural.com>; Pedro R. Salom <psalom@johnsonstructural.com>
Cc: Jim Jenco <jjenco@Lebolo.com>
Subject: Tropical Chevrolet non‐load bearing masonry
Mark and Pedro:
On sheet S2.3 , the Non‐load bearing masonry plan, there are TS16 designations. I’m assuming this is referring to
Thickened Slab. However, I can’t find where TS16 is designated. They are not listed in the Foundation Schedule on S1.1
Can you please let me know the size and reinforcing required for the non‐load bearing wall foundations?
Thanks,
BRIAN SMEDLEY, AIA NCARB |Director ‐ Automotive Group
bsmedley@jhn.com
Office: 248.324.8800 x104 | Cell: 586.764.1743
NUDELL ARCHITECTS
Michigan | 30403 West 13 Mile Road | Farmington Hills, MI 48334
Florida | 1807 Edgewater Drive (College Park) | Orlando, Florida 32804
DRAFT
UES Project No:
Workorder No:
Report Date:
2110.2100049.0000
346031-1
02/02/2023
8050 NW 77th Court, Miami, FL 33166 - P: 305.249.8434 - F: 305.249.8479
In-Place Density Test Report
Client:Lebolo Construction Management, Inc.UES Technician:Esnel Real
2100 Corporate Drive
Boynton Beach, FL 33426
Date Tested:02/01/2023
Project:Tropical Chevrolet Renovation and Expansion
8880 Biscayne Blvd , Miami Shores, County, FL 33138
Type of Test:
Area Tested:Service Building Field:ASTM D-6938 Nuclear Gauge Method
Material:Fill Laboratory:ASTM D1557 Modified Proctor
Reference Datum:0 = Top of Fill
The tests below meet the 95% minimum compaction requirement.
Test
No.Location of Test Range
Maximum
Density
(pcf)
Optimum
Moisture
(%)
Field Dry
Density
(pcf)
Field
Moisture
(%)
Soil
Compaction
(%)
Pass
or
Fail
1 Service Building GL C / 10.3 12 inch 108.5 12.6 106.0 5.0 98 Pass
2 Service Building GL C / 8 12 inch 108.5 12.6 103.8 5.0 96 Pass
3 Service Building GL D / 9.2 12 inch 108.5 12.6 104.0 3.8 96 Pass
4 Service Building GL D / 10.3 12 inch 108.5 12.6 105.1 4.7 97 Pass
5 Service Building GL C.5 / 4 12 inch 108.5 12.6 108.0 2.9 100 Pass
6 Service Building GL C.5 / 6 12 inch 108.5 12.6 107.6 4.9 99 Pass
7 Service Building GL C.5 / 7 12 inch 108.5 12.6 105.4 3.0 97 Pass
Reviewed By
Universal Engineering Sciences
FBPE Registry No.00000549
Carlos Naumann, P.E., S.I.
Professional Engineer
STATE OF FLORIDA
Professional Engineer No. 18594
To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and
authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 1DRAFT
DRAFT
Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 6 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
Slab on grade completed DRAFT
Project No.: 2110.2100049
Report No.: 346033
Date: February 3, 2023
STRUCTURAL OBSERVATION REPORT No. SPECIAL-012
CN: GDZ Page 7 of 7
cc: 1 − Job Site; 1 − Client; 1
The Original of this Report was Signed and Impressed Sealed by the Above Registered Engineer in Accordance with Rule 21H -18.11, Chapter 471, Florida Statute
8050 NW 77th Street · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
Slab on grade completed
Reviewed by:
Universal Engineering Sciences
Certificate of Authorization No. 549
Carlos Naumann, P.E., S.I.
Florida Professional Engineer No. 18594
Florida Special Inspector No. 181
DRAFT