Tropical Chevrolet, 06-16-23 UES No 4677 SPECIAL insp rept #029 (footings, CMU parapet wall & structural steel connections @ exp. bldg.) - GDZProject No.: 2110.2100049
Report No.: 4677
Date: June 16, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-029
CN: GDZ Page 1 of 6
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
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: 06/16/2023
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 Inspector).
Reference Documents:
• JSG structural drawings sheets S1.0 thru S4.2 (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).
• SUNCOR, Inc. structural steel erection/fabrication shop drawings sheets AB1 thru TP101 (total of 219 pages) dated
04/13/2022 (Rev. A – Issued for Approval) Submittal #051200-5.0 (Structural Steel Shop Drawings), reviewed for
compliance (stamped “Reviewed as Noted - Make Corrections”) by JSG on 05/03/2022.
• Canam Steel Corporation (CSC) steel metal deck shop drawings sheets DE1.1 thru DE2.1 (total of 3 pages) dated
04/08/2022 (Issued for Approval) Submittal #051200-6.0 (Deck Shop Drawings), reviewed for compliance (stamped
“Reviewed as Noted - Make Corrections”) by JSG on 04/15/2022.
Record of Field Observations:
1. Visual verification of the structural steel connections at the following locations indicated below:
a) W roof steel beams welded/bolted connections to CIP concrete beam embed plates along grid “A” between lines
“8” thru “11” at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1001, completed.
b) W roof steel girder beams welded/bolted connections to CIP concrete beam embed plates at gridlines B.8x11 and
D.3x11 at the service building expansion, as per S1.0, 2/S1.1, S2.2, 1/S3.2, 1/S4.1, E1000 and E1002, completed.
c) W roof steel beams welded/bolted connections to W roof steel beams/roof steel girder beams between grids “B.8”
thru “D.3” and lines “8.7” thru “10.8” at the service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000
and E1002, completed.
d) Continuous perimeter deck bearing angle L4”x4”x1/4” anchored connections (torque verified at 150 ft−lb as per
Simpson Strong−Bolt 2 Wedge Anchor required installation torque schedule) to CIP concrete beam along grids “A”
and “E.4” between lines “8” thru “11” at the service building expansion, as per S1.0, S1.1/details 2 & 3, S2.2, S3.2,
S4.1/details 1 & 4, E1000, E1001 and letter submitted by the SEoR, as we addressed on UES Structural
Observation Report No. 27 (No.: 354485) dated 05/26/2023, completed:
➢ Expansion anchors were found not to meet the minimum embedment of 4”, as per 3/S1.1 and
E1001/Section C−C.
➢ Pending deck bearing angle splice detail.
e) Continuous perimeter deck bearing angle L4”x4”x1/4” welded connections to CIP concrete beam embed plates
along line “11” between grids “A” and “E.4” at the service building expansion, as per S1.0, S2.2, S3.2, 2/S4.1,
E1000 and E1001, completed.
f) Roof opening steel supporting frame welded connections to W roof steel beams for the proposed RTU’s between
grids “B.8” thru “C.5” and lines “10.2” thru “10.5” at the service building expansion, as per S1.0, S2.2, A/S4.2, E1000
and E1005, completed.
g) W roof steel girder beams welded/bolted connections to HSS steel columns at gridlines B.8x9, B.8x10, D.3x9 and
D.3x10 at the service building expansion, as per S1.0, 1/S1.1, S2.2, E1000 and Column Alignment Detail,
completed.
h) W roof steel beams welded/bolted connections to W roof steel girder beams at gridlines B.8x8 and D.3x8 at the
service building expansion, as per S1.0, S2.2, 2/S3.2, 1/S4.1, E1000 and E1002, completed. DRAFT
Project No.: 2110.2100049
Report No.: 4677
Date: June 16, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-029
CN: GDZ Page 2 of 6
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
i) W roof steel girder beams bolted connections to existing wall at gridlines B.8x8 and D.3x8 at the service building
expansion, as per S1.0, S2.2, 2/S3.2, 8/S4.1 and Girder Bearing at Existing Wall detail SK 04−10−23 submitted by
the SEoR, as we addressed on UES Structural Observation Report No. 27 (No.: 354485) dated 05/26/2023, re-
inspection preliminary on 06/16/23:
➢ Loose expansion anchor at existing wall clip at gridline B.8x8.
➢ Missing washer for wall clip bolt to steel girder beam at gridline D.3x8.
➢ Threaded rods were found to be installed (drilled & epoxied) prior to our visual verification. A UES
representative did not verify any drilled holes for cleanness, embedment, epoxy application and threaded
rods installation. Torque verified at 100 ft−lb as per Hilti HIT HY-100 anchoring adhesive required
installation torque schedule, please refer to item 2a below.
j) W roof steel beams welded/bolted connections to CIP concrete beam embed plates along grid “E.4” between lines
“8” thru “11” at the service building expansion, as per S1.0, S2.2, 1/S3.2, 1/S4.1, E1000, E1001 and Section @
Roof Beam Repair detail SK 04−12−23 submitted by the SEoR, preliminary on 06/16/23 – pending reinspection:
➢ Expansion anchor (1 beam @ gridline E.1x10.7) was found to be loose fitting. Torque verified at 100 ft−lb
as per Simpson Strong−Bolt 2 Wedge Anchor required installation torque (in Masonry) schedule.
k) Continuous perimeter deck bearing angle L4”x4”x1/4” welded connections to W steel beam along line “8” between
grids “A” and “E.4” (expansion joint) at the service building expansion, as per S1.0, S2.2, 3/S4.1 and letter submitted
by the SEoR, completed.
The structural steel connections at the locations mentioned above were found to be in substantial compliance with the
reference documents, except for items 1i and 1j preliminary. General Contractor will call for items 1i & 1j re-inspection
after completion for final compliance verification. Welder’s Qualification Certificates and continuity paperwork were provided
at the time of this inspection.
2. Visual verification of drilled holes for post-installed threaded rods by means of approved anchoring epoxy Hilti HIT-HY
100 at the following locations indicated below:
a) Cleanness/depth check (6¾” min. embedment) and epoxy application for ¾” Ø threaded anchor rods into existing
CMU wall at gridlines B.8x8 and D.3x8 at the service building expansion, as per Girder Bearing at Existing Wall
detail SK 04−10−23 submitted by the SEoR, preliminary - pending anchor rods torque verification at gridline
D.3x8.
3. Visual verification of the reinforcing steel placement at the following locations indicated below:
a) Continuous wall footing mark “WF20” (Cont. 2’−0”x1’−0”) with vertical dowels along grid “G” between lines “10” thru
“10.3” and along line “10.3” between grids “G” thru “H” at tech training room 121, top of footing elevation approx.
−1'−4", as per S1.0, S1.1/Foundation & Concrete Column Schedules, S2.0, S2.1, 2/S3.3, S4.0/details 1, 2, 3, 4 &
B and 1/S4.2, completed.
b) 12” thick exterior CMU parapet wall along grid “A” between lines “8” thru “11” and along line “11” between grids “A”
thru “B”, single lift from elevation approx. +23’−0” to +26’−0” at the service building expansion, as per S1.0,
S1.1/Concrete Tie and Bond Beam Schedule, S2.2, 2/S3.0 and 2/S3.2, completed.
c) 12” thick exterior CMU parapet wall along line “11” between grids “B.3” thru “E.2”, single lift from elevation approx.
+21’−4” to +22’−0” at the service building expansion, as per S1.0, S1.1/Concrete Tie and Bond Beam Schedule,
S2.2 and 2/S4.1, completed.
The reinforcing steel placement at the locations mentioned above was found to be in substantial compliance with the
reference documents. In place density tests were performed by a UES technician on 06/16/2023 and it was found to meet
or exceed the minimum compaction requirement of 98% and ASTM D−1557.
Mr. Jim Jenco, Project Superintendent with Lebolo Construction, was notified of the aforementioned visual verification
results.
Please see adjacent report pages for photographs, in place density draft test report and sheets S2.0 & S2.2.
DRAFT
Project No.: 2110.2100049
Report No.: 4677
Date: June 16, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-029
CN: GDZ Page 3 of 6
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
DRAFT
Project No.: 2110.2100049
Report No.: 4677
Date: June 16, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-029
CN: GDZ Page 4 of 6
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
@ GL D.3x8 DRAFT
In-Place Density Test Report
8050 NW 77th CourtMedley, Medley, 33166 · P: (305) 249-8434 · F:
6/16/2023Report Date:
4678-1
UES Project No:
Workorder No:
2110.2100049.0000
Date Tested:
UES Technician:
Laboratory:
Type of Test:Area Tested:
Project:
Client:Esnel Real Fernandez
Tropical Chevrolet Renovation and Expansion
The tests below meet the minimum 98% relative soil compaction requirement of Laboratory Proctor maximum dry density.
2100 Corporate Drive 06/16/2023Boynton Beach, FL 33426
ASTM D-6938 Nuclear Gauge Method
WF20 Foundation at Tech Training Room 121
Field:
0 = Top of NativeReference Datum:
Material:Native
AASHTO T180 Modified Proctor
Lebolo Construction Management, Inc.
8880 Biscayne Blvd, Miami Shores, County, FL 33138
Range
Test
No.Location of Test
Pass
or Fail
Soil
Compaction
(%)
Field
Moisture
(%)
Field Dry
Density
(pcf)
Optimum
Moisture
(%)
Maximum
Density
(pcf)
Native
Depth
(inch)
102 5.7 111.2WF20 Foundation at Tech Training
Room 121 GL G/10.2
1 Pass 12.6 108.5 N/A12 inch
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 approvalDRAFT
Project No.: 2110.2100049
Report No.: 4677
Date: June 16, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-029
CN: GDZ Page 5 of 6
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
CIP concrete footings completed on 06/16/23 DRAFT
Project No.: 2110.2100049
Report No.: 4677
Date: June 16, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-029
CN: GDZ Page 6 of 6
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
Roof steel framing completed on 06/16/23
Reviewed by:
Universal Engineering Sciences
Certificate of Authorization No. 00549
Carlos Naumann, P.E., S.I.
Florida Professional Engineer No. 18594
Florida Special Inspector No. 181
DRAFT