Tropical Chevrolet, 09-12-23 UES No 15409 SPECIAL insp rept #042 (structural steel connections) - GDZProject No.: 2110.2100049
Report No.: 15409
Date: September 12, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-042
CN: GDZ Page 1 of 3
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: 09/12/2023
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) ½” Ø x 1½” shear studs welded connections to the proposed new C10x25 steel channels approx. between grids
“C.5” thru “D.5” and lines “5.5” thru “6.5 for the precast concrete double “T’s” repair on the roof at the existing
service department, as per the attached Conemco Engineering, Inc. precast concrete double Tee’s structural repair
drawings, as we addressed on UES Structural Observation Reports No. 38 (No.: 10040) dated 07/07/2023 and No.
41 (No.: 14712) dated 09/06/2023, re−inspection inconclusive – pending current welder qualification
certification:
➢ Welding slag was not completely removed from locations that require Visual Testing (VT).
➢ Incomplete or undersize fillet welds.
➢ Missing three (3) shear studs at locations marked in the field.
➢ A couple of shear studs were found to be spaced more than 8” o.c.
The structural steel connections at the locations mentioned above were found not to be inconclusive.
The welder qualification certificate was provided during our site visit on 07/27/2023, however current continuity
paperwork pending for review (Period of Effectiveness). The welder that performed the work was not available onsite in
order to verify his welder qualification.
As per The Structural Welding Code:
6.2.3 Period of Effectiveness
6.2.3.1 Welders and Welding Operators. The welder’s or welding operator’s qualification as specified in this code shall be
considered as remaining in effect indefinitely unless:
(1) the welder is not engaged in a given process of welding for which the welder or welding operator is qualified
for a period exceeding six months, or
(2) there is some specific reason to question a welder’s or welding operator’s ability (see 6.25.1).
2. Visual verification of drilled holes for the post-installed expansion anchors at the following locations indicated below: DRAFT
Project No.: 2110.2100049
Report No.: 15409
Date: September 12, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-042
CN: GDZ Page 2 of 3
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
a)Cleanness/depth check (4” min. embedment) for the horizontal expansion anchors installation into existing CIP
concrete roof beam at approx. gridlines D.6x11.5 and D.6x12 at the expansion building (Quick Lube room), as per
attached SK 04-12-23 (Modified), completed.
Mr. Jim Jenco, Project Superintendent with Lebolo Construction, was notified of the aforementioned visual verification
results.
Please see adjacent report pages for photographs, welder certification qualification, Conemco Engineering shop drawings
and SK 04-12-23. DRAFT
Project No.: 2110.2100049
Report No.: 15409
Date: September 12, 2023
8050 NW 77th Court · Miami, FL 33166 · P: 305.249.8434 · F: 305.249.8479
STRUCTURAL OBSERVATION REPORT No. SPECIAL-042
CN: GDZ Page 3 of 3
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
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
DRAFT
THIS SET OF DRAWINGS SHOULD NOT BE SCALED; USE DIMENSIONS
AND INFORMATION SHOWN.
PRIOR TO PROCEEDING WITH ANY WORK AND FABRICATION, THE
CONTRACTOR SHALL: VERIFY AND COORDINATE WITH ANY
ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS
SHOWN OR NOT SHOWN ON THE SHORING DRAWINGS. ANY
DIMENSIONAL DISCREPANCY FOUND ON THE SHORING DRAWINGS
SHALL BE CONTROLLED BY THE DIMENSIONS INDICATED ON THE
ARCHITECTURAL DRAWINGS. CONTRACTOR SHALL FURTHER VERIFY
AND CONFIRM WITH THE ARCHITECT AND THE STRUCTURAL
ENGINEER FOR RESOLUTION OF SUCH DISCREPANCY.
VERIFY ALL EXISTING CONDITIONS AT THE JOB SITE, PROTECT AND
MAINTAIN ALL EXISTING STRUCTURES, UTILITIES, FACILITIES AND
THEIR CONTENTS.
THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE
JOBSITE A CURRENT APPROVED SET OF DRAWINGS.
GENERAL CONDITIONS
THE STRUCTURAL COMPONENTS FOR THIS PROJECT HAVE BEEN
DESIGNED IN COMPLIANCE WITH THE FLORIDA BUILDING CODE (FBC)
2020.
THE FOLLOWING LOADS HAVE BEEN USED FOR THE STRUCTURAL
DESIGN OF THE BUILDING:
GRAVITY LOADS:
DEAD LOADS: 3" CONCRETE TOPPING
CONCRETE JOISTS SELF-WEIGHT
LIVE LOAD: ROOF = 100 PSF
DESIGN CRITERIA CONCRETE CHIPPING IS ALLOWED ONLY IF APPROVED BY THE
ENGINEER OF RECORD. DO NOT CHIP OR DEMOLISH CONCRETE
WITHOUT THE ENGINEER'S APPROVAL.
1. CONCRETE.
QUICKCRETE 5000 OR APPROVED EQUAL
APPLIED IN MULTIPLE LIFTS. MINIMUM THICKNESS 18" IN AND NO MORE
THAN 3", CHECK MANUFACTURER PRODUCT USE, SITE PREPARATION,
MIXING AND APPLICATION.
AVOID CONTACT WITH ALUMINUM TO PREVENT ADVERSE CHEMICAL
REACTION AND POSSIBLE PRODUCT FAILURE. INSULATE POTENTIAL
AREAS OF CONTACT BY COATING ALUMINUM BARS, RAILS, POST ETC.
WITH AN APPROPRIATE EPOXY SUCH AS SIKADUR HI-MOD 32.
2. JOINTS REPAIR.
SIKAFLEX 2C NS (POLYURETHANE BASED ELASTOMERIC SEALANT), OR
APPROVED EQUAL, FOR HORIZONTAL AND VERTICAL JOINTS. CHECK
THE MANUFACTURER PRODUCT USE, JOINT PREPARATION, MIXING
AND APPLICATION.
3. WATERPROOFING SYSTEM
ZINSSER WATERTITE WATERPROOFING SYSTEM, OR APPROVED
EQUAL.
CHECK MANUFACTURER PRODUCT USE, SITE PREPARATION, MIXING
AND APPLICATION.
CONTRACTOR TO MATCH ANY CONCRETE REPAIR AREAS TO EXISTING
ARCHITECTURAL FEATURES.
CONCRETE REPAIR PRODUCTS SHALL BE APPLIED ON A SATURATED
SURFACE DRY TO AVOID RAPID DRYING AND WEAKENING OF THE
PRODUCT AND ITS BOND TO THE SURFACE.
CONCRETE REPAIR
SHORING
FORMS AND SHORES FOR CONCRETE SLABS AND BEAMS SHALL BE
DESIGNED TO WITHSTAND THE DEAD LOAD OF CONCRETE AND
ANTICIPATED CONSTRUCTION LOADS.
IN NO CASE SHALL THE SLAB, WALL OF BOTTOM BEAM FORMS BE
STRIPPED EARLIER THAN 5 DAYS AFTER PLACEMENT AND UNTIL THE
COMPRESSIVE STRENGTH OF 4,000 PSI HAS BEEN ATTAINED.
DESIGN AND CONSTRUCTION OF FORM WORK AND SHORING SHALL
COMPLY WITH THE A.C.I. 318 BUILDING CODE AND BE ENTIRELY THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR.
SHORING DRAWINGS TO BE PROVIDED BY GENERAL CONTRACTOR
AND SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE OF FLORIDA.
SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE,
AND CONFORMING TO A.S.T.M. A615 GRADE 60.
ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC
DIPPED AFTER FABRICATION. ACCESSORIES FOR REINFORCING
SHALL BE INSTALLED IN ACCORDANCE WITH A.C.I. 315 CURRENT
EDITION.
ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE
WITH THE MANUAL OF STANDARD PRACTICE OF THE CONCRETE
REINFORCING STEEL INSTITUTE.
PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR
VERTICAL COLUMN REINFORCING STEEL, SUCH THAT A 1 1/2" MINIMUM
CLEARANCE IS MAINTAINED.
AS PER FBC 2020 R606.2.13, MASONRY JOINT REINFORCEMENT IN
EXTERIOR WALLS OR INTERIOR WALLS EXPOSED TO MOIST
ENVIRONMENT AND WEATHER SHALL BE HOT-DIPPED GALVANIZED
AND COMPLY WITH ASTM A 153, CLASS B-2.
BAR DEVELOPMENT AND LAP SPLICE LENGTH CONTRACTOR MAY LAP
SPLICE STEEL REINFORCING BARS AT LOCATIONS OF HIS CHOOSING
EXCEPT FOR THE FOLLOWING:
1. LONGITUDINAL BEAM TOP BARS AND CONCRETE SLAB TOP
BARS SHALL BE SPLICED AT MID SPAN.
2. LONGITUDINAL CONCRETE BEAM BOTTOM BARS AND
CONCRETE SLAB BOTTOM BARS SHALL BE SPLICED AT
SUPPORT(S).
ALL STEEL REINFORCING LAP SPLICES, UNLESS INDICATED
OTHERWISE, SHALL SATISFY THE FOLLOWING:
REINFORCING STEEL
LAP SPLICE SCHEDULE
BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11
TOP BAR * 2'-2"2'-10" 3'-6" 4'-3" 6'-0" 6'-9" 7'-8" 8'-6" 9'-4"
OTHER 1'-8"2'-2"2'-8" 3'-3" 4'-8" 5'-2" 5'-10" 6'-6"7'-2"
DEVELOPMENT LENGTH SCHEDULE
BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11
TOP BAR *1'-6"2'-2"2'-8" 3'-3" 4'-8" 5'-2" 5-10" 6'-6"7'-2"
OTHER 1'-3" 1'-8"2'-1"2'-6" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6"
ALL STEEL REINFORCING BAR DEVELOPMENT LENGTHS, UNLESS
INDICATED OTHERWISE, SHALL SATISFY THE FOLLOWING:
MINIMUM CONCRETE COVER TO REINFORCING STEEL IN
ACCORDANCE WITH ACI 318-14 AND SHALL BE AS FOLLOW:
CONCRETE COVER
ELEMENT BOTTOM TOP SIDE
FOUNDATION 3"2"2"
COLUMN/WALL --1-1/2"
SLAB ON GRADE 2"1"-
SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 (LATEST
EDITION) TO ACHIEVE A 28-DAY COMPRESSIVE STRENGTH OF 4,000
P.S.I. AND A MAXIMUM WATER-CEMENT RATIO OF 0.45 AND A SLUMP
OF 4"+ 1".
ALL CONCRETE SHALL CONTAIN AN ENGINEER-APPROVED A.S.T.M.
C494 TYPE `D` ADMIXTURE (WATER-REDUCING RETARDED).
TRANSPORTATION, PLACING, AND CURING OF CONCRETE SHALL
COMPLY WITH A.C.I. 318 BUILDING CODE (LATEST EDITION).
ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE
STRENGTH TESTED IN ACCORDANCE WITH A.S.T.M. STANDARDS,
FLORIDA BUILDING CODE 2020 AND ACI 318-14. TESTING LAB SHALL
PROVIDE COPIES OF CONCRETE TESTS RESULTS TO ENGINEERS
OFFICE FOR REVIEW.
CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ENGINEER'S OFFICE
FOR REVIEW.
CONCRETE
- ALL CONSTRUCTION SHALL COMPLY WITH THE F.B.C 2020 EXISTING
AND ANY OTHER APPLICABLE CODES AND REGULATIONS
- NOTIFY ENGINEER OF ANY DISCREPANCIES BETWEEN ACTUAL SITE
CONDITIONS AND THOSE SHOWN ON THE PLANS AND OF ANY
DISCRE- PANCIES WITHIN THESE PLANS. DO NOT CONTINUE WORK
UNTIL THE ENGINEER HAS BEEN NOTIFIED
- CONTRACTOR, BEFORE SUBMITTING BIDS, VISIT THE SITE, EXAMINE
THE EXISTING STRUCTURES, NOTE ALL CONDITIONS AS TO
CHARACTER AND EXTEND OF WORK INVOLVED
- PROCURE AND PAY FOR ALL NECESSARY PERMITS OR
CERTIFICATES REQUIRED TO COMPLETE THE WORK SHOWN OR
SPECIFIED. MAKE ANY AND ALL REQUIRED NOTIFICATIONS AND
COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL
ORDINANCES
- EXECUTE ALL DEMOLITION WORK IN ORDERLY AND CAREFUL
MANNER WITH DUE CONSIDERATION FOR ANY EXISTING
STRUCTURES, INCLUDING ANY PARTS OF THE SURROUNDING AREAS
WHICH ARE TO REMAIN. BARRICADE AND COVER AS NECESSARY TO
PROTECT PEDESTRIANS, WORKMEN AND ADJACENT PROPERTIES
- AVOID ANY ENCROACHMENT ON ADJACENT PROPERTIES. REPAIR
AND MAKE GOOD ANY DAMAGE TO ADJOINING PROPERTIES OR
IMPROVEMENTS CAUSED BY OPERATIONS,INCLUDING ANY DAMAGE
OR LOSS TO ADJOINING TENANT OR PROPERTY OWNERS,WHETHER
TO BUILDINGS,STOCKS OF MERCHANDISE,TRADE FIXTURES,OR THE
LIKE
- DISCONNECT ANY ELECTRIC, TELEPHONE, GAS, WATER, STEAM, OR
OTHER LINES SERVICING THE STRUCTURE PER RULES AND
REGULATIONS OF AUTHORITIES HAVING JURISDICTION,AS
SPECIFIED,OR AS DIRECTED BY THE ENGINEER
- REPAIR ALL DAMAGE TO SIDEWALKS OR PAVING CAUSED BY SITE
WORK. SIDEWALKS AND CURBS MUST NOT BE PATCHED, BUT
REPAIRED BY REPLACING ENTIRE SECTION
- ALL MATERIAL REMOVED UNDER THIS CONTRACT, WHICH IS NOT TO
BE SALVAGED OR REUSED, SHALL BECOME THE PROPERTY OF THE
CONTRACTOR AND BE PROMPTLY REMOVED FROM THE SITE. DO
NOT STORE OR PERMIT DEBRIS TO ACCUMULATE ON THE SITE
- ON COMPLETION OF DEMOLITION WORK, LEAVE THE PROPERTY AND
ADJACENT AREAS IN A CLEAN CONDITION, SATISFACTORY TO LOCAL
AUTHORITIES AND THE ENGINEER
- PROVIDE ALL NECESSARY SHORING, BRACING AND SUPPORT TO
PREVENT MOVEMENT, SETTLEMENT OR COLLAPSE OF STRUCTURE
OF ELEMENTS TO BE DEMOLISHED AND ADJACENT STRUCTURE OR
ELEMENTS SHOWN TO REMAIN. SHORING AND BRACING SHALL BE
DESIGNED BY CONTRACTOR'S PROFFESIONAL ENGINEER LICENSED
IN THE APPLICABLY JURISDICTION. SUBMIT TO ENGINEER OF
RECORD FOR REVIEW.
DEMOLITION NOTES
1. WORKERS INVOLVED IN RESTORATION WORKS MUST BE PROVIDED
WITH APPROPRIATE TRAINING, INSTRUCTIONS AND EXPERIENCE
ON SIMILAR PROJECTS TO CARRY OUT RENOVATION /
RESTORATION WORKS OF OCCUPIED BUILDINGS
2. CONTRACTOR SHALL BE RESPONSIBLE TO CONTINUOUSLY
INSPECT ALL WORKERS FOLLOW ALL SAFETY MEASURES OR TO
DESIGNATE A SAFETY MANAGER.
3. SAFETY MANAGER OR CONTRACTOR SHALL INSPECT PERSONAL
PROTECTIVE EQUIPMENT BEFORE USE.
4. IF ELECTRICAL EQUIPMENTS SUCH AS DRILLS, HAMMERS, LIGHTS
OR OTHERS ARE TO BE CONNECTED TO EXISTING OUTLET OF THE
BUILDING, THE CONTRACTOR IS RESPONSIBLE TO DETERMINATE IF
THE ELECTRICAL DEVICES WILL NOT CAUSE EXCESSIVE
CONSUMPTION OR DAMAGE ANY EXISTING FUSE BOX, WIRING OR
ANY SENSIBLE EXISTING DEVICE .
5. SAFETY MANAGER OR CONTRACTOR SHALL INSPECT ALL
ADJOINING EXISTING FLOORING TILES, PAINTS, COVERS, DOOR,
WINDOWS, SIGNALS, ELECTRICAL COMPONENTS, LIGHTS, WIRING,
DUCTS, PIPES, FURNITURE AND ALL EXISTING ELEMENTS AND
AREAS THAT COULD BE DAMAGED OR AFFECTED BY THE
RESTORATION / RENOVATION WORKS TO PROVIDE THE
NECESSARY PROTECTION TO GUARANTY NO DAMAGE ON THEM
6. CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL ACCESS AND
TRAFFIC AREAS OF THE BUILDING FROM DAMAGE DUE TO
MOBILIZATION OF EQUIPMENTS AND MATERIALS DURING THE
RENOVATION / RESTORATION WORKS
7. EMERGENCY EXITS SHALL BE PROVIDED DURING WORKS IN CASE
OF ANY EMERGENCY EVACUATION OR TRANSPORTATION OF
INJURED WORKERS.
8. WORKERS HAVE A DUTY TO TAKE CARE FOR THEIR OWN HEALTH
AND SAFETY AND THAT THEY DO NOT ADVERSELY AFFECT THE
HEALTH AND SAFETY OF OTHER PERSONS. WORKERS MUST
COMPLY WITH ANY INSTRUCTION AND COOPERATE WITH ANY
POLICY OR PROCEDURE RELATING TO HEALTH AND SAFETY AT THE
WORKPLACE.
9. EMERGENCY PLAN SHOULD BE IN PLACE FOR KNOW TO ADDRESS
ANY POSSIBILITY EMERGENCY SUCH AS FIRE RESCUE PLAN
10.IS NOT RECOMMENDED TO STORE HEAVY MATERIALS OR
EQUIPMENTS ON ACCESS AREAS, WALKWAYS, STAIRS OR
ANYWHERE THAT COULD BLOCK WALKING OR CURRENT
OCCUPANCY JOBS.
11.THE CONTRACTOR IS RESPONSIBLE FOR THE RESTORATION
SEQUENCES AND SAFETY MEASURES, THE FOLLOWING
PROCEDURE AND SAFETY PLAN DESCRIBED IS A
RECOMMENDATION
RESTORATION SAFETY CONSIDERATION
FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL
CONFORM TO THE AISC "MANUAL OF STEEL CONSTRUCTION", 15TH
EDITION AND THE AISC "SPECIFICATION FOR STRUCTURAL STEEL
BUILDINGS", ANSI/AISC 360-16.
STRUCTURAL STEEL PLATES, BRACKETS, SEATS AND OTHER
FABRICATION SHALL BE OF STEEL WITH A MINIMUM YIELD STRESS OF
50 KSI.
UNLESS OTHERWISE NOTED, ALL BOLTS SHALL DE 3/8" DIAMETER
A-325 AND SHALL BE USED IN BEARING TYPE CONNECTIONS. ALL HIGH
STRENGTH BOLTS SHALL MEET REQUIREMENTS OF THE
"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR
A-490 BOLTS".
SHOP AND FIELD WELDING SHALL BE PERFORMED BY CURRENTLY
CERTIFIED WELDERS IN ACCORDANCE WITH THE AWS "STRUCTURAL
WELDING CODE", LATEST EDITION. ALL WELDED CONNECTIONS SHALL
BE E70XX ELECTRODES.
SUBMIT STRUCTURAL STEEL AND MISCELLANEOUS FABRICATIONS
SHOP AND ERECTIONS DRAWINGS FOR REVIEW BY THE ENGINEER.
ANY SPLICES OR CONNECTIONS NOT FULLY PROVIDED IN THESE
DRAWINGS SHALL BE DESIGNED BY A DELEGATED ENGINEER WHO
OVERSEES THE DETAILING OF THE STEEL SHOP EN ERECTION
DRAWINGS. ALL DRAWINGS AND CALCULATIONS SHALL BEAR
EBOMSSED SEAL OF A REGISTERED PROFESSIONAL ENGINEER
LICENSED IN THE STATE OF FLORIDA.
DO NOT USE GAS-CUTTING OF PLASMA CUTTING TORCHES. USE
DRILLING OF PUNCHING FOR ALL HOLES.
ALL WELDS SHALL BE INSPECTED AND CERTIFIED BY A LICENSED
TESTING LAB.
STRUCTURAL STEEL NOTES
GENERAL NOTES
TROPICAL CHEVROLET GARAGE - DOUBLE TEE'S STRUCTURAL REPAIR
PLANS
8880 BISCAYNE BLVD., MIAMI SHORES, FL 33138
5/26/2023
S-100PROJECT NAME:CLIENT/OWNER:TROPICAL CHEVROLET GARAGE -DOUBLE TEE'S STRUCTURAL REPAIRPLANSFPV-S231016 MR. VAL BENITEZ8880 BISCAYNE BLVD., MIAMI SHORES, FL33138Sheet No.
DRAWING NO.
SHEET NAME:
DATE:
SCALE:
DRAWN:
CHECKED:
APPVD:
REVISIONS DATE
PROJECT ID:
S-100 CA # 29447 782 NW 42ND AVENUE UNIT 635,MIAMI, FL 33126MAIN NUMBER 888-536-1536JOSE M PERALTA, P.E
CONEMCO CONSULTANTS
FLORIDA P.E. LIC. # 91463
AS SHOWN
SM
JP
JC
CONTRACT NO:-
BLANK SPACE - CITY STAMP
1. DEMOLISH DAMAGED PORTION OF DOUBLE TEE CONCRETE
JOISTS ON FIRST FLOOR
2. FORM AND RE-POUR MISSING PORTION OF CONCRETE JOISTS.
3. PROVIDE STEEL CHANNEL REINFORCEMENT FOR JOISTS.
SCOPE OF WORK
DRAWINGS LIST
S-100 GENERAL NOTES
S-200 SHORING PLAN AND SECTIONS
S-300 ELEVATIONS
S-400 SECTIONS AND DETAILS
S-500 DETAILS
AERIAL VIEW
SCALE: N.T.S.A
N
TROPICAL CHEVROLET
BUILDING
DRAFT
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
3" THICK NEW FLANGE
POUR TO BE DONE AFTER
CHANNEL INSTALLATION
EXISTING COLUMN
DAMAGE ON COLUMN TO BE
REPAIRED AS PER E/S-300
4" X 6" X 6" X 1/4" STEEL ANGLE W/
(2) 3/4" LDT ANCHOR (4.5" MIN
EMBED) TO CONCRETE BEAM AND
(2) 3/4" THRU-BOLTS TO JOISTS
EXISTING CONCRETE BEAM
1/2" THRU BOLTS @ 12" O.C
STAGGERED
3" X 3" X 10" X 1/2" STEEL ANGLE
ANCHORED TO BEAM W/ (2) 3/4" LDT
ANCHORS, 4.5" MIN EMBED.
1'-91
2"3"3" THICK NEW FLANGE
POUR TO BE DONE AFTER
CHANNEL INSTALLATION
1/2" DIA. X 1-1/2" SHEAR STUDS
@ 8" O.C. ALONG CHANNEL
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
4" X 6" X 6" X 1/4" STEEL ANGLE
W/ (2) 3/4" LDT ANCHOR (4.5"
MIN EMBED) TO CONCRETE
BEAM AND (2) 3/4"
THRU-BOLTS TO JOISTS
CONCRETE TOPPING AND
WATERPROOFING BY
OTHERS
EXISTING CONCRETE BEAM
4" X 4" X 6" X 1/4" STEEL ANGLE
W/ (2) 3/4" LDT ANCHOR (4.5"
MIN EMBED) TO CONCRETE
COLUMN AND (2) 3/4"
THRU-BOLTS TO JOISTS
EXISTING CONCRETE
JOIST
EXISTING STEEL ANGLE TO
REMAIN
EXISTING CONCRETE COLUMN2"21
2"1'-0"#4 @ 12" O.C. BOTH DIRECTIONS
ON NEW FLANGE POUR
EXISTING STEEL BRACKET TO
REMAIN
3" X 3" X 10" X 1/2" STEEL
ANGLE ANCHORED TO BEAM
W/ (2) 3/4" LDT ANCHORS, 4.5"
MIN EMBED.
3" THICK NEW FLANGE
POUR TO BE DONE AFTER
CHANNEL INSTALLATION
1/2" DIA. X 1-1/2" SHEAR STUDS
@ 8" O.C. ALONG CHANNEL
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
4" X 6" X 6" X 1/4" STEEL ANGLE
W/ (2) 3/4" LDT ANCHOR (4.5"
MIN EMBED) TO CONCRETE
BEAM AND (2) 3/4"
THRU-BOLTS TO JOISTS
NEW WEB POUR TO BE
COMPLETED PRIOR TO
CHANNEL INSTALLATION
EXISTING CONCRETE BEAM
4" X 4" X 6" X 1/4" STEEL ANGLE
W/ (2) 3/4" LDT ANCHOR (4.5"
MIN EMBED) TO CONCRETE
COLUMN AND (2) 3/4"
THRU-BOLTS TO JOISTS
EXISTING CONCRETE
JOIST
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
EXISTING CONCRETE COLUMN
#4 @ 12" O.C. BOTH DIRECTIONS
ON NEW FLANGE POUR
3" X 3" X 7" X 1/2" STEEL
ANGLE ANCHORED TO BEAM
W/ (2) 3/4" LDT ANCHORS, 4.5"
MIN EMBED.
3" X 3" X 10" X 1/2" STEEL
ANGLE ANCHORED TO BEAM
W/ (2) 3/4" LDT ANCHORS, 4.5"
MIN EMBED.
CLEAN AND PREPARE SURFACE AS
PER MANUFACTURER
RECOMMENDATIONS
CONC. SLAB
COLUMN TIES
ELEVATION VIEW
DAMAGED PORTION OF COLUMN. CHIP
CONCRETE AT A 90° ANGLE AND APPLY
SIKAQUICK VOH IN MULTIPLE LIFTS, 1/8"
MIN AND 3" MAX LIFT THICKNESS TO
CONCRETE SURFACE AND EXPOSED
REINFORCING STEEL OR FORM AND
POUR CONCRETE AFTER REBAR
REPLACEMENT
SPLICE AS PERDETAIL B/S-501 OR USEMECHANICAL SPLICESPLICE AS PERDETAIL B/S-501 OR USEMECHANICAL SPLICECUT AND REMOVE DAMAGED REBAR
MECHANICAL SPLICING CAN BE
USED
ADDITIONAL CONCRETE TO BE CHIP
AND REPAIR WITH SIKAQUICK VOH
SIKA ARMATEC 110 BONDING
AGENT BEFORE CONCRETE
REPLACEMENT
ADD NEW REBAR AS PER DETAIL
B/S-501 (WHERE INSTRUCTURED BY
ENGINEER)
4"6"1
4"
4"112"3"112"1
4"0'-2"
4" X 4" X 6" X 1/4"
STEEL ANGLE
4" X 6" X 6" X 1/4"
STEEL ANGLE
6"6"1
4"
4"112"3"112"1
4"2"
3" X 3" X 10" X 1/2"
STEEL ANGLE
10"3"12"5"3"
3" X 3" X 7" X 1/2"
STEEL ANGLE
7"3"12"2"3"112"PLAN VIEW
FLOOR PLAN
SCALE: 1/2" = 1'-0"AN
5/26/2023
S-200PROJECT NAME:CLIENT/OWNER:TROPICAL CHEVROLET GARAGE -DOUBLE TEE'S STRUCTURAL REPAIRPLANSFPV-S231016 MR. VAL BENITEZ8880 BISCAYNE BLVD., MIAMI SHORES, FL33138Sheet No.
DRAWING NO.
SHEET NAME:
DATE:
SCALE:
DRAWN:
CHECKED:
APPVD:
REVISIONS DATE
PROJECT ID:
S-200 CA # 29447 782 NW 42ND AVENUE UNIT 635,MIAMI, FL 33126MAIN NUMBER 888-536-1536JOSE M PERALTA, P.E
CONEMCO CONSULTANTS
FLORIDA P.E. LIC. # 91463
AS SHOWN
SM
JP
JC
CONTRACT NO:-
BLANK SPACE - CITY STAMP
SOUTH SIDE REPAIR SECTION
SCALE: 3/4" = 1'-0"B
NORTH SIDE REPAIR SECTION
SCALE: 3/4" = 1'-0"C
B
S-200
C
S-200
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
APPROXIMATE AREA FOR
NEW CONCRETE POUR
APPROXIMATE AREA FOR
NEW CONCRETE POUR
4" X 4" X 6" X 1/4" STEEL ANGLE W/
(2) 3/4" LDT ANCHOR (4.5" MIN
EMBED) TO CONCRETE BEAM AND
(2) 3/4" THRU-BOLTS TO JOISTS
4" X 4" X 6" X 1/4" STEEL ANGLE W/
(2) 3/4" LDT ANCHOR (4.5" MIN
EMBED) TO CONCRETE BEAM AND
(2) 3/4" THRU-BOLTS TO JOISTS
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
EXISTING CONCRETE
COLUMN TO BE REPAIRED AS
PER D/S-400
EXISTING CONCRETE BEAM
D
S-200
SECTION
SCALE: 3/4" = 1'-0"D
JOIST DAMAGE ON NORTH
SIDE OF COLUMN
JOIST DAMAGE ON SOUTH
SIDE OF COLUMN
CONCRETE COLUMN EXPOSED REBAR
REPAIR DETAIL SCALE: N.T.S.E
STEEL ELEMENTS DETAIL
SCALE: 3/4" = 1'-0"F
C10X25 STEEL CHANNEL
ANCHORED TO JOISTS W/ 1/2"
THRU BOLTS @ 12" O.C &
NOTES:
- JOISTS TO BE SHORED AS
SHOWN ON SHORING PLANS
BY OTHERS
- JOISTS REBARS AND
TENDONS TO BE LOCATED
(X-RAY SCAN) BEFORE
ANCHOR DRILLING TO
AVOID CONFLICT.
EXISTING STEEL BRACKET BELOW
JOIST TO REMAIN
EXISTING STEEL BRACKET BELOW
JOIST TO REMAIN
DRAFT
DRAFT