18-C. 21 WB-11 STRENGTHENING SKETCHES SSK-101 TO 104.pdf

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COVER SHEET

SSK-100

60176229

BROWARD COUNTY

COURTHOUSE

1 05/06/2026 PERMIT

3D VIEW

DRAWING LIST

SHEET NUMBER SHEET NAME REV

SSK-100 COVER SHEET 1

SSK-101 GENERAL NOTES 1

SSK-102 LEVEL 21 BEAM STRENGTHENING PART PLANS & SECTIONS 1

SSK-103 LEVEL 21 BEAM STRENGTHENING PART PLANS AND SECTIONS 1

SSK-104 LEVEL 21 BEAM STRENGTHENING PART PLANS AND SECTIONS 1

SSK-105 LEVEL 21 BEAM STRENGTHENING MEP MODIFICATIONS 1

MONITORING

ACTIVITY

DESCRIPTION OF

MONITORING

SYSTEM

DATA ACQUISITION

AND MONITORING

FREQUENCY

DATA ANALYSIS

FREQUENCY FOR

THRESHOLD

OCCURRENCE

THRESHOLD

CRITERIA

REQUIRED ACTION

OF THRESHOLD IS

REACHED

EXISTING BUILDING

MOVEMENT MONITORING

MANUAL OPTICAL

SURVEYING EQUIPMENT

MOUNTED ON CONTROL

POINTS SHOWN ON PLAN

MANUAL DAILY. IN-

CREASE FREQUENCY IF

50 % THRESHOLD

REACHED

MONITORING POINT

DATA IS IMMEDIATELY

PROCESSED UPON

ACQUISITION BY

SURVEYOR; RELATIVE

MOVEMENT IS

IMMEDIATELY

IDENTIFIED AND

REPORTED TO EOR.

3/16" HORIZONTAL OR

VERTICAL

STOP WORK IF

THRESHOLD IS

REACHED AND ANALYZE

DATA BY EOR

EXISTING BUILDING

CRACK MONITORING

PERMANENTLY

MOUNTED "TELLTALE"

CRACK CAUGE

MANUAL DAILY

INCREASE FREQUENCY

IF MOVEMENT IS

DETECTED

RELATIVE MOVEMENT IS

IMMEDIATELY

IDENTIFIED BY

MONITORING

TECHNICIAN BY

COMPARISON TO

EARLIER READING AND

REPORTED TO EOR.

ALL MOVEMENT

ANALYZED

REPORT TO EOR TO

ANALYZE DATA BASED

ON COMBINED RESULTS

WITH BUILDING

MOVEMENT

MONITORING ACTIVITIES

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GENERAL NOTES

SSK-101

60176229

BROWARD COUNTY

COURTHOUSE

GENERAL NOTES:

1. DESIGN, DETAILING, FABRICATION AND EXECUTION OF ALL CONSTRUCTION, INCLUDING

TEMPORARY STRUCTURES, SHALL CONFORM TO THE REQUIREMENTS OF

THE FOLLOWING PUBLICATIONS:

A. 2023 FLORIDA BUILDING CODE.

B. AMERICAN WELDING SOCIETY "STRUCTURAL WELDING CODE –STEEL" (AWS D1.1-01).

C. AMERICAN SOCIETY OF CIVIL ENGINEERS "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" (ASCE 7-22).

D. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (AISC 360-16).

E. AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318-19).

2. THE SCOPE OF WORK ENCOMPASSES RELIEVING THE LOAD ON EXISTING LEVEL 21 FLOOR GIRDER 21WB-11 BY PROVIDING

A STEEL POST ON GRID INTERSECTION C/3.5 FROM 21ST FLOOR TO ROOF.

3. DIMENSIONS SHOWN ON THE CONTRACT DRAWINGS MAY VARY FROM THE ACTUAL CONDITIONS THAT EXIST AT THE CONSTRUCTION SITE. VERIFY BY FIELD MEASUREMENTS ALL DIMENSIONS, CURVATURES AND ELEVATIONS OF EXISTING STRUCTURES THAT MAY BE NECESSARY TO LOCATE, ALIGN, DIMENSION AND DETAIL ANY CONDITION REQUIRED TO PERFORM THE WORK. FIELD MEASUREMENTS SHALL BE PERFORMED PRIOR TO AND COORDINATED WITH THE PREPARATION OF SHOP DRAWINGS AND WITH THE MANUFACTURING, FABRICATION AND INSTALLATION OF ALL ITEMS OF CONSTRUCTION. ALL VARIATIONS FROM THE CONTRACT DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. DIMENSIONS BASED ON FIELD MEASUREMENTS

SHALL BE CLEARLY MARKED ON THE SHOP DRAWINGS AND ALL OTHER SUBMITTALS.

4. PROTECT EXISTING STRUCTURES TO PREVENT DAMAGE DURING THE PERFORMANCE OF THE WORK OF THIS CONTRACT. ANY DAMAGE OR ALTERATION RESULTING FROM THE CONSTRUCTION SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER, TO ITS ORIGINAL CONDITION AND TO THE SATISFACTION OF THE OWNER.

5. INFORM THE ENGINEER OF ALL DISCREPANCIES IN THE CONTRACT DRAWINGS PRIOR TO INITIATION OF ANY WORK. PROCEED AS

DIRECTED BY THE ENGINEER.

6. THE MEANS AND METHODS OF CONSTRUCTION SHALL SOLELY BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY IMPLIED MEANS

OR METHODS ON THE DRAWINGS ARE TO BE UNDERSTOOD AS SUGGESTED.

7. THE CONSTRUCTION SITE SHALL BE MAINTAINED IN A CLEAN AND ORDERLY MANNER TO PROTECT THE SAFETY OF BUILDING STAFF, WORKERS, THE PUBLIC, AND PROPERTY, AND SO THAT FACILITY OPERATIONS ARE NOT DISRUPTED.

8. IN THE EVENT THAT THERE IS A CONFLICT BETWEEN ANY OF THE CODES OR STANDARDS REFERENCED ON THE CONTRACT

DOCUMENTS THE STRICTER OR MORE CONSERVATIVE SHALL CONTROL.

9. THE STRUCTURAL DESIGN IS BASED ON THE FULL INTERACTION OF ALL ITS COMPONENT PARTS. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO MAKE PROPER AND ADEQUATE PROVISIONS FOR STABILITY OF AND ALL STRESSES TO THE STRUCTURE

DUE TO ANY CAUSE DURING CONSTRUCTION.

10. CONTRACTOR SHALL MAKE THE NECESSARY NOTIFICATIONS AND SECURE THE NECESSARY PERMITS

11. CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE LIMITS OF WORK SHOWN ON THE DRAWINGS, PRIOR TO

DEMOBILIZATION.

12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL PERTINENT REGULATIONS , SPECIFICALLY OSHA

REGULATIONS, AND ANY OTHER LOCAL OR OWNER IMPOSED REQUIREMENTS.

13. SUBSTANTIAL CHANGES GOVERNED BY FIELD CONDITIONS OR UNUSUAL CONDITIONS

SHALL BE REPORTED TO THE ENGINEER OF RECORD PROMPTLY.

14 AN ENGINEER DESIGNATED FOR SPECIAL INSPECTION IS RESPONSIBLE FOR PERFORMANCE

OF THAT INSPECTION DUTY IN CONFORMANCE WITH THE APPLICABLE BUILDING CODE. SEE

"SPECIAL INSPECTIONS" NOTES FOR LISTING OF APPLICABLE CODE SECTIONS.

15. DO NOT SCALE THESE DRAWINGS.

SPECIAL INSPECTION:

PROVIDE THE FOLLOWING SPECIAL INSPECTIONS PER 2023 FLORIDA BUILDING CODE

A. STRUCTURAL STEEL - WELDING

B. STRUCTURAL STEEL - DETAILS

C. STRUCTURAL STEEL - HIGH STRENGTH BOLTING

D. SPRAYED FIRE-RESISTANT MATERIALS

E. POST INSTALLED ANCHORS

F. ROOF INSULATION

G. HVAC

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ANSI/AISC 360-16.

2. ALL DIMENSIONS MUST BE VERIFIED IN FIELD BY THE CONTRACTOR PRIOR TO THE FABRICATION OF STEEL.

3. THE STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A. STRUCTURAL SHAPES AND COLUMN BASE PLATES: ASTM A572 OR A529 GRADE 50, HAVING A

MINIMUM YIELD STRENGTH OF 50 KSI, UNLESS NOTED OTHERWISE

B. ALL STEEL PIPES TO BE ASTM A53 GR.B

C. BARS, RODS AND PLATES: ASTM A572 GR. 50 UNLESS NOTED OTHERWISE

D. THREADED RODS SHALL BE ASTM F1554 GR. 55

4. ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS D1.1, STRUCTURAL WELDING CODE. ALL WELDING ELECTRODES SHALL BE

E70XX, EXCEPT FOR WELDING TO EXISTING STEEL MEMBER.

5. EACH WELDER, TACKER, AND WELDING OPERATOR MUST BE CERTIFIED BY TEST WITHIN THE PAST SIX MONTHS TO PERFORM THE TYPE

OF WORK REQUIRED IN CONFORMANCE WITH THE AWS D1.1 STRUCTURAL WELDING CODE.

6. ALL CONNECTIONS SHALL BE WELDED IN ACCORDANCE TO AWS D1.1-STRUCTURAL WELDING CODE AND WITH THE AISC

MANUAL REQUIREMENTS.

7. THE CONTRACTOR SHALL SUPPLY ALL PLATES, CLIPS, SEAT ANGLES, ANGLE BRACKETS, BRACING, SHORING, CONNECTIONS, ETC, AS REQUIRED FOR COMPLETION OF THE STRUCTURE, EVEN IF SUCH ITEMS ARE NOT EXPLICITLY CALLED FOR ON THE STRUCTURAL

DRAWINGS.

8. PROVIDE INTUMESCENT PAINT FOR ALL STRUCTURAL STEEL MEMBERS AND CONNECTION ELEMENTS FOR FIRE PROTECTION BETWEEN

LEVELS 21 & 23.

9. POSTS AND BASE PLATES EXPOSED TO WEATHER ABOVE LEVEL 22 SHALL BE GALVANIZED FOR CORROSION PROTECTION. APPLY COMPATIBLE PRIMER ON PIPE/PLATES BETWEEN LEVEL 22 TO 23 FOR ADHERENCE OF INTUMESCENT PAINT.

CONCRETE MATERIALS

1. NON-SHRINK GROUT 28 DAY MIN. COMPRESSIVE STRENGTH 8,000 PSI

POST INSTALLED ANCHORS

1. THE CONTRACTOR SHALL ARRANGE FOR POST INSTALLED ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

2. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL LOCATE THE POSITION OF THE REINFORCING BARS AND/OR POST TENSION TENDONS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY GPR, X-RAY, OR OTHER MEANS. MODIFICATIONS TO BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION

3. ALL POST INSTALLED ANCHORS SHALL BE 3/4" DIA HIT-RE500 V3-HAS-E-55 WITH 8" EMBEDMENT UNLESS OTHERWISE NOTED. ALL

ANCHORS EXPOSED TO WEATHER SHALL BE OF TYPE HAS-R 316 SS.

MONITORING PLAN NOTES:

PRIOR TO CONSTRUCTION, THE CONTRACTOR AND THE ENGINEER OF RECORD SHALL MAKE A JOINT INSPECTION OF THE EXISTING CONSTRUCTION AND NOTE ANY EXISTING STRUCTURAL DEFECTS, I.E. CRACKS, SIGNS OF BUILDING MOVEMENTS, E.T.C. A SIMILAR SURVEY SHALL BE MADE AFTER THE PROJECT IS COMPLETE TO DETERMINE IF ANY DAMAGE HAS OCCURRED. THE CONTRACTOR SHALL PROVIDE

THE EOR ADVANCE NOTICE PRIOR TO DATE OF INSPECTION.

PRIOR TO ANY WORK , THE CONTRACTOR SHALL HAVE A LICENSED SURVEYOR TO CHECK EXISTING BUILDINGS ELEVATIONS AT CONTROL

POINTS.

DURING CONSTRUCTION , ANY CRACK MONITORS AND "TELL-TALES" INSTALLED SHALL BE READ A MINIMUM OF ONCE EVERY DAY.

PROVIDE ALL READING TO THE ENGINEER OF RECORD FOR REVIEW AS THEY BECOME AVAILABLE. THE ENGINEER OF RECORD SHALL

ADJUST THE DURATION BETWEEN THE READINGS BASED ON THE RATE OF MOVEMENT IF ANY.

ALL BUILDING MOVEMENT SHALL BE REPORTED LIVE TO EOR OR HIS REPRESENTATIVE WHO WILL BE ONSITE DURING PRE-LOADING.

CRACK MONITORING SHALL BE PROVIDED TO EOR WITHIN 24 HOURS OF TAKING READINGS.

REFER TO SECTION 4 IN SSK-103 FOR MONITORING CONTROL POINTS.

1 05/06/2026 PERMIT

ABBREVIATIONS

PL. PLATE

TYP. TYPICAL

VIF. VERIFY IN FIELD

SIM. SIMILAR

DIA. DIAMETER

DN

UP

UP

2.5

2.5 3

AA

BB

B.5

CC

C.5

DD

D.5

E

E.5

F

G

3.5

3.5

5 5.5 6 7

1.5

1.5

4.7

A.3A.3

A.7A.7

F.7

6.5

B.2

B.6

B.8

2.3

2.3 2.6 2.8

3.3

3.3 3.9 4.5 6.4

C.6

3.7

3.7

21WB-10 21WB-1121WB-9 21WB-12

MEP DUCT WORK BELOW LEVEL

22 SLAB TO BE RELOCATED. SEE

NOTES IN SSK-103

SSK-103

SIM.

SSK-103

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6 7

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CLIENT

CONSULTANTS

JOINT VENTURE TEAM

FORT LAUDERDALE, FLORIDA

AECOM

605 3RD AVE,

NEW YORK, NY 10158

KEY PLAN

REGISTRATION

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LEVEL 21 BEAM

STRENGTHENING

PART PLANS &

SECTIONS

SSK-102

60176229

BROWARD COUNTY

COURTHOUSE

1/8" = 1'-0"

21ST FLOOR STRENGTHENING PLAN

1 05/06/2026 PERMIT

C

3.5 43.3 3.93.7

8' - 4" 8' - 4" 4' - 11" 10' - 0" 1' - 9"

23B-9

NEW 8" DIA XXS POST BELOW

EXISTING CFRP PROVIDED AS PART

OF CANT. BEAM REMEDIATION.

CFRP REINFORCEMENT TO BE

PROVIDED AROUND BEAM IF NOT

ALREADY INSTALLED.

C

3.5 43.3 3.93.7

8' - 4" 8' - 4" 4' - 11"

22B-5

NEW 8" DIA XXS POST ABOVE

AND BELOW

C

3.5 43.3 3.93.7

8' - 4" 8' - 4" 4' - 11" 10' - 0" 1' - 9"

NEW 8" DIA XXS POST

21WB-11

COLUMN BELOW COLUMN BELOW

21WB-10

B

-1

3 3.5 4

LEVEL 21

EL: 318' - 5" TOS

LEVEL 22 MECH. ROOM ROOF

EL: 336' - 9" TOS

3.3

LEVEL 23

EL: 348' - 10" TOS

3.93.7

1' - 9"10' - 0"4' - 11"8' - 4"8' - 4"

23B-9

22B-5

21WB-10 21WB-11

SUBJECT BEAM

TO BE UNLOADED

A

B

3 MONITORING

POINT 2

MONITORING

POINT1

EXISTING FRP

3/8" PL. WITH (16) 3/4" DIA HIT

RE500 - HAS ANCHORS, W/ 8"

MIN. EMBED SPACED AT 8" O.C.

E.F. AND 3/8" BOTTOM PLATE

WITH (4) 3/4" DIA HIT RE500 V3.

3/8"

SSK-103

SSK-103

SSK-103

3.5

LEVEL 21

EL: 318' - 5" TOS

CONCRETE

COLUMN BELOW

JACKS

1 1/2"X8"X8" PL.

1 1/2" NON-

SHRINK GROUT

5/16

1/2

FINISHES

VERIFY IN FIELD

3/8

3/8

TYP

SSK-103

1" PL

2'

5/8"X3"X1'-3" STIFF. PL

NEAR & FAR SIDE

1'

PROVIDE SHIMS AFTER JACKING. ADD SHIM

THICKNESS TO WELD SIZE SHOWN BASED

ON SHIM THICKNESS.

1 1/2"1 1/2"

REMOVE THE 1" PL

ALONG THIS LINE AFTER JACK REMOVAL

22B-5

3/8" PL

2'

5"

SLAB

1"

2"X1'-3"X2'-6" CAP PL

2" BASE PL.

1 1/2" NON-SHRINK GROUT

5/16

TYP

3.5

4"

3"

PERMANENT 8"XXS PIPE

SSK-103

5/16

TYP

EXISTING INSULATION. SEE DWG.

SSK-104 FOR ROOF REPAIR.

1'

5"

8"

LEVEL 22 MECH. ROOM ROOF

EL: 336' - 9" TOS

3.5

LEVEL 23

EL: 348' - 10" TOS

3.7

2" CAP PL

EXISTING FRP (VIF)

SEE ANCHOR DETAIL

IN SECTION 12

EXIST. BEAM

23B-9

MONITORING POINT1

SSK-103

5/16

TYP

1' - 4"

3" 5"

3/8" PL TYP.

1/4

TYP

C

3/4" DIA HIT RE500 -HAS ANCHORS

W/MIN. 8" EMBED @ 8" O.C.

2" BASE PL.

1 1/2" GROUT

FOR ROOF INSULATION REPAIR

SEE DWG. SSK-104

LEVEL 22 MECH. ROOM ROOF

EL: 336' - 9" TOS

C

3.5

SSK-103

CONCRETE

COLUMN BELOW

EXISTING L21 SLAB

2"X2'-3" X2'-3" BASE PL.

8" XXS PIPE

TYP

1/2

(4) 1" DIA HIT RE500 V3-HAS-E-55

COUNTER SUNK ANCHOR WITH

8" EMBEDMENT RODS TYP.

T Y

P

4"TYP.

4"

PL. 1 1/2"X10"X2'-1"

1/2

1/2

TYP.

1" PL

8"

8"

(2) 2" DIA GROUT HOLES

1/2"x2"x2" KEEPER PL. AT ALL

FOUR CORNERS WELDED TO 2'-3"

SQUARE BASE PL. BEFORE

JACKING

1/4"

1/ 4"

(3/8)

TYP.

C

3.5

EXISTING L22 SLAB

(2) 2" DIA GROUT HOLES

8" XXS PIPE

TYP

5/16

(4) 1" DIA HIT RE500 V3-HAS-R-316

SS ANCHORS WITH 8"

EMBEDMENT TYP.

3"

3"

1' - 0" 1' - 0"

1'

1'

2'

C

3.5

EXISTING CONCRETE

BEAM

2"X2'-0" X2'-0" PL

8" XXS PIPE

(4) 1" DIA HIT RE500 V3-HAS-R-316

SS ANCHORS WITH 8"

EMBEDMENT TYP.

3"

3"

6"

TYP

5/16

1' - 0" 1' - 0"

1'

1'

2' - 0"

LEVEL 22 MECH. ROOM ROOF

EL: 336' - 9" TOS

3.7

11" 1/2"X11"X3'-0" PL NEAR &

FAR SIDE OF CONCRETE COL.

3/8" WEB PL.

L4X3X1/2

3/8" WEB PL. EXTENDED 3'-0"

BELOW CONCRETE BEAM.

3" 9"

9" 9"

6"

6" 9"

9" 9"

3"

3'

4"

6 1/2"

8"

1/4"

SSK-103

SSK-103

1" DIA HIT RE500 V3-

HAS-E-55 WITH MIN.

12" EMBEDMENT TO

EXIST. CONC COL.

C

3.7

11"

11"

TYP

5/16

5/16

L4X3X1/2

L4X3X1/2

3/8" WEB PL. EXTENDED 3'-0"

BELOW CONCRETE BEAM.

3/8" WEB PL. EXTENDED 3'-0"

BELOW CONCRETE BEAM.

6" 8"

8" 8"

6"

8"

8"

5/8" PL

1" 1"

5/16

SSK-103

C

LEVEL 22 MECH. ROOM ROOF

EL: 336' - 9" TOS

3'

EXIST. COLUMN

EXIST. BEAM

EXIST. COLUMN

EXIST.

BEAM

L4X3X1/2

L4X3X1/2

3/8" WEB PL. EXTENDED 3'-0"

BELOW CONCRETE BEAM.

SSK-103

SSK-103

6" 8" 8" 8" 6"

6" 9"

9" 9"

3"

COURTHOUSE

PARKING

GARAGE

EAST

WING

MAIN PLAZA

MARK DATE ISSUED FOR:

PROJECT NO:

SHEET TITLE / SHEET NUMBER

c

D

C

B

A

1 2 3 4 5

F

1 2 3 4 5 6 7

6 7

G

CLIENT

CONSULTANTS

JOINT VENTURE TEAM

FORT LAUDERDALE, FLORIDA

AECOM

605 3RD AVE,

NEW YORK, NY 10158

KEY PLAN

REGISTRATION

/6

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LEVEL 21 BEAM

STRENGTHENING

PART PLANS AND

SECTIONS

SSK-103

60176229

BROWARD COUNTY

COURTHOUSE

CONSTRUCTION SEQUENCE NOTES:

AT LEVEL 21, REMOVE FLOOR FINISH(IF PRESENT) LOCALLY AROUND COLUMN AT GRID C/3.5. CLEAN THE SURFACE ON TOP OF FLOOR SLAB AND INSTALL BASE PLATE AND BASE PLATE ANCHORS. RELOCATE MEP DUCT WORK BELOW LEVEL 22 SLAB IN THE VICINITY OF NEW POST

LOCATION AT GRID C/3.5

PROVIDE WEB AND BOTTOM PLATES ON BEAM 22B-5 AT LEVEL 22, COLUMN BRACKET PLATES AT GRID C/3.7 BELOW LEVEL 22, BASE PLATE

ON TOP OF BEAM 22B-5 UPON REMOVAL OF ROOF FINISHES.

VERIFY IN FIELD THE CFRP STRENGTHENING OF BEAM 23B-9 WAS COMPLETED BY OTHERS AND INSTALL PERMANANT 8" DIA XXS PIPE

BETWEEN LEVELS 22 AND 23.

INSTALL PERMANANT 8" DIA XXS PIPE BETWEEN LEVELS 21 AND 22 AND GRADUALLY APPLY 150 KIP JACKING FORCE CONCURRENTLY ON BOTH JACKS AT LEVEL 21(TOTAL LOAD IS 300 KIP). STOP JACKING IF DEFLECTIONS THRESHOLD IDENTIFIED ON THE MONITORING PLAN.

REMOVE JACKS AND BRACKET/STIFFENER PLATES ON 8" XXS PIPE ON LEVEL 21 AFTER WELDING BASE PLATES.

3/16" = 1'-0"

FRAMING PLAN AT ELEVATION +348'-10"

PART PLAN

3/16" = 1'-0"

LEVEL 22 MECH. ROOM ROOF (EL.

+336'-9") PART PLAN

3/16" = 1'-0"

LEVEL 21 FLOOR (EL. +318'-5") PART

PLAN

3/16" = 1'-0"

SECTION

3D - BEAM REMEDIATION WITH NEW

POST

3/4" = 1'-0"

DETAIL A

3/4" = 1'-0"

DETAIL - B

3/4" = 1'-0"

DETAIL-C

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

PLAN-A

3/4" = 1'-0"

PLAN-B

NOTES:

FOR MEP DUCT WORK RELATED MODIFICATIONS SEE SSK-105.

3/4" = 1'-0"

PLAN-C

3/4" = 1'-0"

DETAIL - D

3/4" = 1'-0"

PLAN - D

3/4" = 1'-0"

DETAIL - F

2'

3.5

NEW STRUCTURAL POST

ANGLED RESIN FILL AT ALL TERMINATION POINTS

PRIMER PER MANUFACTURES RECOMMENDATION

EMBED POLYESTER REINFORCING FABRIC WRAP

IN ACRYLIC FLASHING WHILE STILL WET

CUT POLYESTER REINFORCING FABRIC COLLAR TO

FIT SNUG AROUND PENETRATION. EMBED ACRYLIC

FLASHING WHILE STILL WET

EXISTING ROOFING MEMBRANE

EXISTING INSULATION

EXISTING CONCRETE DECK

NEW INSULATION IS TO MATCH EXISTING IN

THICKNESS AND TYPE

PRIME DECK PER MANUFACTUREDS RECOMENATION

8"

M

IN

1' -6"

OVERLAP

1' -6"

4"

3"

1"

GENERAL NOTES:

1. THE IS A SUGGESTIVE DETAIL FOR REPAIRING THE EXISTING ROOF TO ALLOW THE INSTALATION

OF THE NEW ROOF DUNNAGE.

2. THE CONTRACTOR IS TO CONFIRM IF THE ROOFING ASSEMBLY IS UNDER WARRANTY.

IF THE ASSEMBLY IS UNDER WARRANTY THE CONTRACRTOR IS TO SECURE THE PARAMETERS

FOR THE ROOF REPAIR DETAILS AND EXECUTION TO MAINTAIN THE WARRANTY.

3. CONTRACTOR IS TO COORDINATE THE ROOFING ASSEMBLY OPENING WITH BUILDING MANAGEMENT

AND THE CONTRACTOR HOLDING THE WARRANTY.

4. CONTRACTOR SHALL COORDINATE EXTENT OF OPENING TO ALLOW THE INSTALLATION OF THE

TEMPORARY AND STAY IN PLACE STRUCTURAL POST.

5. CONTRACTOR IS TO VERIFY ALL FIELD CONDITIONS IN THE AREA OF THE NEW PENETRATIONS

6. CONTRACTOR SHALL CO-ORDINATE DIRECTLY WITH ROOFING MANUFACTURER TO RECEIVE APPROVAL FOR ROOF REPAIR INSTALLATION TO CONFIRM WARRANTY IS NOT VOIDED AT REPAIR LOCATION.

PIPE DIAMETER PLUS 2" (51 mm)

R E

C O

M M

E N

D E

D

8" m m

3" m m

A

LAP LINE

FOLD LINE

POLYESTER FINGER CUTS

CUT LINE

ISOMETRIC VIEW

2" (51 mm) OVERLAP

ANGLED RESIN FILL AT ALL TERMINATION POINTS

COURTHOUSE

PARKING

GARAGE

EAST

WING

MAIN PLAZA

MARK DATE ISSUED FOR:

PROJECT NO:

SHEET TITLE / SHEET NUMBER

c

D

C

B

A

1 2 3 4 5

F

1 2 3 4 5 6 7

6 7

G

CLIENT

CONSULTANTS

JOINT VENTURE TEAM

FORT LAUDERDALE, FLORIDA

AECOM

605 3RD AVE,

NEW YORK, NY 10158

KEY PLAN

REGISTRATION

/6

/2

:4

:1

P

M C

U s e rs \K ri s h n a n S

\D o c u m e n ts

\2

B

C C

-S tr u c tu ra l C

E N

T R

A L R

S -N

Y R

E V

-n o M

E P a h m e d

.m o s ta fa L

S R

K C

.r v t

LEVEL 21 BEAM

STRENGTHENING

PART PLANS AND

SECTIONS

SSK-104

60176229

BROWARD COUNTY

COURTHOUSE

1" = 1'-0"

ROOF REPAIR DETAIL AT BASE PLATE

ON ROOF LEVEL

MEP Modification SSK-105 Signed and sealed