HomeMy WebLinkAboutAPPROVED STRUCTURAL SET7'-7"7'-7"4
S2.0
4'-0"4'-8"4'-7 1/2"8'-0"7'-0 1/2"
1
1
SEE NOTE
# 9
TE-1
TE-1TE-1TE-1
GROUND FLOOR
ELEV.: 0'-0"
(+6.10' N.A.V.D)
4" CONC. SLAB,
SEE NOTE # 1
13'-5"
11'-2"3'-10"16'-7"5'-0"4'-5"4'-5"18'-0"2'-10"5'-11"33'-9 1/2"20'-2"15'-10 1/2"15'-0"10'-9"6'-10 1/2"5'-9 1/2"15'-10"
66'-0 1/2"2'-5"6'-0"2'-5"2'-6"
5'-3 1/2"2'-9"2'-9"10'-9"23'-7"17'-10 1/2"1'-2"4'-10"6'-10"8'-8"2'-9"2'-9"14'-8 1/2"4'-10"5'-4"4'-10"3'-2"1'-4"11'-3 1/2"
10'-8"
4"4"
4"
5'-0"
4"
4"
4"
2"
SLOPE
2" MIN.
11'-2"
10'-3"
10
1
10
MC-1
9'-1"5'-7"6'-1"27'-6"
1
S2.0
2
S2.0
SEE NOTE
# 3 (TYP.)
C.J.
MF-24
MF-24
MF-24MF-242
S2.0
SEE NOTE
# 10 (TYP.)
MF-24
MF-36MF-24
10
S2.0
x x x x x x x
SEE NOTE
# 14 (TYP.)1'-2"3'-6"
F-60
6
S2.0
7
S2.0
F-40
TE-28
S2.0
F-40
7
S2.0
MF-24
F-60
6
S2.0TE-1TE-1TE-1TE-1
TE-1
5
S2.0
TE-15
S2.0
4
S2.1
x x x x x x x
SEE NOTE
# 14 (TYP.)
2
S2.0
MF-24
1
S2.0
TE-1
1
S2.1
2
S2.0MF-24MF-244
S2.0
MF-36
3
S2.0
MF-363
S2.0MF-24MF-24
1
S2.0
SEE NOTE
# 3 (TYP.)
C.J.
SEE NOTE
# 10 (TYP.)
11
S2.0MF-24TE-1TE-42
2
1
S2.1
2
S2.0
TE-1SEE NOTE
# 13 (TYP.)TE-1SEE NOTE
# 13 (TYP.)
SEE NOTE
# 13 (TYP.)MF-244'-10"
9
S2.04"4"3'-4"PAVERS
ON SAND
F-40
MC-1
F-40
F-40
MC-1
MC-1
F-40
MC-1MC-1MF-24MF-36
MF-36
SEE NOTE
# 15 (TYP.)
SEE NOTE
# 15 (TYP.)
9
S2.0
F-40
F-40
5'-0"6'-3"7'-9"2'-5"3'-10"FOUNDATION PLAN NOTES:
1.THE NEW FLOOR SLAB SHALL BE 4" CONCRETE SLAB w/ 6 x 6 W1.4 x W1.4 W.W.F. ON 10
MIL VAPOR BARRIER OVER CLEAN COMPACTED, TERMITE TREATED, SUB GRADE (TYP.)
2.TOP OF FOOTING SHALL BE MIN. 12" BELOW ADJACENT FINISHED GRADE . SOIL
BEARING CAPACITY = 2,500 PSF. SEE GEOTECHNICAL SOIL REPORT.
3.PROVIDE CONSTRUCTION / CONTRACTION JOINTS IN THE SLAB AT INTERVALS NOT TO
EXCEED 12'-0"o.c. IN EACH DIRECTION. SEE DETAIL 3/S2.1.
4.ALL FOOTINGS ARE CENTERED BENEATH BEARING WALLS AND COLUMNS, TYPICAL OR
UNLESS NOTED OTHERWISE.
5.COORDINATE TOP OF SLAB WITH FINAL FLOOR FINISHES, SLAB RECESSES, AND
FLOOR SLOPES. SEE ARCHITECTURAL PLAN FOR FINISH ELEVATIONS.
6. INDICATES 8" CONCRETE MASONRY UNITS w/ (1) # 5 @ 32"o.c. (MAX.) IN GROUT
FILLED CELL AT WALLS UNLESS NOTED OTHERWISE.
INDICATES 8" CONCRETE MASONRY UNITS w/ (1) # 5 @ 48"o.c. (MAX.) IN GROUT
FILLED CELL AT WALLS UNLESS NOTED OTHERWISE.
INDICATES 8" CONCRETE MASONRY UNITS w/ (2) # 6 IN GROUT FILLED CELL AT
WALLS UNLESS NOTED OTHERWISE.
7.PROVIDE #9 LADDER TYPE JOINT REINFORCING @ 16"o.c. (EVERY 2nd. COURSE) FOR
CONCRETE MASONRY UNIT WALL.
8.COORDINATE THIS DRAWING w/ ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW
ROUGH OPENINGS DIMENSIONS & LOCATIONS.
9.6" THICK, MECHANICAL CONCRETE PAD w/ (2) LAYERS OF 6 x 6 w1.4 x w1.4 w.w.F. ON 10
MIL VAPOR BARRIER OVER CLEAN COMPACTED, TERMITE TREATED, SUB GRADE.
COORDINATE w/ MECHANICAL. TYPICAL. SEE DETAIL 6/S2.1.
10.PROVIDE (2) # 4 x 4'-0" CRACK BARS AT ALL RE-ENTRANT CORNERS.
11.ALL WINDOWS SILLS UP TO 7'-0" WIDE SHALL BE CAP w/ 8 x 8 CONCRETE REINFORCED
WITH (2) # 5 MID EXTENDED 5" MIN. INTO ADJACENT GROUT FILLED CELLS. FOR
WINDOWS WIDER THAT 7'-0", USE 8 x 12 CAP BEAM WITH (2) # 5 TOP AND BOTT AND
ENCLOSED WITH # 3 @ 8"o.c. STIRRUPS.
12.ALL MASONRY WALLS, PIERS AND COLUMNS SHALL BE RUNNING BOND
PERPENDICULAR. WALLS SHALL BE INTERLOCKED WITHIN THE RUNNING BOND
PATTERN.
13.MONOLITHIC FOOTING TRANSFER BAR # 4 x 5'-0" @ 16"o.c. PLACE AT SLAB MID-DEPTH
(TYP.).
14.PROVIDE DOUBLE LAYER OF 6 x 6 - W1.4 x W1.4 W.W.F. EXTENDING 3'-0" EACH SIDE.
15.PROVIDE 'U' OR 'Z' TYPE RIGID STEEL ANCHOR 16GA, 1-1/2" x 32" LONG @ 16"o.c., NON
CONCURRENT w/ LADDER REINFORCEMENT (TYP.).
16.SEE SHEET S5.0 FOR COLUMN AND FOOTING SCHEDULE.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
NORTHFOUNDATION PLAN
FOUNDATION PLAN
SCALE: 1/4" = 1'
S1.1
4
S3.0
1.8
SEE NOTE # 3 (TYP.)SEE NOTE # 3 (TYP.)0.6
1.8
0.8
2.0
2LB-1 (EL.: +9'-4")2BB-1 (EL.: +9'-4")
0.8
3.4
2.0
3.9
3.9 G.T.0.8
2.0 5.4
1
1
2.03.3G.T.0.8
6.2G.T.G.T.G.T.G.T.3.9
0.8
2.0
2BB-1 (EL.: +10'-8")
0.8
2.0
2B-2 (EL.: +9'-4")
4.4
2.0
3.9
2.04.4
2.5
2.0 5.4
G.T.G.T.G.T.
G.T.G.T.4
S3.0
2.2
2.02BB-1(EL.: +9'-4")2B-4 (EL.: +8'-6")2B-2 (EL.: +9'-4")
2BB-1 (EL.: +9'-4")2B-1 (EL.: +9'-4")2BB-1
(EL.: +9'-4")
2BB-1 (EL.: +9'-4")2BB-1(EL.: +9'-4")2BB-4 (EL.: +13'-3")2BB-3 (EL.: +10'-2")2BB-1 (EL.: +9'-4")
2LB-1 (EL.: +9'-4")
2BB-1
(EL.: +9'-4")
1.2 2.0
2.0
4
S3.0
1.2
SEE DETAIL
3/S3.1
8.2
SEE DETAIL
3/S3.1
SEE DETAIL
2/S3.1
0.8
0.71.41.0
0.7 0.7
0.7
1.8 0.8 1.2
0.7
0.7
1.4
0.6
0.70.9 1.4
8.5
1
S3.0
2
S3.0
G.T.1.52.3
5.2
2.02.0
1.8
2.3
10
10
SEE DETAIL
1/S3.1
1
SEE NOTE # 9 (TYP.)
SEE NOTE # 9 (TYP.)
MC-1
MC-1
MC-1
MC-1
2.5
27'-6"
2BB-4 (EL.: +13'-3")2BB-2 (EL.: +13'-3")2BB-4 (EL.: +13'-3")
SEE
NOTE # 10
SEE
NOTE # 10
8.0 2B-3 (EL.: +9'-4")2
2
SEE NOTE # 9 (TYP.)
4
S3.1
4
S3.0
5
S3.0
0.6
2BB-1 (EL.: +9'-4")2B-2 (EL.: +9'-4")2LB-1 (EL.: +9'-4")MC-1
5'-0"6'-3"7'-9"#.#1.0
ROOF FRAMING PLAN NOTES:
1.THE ROOF STRUCTURE IS 5/8" C.D.X. PLYWOOD ON PRE ENG. WOOD TRUSSES AT
24"o.c. PLYWOOD NAILING: SEE SHEET 'S6.0' FOR BLOCKED DIAPHRAGM DETAIL.
2.PRE ENG. WOOD TRUSSES SHALL BE DESIGNED FOR A SUPERIMPOSED LIVE LOAD
OF 30 lbs/sqft AND A DEAD LOAD OF 25 lbs/sqft. AT ATTIC TRUSSES, DESIGN TRUSS
BOTTOM CHORD FOR ADDITIONAL DEAD LOAD OF 10 lbs/sqft AND LIVE LOAD OF 20
lbs/sqft (UNINHABITABLE ATTIC w/ STORAGE). TRUSS DESIGN AND INSTALLATION
SHALL COMPLY WITH THE FLORIDA BUILDING CODE. TRUSS DESIGNER SHALL
SUBMIT SHOP DRAWINGS. TRUSS MANUFACTURER MUST SUPPLY ON TRUSS
CALCULATIONS COMPONENTS AND CLADDING UPLIFT VALUES. INDICATE ALL
REQUIRED CONNECTIONS, BRIDGING, CROSS BRACING AND LAY OUT AND SHALL
BEAR THE SEAL OF A FLORIDA REGISTERED ENGINEER. ALL TRUSS TO TRUSS
CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS SPECIALTY ENGINEER.
3.PROVIDE PERMANENT BRACING OF TRUSSES IN ACCORDANCE WITH THE
REQUIREMENTS OF 'BRACING WOOD TRUSSES: COMMENTARY AND
RECOMMENDATIONS' PREPARED by 'TRUSS PLATE INSTITUTE, INC.' SEE DETAILS ON
'S6.0'.
4.THE TRUSS FRAMING LAYOUT SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED FOR THE TRUSS ENGINEER TO
CLOSELY MATCH FINAL TRUSS DESIGN, WITHOUT ALTERING LOAD PATHS. IF TRUSS
ENGINEER ENCOUNTERS PROBLEMS WITH OUR ROOF TRUSS LAYOUT, PLEASE
CONTACT UNISON STRUCTURAL DESIGN, LLC. IMMEDIATELY TO DISCUSS POSSIBLE
SOLUTIONS.
5.TRUSS MANUFACTURER TO COORDINATE VAULTED CEILINGS AND ATTIC SPACE
WITH ARCHITECTURAL DWGS.
6. DESIGNATES UPLIFT IN KIPS (1.0k = 1,000 lbs). = 1.0 kip OF UPLIFT. SEE
UPLIFT TIE-DOWN SCHEDULE ON SHEET 'S6.0' FOR APPROPRIATE TIE DOWNS.
7.WHERE BEAMS ARE NOT DESIGNATED OVER 8" CMU WALL OPENINGS PROVIDE 8x8
PRE CAST LINTEL ("PCL") w/ (1) #5, BOTTOM AND GROUT LINTEL AND C.M.U. ABOVE
SOLID, OR REFER TO REINFORCED CAST-IN-PLACE CONCRETE LINTEL DETAIL ON
'1/S5.1'.
8.PROVIDE 2x4 BLOCKING @ 32"o.c. ATTACHED TO TRUSS BOTT. CHORD w/ SIMPSON
LUS24 HANGER AND ATTACHED TO WALL w/ SIMPSON HGAM10 CLIP w/ (4) 1/4"Ø x 2"
LONG TAPCON AND (4) SDS 1/4"Ø x 2" SCREWS.
9.CONTRACTOR AND TRUSS MANUFACTURER TO COORDINATE ROOF HATCH RECESS
LOCATION WITH RESPECT TO TRUSS LAYOUT.
10.PROVIDE (2) 2 x 12 PT LEDGER w/ 3/4" Ø SIMPSON TITEN HD @ 12"o.c. MAX.,
EMBEDDED INTO CONCRETE OR GROUT FILLED CELL.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
NORTHROOF FRAMING PLAN
ROOF FRAMING PLAN
SCALE: 1/4" = 1'
S1.2
SEEPLAN8"
MIN.
3'-0" DBL. MESH3'-0" DBL. MESH
(1) #5 CONT.
COMPACT CLEAN FILL.
EL.: SEE PLAN
TOP OF CONC.
8x12 MIN. CONT. THICKENED
EDGE. SEE PLAN &
SCHEDULE.
SCALE:
SECTION
3/4"=1'-0"
5
S2.0
SCALE:
SECTION
3/4"=1'-0"
6
S2.048 BAR DIAMETER.3/4" RECESS3'-0" DBL. MESH
3/4"RECESS3'-0" DBL. MESH
3" CLR. TYP.
SEE FTG. SCHD.3" CLR. TYP.SEE FTG. SCHD.3" CLR. TYP.
SEE FTG. SCHD.SEE FTG. SCHD.3" CLR. TYP.x
x x
x x
x x
x x x x x x x
#9 LADDER TYPE JOINT
REINFORCING @ 16" o.c.
VERTICAL SPACING.
8" CMU WALL
REINFORCING BAR IN CONC.
FILLED CELL (SEE PLAN FOR
SIZE AND SPACING).
CONCRETE SLAB ON
GRADE. SEE PLAN
AND PLAN NOTES.
#4 x 5'-0" AT SLAB
MID-DEPTH.
COMPACT CLEAN FILL.
CONTINUOUS
MONOLITHIC
FOOTING (SEE
PLAN & SCHEDULE)
8" CMU WALL
#9 LADDER TYPE JOINT
REINFORCING @ 16" o.c.
VERTICAL SPACING.
# 6 BAR IN CONC.
FILLED CELL @
40"o.c. (MAX.)
COMPACT CLEAN FILL.
CONTINUOUS
MONOLITHIC
FOOTING (SEE
PLAN & SCHEDULE)
xx
x x
x
xx xx xx x x x
ELEV: SEE ARCH. DWGS.
EXT. FIN. GRADE.
EXT. FIN.
GRADE.
CONCRETE SLAB ON
GRADE. SEE PLAN
AND PLAN NOTES.
# 4 x 5'-0" AT SLAB
MID-DEPTH.
SCALE:
SECTION
3/4"=1'-0"
1
S2.0
SCALE:
SECTION
3/4"=1'-0"
2
S2.0
3" CLR. TYP.
SEE FTG.
SCH. (TYP.)3" CLR. TYP.1 1/2"
RECESS
COMPACT CLEAN FILL.
CONTINUOUS MONOLITHIC
FOOTING (SEE PLAN &
SCHEDULE)
x
x
x
x x x x x x x x
x
SEE ARCH
FOR DOOR
THRESHOLD
EL.: SEE PLAN
FIN. FLR. SLAB
SCALE:
SECTION
3/4"=1'-0"
3
S2.0
# 4 x 5'-0" AT SLAB
MID-DEPTH.
x
x
x
x x
CONCRETE SLAB ON
GRADE. SEE PLAN
AND PLAN NOTES.
WINDOW OPENING UP TO 7'-0": 8" x 8"
CONC. BEAM SILL w/ (2) #5 BAR CONT.
EXTENDED 5" MIN INTO ADJACENT
FILLED CELLS. WINDOW OPENING
LARGER THAN 7'-0": 8" x12" CONC. BEAM
SILL w/ (2) #5 TOP & BOTT. AND #3 @ 8"o.c.
STIRRUPS EXTENDED 8" MIN INTO
ADJACENT FILL CELLS OR COLUMN. TYP.SEE FTG.SCH. (TYP.)RECESS
SEE ARCH.
SCALE:
SECTION
3/4"=1'-0"
10
S2.0
COMPACT
CLEAN FILL.
CONCRETE SLAB. SEE
PLANS FOR SLAB
THICKNESS AND
REINFORCEMENTS.
CONTINUOUS MONOLITHIC
FOOTING (SEE PLAN &
SCHEDULE)
SEE ARCH. FOR
STEP AND
THRESHOLD.
x x x x x x x x
(1) #5 CONT.
WELDED WIRE
FABRIC REINF.xxxxxxxxxxxxxxxxxxxxx x x x x x x x x x x x x x x x x
xxxxxxxxxxxxxxxxxxxxxxxxxSCALE:
DETAIL
3/4"=1'-0"
9
S2.0
#9 LADDER TYPE JOINT
REINFORCING @ 16" o.c.
VERTICAL SPACING.
REINFORCING BAR IN
CONC. FILLED CELL
(SEE PLAN FOR SIZE
AND SPACING).
8" CMU WALL
COMPACT
CLEAN FILL.
CONCRETE SLAB. SEE PLANS
FOR SLAB THICKNESS AND
REINFORCEMENTS.
CONTINUOUS MONOLITHIC
FOOTING (SEE PLAN &
SCHEDULE)
3/4" RECESS
WELDED WIRE
FABRIC REINF.
(1) #5 CONT.xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxEL.: SEE PLAN
FIN. FLR. SLAB
EL.: SEE PLAN
FIN. FLR. SLAB
EL.: SEE PLAN
FIN. FLR. SLAB
EL.: SEE PLAN
FIN. FLR. SLAB3" CLR. TYP.SEE FTG. SCH. TYP.SEE FTG.SCH. (TYP.)3" CLR. TYP.
2"9"SEE PLAN
(TYPICAL)
SEE PLAN
(TYPICAL)
ISOLATED FOOTING
(SEE PLAN &
SCHEDULE)
BASE PLATE SET ON 1-1/2" MIN.
NON-SHRINK GROUT.
4" DEEP POCKET. FILL
w/ GROUT AFTER COL.
IS IN PLACE.xxxxxxxxxxxxxxxxxxxxxxxxxxxxSTEEL COLUMN. SEE
PLAN AND
SCHEDULE.
COMPACT CLEAN FILL.
TERMITE TREATED.
1/4"
(TYP.)
BASE PL. 12"x12" x 3/4"
THK. w/ (4) 3/4" Ø
ANCHOR BOLTS. TYP.
x x x x x x x x
xxxxxxxx2"2"2"8"8"2"1'-0"
1/4
4"
ALTERNATIVE FOR EMBED
PLATE DETAIL IN LIEU OF
ANCHOR BOLTED PLATExxxxxxxBASE PL. 12"X12" x 3/4"
THK W/ (4) 3/4" Ø
WELDED HEADED
STUDS (9" EMBED)
3'-0" DBL. MESH
x x
3'-0" DBL. MESH3'-0" DBL. MESH
3'-0" DBL. MESH
3'-0" DBL. MESH
SEE FTG. SCH. (TYP.)SEE FTG.SCH. (TYP.)3" CLR. TYP.3" CLR. TYP.48 BAR ØSCALE:
SECTION
3/4"=1'-0"
7
S2.0
ISOLATED FOOTING
(SEE PLAN FOR SIZE).
CONCRETE SLAB ON 10 MIL
POLYETHYLENE VAPOR BARRIER
(SEE PLANS FOR SLAB
THICKNESS & REINF.).
COMPACT CLEAN FILL.
CONCRETE COLUMN
(SEE PLAN
SCHEDULE)
x x x x x x x x x x x x x x x x
xxx x
MONOLITHIC FTG. GOING
THRU, NOT SHOWN FOR
CLARITY
EL: SEE PLAN
FIN. FLR. SLAB
#4 TRANSFER BAR
AT SLAB MID-DEPTH,
SEE PLAN
SCALE:
SECTION
3/4"=1'-0"
4
S2.0
3'-0" DBL. MESH
SLOPE,
SEE ARCH
8"8"8"8"9"4"(2) #5 TOP
(3) #5 BOTT.
COMPACT
CLEAN FILL.
TE-2: 12x16 CONT.
THICKENED EDGE. SEE
PLAN & SCHEDULE.
DRIVEWAY,
SEE ARCH
GARAGE DOOR
SCALE:
SECTION
3/4"=1'-0"
8
S2.0
COORDINATE STEPS
W/ ARCH. PLANS
EL.: SEE PLAN
FIN. FLR. SLAB
4"1'-0"MIN.1'-0"MIN.1'-0"MIN.PAVERS ON
SAND, SEE
ARCH 4"STEP60 BAR ØSEE FTG. SCH. (TYP.)SEE FTG.3" CLR. TYP.3" CLR. TYP.
MASONRY COLUMN
(SEE PLAN & SCHEDULE)
#9 LADDER TYPE JOINT
REINFORCING @ 16" o.c.
VERTICAL SPACING.SCH. (TYP.)ELEV.: - 1'-4"
TO. FTG. (U.N.O.)
COMPACT CLEAN FILL.
ELEV.: -0'-1.5"
T.O.PAVERS
CONTINUOUS FOOTING
(SEE PLAN FOR SIZE).
SAND SET PAVERS,
SEE ARCHITECTURAL
DRAWINGS.3/4"RECESS3'-0" DBL. MESH
3" CLR. TYP.
SEE FTG. SCHD.3" CLR. TYP.SEE FTG. SCHD.8" CMU WALL
#9 LADDER TYPE JOINT
REINFORCING @ 16" o.c.
VERTICAL SPACING.
# 6 BAR IN CONC.
FILLED CELL @
40"o.c. (MAX.)
COMPACT CLEAN FILL.
CONTINUOUS
MONOLITHIC
FOOTING (SEE
PLAN & SCHEDULE)
xx
x x
x
xx xx xx x x x
ELEV: SEE ARCH. DWGS.
CONCRETE SLAB ON
GRADE. SEE PLAN
AND PLAN NOTES.
# 4 x 5'-0" AT SLAB
MID-DEPTH.
SCALE:
SECTION
3/4"=1'-0"
11
S2.0
WINDOW OPENING UP TO 7'-0": 8" x 8"
CONC. BEAM SILL w/ (2) #5 BAR CONT.
EXTENDED 5" MIN INTO ADJACENT
FILLED CELLS. WINDOW OPENING
LARGER THAN 7'-0": 8" x12" CONC. BEAM
SILL w/ (2) #5 TOP & BOTT. AND #3 @ 8"o.c.
STIRRUPS EXTENDED 8" MIN INTO
ADJACENT FILL CELLS OR COLUMN. TYP.
EL.: SEE PLAN
FIN. FLR. SLAB
1'-0"MIN.PAVERS ON
SAND, SEE
ARCH
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
FOUNDATION SECTIONS
S2.0
1'-6" (MAX.)1'-6" (TYP.)6"(TYP.)12
12
2'-0" (TYP.)
FOUNDATION
WALL
CONTINUOUS
WALL FOOTING.
(REFER TO PLAN
SCHEDULE)
TYPICAL FOOTING STEP DETAIL
30" MIN.CORNER PERPENDICULAR
30" MIN.
STRIP FOOTING
REINFORCING
CONTINUOUS
THRU PADS
CORNER BARS TO
MATCH FOOTING
REINFORCEMENT
TYP. FOOTING CORNER / INTERSECTION DETAIL
SCALE:
DETAIL
3/4"=1'-0"
5
S2.1
SCALE:
DETAIL
3/4"=1'-0"
2
S2.1
SCALE:
SECTION
3/4"=1'-0"
3
S2.1
CONSTRUCTION JOINT DETAIL
CONTRACTION JOINT DETAIL
PREFAB 22 ga. GALV. STEEL
FORM TO BE INSTALLED AS
PER MANUFACTURER'S SPECS.
1/8" WIDE, 1/4 SLAB DEPTH
SAW CUT WITHIN 18 hrs.
CUT ALTERNATE WIRE
AT CONTROL JOINT
FILL SAWCUT WITH
NON-SHRINK GROUT
WELDED WIRE
FABRIC
t/2t/2t/2t/2SEEPLAN8"
MIN.
3'-0" DBL. MESH
(1) #5 CONT.
COMPACT CLEAN FILL.
EL.: SEE PLAN
TOP OF CONC.
8x8 MIN. CONT. THICKENED
EDGE. SEE PLAN &
SCHEDULE.
3'-0" DBL. MESH
SEEPLAN(1) #5 CONT.
COMPACT CLEAN FILL.
8x8 MIN. CONT. THICKENED
EDGE. SEE PLAN &
SCHEDULE.
8"
MIN.
OPENINGS
#5 INGROUTED
CELLS EACH SIDE
OF OPENING TYP.
PRE CAST CONC.
LINTEL. w/ (1) #5
SOLID GROUTED
MASONRY WALL
REINF. NOT SHOWN
FOR CLARITY. SEE
PLAN (IF REQ'D.)
8"
MIN.FINISHED
GRADE
TYPICAL @ VENT OPENINGS AT FOUNDATON WALLS
SEE FIRST FLOOR PLAN FOR LOCATIONS
1'-4"8"1'-0"TO GRADE MAX.CONC. FOOTING,
SEE PLAN.
SCALE:
SECTION
3/4"=1'-0"
7
S2.16"48 BAR DIAMETER.SCALE:
SECTION
3/4"=1'-0"
1
S2.1
2 LAYER W.W.F.
@STEP
x x x x x x x x x x x x x x x x x xxx x x x x x
x x x x x x x x x x x x x x x x x xxx x x
#9 LADDER TYPE JOINT
REINFORCING @ 16" o.c.
VERTICAL SPACING.
8" CMU WALL
REINFORCING BAR IN
CONC. FILLED CELL (SEE
PLAN FOR SIZE AND
SPACING).
CONCRETE SLAB ON 10 MIL
POLYETHYLENE VAPOR
BARRIER
(SEE PLANS FOR SLAB
THICKNESS & REINF.).
#4 x 5'-0" @ 12"o.c. AT MID DEPTH.
(1) #5 CONT.
8"
(1) #5 CONT.
CONTINUOUS MONOLITHIC
FOOTING (SEE PLAN & SCHEDULE)
COMPACT CLEAN FILL.
EL.: SEE PLAN
FIN. FLR. SLAB
SCALE:
SECTION
3/4"=1'-0"
4
S2.1
SCALE:
SECTION
N.T.S.
6
S2.1
ATTACHMENT TO UNIT:
USE MANUFACTURER
FASTENERS OR PROVIDE (2)
#12-14 SELF DRILLING
SCREWS PER ANGLE
CONC. SLAB PER
FOUNDATION PLAN
MIN. 2'-0" SPACING
BETWEEN UNITS
(VERIFY W/
MANUFACTURER)6" MIN.
OFFSET
6
"
M
I
N
.OF
F
S
E
T
ATTACHMENT TO UNIT:
USE MANUFACTURER FASTENERS
OR PROVIDE (2) #12-14 SELF
DRILLING SCREWS PER ANGLE
AND 2-1/4"Ø x 2" LONG TAPCONS
INTO CONC.. ANGLE CLIPS TO BE
14 GAUGE MIN.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
FOUNDATION DETAILS
S2.1
EMBEDMENT LINE SCALE:
SECTION
3/4"=1'-0"
1
S3.0
EL.: +13'-6" T.O.
BOND BEAM
BOND
BEAM, SEE
PLAN &
SCHEDULE
5/8" CDX PLYWOOD ON PRE
ENGINEERED WOOD
TRUSSES @ 24"o.c..
BOND BEAM,
SEE PLAN &
SCHEDULE
BOND
BEAM, SEE
PLAN &
SCHEDULE
SEE ARCH.
GIRDER
TRUSS
EL.: +10'-2"
T.O. BOND
BEAM
SCALE:
SECTION
3/4"=1'-0"
4
S3.0
UPLIFT STRAP
SEE PLAN
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
2"x6" PT SOLID BLOCKING
w/ (2) 16d NAILS EA. END
AND (3) 0.145"Ø, 1 -1/2"
PENETRATION PINS TO
CONCRETE
SIMPSON HGAM10
CLIP W/ (4) 1/4"Ø 1 x
3/4" TAPCONS AND
(4) 1/4"Ø x 1-1/2" SDS
SCREWS
2x4 BLOCKING @ 32"o.c.
ATTACHED TO BOTTOM
CHORD W/ SIMPSON LUS
24 HANGER ATTACH
BLOCKING TO WALL.
2x4 BLOCKING
@ 32"o.c.
SIMPSON LUS24 HANGER
W/ (8) 10d TO TRUSS &
BLOCKING.
BOND BEAM, SEE
PLAN & SCHEDULE
BOND BEAM, SEE
PLAN & SCHEDULE
SIMPSON LUS24 HANGER
W/ (8) 10d TO TRUSS &
BLOCKING.
SCALE:
DETAIL
N.T.S.
2
S3.0 SCALE:
DETAIL
N.T.S.
3
S3.0
SEE ARCH. DWGS.
NOTE: REFER TO ARCHITECTURAL
DRAWINGS FOR VENTING.
CMU WALL,
SEE PLAN.
2x CONT.
FASCIA w/ (2)
16d NAILS.
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.EMBEDMENT LINE SCALE:
SECTION
3/4"=1'-0"
5
S3.0
SEE ARCH. DWGS.
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
SEE ARCH.
NOTE: REFER TO ARCHITECTURAL
DRAWINGS FOR VENTING.
2x CONT.
FASCIA w/ (2)
16d NAILS.
DIAPHRAGM
BOUNDARY
NAILING w/ 10d.
RING SHANK
NAILS @ 4"o.c.
2x4 MIN.
TOP CHORD2x SOLID BLOCKING (SNUG FIT)
w/ (2) 12d TOE NAIL EACH END.
SEE ARCH. DWGS. FOR REQ'D
ROOF VENTING.
UPLIFT TIE DOWN . SEE
PLAN AND SCHEDULE.
8" CMU
WALL
SOLID
GROUTED
2x4 SOLID
BLOCKING w/ (2)
12d NAIL EA. END.
# 4 HAIR PIN @
16"o.c. MIN. (TYP.)
2"x6" PT SOLID
BLOCKING w/ (2) 16d
NAILS EA. END AND
(3) 0.145"Ø, 1 -1/2"
PENETRATION PINS
TO CONCRETE
2x4 PT x CONT.
w/ 1/4"Ø x 3-1/4"
LG. TAPCONS
@ 16"o.c.
UPLIFT STRAP
SEE PLAN
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
2x CONT. FASCIA
w/ (2) 16d NAILS.
DIAPHRAGM
BOUNDARY
NAILING w/ 10d. RING
SHANK NAILS @ 4"o.c.
SEE ARCH. DWGS.
2x4 PT x CONT. w/
1/4"Ø x 3-1/4" LG.
TAPCONS @ 16"o.c.
BOND BEAM. SEE
PLAN AND SCHEDULE.
2x4 PT x CONT. w/
1/4"Ø x 3-1/4" LG.
TAPCONS @ 16"o.c.CONC. BEAM. SEE
PLAN AND SCHEDULE.
2x6 PT SOLID BLOCKING
(SNUG FIT) w/ (1) 12d TOE
NAIL EACH END, AND (3)
0.145"Ø PINS TO CONC.
2x6 PT SOLID BLOCKING
(SNUG FIT) w/ (1) 12d TOE
NAIL EACH END, AND (3)
0.145"Ø PINS TO CONC.
2x SOLID BLOCKING (SNUG FIT)
w/ (2) 12d TOE NAIL EACH END.
SEE ARCH. DWGS. FOR REQ'D
ROOF VENTING.
DIAPHRAGM BOUNDARY
w/ 10d NAILS @ 4"o.c
UPLIFT TIE DOWN (BEYOND)
AT EACH TRUSS. SEE PLAN
AND SCHEDULE.
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
SEE ARCH.
DIAPHRAGM
BOUNDARY
NAILING w/ 10d.
RING SHANK
NAILS @ 4"o.c.
2x SOLID BLOCKING (SNUG FIT)
w/ (2) 12d TOE NAIL EACH END.
SEE ARCH. DWGS. FOR REQ'D
ROOF VENTING.
DIAPHRAGM BOUNDARY
w/ 10d NAILS @ 4"o.c
UPLIFT TIE DOWN (BEYOND)
AT EACH TRUSS. SEE PLAN
AND SCHEDULE.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
ROOF SECTIONS
S3.0
TOP OF BOTTOM
CHORD MEMBER 6"==2x6 MINIMUM
VERTICAL WEB
5"
2 1/2"
PL. 1/4" THK.
EACH FACE.
1/4"TYP.
2 1/2"
PRE ENG. GIRDER.
(MINIMUM 3 PLY)6"6"(4) 3/4"Ø THRU BOLTS
INTO VERTICAL WEB.2"1/2" PLATE w/ (3) 3/4"Ø x
7" LONG WELDED
HEADED STUD2 1/2"7"2 1/2"7 1/2"7"SCALE:
DETAIL
3/4"=1'-0"
3
S3.1
COORDINATE
WIDTH w/ TRUSS
MANUFACTURER
3"4"2"1'-1"3"4"2"1'-1"2-1/2"2-1/2"4"4"GIRDER TRUSS
STEEL 1/4" SIDE PLATES
w/ (3) 3/4"Ø THRU BOLTS.
TYP.1/4"
TYP.1/4"
STEEL COLUMN. SEE
PLAN AND SCHEDULE.
H
H
SECTION H-H
STEEL 1/2" CAP PLATE
SCALE:
SECTION
3/4"=1'-0"
1
S3.1 SCALE:
DETAIL
3/4"=1'-0"
2
S3.1COORDINATEWIDTH w/ TRUSSMANUFACTURERTYP.1/4"
PLAN
NOTE: MINIMUM 2 PLY G.T.
5"
1/4"3"9"2"1/2"PLATE 1/4" WELDED BUCKET
w/ (3) 3/4"Ø THRU BOLTS
PLATE 1/2" BOTTOM PLATE2"6"COORDINATE WIDTH
OF BUCKET W/ FRAMING
MEMBER
2"3"3"PRE ENG. GIRDER TRUSS
VERIFY BTM. CHORD SIZE
TOP OF BOTTOM
CHORD MEMBER
BOLTS INTO
VERTICAL WEB
WALL GIRDER w/ MIN. 2"x6"
VERTICAL WEB MEMBER(S).
AT BRACKET LOCATION
TYP.1/4"
1/4"
NOTE: MINIMUM 2 PLY G.T.
HSS - COLUMN
SEE PLAN & SCHEDULE
AH UNIT MOUNTING DETAIL
TRUSS BOTTOM CHORDPROVIDE 3/4" CDX PLYWOOD
SERVICE FLOORING TO SERVICE
AHU PLYWOOD BEARS OVER TOP
OF BOTTOM CHORDS AND
FASTENED w/ 8d's @ 6"o.c.
AIR HANDLING UNIT
WEIGHT= 400 lbs MAX.
UNISTRUT CHANNEL P3000
1/2"1/2"
STEEL ANGLE 3x3x1/4 x8"
W/ (3) 3/8"Ø THROUGH BOLTS
TRUSS BOTTOM CHORD
AHU HANGER:
3/8"Ø HEADED RODS AT
UNDERSIDE.
THREADED END AT TOP,
SECURE WITH NUT
(WELDED OR OTHERWISE
LOCKED TO ROD)
4 TOTAL TO SECURE TO 2
TRUSSES.
SCALE:
DETAIL
3/4"=1'-0"
4
S3.1SCALE:
SECTION
3/4"=1'-0"
4
S3.0
UPLIFT TIE-DOWN,
SEE PLAN AND
SCHEDULE
CONT. 2x12 PT. LEDGER
FASTENED w/ 3/4"Ø x 8" LG.
SIMPSON TITEN HD SPACED @
12"o.c. MAX. INTO GROUNT FILL
CELL AND AT 6"o.c. FROM ENDS
5/8" CDX EXT. RATED
PLYWOOD ON
PRE-ENG. WOOD
TRUSSES @ 24"o.c.
2x4 PT FASTENED
w/ 1/4"Ø x 3-1/4"
TAPCONS @
12"o.c.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
TRUSS DETAILS
S3.1
TYPICAL DUR-O-WALL DETAILTYPICAL TIE BEAM DROP AT OPENINGS
8"
8"EXTEND DROP OF TIE
BEAM 8" BEYOND SIZE OF
OPENING AT EACH END
OPENING FOR WINDOW,
DOOR OR SLIDING DOOR.
SEE FLOOR PLAN &
ELEVATIONS
ADD 2#5
REINFORCEMENT BARS
FOR EVERY 12" OF DROP
STIRRUPS (REFER TO TIE
BEAM SCHEDULE)
DROP TIE BEAM
@ WINDOW AND
DOOR
OPENINGS
UNLESS NOTED
OTHERWISE
9 GAUGE DUR-O-WALL HORIZONTAL
REINFORCEMENT EVERY OTHER
COURSE (LADDER TYPE)
REINFORCED
FILLED CELL SEE
PLAN FOR SIZE AND
SPACING.
9 GAUGE DUR-O-WALL
HORIZONTAL
REINFORCEMENT
EVERY OTHER
COURSE (LADDER
TYPE)
8"x8"x16"
CONCRETE
MASONRY UNITS
8"x8"x16"
CONCRETE
MASONRY
UNITS
SCALE:
DETAIL
3/4"=1'-0"
1
S4.0 SCALE:
DETAIL
3/4"=1'-0"
2
S4.0
TIE BEAM ELEVATION CHANGE
TIE BEAM.
SEE PLAN &
SCHEDULE.
TIE BEAM.
SEE PLAN &
SCHEDULE.
TIE BEAM REINF. w/ HOOKS.
FILLED CELL
REINF.SEE PLAN.
TIE BEAM REINF.
w/ HOOKS.
(4) #5 Z-BARS
w/ 30" HOOKS.
#3 TIES @ 8"o.c.
SCALE:
DETAIL
3/4"=1'-0"
3
S4.0
14'-0"o.c. (MAX.)
DISCONTINUE
JOINT REINF.
REINFORCED
CELL
JOINT REINF.
℄ CONTROL
JOINT
14'-0"o.c. (MAX.)
MASONRY PRIVACY WALL
CONTROL JOINT DETAIL.
PLAN VIEW
SCALE:
DETAIL
3/4"=1'-0"
4
S4.0
(2) VERT. BARS
8" CMU2 1/2"TYP.SEE NOTE BELOW.
NOTE: REINFORCING INDICATED AS TWO BARS PER CELL SHALL BE
POSITIONED EACH FACE USING DUR-O-WAL 'DA816' REBAR
POSITIONER OR APPROVED EQUAL. POSITIONER TO BE PLACED AT
TOP OF FIRST COURSE EA. FLOOR , BELOW THE LAST COURSE EA.
FLOOR AND AT MAXIMUM SPACING OF 200 x BAR DIAMETER (INCHES)
DOUBLE REINFORCED
MASONRY WALL DETAIL
VARIES
#9 LADDER TYPE CMU HORIZONTAL
JOINT REINF. SHALL EXTEND INTO
CONCRETE COLUMN A MINIMUM OF
6" (TYP. AT ALL LOCATIONS)
CMU WALL
VERTICAL REINF.
PER COLUMN SCHEDULE
CMU WALL
TIES PER
COLUMN
SCHEDULE
LAP SPLICE = 48 BAR
DIAMETER
CONCRETE COLUMN DETAIL
VERTICAL REINFORCING IN
GROUT FILLED CELL. SEE
PLAN & NOTES.
RUNNING BOND MASONRY
CONSTRUCTION BLOCK
UNITS SHALL TIE
ALTERNATELY AT WALL
INTERSECTION
#9 LADDER
REINFORCING AT
EVERY OTHER
COURSE
RUNNING BOND MASONRY
CONSTRUCTION BLOCK
UNITS SHALL TIE
ALTERNATELY AT WALL
INTERSECTION
SCALE:
DETAIL
3/4"=1'-0"
5
S4.0 SCALE:
DETAIL
3/4"=1'-0"
6
S4.0
SCALE:
DETAIL
3/4"=1'-0"
7
S4.0
SCALE:
DETAIL
3/4"=1'-0"
9
S4.0SCALE:
SECTION
1/2"=1'-0"
8
S4.0
LAP REINF. WITH
WALL ABOVE. (IF
WALL ABOVE
EXISTS)
CONC. TIE BEAM
TYP.
SEE PLAN FOR
REINF.
CONC. TIE BEAM /
TOP OF
FOUNDATION (TYP.)
REINF. SEE PLAN.
HOOK REINF. INTO
FOUNDATION IF
NO WALL BELOW.
OTHERWISE
REINF. FROM
WALL BELOW.
NOTES:
1.PROVIDE TRUSS TYPE 9 GAGE WIRE
HORIZONTAL JOINT REINF. @16"o.c. EVERY
OTHER COURSE.
2.PROVIDE MATCHING VERTICAL BAR FOR FULL
HEIGHT AT WALL ENDS.
3.ALL CELLS WITH REINFORCEMENT MUST BE
GROUTED SOLID.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
CMU DETAILS
S4.0
MARK 'W' X 'D'
SIZE
F O O T I N G S C H E D U L E
REINFORCING REMARKS
TE-1 8" x 12" x CONT.(1) # 5 MID DEPTH
F-40 4'-0" x 4'-0" x 14"(6) # 5 TOP & BOTT. EA. WAY
F-60 6'-0" x 6'-0" x 16"
NOTES:
FOOTING INDICATED IN FLOOR PLAN w/ "M" MEANS THAT FOOTING CAN BE POURED MONOLITHICALLY w/ SLAB ON GRADE.
TE-2 12" x 16" x CONT.(3) # 5 BOTTOM, (2) # 5 TOP
MF-18 (2) # 5 CONT. BOTT., & (2) # 4 CONT. TOP18" x 16" x CONT.
(7) # 5 TOP & BOTT. EA. WAY
-
-
-
-
MF-24 (3) # 5 CONT. BOTT., & (2) # 4 TOP PLUS # 4 @ 12" TRANSV. BOTTOM.
-
-
MF-36
-
20 BAR DIAMETERS
TYP. COLUMN REINFORCING DETAIL
TERMINATE
VERTICAL COLUMN
REINFORCING WITH
HOOK WHERE
APPLICABLE
TIE SPACING SEE
SCHEDULE
SPLICE LENGTH
SEE ACI 318
SPLICE LENGTH
SEE ACI 318
DOWELS SHALL BE SAME
SIZE & NUMBER AS COL.
REINF. SEE SCHEDULE
VERT. COLUMN
REINFORCING SEE
SCHEDULE
VERT. COLUMN
REINFORCING SEE
SCHEDULE
FOUNDATIONFOUNDATION
SLAB SLABSEE
PLAN
SEE
PLAN
SEE
PLAN
SCALE:
DETAIL
3/4"=1'-0"
3
S5.0
O T H E R B A R ST O P B A R S
LAP
LD
LT2
CLASS
#3
SIZE
BAR
LD
LD
LT2
LD
LD
LT2
LT2
#4
#5
#6
LD
LT2
LT2
LD
LT2
#8
#9
#7
f'c = 4000 PSI, NORMAL CONC.
1 2 1 2
CATEGORYCATEGORY
18 28 14 21
24 36 18 28
25 37 19 28
32 48 25 37
31 46 24 36
40 60 31 46
37 55 28 43
48 72 37 55
54 81 42 62
70 105 54 81
62 92 47 71
80 120 62 92
69 104 53 80
90 135 69 104
TYPICAL TENSION EMBEDMENT DETAIL
CONCRETE
FACE OF
BAR
SIZE
23"16"# 8
# 9 26" 18"
# 6
# 7
# 4
# 5
20"
17" 12"
14"
12"
TOP
14"
BOT
10"
8"
f'c = 3000 psi
17"20" 14"12"
15"21"20" 14"
10"
12"17"
14"
16"
13"
BOT
7"
9"
10"
TOP
13"
9"
TOP
12"
9"
11"
BOT
6"
8"
f'c = 5000 psif'c = 4000 psi
12 BARDIAMETERTENSION EMBEDMENT
LAP SPLICE SCHEDULE
TENSION EMBEDMENT LENGTH
(with std. hook) SCHEDULE
SCALE:
DETAIL
3/4"=1'-0"
1
S5.0
FASTEN WINDOW or DOOR FRAME
w/ TAPCONS THRU FRAME AND PT.
BUCK INTO CMU or CONC. IN
ACCORDANCE w/ FINAL
MANUFACTURERS PRODUCT
NOTICE OF ACCEPTANCE.
REINFORCED CMU
OR CONCRETE
POURED JAMB OR
HEADER.
BED OF CAULKING.
FASTEN WINDOW FRAME w/
TAPCONS THRU FRAME AND PT.
BUCK INTO CMU OR CONC. IN
ACCORDANCE w/ FINAL
MANUFACTURERS PRODUCT
NOTICE OF ACCEPTANCE.
2 x 4 or 2 x 6 PT. BUCK
FASTENED w/ 1/4"Ø x 3-1/4"
LG TAPCONS @ 12"o.c. AND
4" FROM CORNERS. VERIFY
FASTENERS w/ FINAL
PRODUCT NOTICE OF
ACCEPTANCE.
REINFORCED CMU OR
CONCRETE POURED
JAMB OR HEADER.
2 x 4 or 2 x 6 PT. BUCK FASTENED
w/ 1/4"Ø x 3-1/4" LG TAPCONS @
12"o.c. AND 4" FROM CORNERS.
VERIFY FASTENERS w/ FINAL
PRODUCT NOTICE OF ACCEPTANCE.
GARAGE DOOR JAMB
REINFORCED CMU OR
CONCRETE POURED
JAMB OR HEADER.
GARAGE DOOR
2 x 6 PT. BUCK FASTENED
w/ 1/2"Ø EXP. BOLTS @
12"o.c. AND 4" FROM
CORNERS, 5-1/2" EMBED.
VERIFY FASTENERS w/
FINAL PRODUCT NOTICE
OF ACCEPTANCE.
FASTEN DOOR FRAME IN
ACCORDANCE w/ FINAL
MANUFACTURERS
PRODUCT NOTICE OF
ACCEPTANCE.
WINDOW or DOOR JAMB / HEAD
SCALE:
TYPICAL BUCK DETAIL
3/4"=1'-0"
2
S5.0
WINDOW SILL
GENERAL NOTES:
1. DESIGN CRITERIA:
THE FLORIDA BUILDING 2020 7TH EDITION. ASCE 7-16
A. DESIGN LOADS:SUPER IMPOSED
ROOF LL 30 PSF DL 25 PSF
FIRST FLOOR LL 40 PSF DL 35 PSF
GARAGE FLOOR LL 50 PSF
BALCONY (UNDER 100sqft) LL 60 PSF DL 30 PSF
B. WIND LOADS: ASCE 7-16
BASIC WIND SPEED, V= 170 MPH
RISK CATEGORY II
EXPOSURE CATEGORY 'D'
INTERNAL PRESSURE COEFFICIENT GCpi = ± 0.18
Kd (DIRECTIONAL FACTOR) = 0.85
2. FOUNDATION:
a) ALL EARTHWORK SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS OUTLINED IN THE GEOTECHNICAL REPORT.
SOIL BEARING CAPACITY = 2500 PSF.
b) TOP SOIL AND ALL ORGANIC AND DELETERIOUS MATERIAL SHALL BE COMPLETELY REMOVED AT LEAST FIVE FEET BEYOND
THE EXTERIOR OF EACH BUILDING. CLEAN WELL GRADED SAND SHALL BE USED FOR BACK FILL, INSTALLED IN MAXIMUM OF 9"
LIFTS. EACH LIFT OF FILL SHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR DENSITY DETERMINED IN ACCORDANCE
WITH ASTM D-1557. THE SOIL REPORT WAS PREPARED BY:
COMPANY NAME: GFA INTERNATIONAL.
ADDRESS: ............. 3902 DUNESIDE DRIVE, FT. PIERCE, FL 34949.
REPORT DATE: ..... JANUARY 8, 2014.
3. STRUCTURAL STEEL:
a) SHALL CONFORM TO ASTM DESIGNATIONS A-36, A-325, A-500 AS APPLICABLE AND AISC 360-16 SPECIFICATIONS FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. BOLTS AND WELDING MATERIALS SHALL
CONFORM TO APPLICABLE PROVISIONS OF AISC SPECIFICATIONS, AND AWS RECOMMENDATIONS.
b) FIELD CONNECTIONS SHALL BE WELDED OR BOLTED AS SPECIFIED. SHOP WELDING OR WHERE FIELD WELDING IS REQUIRED
SHALL BE CERTIFIED WELDERS ONLY. ALL STRUCTURAL STEEL SHALL RECEIVE ONE SHOP COAT OF RUST INHIBITIVE PRIMER
PAINT UNLESS NOTED OTHERWISE.
c) THE FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW AND ACCEPTANCE PRIOR TO FABRICATION.
d) ANCHOR BOLTS SHALL BE SIZED TO PROVIDE A MINIMUM 8" EMBEDMENT INTO FOOTING.
e) ALL FIELD WELDS AND SHOP WELDS SHALL BE DONE BY A CERTIFIED AWS WELDER, AS PER FBC.
f) STRUCTURAL SHAPES:W - beams . . . . . . . . . . Fy = 50 ksi
HSS - rectangle . . . . . . . . Fy = 46 ksi
HSS - round . . . . . . . . . . Fy = 42 ksi
L - angles . . . . . . . . . Fy = 36 ksi
C - channels . . . . . . . Fy = 36 ksi
4. CONCRETE:
a) ALL CONCRETE UNLESS OTHERWISE SHOWN:
f'c = 3,000 PSI FOR SLAB ON GRADE, FOOTINGS, TIE BEAMS AND TIE COLUMNS.
f'c = 4,000 PSI FOR COLUMNS AND WALLS.
f'c = 5,000 PSI FOR ELEVATED BEAMS, SLABS AND STAIRS (5 BAG PER YARD MINIMUM, #57 COARSE AGG.) WITH A MAXIMUM
0.40 WATER / CEMENT RATIO.
b) SUBMIT MIX DESIGN FOR ACCEPTANCE PRIOR TO CONCRETE PLACEMENT.
c) CONCRETE EXPOSED TO WEATHER SHALL HAVE A MAXIMUM 0.40 WATER / CEMENT RATIO, AND ALSO HAVE A CORROSION
ADMIXTURE.
d) NON-METALLIC, NON-SHRINK GROUT SHALL BE 7,000 PSI COMPLYING WITH CE-CRD-C621.
5. CONCRETE CONSTRUCTION:
ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE STANDARD: "BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-14). STRENGTH DESIGN METHOD.
6. CONCRETE COVER:
a) FOOTINGS AND FOUNDATION PADS PLACED AGAINST THE GROUND 3".
b) CONCRETE SURFACE AFTER REMOVAL OF FORMS EXPOSED TO WEATHER OR GROUND:
No. 5 OR SMALLER 1-1/2"
No. 6 OR LARGER 2"
c) CONCRETE NOT EXPOSED TO WEATHER OR GROUND:
SLABS AND WALLS 3/4"
BEAMS AND GIRDER TIES 1-1/2"
COLUMN TIES 1-1/2"
7. REINFORCING STEEL:
a) REINFORCING STEEL SHALL BE NEW BILLET BARS CONFORMING TO: ASTM A-615 GRADE 60 (#3 THRU #11) fy = 60000 PSI
b) ALL TERMINATING TOP REINFORCING BARS SHALL END WITH A HOOK.
8. DETAILING AND FABRICATION OF REINFORCING:
a) UNLESS OTHERWISE NOTED, SHALL FOLLOW ACI-315.
b) SUBMIT SHOP DRAWINGS FOR REVIEW AND ACCEPTANCE PRIOR TO FABRICATION.
9. PLACING AND SUPPORTS OF REINFORCING BARS:
SHALL FOLLOW CRSI "RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS, INCLUDING 1983 SUPPLEMENT" AND
ACI-315.
10. CORNER BARS:
PROVIDE #5 x 3'-0" x 3'-0" CORNER BARS AT EXTERIOR CORNERS OF BEAMS AND WALLS. ONE FOR EACH HORIZONTAL LAYER OF
REINFORCING
11. WELDED WIRE MESH:
A. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 OR A-497 AS APPLICABLE.
B. PROVIDE SUPPORTS FOR WELDED WIRE MESH @ 3'-0"o.c. EACH WAY, MAX.
12. CONCRETE MASONRY UNITS:
a) THE LOAD BEARING MASONRY WALLS ARE DESIGNED IN ACCORDANCE WITH THE SPECIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY BY THE NATIONAL CONCRETE MASONRY ASSOCIATION AND
BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES - ACI 530-14.
b) MINIMUM COMPRESSIVE STRENGTH OF LOAD BEARING MASONRY UNITS SHALL BE 1900 PSI (ASTM C90-90, GRADE N)
MASONRY CEMENT (MORTAR) SHALL COMPLY WITH ASTM C91 AND SHALL ACHIEVE A MINIMUM COMPRESSIVE STRENGTH OF
2500 PSI (ASTM C270, TYPE M). f'm = 1,500 PSI.
c) MASONRY SHALL BE PLACED PRIOR TO PLACING CONCRETE COLUMNS.
d) ALTERNATE HORIZONTAL JOISTS SHALL BE REINFORCED WITH #9 GAUGE GALVANIZED LADDER TYPE REINFORCING
CONFORMING TO ASTM A82 CONTINUOUS IN ALL 8" CONCRETE MASONRY WALLS. THESE SHALL LAP INTO THE CONCRETE
COLUMNS.
e) AT ALL WALL ENDS, INTERSECTIONS, CORNERS AND ON EACH SIDE OF WALL OPENINGS, IF A COLUMN IS NOT SHOWN
PROVIDE 1 #5 VERTICAL AND GROUT THE REINFORCED CELL OF THE BLOCK. USE DOWELS AND MAINTAIN CONTINUITY WITH
THE STRUCTURE ABOVE. TERMINATE BAR WITH A STANDARD HOOK INSIDE THE CONCRETE BEAM AT TOP OF THE WALL.
f) PROVIDE CLEAN OUT OPENINGS FOR EACH GROUTED CELL.
g) SUBMIT CERTIFICATION OF COMPLIANCE WITH ASTM SPECIFICATIONS FOR THE CMU, MASONRY CEMENT, AND REINFORCING
PRIOR TO DELIVERY TO THE SITE. H. ALL LAP SPLICES 48 BAR DIAMETER.
i) PROVIDE COURSE GROUT IN ACCORDANCE w/ ASTM C476 f'c = 2500 PSI SLUMP ± 8"
17. OPENINGS IN STRUCTURAL MEMBERS:
a) HOLES AND OPENINGS REQUIRED ARE SHOWN ON THESE DRAWINGS.
b) NO OTHER OPENINGS OR HOLES IN ANY STRUCTURAL MEMBER ARE PERMITTED WITHOUT WRITTEN AUTHORIZATION OF THE
ARCHITECT OR ENGINEER.
c) ALL ROUGH OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL, OR PLUMBING EQUIPMENT; OR WINDOWS,
DOORS OR OTHER ARCHITECTURAL FEATURES SHALL BE VERIFIED WITH THE ACTUAL PURCHASED ITEM PRIOR TO PROCEEDING
WITH THE STRUCTURAL WORK AFFECTED. NOTIFY THE ARCHITECT IF DIMENSIONAL REQUIREMENTS VARY FROM THOSE
INDICATED.
19. CURING COMPOUND
PROVIDE CURING COMPOUND FOR ALL SLABS " AQUA KURE " BY LAMBERT CORPORATION OR ACCEPTED EQUAL.
20. FORM WORK
ALL FORM WORK AND SHORING SHALL BE DESIGNED IN ACCORDANCE WITH ACI 347 (GUIDE TO FORM WORK FOR CONCRETE)
THE CONTRACTOR SHALL ENGAGE A PROFESSIONAL ENGINEER EXPERIENCED AT FORM WORK DESIGN TO PREPARE DRAWINGS
AND CALCULATIONS FOR SUBMISSION AND APPROVAL BY THE COUNTY PRIOR TO THE PLACEMENT OF CONCRETE.
21. SHOP DRAWINGS:
SHOP DRAWINGS SUBMITTED FOR STRUCTURAL REVIEW SHALL CONSIST OF TWO SETS OF PRINTS AND ONE SET OF
REPRODUCIBLE. DRAWINGS SHALL BEAR THE CONTRACTORS APPROVAL STAMP ACCEPTING RESPONSIBILITY FOR DIMENSIONS,
QUANTITY AND COORDINATION WITH ALL DISCIPLINES. NO CHANGES OR DEVIATIONS FROM THE CONTRACT DOCUMENTS ARE
ACCEPTED UNLESS EACH IS CLEARLY IDENTIFIED AS SUCH, AND EACH IS SPECIFICALLY ACCEPTED OR REJECTED. ANY
ACCEPTED CHANGE OR DEVIATION FOR REVISION OF THE PERMITTED CONSTRUCTION DOCUMENTS OR VALUE ENGINEERING
COST SAVINGS IS SUBJECT TO A REDUCTION OF THE CONTRACT LUMP SUM. ONLY ONE MARKED UP SET WITH THE
STRUCTURAL ENGINEERS COMMENTS WILL BE RETURNED TO THE CONTRACTOR. ALLOW TWO WEEKS TIME FOR SHOP
DRAWING REVIEW BY UNISON STRUCTURAL DESIGN SHOP DRAWINGS SHALL BE SUBMITTED AT TIME OF PERMITTING.
22. SPECIAL INSPECTIONS:
a) SPECIAL INSPECTIONS SHALL BE PROVIDED FOR STEEL FRAMING AS PER SECTION 2218.2 OF THE FLORIDA BUILDING CODE.
b) SPECIAL INSPECTIONS SHALL BE PROVIDED VERIFYING THE SOIL COMPACTION AS PER SECTION 1820.3.1 OF THE FLORIDA BUILDING CODE.
c) SPECIAL INSPECTIONS SHALL BE PROVIDED FOR THE REINFORCED CONCRETE MASONRY UNITS AS PER SECTION 2122.4 OF THE FLORIDA
BUILDING CODE.
13. PRE ENGINEERED WOOD TRUSSES:
a) SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION AND THE DESIGN SPECIFICATION
FOR METAL PLATE CONNECTED WOOD TRUSSES.
b) TRUSSES SHALL BE BRACED DURING ERECTION AND PERMANENTLY IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTES
PUBLICATION BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT- 76).
c) THE JOIST DESIGN SHALL COMPLY THE FLORIDA BUILDING CODE.
d) THE JOIST DESIGNER SHALL SUBMIT COMPUTATIONS AND DRAWINGS INDICATING LAYOUT AND ALL REQUIRED CONNECTIONS,
BRIDGING, AND CROSS BRACING BEARING THE SEAL OF A FLORIDA REGISTERED ENGINEER.
14. WOOD CONSTRUCTION:
ALL TIMBER CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF "THE AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION" LATEST EDITION. WOOD COLUMNS AND BEAMS SHALL BE SOUTHERN PINE, NO. 2 GRADE, SURFACE DRY WITH
19% MAXIMUM MOISTURE CONTENT. Fb = 1200 PSI MINIMUM, E = 1,600,00 PSI, Fv = 95 PSI. STUDS AND GENERAL ROUGH
CARPENTRY SHALL BE HEM FIR OR SOUTHERN PINE CONSTRUCTION GRADE. Fb = 825 PSI, E = 1,200,000 PSI, Fv = 90 PSI OR
APPROVED BY THE ENGINEER IN ADVANCE. CROSS BRIDGING SHALL BE PROVIDED OR APPROVED BY THE ENGINEER IN
ADVANCE. CROSS BRIDGING SHALL BE PROVIDED OR APPROVED BY THE ENGINEER IN ADVANCE. CROSS BRIDGING SHALL BE
PROVIDED AT 10'-0" o.c. MAXIMUM FOR ALL JOISTS AND RAFTERS MORE THAN 8" IN DEPTH USE 2" X 3" OR AN APPROVED
BRIDGING. 2 x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS. PLYWOOD SHALL BE
EXTERIOR TYPE WITH EXTERIOR GLUE (CDX) DFPA TRADEMARK STAMPED AND CONFORMING TO PS-1-83. ALL STRUCTURAL
LUMBER AND FASTENINGS SHALL CONFORM TO THE "NATIONAL DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER CUT AND
ITS FABRICATION". FOLLOW MINIMUM RECOMMENDED FASTENING SCHEDULE, FLORIDA BUILDING CODE UNLESS OTHERWISE
NOTED ON THE PLAN. WORKMANSHIP SHALL BE FIRST CLASS IN ALL RESPECTS AND MEET THE REQUIREMENTS OF A
STANDARD GOOD PRACTICE NORMAL TO THE TRADE. PLYWOOD MAY BE NAILED WITH THE USE OF AIR POWERED GUNS
EXCEPT WHERE NOTED OR SHOWN OTHERWISE. THE NAIL SHALL BE DRIVEN BUT IN NO CASE SHALL THE DRIVING OF THE NAILS
BREAK OR SPLIT THE FACE PLY OF THE PLYWOOD SHEET. PLYWOOD SHEETS WITH BROKEN OR SPLIT FACES SHALL BE
REMOVED AND NEW SHEETS PLACED AS DIRECTED, ALL AT THE EXPENSE OF THE CONTRACTOR. LIGHT GAUGE STRUCTURAL
CONNECTORS SPECIFIED ON THE DRAWINGS ARE AS SHOWN ON DRAWINGS. EQUIVALENT APPROVED CONNECTORS WITH
IDENTICAL DIMENSIONS WHERE NECESSARY AND EQUAL OR GREATER LOAD CAPACITIES ARE ACCEPTABLE AS ALTERNATES.
15. DIMENSIONED LUMBER, HEAVY TIMBER, & ROUGH CARPENTRY:
a) SHALL COMPLY WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.
fb =1200 PSI MINIMUM. SOUTHERN PINE #2
b) FOR MINIMUM NAILING REQUIREMENTS NOT SPECIFIED ON DRAWINGS, REFER TO F.B.C. FASTENING SCHEDULE AND HIGH
VELOCITY HURRICANE ZONE FOR APPLICABLE INCREASES.
c) ALL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL.
16. PLYWOOD:
a) SHALL COMPLY WITH THE PLYWOOD DESIGN SPECIFICATION BY THE AMERICAN PLYWOOD ASSOCIATION.
b) PLYWOOD SHEATHING SHALL BE 5/8", APA RATED SHEATHING, EXTERIOR, 48/24 PANEL IDENTIFICATION. UNLESS NOTED
OTHERWISE.
c) PROVIDE BLOCKING AT ALL PLYWOOD PANEL JOINTS.
INSPECTION PLANS
a. SPECIAL INSPECTOR STATEMENT OF INTENT AND INSPECTION PLAN FOR REINFORCED UNIT
MASONRY INSPECTION.
STRUCTURAL ENGINEER SHALL INSPECT THE ENTIRE “REINFORCED UNIT MASONRY” SYSTEM FOR THIS BUILDING, INCLUDING
BUT NOT LIMITED TO THE FOLLOWING:
1.MASONRY UNITS, MORTAR, GROUT AND REINFORCING STEEL MEET SPECIFICATIONS.
2.DOWELS PROPERLY PLACED, WITH ADEQUATE LAPPING.
3.STEEL AND COLUMNS TIES IN COLUMNS, PILASTERS, AND BEAM ELEVATION TRANSITIONS PROPERLY PLACED, LAPPED AND
TIED.
4.MASONRY FIELD WORK: HEAD AND BED JOINTS, HORIZONTAL JOINT REINFORCING INSTALLED CORRECTLY, CELLS FREE OF
EXCESSIVE MORTAR FINS, WALLS LEVEL AND PLUMB WITHIN TOLERANCES.
5.VERIFY GROUT SLUMP, PROPER CONSOLIDATION OF GROUT, AND PROPER LOW OR HIGH-LIFT GROUTING PROCEDURES WERE
FOLLOWED.
6.CORRECT EMBEDMENT OF REINFORCING STEEL, BOLT, TIES, ETC.
7.COMPLIANCE WITH ACI 530/ASCE 5 AND COMMENTARIES; THE APPROVED PLANS AND FBC 2122, R4407.5.
8.VERIFY SPOT SURVEY AND ELEVATION CERTIFICATE HAVE BEEN APPROVED BY THE CITY OF FORT LAUDERDALE, PRIOR TO
TIE BEAM INSPECTIONS.
9.INSPECTION REPORT LOGS WILL BE MAINTAINED AT JOB SITE FOR STEEL INSPECTIONS.
10. CITY INSPECTIONS: CONTRACTOR SHALL CALL FOR FOUNDATION, SLAB, COLUMN AND BEAM INSPECTIONS. SPOT SURVEY
MUST BE APPROVED BY THE CITY OF FORT LAUDERDALE PRIOR TO PLACING TIE BEAM CONCRETE.
THIS INSPECTION PLAN TO BE FOLLOWED UP BY AN INSPECTION CERTIFICATE FOR REINFORCED UNIT MASONRY THAT ATTESTS
TO THE ABOVE, WHICH SHOULD BE SUBMITTED TO THE BUILDING INSPECTOR AT THE TRUSS INSPECTION AND MUST BE
SUBMITTED PRIOR TO THE FRAMING INSPECTION.
b. SPECIAL INSPECTOR STATEMENT OF INTENT AND INSPECTION PLAN FOR STRUCTURAL STEEL AND CONNECTION INSPECTION.
STRUCTURAL ENGINEER SHALL INSPECT THE ENTIRE “STRUCTURAL STEEL AND CONNECTIONS” SYSTEM FOR THIS BUILDING,
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
1.INSPECT STRUCTURAL STEEL PRIOR TO CONCEALMENT TO VERIFY GRADE, SIZES, CONNECTIONS, STRAIGHTNESS AND FINISH.
CHECK WITH CONTRACT DOCUMENTS AND REVIEWED SHOP DRAWINGS.
2.INSPECT SETTING OF ANCHOR BOLTS, EMBEDS AND OTHER MISCELLANEOUS STRUCTURAL ITEMS PRIOR TO CONCRETING.
VERIFY SIZE, QUANTITY AND FINISH.
3.INSPECT CONNECTIONS FOR THE FOLLOWING:
3.1. BOLTED CONNECTIONS: TYPE, SIZE AND NUMBER OF BOLTS. CHECK THAT BOLTS ARE
CLEAN & LUBRICATED AND HAVE PROPER WASHERS AND THAT THEY CONFORM TO THE
SPECIFICATIONS.
3.2. WELDED CONNECTIONS: VISUAL EXAMINATION OF ALL FIELD WELDS. VERIFY THAT
WELDERS ARE AWS CERTIFIED. VERIFY THAT WELDS ARE CLEAN, FREE FROM SLAG AND
RUST PROTECTION HAS BEEN APPLIED AS PER SPECIFICATIONS.
THIS INSPECTION PLAN TO BE FOLLOWED UP BY AN INSPECTION CERTIFICATE FOR REINFORCED UNIT MASONRY THAT ATTESTS
TO THE ABOVE, WHICH SHOULD BE SUBMITTED TO THE BUILDING INSPECTOR AT THE TRUSS INSPECTION AND MUST BE
SUBMITTED PRIOR TO THE FRAMING INSPECTION.
SEE ADD'L SECTIONS & DETAILS FOR BASE & CAP PLATE's INFO.
COLUMN SYMBOLS
#
#
#
#
#
COLUMN BELOW
COLUMN
CONTINUOUS
COLUMN ABOVE
COLUMN ABOVE
COLUMN BELOW
TYPEMARK 'W' x 'D'
SIZE
C O L U M N S C H E D U L E
REINFORCING
VERTICAL
SPACING
TIE REMARKS
1
STEEL
CONC.
HSS 4" x 4" x 3/8"10
1. THE SCHEDULED SIZES ARE MINIMUM STRUCTURAL SIZES FOR REINFORCING STEEL FABRICATION
ADDITIONAL CONCRETE MAY BE REQUIRED FOR ARCHITECTURAL PURPOSES OR TO REACH WINDOW OR DOOR
JAMB. ALL OVERALL COLUMN SIZES SHALL BE VERIFIED WITH ARCHITECTURAL PLANS PRIOR TO FORMING.
BASE PLATE 12"x12"x3/4" w/ (4) 3/4"Ø ANCHOR BOLTS.
(1) # 3 @ 8"o.c.
COLUMN SCHEDULE NOTES:
(4) # 6 -
"D""W"1
8 x 18
MC-1 CMU 12 x 12 (1) # 3 @ 8"o.c.(4) # 6 -
1'-0"1'-0"114"112"112"MC-1
-
24" x 16" x CONT.
36" x 16" x CONT.(4) # 5 CONT. BOTT., & (3) # 4 TOP PLUS # 4 @ 12" TRANSV. BOTTOM.
2 CONC. (1) # 3 @ 8"o.c.(4) # 6 -8 x 24
2
STANDARD
HOOK
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
COLUMNS SCHEDULE
S5.0
8"
MIN. BEARING TYP.D 19"W
1" CLR.2" COVERS3/3S2/3 S3/3S1/3 S1/3 S2/3
S3
MIN. *24D
S1
C
STANDARD 90HOOKD
A
G
S2
2" FOR
FIRST TIE
MIN. *30D
2" COVERCANTILEVER2" COVER18"o.c.(MAX.)18"o.c.(MAX.)18"o.c.(MAX.)2" FOR
FIRST TIE
DOUBLE LAYER BOTTOM
BAR PLACING DIAGRAM
TOP BARS
BTM. BARS
BTM. BARS
A
CONCRETE BEAM BAR PLACING DIAGRAM
E D
A
E F G B
GREATER SPAN GREATER SPAN
ADDITIONAL
(2) #5 BARS
BTM. BARS
ADDITIONAL
(2) #5 BARS
DEEP BEAM
ADDITIONAL REINF.
BARS DESIGNATED "G" ARE TOP CONTINUOUS THRU SPAN WITH 90 DEG. STANDARD HOOK AT
DISCONTINUED END. LAP SPLICE "G" BARS ONLY, AS NECESSARY AND WITHIN CENTER THIRD OF
SPAN (30 DIAMETER) "E" BARS ARE OVER RIGHT SUPPORT AS MEMBER IS READ FROM LEFT TO
RIGHT. "A" BARS (BOTTOM) ARE CONTINUOUS. * SEE REINFORCING LAP SPLICING SCHEDULE.
BEAM SCHEDULE NOTES:
1.THE TOP ELEVATIONS AND DEPTHS INDICATED IN THIS SCHEDULE ARE FOR DETERMINATION OF THE STRUCTURAL ELEVATIONS AND DEPTHS OF BEAMS.
ADDITIONAL CONCRETE MAY BE REQUIRED TO REACH TOP OF SLAB ELEVATIONS OR BOTTOM OF BEAM ELEVATIONS REQUIRED FOR ARCHITECTURAL
REASONS. ALL BEAM BOTTOM ELEVATIONS SHOULD BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS PRIOR TO FORMING. IF THE REQUIRED RISE
EXCEEDS 8", ADD .3) #5 AT 12"o.c. HORIZONTAL IF THE REQUIRED DROP EXCEEDS 6", ADD .3) #4 AT 12"o.c. HORIZONTAL AND #3 STIRRUPS @ 12"o.c. VERTICAL.
2.ARCHED BEAM PROFILE SEE ARCHITECTURAL DRAWINGS. SEE STRUCTURAL DETAIL FOR ADDITIONAL REINFORCING.
3.BEAM DECORATIVE PROFILE SEE ARCHITECTURAL DRAWINGS
4.FOR BEAMS EQUAL OR DEEPER THAN 19" DEEP, SEE "DEEP BEAM ADDITIONAL REINFORCING" DETAIL ABOVE.
5.FOR TIE BEAMS AT CORNERS, INTERSECTIONS, AND BENDS PROVIDE (4) #3 STIRRUPS AT 12"o.c.
B E A M S C H E D U L E
#3 (UNLESS NOTED OTHERWISE)
MARK
REINFOR.NOTE-1
WIDTH
'B'
ELEVATION
NOTE-1
'A''D'
DEPTH
BOTTOMSIZE
'G''C' & 'E'SPACING
STIRRUPS
REMARKS
REINFORCING
TOP
2B-1 _
2B-2
2B-3
8 20+ 9'-4"_(2) # 7
BOT
(2) #6
(2) #5
REINFORCING
PROVIDE 8" MINIMUM BEARING AT EACH SIDE OF OPENING
WIDTH
7'-0" TO 12'-0"16"(2) #5
CLEAR SPAN
FT.
3'-0" TO 7'-0"
DEPTH
12"(2) #5
TOP
#3 @ 6"o.c.
TIES
#3 @ 5"o.c.
(MIN.)
CAST IN PLACED REINFORCED
CONCRETE LINTEL SCHEDULE
MID
REINFORCING
PROVIDE 8" MINIMUM BEARING AT EACH SIDE OF OPENING
WIDTH
8" OR 12"
4'-1" TO 7'-6"16"(2) #5
CLEAR SPAN
FT.
UP TO 4'-0"
DEPTH
8"
TOP(MIN.)
PRE CAST LINTEL SCHEDULE
24"7'-7" TO 12'-0"
BOTT.
(2) #5
(2) #5
(2) #6(2) #5(2) #5
SCALE:
DETAIL
3/4"=1'-0"
2
S5.1
TYPICAL TIE BEAM DROP AT OPENINGS
8"
8"EXTEND DROP OF TIE
BEAM 8" BEYOND SIZE OF
OPENING AT EACH END
OPENING FOR WINDOW,
DOOR OR SLIDING DOOR.
SEE FLOOR PLAN &
ELEVATIONS
ADD 2#5
REINFORCEMENT BARS
FOR EVERY 12" OF DROP
STIRRUPS (REFER TO TIE
BEAM SCHEDULE)
DROP TIE BEAM @
WINDOW AND
DOOR OPENINGS
UNLESS NOTED
OTHERWISE
SCALE:
DETAIL
3/4"=1'-0"
3
S5.1
8" OR 12"
8" OR 12"
8" OR 12"
8" OR 12"
(2) #812'-0" TO 16'-0"20"(2) #7 #3 @ 6"o.c.8" OR 12"
(2) #816'-0" TO 20'-0"24"(2) #7 #3 @ 8"o.c.8" OR 12"
TYPICAL TIE BEAM OR
BOND BEAM.
SEE PLAN & SCHEDULE
FOR REINF
BLOCK COURSES OVER
PRECAST LINTEL W/ #4
@32"o.c.
ALTERNATIVE: GC MAY ELECT TO POUR THIS BEAM FULL
HEIGHT WITHOUT AN INTERMEDIATE BLOCK LAYER OR
PRECAST LINTEL. PROVIDE (2) #5 TOP AND BOTTOM AND
(1) INTERMEDIATE HORIZONTAL LAYER OF (2) #5 MUST BE
PROVIDED PER EVERY 16" OF CONCRETE DEPTH. #3 TIES
@12"o.c. MUST BE PROVIDED FULL HEIGHT.
PRE CAST LINTEL
SEE SCHEDULE
BELOW
TYP. PRE CAST LINTEL ('PCL') OVER OPENINGS
8"
MIN. BEARING
TYP. TIE BEAM DROP OVER OPENINGS
TYP. TIE BEAM REINF. W/ (2)
#5 TOP AND BOTT.,
STIRRUPS(4) #3 @12"o.c. EA.
END AND BALANCE @48"o.c.
ADDITIONAL (2) #5 @16"o.c.
MAX.VERTICAL SPACED,
ONE EACH FACE
(2) #5 BOTTOM
STIRRUPS #3 @12"o.c.
SEE PLAN
SCALE:
DETAIL
3/4"=1'-0"
1
S5.1
# 6 DOWELS w/ STD.
HOOKS LAP 30"
SEE ARCH
B.O. LINTEL
OPENING KNOCK-OUTBLOCK COURSEPRE CAST LINTEL
w/ (1) # 6
CONCRETE
COLUMN
PROVIDE 2"
BEARING
_
_
(2) # 7
(4) @ 4"o.c. EA. END, BAL. @ 8" o.c.
TIE BEAM ELEVATION CHANGE
TIE BEAM.
SEE PLAN &
SCHEDULE.
TIE BEAM.
SEE PLAN &
SCHEDULE.
TIE BEAM REINF.
w/ HOOKS.
FILLED CELL
REINF.SEE PLAN.
TIE BEAM REINF.
w/ HOOKS.
(4) #5 Z-BARS
w/ 30" HOOKS.
#3 TIES @ 8"o.c.
SCALE:
DETAIL
3/4"=1'-0"
6
S5.1
SCALE:
PLAN DETAIL
3/4"=1'-0"
5
S5.1
NOTE: PROVIDE CORNER BARS FOR
BEAMS AND WALLS TO
MAINTAIN CONTINUITY.
CORNER BARS @ CORNERSCORNER BARS @ INTERSECTION
(1) #5 x 3'-0" x 3'-0"
CORNER BAR AT
EACH LAYER OF
REINFORCING,
EXTERIOR FACE.
(1) #5 x 3'-0" x 3'-0"
CORNER BAR AT
EACH LAYER OF
REINFORCING,
EACH FACE.
BB-
BOND BEAM @ CORNER
REINFORCEMENT LAYOUT.BB-(1) #6 x 3'-6" x 3'-6" CORNER
BAR, TOP AND BTM. (2 TOTAL).
BB-
BOND BEAM @ INTERSECTION
REINFORCEMENT LAYOUT.BB-(1) #6 x 3'-6" x 3'-6" CORNER
BAR, TOP AND BTM.,
ALTERNATE DIRECTION. (2
TOTAL).
BB-
BOND BEAM ELEVATION CHANGE
BOND BEAM.
SEE
PLAN &
SCHEDULE.
BOND BEAM.
SEE PLAN &
SCHEDULE.
BOND BEAM
REINF.
BOND BEAM
REINF.
(1) #5 w/ 30" HOOK
TYPICAL.
(1) #5 w/ 30" HOOK
TYPICAL.
FILLED CELL
REINF.,
SEE PLAN.
OPENINGOPENING
2LB-1 8 16
12
8
16
16
(3) # 6 (3) # 6_
_
_
_
2BB-1 8 16 (2) # 5 EACH COURSE
_
_
_
2BB-2 + 13'-3"
2BB-3 8 24+ 10'-2"(2) # 5 EACH COURSE
_2BB-4 8 16 (2) # 5 EACH COURSE+ 13'-3"
BOND BEAM
SEE SCHEDULESEE SCHEDULE
REFER TO
ARCH. DWGS.
PRE CAST LINTEL
LINTEL BEAM
SEE SCHEDULE
BB
REFER TO
ARCH. DWGS.
PRE CAST LINTEL
IF APPLICABLE
SEE SCHEDULE
REFER TO
ARCH. DWGS.
PRE CAST LINTEL
2BB-22'-4"ADD'L. # 4 @ 16"o.c.
TO VERT. REINF.
(2) # 5 EACH COURSE
(2) # 5 EACH COURSE1628
+ 9'-4"
+ 9'-4"
+ 9'-4"
+ 9'-4"
(2) # 7 (2) # 7
SEE SCHEDULE
REFER TO
ARCH. DWGS.
PRE CAST LINTEL 8x8
w/ (2) # 6 BOTTOM.
2LB-1
# 4 @ 16" o.c. ADDIT'L.
TO VERT. REINF.
SHOWN IN PLAN.
(2) # 5
BOND BEAM &
LINTEL
ADD'L. # 4 @ 16"o.c.
REINF.
2B-4 8 10 __+ 8'-6"(2) # 5 (2) # 5
(4) @ 4"o.c. EA. END, BAL. @ 8" o.c.
@ 5"o.c. EA. END.
(4) @ 4"o.c. EA. END, BAL. @ 8" o.c.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
BEAM SCHEDULE AND DETAILS
S5.1
C:\Users\USD400\Documents\Sylvia Backup 09.03.19\Projects\GMK\210068 - 3902 Duneside\Struct\S5.0_3902 Duneside.dwg, 8/30/2021 10:03:25 AM
20'-0" (MAX.)± 45°8'-0" (MAX.)8'-0" (MAX.)8'-0" (MAX.)8'-0" (MAX.)2"4"
COORDINATE WIDTH
w/ TRUSS SUPPLIER.
4"4"
4"
MIN.9"COORDINATE WIDTH
w/ TRUSS SUPPLIER.
4"COORDINATEw/ TRUSS SHOP DRAWINGS.2"9"9" MIN.9"9"9"COORDINATEw/ TRUSS SHOP DRAWINGS.1 1 2 "4"
4"
1 1 2 "234"112"
PLYWOOD EDGE w/
10d RING SHANK
NAILS @ 6"o.c.
2"x4" BLOCKING AT ALL
PLYWOOD EDGES TYPICAL.
TRUSSES
@ 24"o.c.
DIAPHRAGM BOUNDARY
w/ 10d RING SHANK
NAILS @ 4"o.c.
DIAPHRAGM
BOUNDARY w/
10d RING
SHANK NAILS
@ 4"o.c
DIAPHRAGM BOUNDARY
w/ 10d RING SHANK
NAILS @ 4"o.c
2"x4" BLOCKING.
SEE DETAIL "B"
PLYWOOD EDGE
w/ 10d RING SHANK
NAILS @ 6"o.c.
5/8" PLYWOOD
SHEATHING
INTERMEDIATE
SUPPORT w/ 10d
RING SHANK NAILS
@ 6"o.c.
2"x4" BLOCKING AT
ALL PLYWOOD
EDGES TYPICAL.
SEE DETAIL "B".
DIAPHRAGM
BOUNDARY w/ 10d
RING SHANK NAILS
@ 4"o.cINTERMEDIATE
SUPPORT w/
10d RING
SHANK NAILS
@ 6"o.c.
ALL PLYWOOD
EDGES w/ 10d RING
SHANK NAILS @ 6"o.c.
SCALE:
DETAIL - PLAN
3/4"=1'-0"
6
S6.0
TYP. 2x4 CONTINUOUS LATERAL BRACE
24" o.c.
(OVERLAP @ SPLICES)
TYP. BOTTOM CHORD BRACING
SCALE:
DETAIL
N.T.S.
8
S6.0
NOTE:
BOTTOM CHORD LATERAL BRACE
SPACED 8'-0" (MAX.) , LOCATED
AT OR NEAR A PANEL POINT.
2x4 CONT. BOTTOM CHORD
LATERAL BRACE @ 8'-0"o.c. MAX.
w/ (2) 16d NAILS, EA. TRUSS.
TRUSS BOTTOM CHORD
NOTE:
DIAGONALS FROM BRACED
BAY. REPEAT AT ENDS AND
AT APPROXIMATELY 20'-0"
INTERVALS.
24"
OVERLAP
24"
OVERLAP
(2) 16d NAILS
EACH MEMBER
2x4 DIAGONALS BOTTOM CHORD
LATERAL BRACE @ 20'-0" INTERVALS w/
(2) 16d NAILS, EA. TRUSS.
SCALE:
SECTION
3/4"=1'-0"
7
S6.0
TYP. 2"x4" CROSS BRACING @ 20'-0" MAX.
2x4 CONT. LATERAL WOOD BRACING
NAILED TO BOTTOM CHORD MAXIMUM
8'-0"o.c. SPACING AND AS REQUIRED
BY TRUSS MANUFACTURER
PRE-FAB WOOD
ENGINEERED
2x4 ON FLAT
CROSS-BRACING TO
BRACE TRUSS WEB
AT INTERVAL NOT
EXCEEDING 20'-0".BRACE AT 45 ANGLE
(2) 16d NAILS
EACH
MEMBER
SCALE:
DETAIL
N.T.S.
5
S6.0
23
3
1
2
2
1
1
10d @ 4" O.C.
10d @ 4" O.C.
10d @ 4" O.C.
10d @ 6" O.C.
NAILING SCHEDULE
CORNER NAILING
BOUNDRY NAILING
EDGE NAILING
INTERMEDIATE NAILING
4
2
3
1
PROVIDE 1/8" SPACING
AT PANEL EDGES
APA 40/20 19/32"
EXPOSURE 1
PLYWOOD
SHEATHING
PRE-ENG. WOOD TRUSSES
@ 24" O/C (SEE ROOF PLAN)
PROVIDE 2x4 BLOCKING
@ ALL PLYWOOD SEAMS
BETWEEN 1ST (6)
TRUSSES OR 12 FT NAIL
SEAM w/ 10d @ 4"o.c.
EACH SIDE OF SEAM
WOOD FASCIA
(SEE TYP. WALL
SECTION) w/ (2)
16d TO EACH
TRUSS END BOND BEAM OR TIE
BEAM (SEE TYP.
WALL SECTION)
LATERAL BRACING IF
REQUIRED (SEE TYP.
WALL SECTION)
1/16" SPACE
AT PANEL
ENDS
ALL NAILS SHALL
BE RING SHANK
NAILS
SCALE:
DETAIL
3/4"=1'-0"
1
S6.0
UPLIFT SCHEDULE
2 BOLTS 9,200 lbs
UPLIFT
CAPACITY
11/16" Ø HOLES
1/4" THK.
A36 STEEL
1/4" THK.
A36 STEEL
7-1/2" WIDE
3/4"Ø SIMPSON TITEN HD
5-1/2" EMBED. SEE PLAN &
SCHEDULE
FOR QUANTITY OF BOLTS.
CONCRETE COLUMN,
CONCRETE BEAM OR
REINFORCED CMU.
4 BOLTS 14,260 lbs
1/4"
1/4"
PL. 1/4" thk. EA. FACE
w/ (3) 3/4"Ø THRU BOLTS
6 BOLTS 18,600 lbs
NUMBER OF
3/4"Ø BOLTS
DETAIL "B"
TRUSSES @ 24"o.c.
DETAIL "A"
PLAN
PLAN
DESIGNATION
NET UPLIFT (kips)
(1.0 k = 1,000 lbs)
UPLIFT TIE-DOWN
UPLIFT TIE-DOWN SCHEDULE
AT EXISTING CONCRETE
BEARING CONDITION
FOR HIGHER UPLIFT CAPACITY.
SEE CUSTOM
WELDED BUCKET DETAILS
HIGHER
NOTES:
1.REFER TO "SIMPSON" STRONG-TIE PRODUCT
INFORMATION, CATALOGUE FOR INSTALLATION
SPECIFICATIONS.
2.FOR HIGHER CAPACITY, SEE PLAN FOR
DESIGNATED SECTION / DETAIL MARKING FOR
SPECIFIED CONNECTION.
3. A34 CLIPS SHALL BE FASTEN TO CONCRETE
w/ (3) 3/16"Ø x 1" LG. TAPCONS, MIN. 1" SPACING.
"SIMPSON" COMBINATION
*A34 (LATERAL ONLY) PLUS SINGLE
HTSM16 w/ (4)1
4"Ø x 21
4" TITEN TO
CONCRETE AND (8)10d x 3" TO
TRUSS. (FULL UPLIFT)
UNITY EQUATION
STRAP CAPACITY = 1175 lbs
APPROVAL No. FL10446.3 FL1423.11
"SIMPSON" COMBINATION
*A34 (LATERAL ONLY) PLUS MGT
w/ (1) 5 8"Ø ATR - 12" EMBED INTO
CONCRETE AND (22) 10d x 3" TO
GIRDER. (FULL UPLIFT)
UNITY EQUATION
STRAP CAPACITY = 3965 lbs
APPROVAL No. FL10446.3 FL1423.15
"SIMPSON" COMBINATION
*A34 (LATERAL ONLY) PLUS
DOUBLE HTSM16 w/ (8) 14"Ø x 2-14"
TITEN TO CONCRETE AND (16)10d x
3" TO TRUSS (FULL UPLIFT)
UNITY EQUATION
STRAP CAPACITY = 2350 lbs
No. FL10446.3 FL1423.11
"SIMPSON" COMBINATION
*A34 (LATERAL ONLY) PLUS HGT w/
(2) 3 4"Ø ATR - 12" EMBED INTO
CONCRETE AND (16) 10d x 3" TO
GIRDER (FULL UPLIFT)
UNITY EQUATION
STRAP CAPACITY = 10,980 lbs
APPROVAL No. FL10446.3 FL10866.10
10.9
11.0
*
3.9
2.4
4.0
2.3
1.2
1.1
0.1
NOTES:
1.REFER TO "SIMPSON" STRUCTURAL
CONNECTORS PRODUCT INFORMATION,
CATALOGUE FOR INSTALLATION
SPECIFICATIONS
2.FOR HIGHER CAPACITY, SEE PLAN FOR
DESIGNATED SECTION / DETAIL MARKING
FOR SPECIFIED CONNECTION.
PLAN
DESIGNATION
NET UPLIFT (kips)
(1.0 k = 1,000 lbs)
"SIMPSON" SINGLE STRAP.
HETAL20 w/ (14) 10d x 1-12"
EMBEDDED STRAP. UNITY
EQUATION
CAPACITY = 1152 lbs
APPROVAL No. FL11473
UPLIFT TIE-DOWN
"SIMPSON" DOUBLE STRAP.
HETAL20 w/ (14) 10d x 1-12"PLUS
HETA20 w/ (9) 10d x 1-12" EMBEDDED
STRAP.
UNITY EQUATION
CAPACITY = 2962 lbs
APPROVAL No. FL11473
"SIMPSON" COMBINATION
HETAL20 w/ (14) 10d x 1-12" (LATERAL
ONLY) PLUS MGT w/ (1) 5/8"Ø ATR -
12" EMBED INTO CONCRETE AND
(22) 10d x 3" TO GIRDER
UNITY EQUATION STRAP CAPACITY
= 3965 lbs . (2 PLY MINIMUM)
APPROVAL No. FL11473 FL11470
"SIMPSON" COMBINATION
HETAL20 w/ (14) 10d x 1-12" (LATERAL
ONLY) PLUS HGT-3 w/ (2) 3 4"Ø ATR - 12"
EMBED INTO CONCRETE AND (16) 10d x
3" TO GIRDER (FULL UPLIFT) UNITY
EQUATION STRAP CAPACITY = 9035 lbs
(3 PLY MINIMUM)
APPROVAL No. FL11473 FL10456 FL10866
FOR HIGHER UPLIFT CAPACITY.
SEE CUSTOM
WELDED BUCKET DETAILS
UPLIFT TIE-DOWN SCHEDULE
AT CONCRETE BEARING
CONDITION (WET POUR)
HIGHER
9.3
9.0
4.0
3.9
3.0
2.9
1.2
1.1
0.1
SIMPSON HUS210 HANGER
w/ (30) 16d x 3" TO HEADER
AND (10) 16d x 3" TO JOIST
(2,845 lbs MAX.)
APPROVAL No. FL10655
SIMPSON HUS26 HANGER
w/ (14) 16d x 3" TO HEADER
AND (10) 16d x 3" TO JOIST
(1,550 lbs MAX.)
APPROVAL No. FL10655
SIMPSON LUS26 HANGER
w/ (8) 10d x 1-12"
(930 lbs MAX.)
APPROVAL No. FL10655
ATTACHED TO GROUTED CMU
SIMPSON MBHA HANGER
w/ (2) 3/4"Ø ATR- 8" EMBED TO CMU
AND (18) 10d x 3" TO JOIST
(3,145 lbs MAX.)
APPROVAL No. FL10866
PLAN
DESIGNATION
NET UPLIFT (kips)
(1.0 k = 1,000 lbs)
UPLIFT TIE-DOWN
UPLIFT TIE-DOWN SCHEDULE
AT WOOD LEDGER BEARING
CONDITION
NOTES:
1.REFER TO "SIMPSON" STRONG-TIE PRODUCT
INFORMATION, CATALOGUE FOR INSTALLATION
SPECIFICATIONS
2.FOR HIGHER CAPACITY, SEE PLAN FOR
DESIGNATED SECTION / DETAIL MARKING FOR
SPECIFIED CONNECTION.
3.3" MIN. WIDTH (DOUBLE PLY) WOOD LEDGER.
SINGLE PLY WOOD LEDGER - 1/2 THE SPECIFIED
CAPACITY.
-
3.1
2.9
2.8
1.6
1.5
1.0
0.9
0.1
SIMPSON H10 CLIP
W/ (18) 10d x 1-12"
(990 lbs MAX.)
APPROVAL No. FL10456
(2) SIMPSON H10 CLIP
w (36) 10 x 1-12". (1,980 lbs MAX.)
OR
(2) SIMPSON HTS20 STRAP
w/ (48) 10d x 1-12". (2,900 lbs MAX.)
APPROVAL No. FL10456
(1) SIMPSON HTS20 STRAP
w/ (24) 10d x 1-12"
(1,450 lbs MAX.). APPROVAL No. FL10456
OR
(2) SIMPSON H10 CLIP
w/ (36) 10 x 1-12". (1,980 lbs MAX.)
PLAN
DESIGNATION
NET UPLIFT (kips)
(1.0 k = 1,000 lbs)
UPLIFT TIE-DOWN
-
UPLIFT TIE-DOWN SCHEDULE
AT WOOD BEAM BEARING
CONDITION
NOTES:
1.REFER TO "SIMPSON" STRONG-TIE PRODUCT
INFORMATION, CATALOGUE FOR INSTALLATION
SPECIFICATIONS
2.FOR HIGHER CAPACITY, SEE PLAN FOR
DESIGNATED SECTION / DETAIL MARKING FOR
SPECIFIED CONNECTION.
-
-
2.9
1.5
1.4
0.9
0.8
0.1
A4
B4
C4
-
-
A3
B3
C3
-
D3
A1
B1
C1
D1
A2
B2
C2
D2
5/8" CDX PLYWOOD
ON PRE-ENGINEERED
WOOD TRUSSES
SCALE:
SECTION DETAIL
3/4"=1'-0"
2
S6.0
2x SOLID BLOCKING
w/ (2) 12d TOE NAILS
EACH END
UPLIFT TIE-DOWN.
SEE PLAN & SCHEDULE
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
SEE ARCH
EMBEDMENT LINE 2x CONT. FASCIA
w/ (2) 16d NAILS.
DIAPHRAGM
BOUNDARY
NAILING w/ 10d. RING
SHANK NAILS @ 4"o.c.
SEE ARCH. DWGS.
CMU WALL,
SEE PLAN.
UPLIFT STRAP
SEE PLAN
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
2"x8" SOLID BLOCKING
w/ (2) 16d NAILS EA. ENDS
5/8" CDX PLYWOOD ON
PRE ENGINEERED WOOD
TRUSSES @ 24"o.c.
SIMPSON HGAM10
CLIP W/ (4) 1/4"Ø 1 x
3/4" TAPCONS AND
(4) 1/4"Ø x 1-1/2" SDS
SCREWS
2x4 BLOCKING @ 32"o.c.
ATTACHED TO BOTTOM CHORD
W/ SIMPSON LUS 24 HANGER
ATTACH BLOCKING TO WALL.
2x4 BLOCKING
@ 32"o.c.
SIMPSON LUS24 HANGER
W/ (8) 10d TO TRUSS &
BLOCKING.BOND BEAM, SEE
PLAN & SCHEDULE
BOND BEAM, SEE
PLAN & SCHEDULE
SIMPSON LUS24 HANGER
W/ (8) 10d TO TRUSS &
BLOCKING.
SCALE:
DETAIL
N.T.S.
3
S6.0 SCALE:
DETAIL
N.T.S.
4
S6.0
BOND BEAM.
SEE PLAN AND
SCHEDULE
2x6 PT SOLID BLOCKING
(SNUG FIT) w/ (1) 12d TOE
NAIL EACH END, AND (3)
0.145"Ø PINS TO CONC.
2x4 PT x CONT. w/
1/4"Ø x 3-1/4" LONG
TAPCONS @ 16"o.c.
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
ROOF DETAIL
S6.0
R O O F U P L I F T D I A G R A M
+ 34.2
- 61.4
- 54.4
+ 23.4
- 45.1
+ 29.5
+ 18.7
- 38.1
AREA (A)
Kd = .85
V= 170 MPH
EXPOSURE "D"
RISK CATEGORY: II
INTERNAL PRESSURE COEFFICIENT = ± 0.18
PRESSURES INDICATED IN THIS TABLE ARE CALCULATED
SERVICE PRESSURES (0.6W) IN ACCORDANCE WITH
ASCE 7-16
USE THIS TABLES FOR
PRODUCTS WITH NOA
≤ 19 sqft
ZONE
20 sqft < A ≤ 49 sqft
50 sqft < A ≤ 99 sqft
100 sqft < A
3ZONE 2e12r
a = 5.1'
2H
- 98.1
-
+ 9.6
3H
- 120.9
+ 9.6
+ 9.6
-
+ 9.6
+ 9.6
+ 9.6
-
-
- 92.8
ZONE ZONE ZONEZONE
- 91.0
- 75.7
- 63.9
- 54.9
- 108.0
+ 34.2
+ 23.4
+ 29.5
+ 18.7
+ 34.2
+ 23.4
+ 29.5
+ 18.7
+ 34.2
+ 23.4
+ 29.5
+ 18.7
- 84.7
- 75.7
- 63.9
- 54.9
- 84.7
- 75.7
- 63.9
- 54.9
- 84.7 - 102.1
R O O F U P L I F T D I A G R A M
3 3
3
3
3
33
3
3
3
3
3H
3H
3H
3H
3H 3H
3H
3H
3H
3H
2e
2e
2e
2e
2e
2H
2H
3H2H
2H
2e
2e2H
2H
2H
2H
2H
2e
2H
2H
2e 2r
2r
1
2r
1
2e
2r
2e a = 5.1'(TYP.)a = 5.1'
(TYP.)
a = 5.1'
(TYP.)a = 5.1'(TYP.)WALL & WINDOW PRESSURE DIAGRAM
5
5
5
5
5
5
5
4
4
4
4
4
4
4
55
5
4
4
54
5 a = 5.1'(TYP.)a = 5.1'
(TYP.)
ZONE #5ZONE #4
20 sqft < A ≤ 49 sqft
50 sqft < A ≤ 99 sqft
AREA (A)
100 sqft < A
WALL ELEVATION
ZONES DIAGRAM
Kd = .85
FULL BLDG. HEIGHTUNLESS NOTED OTHERWISE≤ 19 sqft
W A L L & W I N D O W P R E S S U R E S C H E D U L E
PRESSURES INDICATED IN THIS TABLE ARE CALCULATED
SERVICE PRESSURES (0.6W) IN ACCORDANCE WITH ASCE 7-16
V= 170 MPH
EXPOSURE "D"
RISK CATEGORY: II
INTERNAL PRESSURE COEFFICIENT = ± 0.18
USE THIS TABLES FOR
PRODUCTS WITH NOA
ZONE 4 ZONE 5ZONE 5
- 49.8
- 47.7
- 45.0
- 42.9
+ 43.8
+ 45.9
+ 41.1
+ 39.0
a = 5.1'a = 5.1'
a = 5.1'
- 61.4
- 57.3
- 51.8
- 47.7
+ 43.8
+ 45.9
+ 41.1
+ 39.0
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
WIND PRESSURE
S6.1
+ 43.8
- 47.7
+ 41.1
- 51.8
+ 41.1
- 45.0
+ 45.9
- 49.8
+ 43.8
- 47.7
+ 45.9
- 49.8
+ 43.8
- 47.7
+ 43.8
- 47.7
+ 45.9
- 49.8
+ 45.9
- 49.8
+ 43.8
- 57.3
+ 41.1
- 45.0
+ 43.8
- 47.7
+ 45.9
- 61.4
+ 45.9
- 61.4
+ 45.9
- 61.4
+ 45.9
- 49.8
+ 45.9
- 61.4
+ 45.9
- 49.8
+ 45.9
- 61.4
SHEET NUMBER
Distribution
This drawing is property of GMK, PALM BEACH,
FLORIDA. Any use of this drawing or the design
information hereon without written authorization of GMK
is strictly prohibited.
c 2021 GMK
PALM BEACH, FLORIDA
GMK
PLANNING - ZONING - DESIGN
G M KAGAN FAIA
205 WORTH AVENUE 201-111
PALM BEACH FL 33480
CELL: 203 988 1838
GMK@GMKPZD.COM
SOSNOWSKI RESIDENCE
Project Location:
3902 DUNESIDE DRIVE
FT PIERCE, FL 34949
CONSULTANTS
Project #: 2002
Architect: GERALD M. KAGAN
DATE : 07-06-2021
SHEET NAME:
SCALE: AS NOTED
PERMIT SET
KERVIN VENTURA
7522 WILES RD., SUITE B204, CORAL SPRINGS, FL. 33067
UNISONSTRUCTURALDESIGN@GMAIL.COM - TEL.: (305) 298-0467
PERMIT SET: 08-27-2021
SCALE:
FRONT ELEVATION
3/16" = 1'-0"
1
S7.0
SCALE:
REAR ELEVATION
3/16" = 1'-0"
3
S7.0 SCALE:
LEFT SIDE ELEVATION
3/16" = 1'-0"
4
S7.0
SCALE:
RIGHT SIDE ELEVATION
3/16" = 1'-0"
2
S7.0
ELEVATIONS WIND PRESSURE
S7.0