12-250-026GENERAL STRUCTURAL NOTES
1.- DESIGN CRITERIA DESIGN LIVE LOADS:
A. RIDA 7 FLOOR LIVE LOAD (RESIDENTIAL) = 40 PSF
B.- 7 -05 ROOF LIVE LOAD = 30 PSF
ASIC WIND SPEED: 146 MPH
EXPOSURE C TERRACE & BALCONIES LIVE LOAD (OVER 100 SF) = 100 SF�
IMPORTANCE FACTOR : 1,0 r t
CATEGORY II STAIRS (RESIDENTIAL) = 80 PSF
C.- ACI 318 -02 (� I
CONCRETE MANSO
ASTM C90 -70 ADDITIONAL SUPERIMPOSED FLOOR DEAD LOAD = 35 PSF
E.- NOS 1991 REVISED EDITION ROOF DEAD LOAD = 25 PSF
2.- SOIL STATEMENT:
BASED ON VISUAL OBSERVATION AT THE SITE WHERE THE RESIDENCE WILL BE
CONSTRUCTED, THE SOIL CONSISTS OF A MIX OF SAND AND UMEROCK WITH AN
APPROXIMATE BEARING CAPACITY OF 2,000 PSF WHICH WILL BE THE SOIL DESIGN PRESSURE
FOR WHICH THE FOUNDATIONS DESIGN WILL BE BASED ON. A LETTER SHALL BE SUBMITTED PROVIDE SPACING
BY THE ENGINEER OF RECORD AT THE TIME OF FOUNDATION EXCAVATION CONFIRMING THAT AT PANEL EDGES
THE SOIL HAS THE CAPACITY FOR WHICH THE FOUNDATIONS WERE DESIGNED.
3.- CONCRETE:
FOUNDATIONS, GROUND SLAB AND ALL STRUCTURAL ELEMENTS (BEAMS, COLUMNS, FLOOR SLABS AND STAIRS) ;
4' x 8' COX PLYWOOD
ALL CONCRETE SHALL ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 5,000 IN 28 DAYS SHEATHING MIN. 5/8"
WITH A W/C RATIO OF 0.4. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE THICK MAX. SPAN 24"
TO BE 1 ". CONCRETE SLUMP 3" MINIMUM TO 5" MAXIMUM. VERTICAL CONCRETE DROP NOT TO EXCEED 8'.
4.- CONCRETE COVER:
TO BE AS FOLLOWS: BOTTOM TOP SIDES
FOOTINGS 3" 2" 2"
FOOTING
TYPES
TYPICAL BAR DIAGRAM
8" CONCRETE
TYP. BAR
SPIa CE = =,
WF
TSE TS CF
—
COLUMN
— 0 — > o — >
MIN, LAP
m
SPL11,1_
W /J. #9 HORIZ
OR
OR CANTILEVER "L"
NMI EVER IS GREA
See
-
REINF @ 16"
MF
MONOUT � F00nNG 3/4" NON - SHRINKING I I
GROUNG
CANTILEVER TOP BARS CONT. TOP BARS
C. B S "E" BAR OVER TERIOR UPORT
LEFT OR RIGHT STD. 90 DEG. HOOKS
AT 24' .C. (TYPICAL)
w -
"
ROOF TRUSSES
O
TOP CHORD DEAD LOAD = 20 PSF.
W1.4xVV1.4 W.W.F.
12
A.
@24" O.C.
— L —_
—
BAR SIZE
MIN. LAP SPLICE
8" x 8" x 16" CONCRETE
m
4
Y 00
O ¢
POINT
BOTTOM CHORD DEAD LOAD = 10 PSF.
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7MIN,
12
GRADE
EPDXY
m�
.•
TOP OF. FIN. FL
3
4' CONCRETE SLAB W/ 6x6 110/10
-4
ADDITIONAL BOTTOM CHORD PANEL POINT LOAD = 200 PSF.
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p
4
2 -2x4 TOP PLATE
- — BOTTOM BARS CONT. BARS
A—EMBED
# 5
6
26"
31'
c�
DO
EMBED 12 BAR DIAM.
12 BAR DIAM.
17
39'
COMPACTED
TIE BEAM
# 8
51"
2 -2x4 CONT.
cis
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19
65"
WALL FOOTING
THICK. SLAB EDGE THICKENED SLAB COLUMN FOOTING TYP. CONC. COVER
NOTE: WHERE NECESSARY CONTINOUS TOP BARS SHALL BE LAPPED
24 BAR DIAMETERS IN MIDDLE 1/3 OF SPAN
110
82'
BEAMS 1 -1/2" 1 -1/2" 1 -1 /2" PROVIDE 2x4 BLOCKING
_ 0 ALL PLYWOOD SEAMS
SLABS NS 1" 3/4" 111/2 ATTACH WITH (2) 16D
WALLS - -- - -- 1 -1/2" NAILS TO EACH TRUSS.
FASTEN PLYWOOD TO
5.- REINFORCING STEEL: BLOCKING WITH 10d NAILS
TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A -305 AND AT 4" O.C.
CONFORMING TO ASTM A -615, GRADE 60. LAP CONTINUOUS BARS 30 -BAR
DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS. HOOK DISCONTINUOUS ENDS 2x WOOD FASCIA SEE TYPICAL WALL
OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND FABRICATED IN SECTION NAILED W/ 2 -16d NAILS
ACCORDANCE WITH "MANUAL OF STANDARDS PRACTICE OF DETAILING REINFORCING ®EACH TRUSS
CONCRETE STRUCTURES ", AND THE ACI BUILDING CODE 318, LATEST EDITION.
r,- MASONRY BLOCK" SPACE AT PANEL ENDS
CONCRETE BLOCK COLUMNS TO BE ERECTED PRIOR TO PLACING CONCRETE IN ADJACENT
BEAMS. ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -90 WITH A
fc = 1,900 PSI (MINIMUM). PROVIDE No. 9 GAGE GALVANIZED. STEEL
LADDER TYPE JOINT REINFORCING AT EVERY OTHER COURSE FOR ALL MASONRY BLOCK WALLS. PROVIDE
to
1 - 5 T & B CORNER BARS Al ALL BEAM INTERSECTIONS, EXTEND 30 INTO BEAMS EACH SIDE. 2'x4' /2 SOUTHERN YELLOW PINE CROSS BRACING MEMBERS FASTENED TO
TRUSSES W /2 -16d NAILS EACH END (REFER TO TRUSS NOTES, TRUSS LAYOUT
7.- REINFORCED MASONRY AND NOTE BELOW FOR LOCATION)OR 0 20' -0. O.C: MAX
ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -90 WITH A MINIMUM PRISM —H
STRENGTH (fm) = 1,500 psi. ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY
OF THE CELLS TO BE FILLED, AND MUST MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL
CELL MEASURING 2 INCHES BY 3 INCHES MINIMUM. CLEANOUT OPENINGS MUST BE PROVIDED
AT ALL CELLS TO BE FILLED. MAXIMUM HEIGHT OF GROUTING LIFTS IS 4' -0 ". THE VERTICAL
REINFORCEMENT MUST HAVE A MINIMUM 60 INCH LAP SPLICE VISIBLE ABOVE THE
UPPERMOST CELL WHERE STRUCTURE IS TO CONTINUE VERTICALLY, INTERMEDIATE LAPS IN
CONCEALED WALL AREAS ARE NOT PERMITTED. ALL CONCRETE USED FOR GROUTING SHALL BE
PEAROCK WITH A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. SUBMIT MIX DESIGN FOR
APPROVAL MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 PSI. \ \\ I
SLUMP TO BE 7" TO 9 ". BLOCK UNITS SHALL HAVE A MINIMUM COMPRESION STRENGTH fc= 1,900 psi.
f
8.- SLAB ON FILL:
FILL AND BACKFILL TO BE COMPACTED TO 95% OF THE MODIFY PROCTOR DENSITY TEST
(ASTM D- 1557). COMPACTION LAYERS NOT TO EXCEED 12 ". BACKFILL MATERIAL TO BE
APPROVED BY SOIL ENGINEER. GENERAL CONTRACTOR TO FOLLOW CLOSELY THE SOIL KOHL
PREPARATION INSTRUCTIONS CONTAINED IN THESE PLANS, SEE "SOIL PREPARATION INSTRUCTIONS". 1 "x4' CONT. LATERAL WOOD BRACING NAILED TO BOTTOM CHORD MAXIMUM 8' -0'
SLABS ON FILL TO BE PLACED ON A CHECKERBOARD PATTERN, WITH POURS LIMITED TO FACING AND AS REQUIRED BY TRUSS MANUFACTURER (REFER TO TRUSS NOTES
600 SF_ AND 30 FEET IN ANY DIRECTION WAIT 24 HOURS BETWEEN POURS AS AN ALTERNATIVE AND TRUSS LAYOUT FOR LOCATION)
SLABS MAY BE POURED CONTINUOSLY, HOWEVER, MUST BE SAW CUT SAME DAY IT IS PLACED.
PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL (10 MIL).
9.- PRE - FABRICATED WOOD TRUSSES:
SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUE
(T.P.I.), LATEST EDITION, TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I.
PUBLICATION BWT -76. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS DRAWINGS FOR EACH
COLUMN DOWELS -SAME
8" CONCRETE
REINF
DIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER
r"
DOWELS WITH HIGH
MASONRY BLOCK WALL
FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION.
y
DEEP DRILLED HOLES IN
W /J. #9 HORIZ
JOINT
DESIGN THE WOOD TRUSSES AND PROVIDE CALCULATIONS FOR THE FOLLOWING LOAD CASES:
COLUMN
See
-
REINF @ 16"
O.C.
1. ROOF GRAVITY: TOP CHORD LIVE LOAD = 30 PSF.
4" CONC. SLAB ON FILL W 6x6
AT 24' .C. (TYPICAL)
o-
ROOF TRUSSES
O
TOP CHORD DEAD LOAD = 20 PSF.
W1.4xVV1.4 W.W.F.
12
A.
@24" O.C.
Uj
u
TRUSS BEARING 3 MATCH EXISTING
8" x 8" x 16" CONCRETE
m
4
Y 00
O ¢
POINT
BOTTOM CHORD DEAD LOAD = 10 PSF.
w
7MIN,
12
GRADE
EPDXY
m�
.•
TOP OF. FIN. FL
3
4' CONCRETE SLAB W/ 6x6 110/10
-4
ADDITIONAL BOTTOM CHORD PANEL POINT LOAD = 200 PSF.
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p
4
2 -2x4 TOP PLATE
NOTE: ZERO (0) PER CENT (%) STRESS INCREASE FOR LUMBER AND PLATES.
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DO
°
"
2 ROOF NET UPLIFT- SEE ROOF FRAMING PLAN
COMPACTED
TIE BEAM
It
NOTE: 33 PER CENT (%) STRESS INCREASE FOR LUMBER FILL
OVERSTRESSING OF WOOD FOR WIND DESIGN IS ALLOWED BUT IS NOT ALLOWED TO
OVERSTRESS TRUSS METAL PLATES AS PER CE 7 5
'ail,!. �.—� •- • .
IF
MEMO= r - -
1'x4" CONT. LATERAL WOOD BRACING NAILED TO
BOTTOM CHORD MAXIMUM 8' -0' SPACING AND A;
REQUIRED BY TRUSS MANUFACTURER (REFER TO
(2) 16d NAILS TRUSS NOTES AND TRUSS LAYOUT FOR LOCATION
EACH MEMBER
24 "o.c.
I
(OVERLAP 0 SPLICES)
PRE - ENGINEERED WOOD
AS -0
3„
GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD CONCRETE FOOTING (See
AND THE WEB MEMEBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. BWT -76 AND THE Schedule for Size & Reinf.)
REQUIREMENTS of THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR REINFORCED BLOCK WALL TO FOOTING DETAIL
APPROVAL BY ENGINEER PRIOR TO ERECTION.
GENERAL CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA
REGISTERED PROFESSIONAL ENGINEER FOR ALL TRUSS TO TRUSS CONNECTIONS. SCALE: N.T.S.
10.- SHOP DRAWINGS:
NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT /ENGINEER'S REVIEW UNTIL AFTER
THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER
TRADE REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE CONTACTOR'S APPROVAL
SEAL. ENGINEER ASSUMES NO RESPONSABILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR
OMOSSIONS, AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR
OMISSIONS MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR
REVIEW OF DRAWINGS BY ENGINEER, AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH
SUCH SHOP DRAWINGS.
11.- WOOD MEMBERS:
ALL STRUCTURAL WOOD MEMBERS TO BE SAWN LUMBER. 'DIMENSIONS LUMBER TO BE 'SOUTHERN
PINE ' WITH A MINIMUM COMMERCIAL GRADE OF 'NO. 2'. DESIGN BENDING STRESS OF Fb= 1200 PSI
ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS. SPLITS, CHECKS, OR EXCESSIVE
KNOTS. UNSATISFACTORY MATERIALS TO BE REPLACE AT NO COST TO THE OWNER. ALL MEMBERS
IN CONTACT WITH CONCRETE OR EXPOSED TO THE ELEMENTS, TO BE PRESSURE TREATED.
COLUMN REINFORCING
COLUMN REINFORCING TIES 2 "C
1/2" EXPANSION JOINT_ 2 "CL CONC. COLUMN o
See Schedule
4" CONC. SLAB ON FILL °
STEEL COLUMN
BOTT PLATE DETAIL
NTS
4- 5/8" DIAM. x6" LG
HEAD STUDS WELDED TO PLATE
HSS 3.5 "x3.5 "x1/4"
B" x 12" x 5/8" STL PLATE
)OD BEAM
)TAM THRU BOLT EACH BEAM
IEAMS OVER SUPPORT)
STEEL PLATE BOTH SIDES
HIGH X 8" LONG
X 6" X 8" TOP STL PLATE
3.5 "x3.5 "x1/4"
-OM STL PLATE SEE DETAIL
5/4" DIAM. HEAD STUDS
EMB.: 6"
STEEL COLUMN CONNECTION DETAIL.
SCALE: 1" = 1' -0"
3 /A, Typ
t R 4 I FL
v. (TYp) TOP OF CONC. () w
BEAM
COLUMN DOWELS -SAME
SIZE & NUMBER AS COL.
SHINGLE ROOFING SYSTEM (MATCH EXISTING)
REINFORCEMENT -SET
r"
DOWELS WITH HIGH
2
STRENGTH EPDXY IN 4"
y
DEEP DRILLED HOLES IN
x
EXIST. CONCRETE BEAM
TIES
FCONC.
COLUMN
See
Schedule
PRE- ENGINEERED
COLUMN DOWELS -SAME
SIZE & NUMBER AS COL.
STEEL COLUMN
BOTT PLATE DETAIL
NTS
4- 5/8" DIAM. x6" LG
HEAD STUDS WELDED TO PLATE
HSS 3.5 "x3.5 "x1/4"
B" x 12" x 5/8" STL PLATE
)OD BEAM
)TAM THRU BOLT EACH BEAM
IEAMS OVER SUPPORT)
STEEL PLATE BOTH SIDES
HIGH X 8" LONG
X 6" X 8" TOP STL PLATE
3.5 "x3.5 "x1/4"
-OM STL PLATE SEE DETAIL
5/4" DIAM. HEAD STUDS
EMB.: 6"
STEEL COLUMN CONNECTION DETAIL.
SCALE: 1" = 1' -0"
3 /A, Typ
t R 4 I FL
v. (TYp) TOP OF CONC. () w
BEAM
SCALE: N.T.S.
SCALE: N.T.S.
#6 INFILLED CELL @ 32"
O.C. MAX.
TYP. WALL SECTION
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2" = 1' —O"
#3 STIRRUPS PER SCHEDULE (SPACE
AT 6" WHEN GIRDER TRUSS BEARS ON
OPENING ABOVE DOOR OR WINDOWS)
4- #5 CONT.-�
ADD 2- #51 OVER WIN OW
OR DOOR OPENINGSENING� T 8"
ROBERT A. GUZMAN, P.E.
15966 S.W. 98TH STREET, MIAMI, FLORIDA 33196
TEL 305 -519 -4357, FAX. 305 - 408 -1095
1.�
REG. No: 52647
CONC. TIE BEAM-_ - °'
8"
. -- OPENING
TIE BEAM DROP OVER OPENINGS
NTS
■:Ili
3" X 3" CLEAR UNOBSTRUCTED OPENING
n g..,.
min��rs �
(1)1 5 IN 3000 PSI GROUT
FILLED CELL. PROVIDE CLEANOUT
SHINGLE ROOFING SYSTEM (MATCH EXISTING)
to
r"
M
to
2
i
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O
x
FILL ADD WEEP HOLES AT 1/3
.0
2
(4 PLY MIN.) AND PRE - ENGINEER WOOD TRUSSES
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PRE- ENGINEERED
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AT 24' .C. (TYPICAL)
o-
ROOF TRUSSES
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12
A.
@24" O.C.
•- OF
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TRUSS BEARING 3 MATCH EXISTING
8" x 8" x 16" CONCRETE
m
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Y 00
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POINT
FIELD VERIFY
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7MIN,
12
_L
EPDXY
m�
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T
3
4' CONCRETE SLAB W/ 6x6 110/10
-4
o
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2 -2x4 TOP PLATE
DEEP DRILLED HOLES
MINIMUM
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NEW CONC.
"
TIE BEAM
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2 -2x4 CONT.
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EMBEDMENT
(TYPICAL)
1111
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NAILER OVER
NEW BLOCK EX. PLYWD & TRUSSES
COMPACTED
WAS
CONCRETE FOOTING
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I
FILL FOOTING
U
r6
TOP OF BEAM
Schedule for
o
IL
SEE BEAM SCHEDULE
_
r
Size &
:'.. . I' • .
LIP EXISTING CEILING BOARD (N.I.C.)
1_:
1 -1/2
.s CRICKET
C'ONCRETE
24"
1
1/2"
NEW
SECTION
TWO PLY TRUSS
(MAX. UPLIFT= 5,480
COLUMN
(USE 2 0 5/8" DIA.) EDGE OF
CONC.
_,. ---- EDGE OF
GIRDER
TRUSS CONNECTION DETAIL
N
CONC. .
COLUMN THREE PLY ITRUSS
SCALE:
1" = V -0"
EXISTING OVERHANG
COLUMN
(MAX. UPUFT= 14,400 #)
(USE 4 0 3/4" DIA.)
1D
GIRDER TRUSS
(2) 5/8" DIA. x 4 -1/2" EMBEDMENT FOR TWO PLY G.T.
8" x 12" CONIC.
BM. W/ 4 #5S CONT.
(4) 3/4" DIA. x 5" EMBEDMENT FOR THREE PLY G.T.
O
3/4" STEEL PLATE
Q
(1) 5/8" DIA. THRU BOLT
3�
TOP PLATE 1/4" FOR TWO PLY G.T., 3/8" FOR THREE PLY G.T. O
CONCRETE TIE BEAM MIN. 3,000 PSI
SCALE: N.T.S.
SCALE: N.T.S.
#6 INFILLED CELL @ 32"
O.C. MAX.
TYP. WALL SECTION
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2" = 1' —O"
#3 STIRRUPS PER SCHEDULE (SPACE
AT 6" WHEN GIRDER TRUSS BEARS ON
OPENING ABOVE DOOR OR WINDOWS)
4- #5 CONT.-�
ADD 2- #51 OVER WIN OW
OR DOOR OPENINGSENING� T 8"
ROBERT A. GUZMAN, P.E.
15966 S.W. 98TH STREET, MIAMI, FLORIDA 33196
TEL 305 -519 -4357, FAX. 305 - 408 -1095
1.�
REG. No: 52647
CONC. TIE BEAM-_ - °'
8"
. -- OPENING
TIE BEAM DROP OVER OPENINGS
NTS
■:Ili
3" X 3" CLEAR UNOBSTRUCTED OPENING
n g..,.
min��rs �
(1)1 5 IN 3000 PSI GROUT
FILLED CELL. PROVIDE CLEANOUT
SHINGLE ROOFING SYSTEM (MATCH EXISTING)
to
E SIZE -kTOP
M
to
OF FIN.
FL.
OVER 15# AND 301 ROOFING FELT, 1/2' C.D.X. PLYWOOD SHEATHING
O
FILL ADD WEEP HOLES AT 1/3
REINFORCEMENT-SET
vi
(4 PLY MIN.) AND PRE - ENGINEER WOOD TRUSSES
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PRE- ENGINEERED
Tj
a
AT 24' .C. (TYPICAL)
o-
ROOF TRUSSES
O
cr
12
r� HIGH
@24" O.C.
•- OF
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TRUSS BEARING 3 MATCH EXISTING
8" x 8" x 16" CONCRETE
m
4
Y 00
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POINT
FIELD VERIFY
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HURRICANE STRAP
12
_L
EPDXY
m�
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SEE SCHEDULE
3
4' CONCRETE SLAB W/ 6x6 110/10
-4
o
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2 -2x4 TOP PLATE
DEEP DRILLED HOLES
a
c�
NEW CONC.
TIE BEAM
2 -2x4 CONT.
cis
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NAILER OVER
NEW BLOCK EX. PLYWD & TRUSSES
COMPACTED
WAS
CONCRETE FOOTING
f;� lit—
I
FILL FOOTING
U
r6
TOP OF BEAM
Schedule for
o
IL
SEE BEAM SCHEDULE
_
r
Size &
:'.. . I' • .
LIP EXISTING CEILING BOARD (N.I.C.)
1_:
.s CRICKET
C'ONCRETE
24"
._
NEW
o
w
COLUMN
•
FOOTING
N
DETAIL
EXISTING OVERHANG
AND
TO BE REMOVE
EXISTING TIE BEAM (N.I.C.)
BEAM
(
8" x 12" CONIC.
BM. W/ 4 #5S CONT.
(LAP STEEL 18"
MIN. AT SPLICES)
SECTION
2
PROVIDE NOR. JOINT REINFORCING
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2t$ = 1' -0"
EVERY SECOND
COURSE (16" VERT.).
No. 9 GA LADDER TYPE
EXTEND 4" INTO
TIE COLUMNS
SCALE: N.T.S.
SCALE: N.T.S.
#6 INFILLED CELL @ 32"
O.C. MAX.
TYP. WALL SECTION
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2" = 1' —O"
#3 STIRRUPS PER SCHEDULE (SPACE
AT 6" WHEN GIRDER TRUSS BEARS ON
OPENING ABOVE DOOR OR WINDOWS)
4- #5 CONT.-�
ADD 2- #51 OVER WIN OW
OR DOOR OPENINGSENING� T 8"
ROBERT A. GUZMAN, P.E.
15966 S.W. 98TH STREET, MIAMI, FLORIDA 33196
TEL 305 -519 -4357, FAX. 305 - 408 -1095
1.�
REG. No: 52647
CONC. TIE BEAM-_ - °'
8"
. -- OPENING
TIE BEAM DROP OVER OPENINGS
NTS
■:Ili
3" X 3" CLEAR UNOBSTRUCTED OPENING
n g..,.
min��rs �
(1)1 5 IN 3000 PSI GROUT
FILLED CELL. PROVIDE CLEANOUT
C
to
E SIZE -kTOP
M
to
OF FIN.
FL.
O
FILL ADD WEEP HOLES AT 1/3
REINFORCEMENT-SET
vi
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AND 2/3 OF SPAN HOOK REINF.
Tj
a
BAR 12" AT TOP AND BOTTOM
o-
O
cr
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::
•- OF
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Y
8" x 8" x 16" CONCRETE
m
4
Y 00
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MASONRY BLOCK
m
'4-=
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c0
a 00
_ to
_L
EPDXY
m�
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4' CONCRETE SLAB W/ 6x6 110/10
-4
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DEEP DRILLED HOLES
c�
EXIST. FOO
cis
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1111
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COMPACTED
CONCRETE FOOTING
i
FILL FOOTING
Schedule for
IL
r
Size &
'A
NEW
C'ONCRETE
COLUMN TO
EXISTING FOOTING,
NEW
CONCRETE
COLUMN
TO
FOOTING
DETAIL
AND
TIE
BEAM
DETAIL
SCALE: N.T.S.
SCALE: N.T.S.
#6 INFILLED CELL @ 32"
O.C. MAX.
TYP. WALL SECTION
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2" = 1' —O"
#3 STIRRUPS PER SCHEDULE (SPACE
AT 6" WHEN GIRDER TRUSS BEARS ON
OPENING ABOVE DOOR OR WINDOWS)
4- #5 CONT.-�
ADD 2- #51 OVER WIN OW
OR DOOR OPENINGSENING� T 8"
ROBERT A. GUZMAN, P.E.
15966 S.W. 98TH STREET, MIAMI, FLORIDA 33196
TEL 305 -519 -4357, FAX. 305 - 408 -1095
1.�
REG. No: 52647
CONC. TIE BEAM-_ - °'
8"
. -- OPENING
TIE BEAM DROP OVER OPENINGS
NTS
■:Ili
3" X 3" CLEAR UNOBSTRUCTED OPENING
n g..,.
min��rs �
• WELDED WIRE MESH ON CLEAN
. • COMPACTED FILL
or
.•. • '.
.` :• - .
TYP. GROUT FILLED MASONRY CELL DETAIL
N.T.S.
ADDRESS
7011 SW 68 CT. S. MIAMI FLORIDA
LEGAL DESCRIPTION
LOT 2 OF SUNSET CIRCLE
ACCORDING TO THE PLAT BOOK 48 PAGE 5
MIAMI —DADE COUNTY, FLORIDA
DO NOT SCALE DRAWINGS, USE GIVEN DIMENSION REPORT.
ANY DISCREPANCIES ON DIMENSION REPORT TO THE ARCHITECT OR
CONSTRUCTION SUPERINTENDENT BEFORE PROCEEDING WITH WORK.
THESE PLANS ARE IN COMPLIANCE WITH THE 2007 FLORIDA BUILDING CODE AND 2009
SUPPLEMENT INCLUDING SECTION 1609 FOR 140 MPH BASIC WIND SPEED
3— SECOND GUST AND EXPOSURE "B" WIND ZONE
PROJ No :10 -13 -11
FILE :knoepffler- Hemerk
DRAWN: G.A.R.
CHECKED: A.K.
DATE: 01 -20 -12
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(1)1 5 IN 3000 PSI GROUT
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7011 SW 68 CT. S. MIAMI FLORIDA
LEGAL DESCRIPTION
LOT 2 OF SUNSET CIRCLE
ACCORDING TO THE PLAT BOOK 48 PAGE 5
MIAMI —DADE COUNTY, FLORIDA
DO NOT SCALE DRAWINGS, USE GIVEN DIMENSION REPORT.
ANY DISCREPANCIES ON DIMENSION REPORT TO THE ARCHITECT OR
CONSTRUCTION SUPERINTENDENT BEFORE PROCEEDING WITH WORK.
THESE PLANS ARE IN COMPLIANCE WITH THE 2007 FLORIDA BUILDING CODE AND 2009
SUPPLEMENT INCLUDING SECTION 1609 FOR 140 MPH BASIC WIND SPEED
3— SECOND GUST AND EXPOSURE "B" WIND ZONE
PROJ No :10 -13 -11
FILE :knoepffler- Hemerk
DRAWN: G.A.R.
CHECKED: A.K.
DATE: 01 -20 -12
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