12-250-025GENERAL STRUCTURAL NOTES
1.- DESIGN CRITERIA DESIGN LIVE LOADS:
A.- FLORIDA BUILDING CODE 2010 FLOOR LIVE LOAD (RESIDENTIAL) = 40 PSF
B,- ASCE 7 -10 ROOF LIVE LOAD = 30 PSF
BASIC WIND SPEED: 175 MPH
EXPOSURE C TERRACE & BALCONIES LIVE LOAD (OVER 100 SF) = 100 PSF
IMPORTANCE FACTOR : 1.0
CATEGORY II STAIRS (RESIDENTIAL) = 80 PSF
C,- ACI 318 -05
D.- CONCRETE MANONRY DESIGN DEAD LOADS:
ACI 530 ADDITIONAL SUPERIMPOSED FLOOR DEAD LOAD = 35 PSF
ASTM C90 -70
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
BY THE ENGINEER OF RECORD AT THE TIME OF FOUNDATION EXCAVATION CONFIRMING THAT
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)
PROVIDE SPACING
AT PANEL EDGES
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.
TYPES
4.- CONCRETE COVER:
1 -1/2 1 1/2"
TO BE AS FOLLOWS: BOTTOM TOP SIDES
SP 1i EE � � „
FOOTINGS 3" 2" 2" "
BEAMS 1 -1/2" 1 -1/2" 1 -1/2"
PROVIDE 2x4 BLOCKING
COLUMNS - -- - -- 1 -12
®ALL PLYWOOD SEAMS
SLABS 1" 3/4- 1./
ATTACH WITH (2) 16D
WALLS - -- - -- 1 -1/2-
NAILS TO EACH TRUSS.
CANT ILEVER TOP BARS CONT. TOP BARS
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
1�
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
"MANUAL
SECTION NAILED W/ 2 -16d NAILS
ACCORDANCE WITH OF STANDARDS PRACTICE OF DETAILING REINFORCING
CONCRETE STRUCTURES -, AND THE ACI BUILDING CODE 318, LATEST EDITION.
0 EACH TRUSS
6 MASONRY BLOCK
it" 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
■
FOOTING
TYPES
TYPICAL BAR DIAGRAM
1 -1/2 1 1/2"
TYP. BAR
SP 1i EE � � „
WF
TSE TS CF
OR
—
R CANTILEVER 'L"
COLUMN
- o "GREA > o —)
WHI EVER R
GIRDER TRUSS CONNECTION DETAIL
_
Ty
CONC, CONC.
COLUMN THREE PLY iTRUSS
MF
MONOLITHIC FOOTING 3/4" NON- SHRINKING I (
GROUNG
L - L —_
CANT ILEVER TOP BARS CONT. TOP BARS
S 'E' BAR OVER TERIOR PORT
LEFT OR RIGHT STD. 90 DEG. HOOKS
BAR SIZE
-
MIN. LAS „SFLICE
w
AT BOTTOM TO ENSURE PROPER
(USE 4 0 3/4- DIA,)
1�
GIRDER TRUSS
a
(2) 5/8" DIA. x 4 -1/2" EMBEDMENT FOR TWO PLY G.T.
(4) 3/4" DIA, x 5" EMBEDMENT FOR THREE PLY G.T.
2�
3/4" STEEL PLATE
`J
(1) 5/8" DIA. THRU BOLT
Q
TOP PLATE 1/4" FOR TWO PLY G.T., 3/8" FOR THREE PLY G.T. (,
CONCRETE TIE BEAM MIN. 3,000 PSI
Y `0
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ru
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_ 0
0
Q
BOTTOM BARS CONT. BARS
5
6
26
31”
0
8" x 8" x 16" CONCRETE
EMBED 12 BAR DIAM,
EMBED 12 BAR DIAM.
17
39"
MASONRY BLOCK
11 -x-11
C
8
51"
9
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
WELDED WIRE MESH ON CLEAN
110
82"
of
Sm so
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��►�'►�I FP? :.
1 - # 5 T & B CORNER BARS AT 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 O 20' -0. O.0 MAX
ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -90 WITH A MINIMUM PRISM
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 I
SLUMP TO BE 7" TO 9 -. BLOCK UNITS SHALL HAVE A MINIMUM COMPRESION STRENGTH Pc= 1,900 psi.
8.- SLAB ON FILL: I
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 NOTE,
APPROVED BY SOIL ENGINEER. GENERAL CONTRACTOR TO FOLLOW CLOSELY THE SOIL
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 SPACING AND AS REQUIRED BY TRUSS MANUFACTURER (REFER TO TRUSS NOTES
600 S.F. 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
DIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER
FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION.
DESIGN THE WOOD TRUSSES AND PROVIDE CALCULATIONS FOR THE FOLLOWING LOAD CASES:
1. ROOF GRAVITY: TOP CHORD LIVE LOAD = 30 PSF. 4" CONC. SLAB ON FILL W 6x6
TOP CHORD DEAD LOAD = 20 PSF. W1.4xW1, 4 W. W.F.
BOTTOM CHORD DEAD LOAD = 10 PSF.
TOP OF FIN. FL
ADDITIONAL BOTTOM CHORD PANEL POINT LOAD = 200 PSF. LEV. 0'-0"
NOTE: ZERO (0) PER CENT (%) STRESS INCREASE FOR LUMBER AND PLATES.
2. ROOF NET UPLIFT: SEE ROOF FRAMING PLAN COMPACTED
NOTE: 33 PER CENT (7.) STRESS INCREASE FOR LUMBER FILL
OVERSTRESSING OF WOOD FOR WIND DESIGN IS ALLOWED BUT IS NOT ALLOWED TO
8" CONCRETE REINF
MASONRY BLOCK WALL
W / #9 HORIZ JOINT
REINF @ 16" O.C.
w
GRADE a
V)
Z a
00 o
5
1'x4- CONT. LATERAL WOOD BRACING NAILED TO
BOTTOM CHORD MAXIMUM 8' -0- SPACING AND M
REQUIRED BY TRUSS MANUFACTURER (REFER TO
(2) 16d NAILS TRUSS NOTES AND TRUSS LAYOUT FOR LOCATION
EACH MEMBER
24 "o.c.
(OVERLAP O SPLICES)
\"-PRE-ENC4NEERED WOOD
OVERSTRESS TRUSS METAL PLATES AS PER ASCE 7 -05, 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 D E TA I L
APPROVAL BY ENGINEER PRIOR TO ERECTION.
GENERAL CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA
REGISTERED PROFESSONAL 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 -�
1/2" EXPANSION JOINT 2 "CL
4" CONC. SLAB ON FILL
W 6x6- W1.4xW1.4 W.W.F.
Q
TOP OF FIN. FL. 0°
ELEV. 0'-0"
TIES
CONC. COLUMN
See Schedule
DOWELS -SAME SIZE
& NUMBER AS COL.
REINF.
•.x
COLUMN DOWELS -SAME
SIZE & NUMBER AS COL.
REINFORCEMENT -SET
DOWELS WITH HIGH
STRENGTH EPDXY IN 4"
DEEP DRILLED HOLES IN
EXIST. CONCRETE BEAM
COLUMN REINFORCING TIES
2 "CL CONC. COLUMN
See Schedule
0
COLUMN DOWELS -SAME
Q SIZE & NUMBER AS COL.
TOP OF FIN. FL. m REINFORCEMENT -SET
ELEV. 0--0 to - • : x X: DOWELS WITH HIGH
x I ,�, STRENGTH EPDXY IN 6"
..,v DEEP DRILLED HOLES IN
�, -- -s EXIST. FOOTING
EXISTING CONCRETE
�� -- COMPACTED FOOTING I `
ONCRETE FOOTING FILL
See Schedule for
iize & Reinf.)
NEW CONCRETE COLUMN TO EXISTING FOOTING
NEW CONCRETE COLUMN TO FOOTING DETAIL AND TIE BEAM DETAIL
SCALE: N.T.S. SCALE: N.T.S.
PRE - ENGINEER[
ROOF TRUSSES
@24" O.C.
HURRICANE STRAP
SEE SCHEDULE
3
12
I.f..yl
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STEEL COLUMN
BOTT PLATE DETAIL
NTS
4- 5/8" DIAM, x6" LG
HEAD STUDS WELDED TO PLATE
HSS 3.5 "x3.5 "x1/4"
3" x 12" x 5/8" SM- PLATE
)OD BEAM
NAM THRU BOLT EACH BEAM
TEAMS OVER SUPPORT)
STEEL PLATE BOTH SIDES
HIGH X 8" LONG
X 6" X 8" TOP STL PLATE
3.5%3.5%1 /4"
"OM STL PLATE SEE DETAIL
5/4- DIAM. HEAD STUDS
EMB,: 6"
STEEL COLUMN CONNECTION DETAIL
SCALE: 1" = 1' -0"
TOP OF BEAM
SEE BEAM SCHEDULE
11 V .TYP
-+ 3 R '<R.
w (Typ) TOP OF CONC. (TYP) ,K
BEAM
a 2 ;
a 2
T1 -2 -1/8"
4
FI LE:knoepffier- Hemert
DRAWN: G.A.R.
1 -1/2 1 1/2"
DATE: 01 -20 -12
SECTION
TWO PLY TRUSS
(MAX. UPLIFT= 5,480 #) °
A a
OF
(USE 2 0 5/8" DIA.) EDGE _....EDGE OF
GIRDER TRUSS CONNECTION DETAIL
o
CONC, CONC.
COLUMN THREE PLY iTRUSS
SCALE:
1" = 1' -0"
N
N
COLUMN
(MAX. UPLIFT= 14,400 #)
Li
Q
w
AT BOTTOM TO ENSURE PROPER
(USE 4 0 3/4- DIA,)
1�
GIRDER TRUSS
a
(2) 5/8" DIA. x 4 -1/2" EMBEDMENT FOR TWO PLY G.T.
1'x4- CONT. LATERAL WOOD BRACING NAILED TO
BOTTOM CHORD MAXIMUM 8' -0- SPACING AND M
REQUIRED BY TRUSS MANUFACTURER (REFER TO
(2) 16d NAILS TRUSS NOTES AND TRUSS LAYOUT FOR LOCATION
EACH MEMBER
24 "o.c.
(OVERLAP O SPLICES)
\"-PRE-ENC4NEERED WOOD
OVERSTRESS TRUSS METAL PLATES AS PER ASCE 7 -05, 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 D E TA I L
APPROVAL BY ENGINEER PRIOR TO ERECTION.
GENERAL CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA
REGISTERED PROFESSONAL 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 -�
1/2" EXPANSION JOINT 2 "CL
4" CONC. SLAB ON FILL
W 6x6- W1.4xW1.4 W.W.F.
Q
TOP OF FIN. FL. 0°
ELEV. 0'-0"
TIES
CONC. COLUMN
See Schedule
DOWELS -SAME SIZE
& NUMBER AS COL.
REINF.
•.x
COLUMN DOWELS -SAME
SIZE & NUMBER AS COL.
REINFORCEMENT -SET
DOWELS WITH HIGH
STRENGTH EPDXY IN 4"
DEEP DRILLED HOLES IN
EXIST. CONCRETE BEAM
COLUMN REINFORCING TIES
2 "CL CONC. COLUMN
See Schedule
0
COLUMN DOWELS -SAME
Q SIZE & NUMBER AS COL.
TOP OF FIN. FL. m REINFORCEMENT -SET
ELEV. 0--0 to - • : x X: DOWELS WITH HIGH
x I ,�, STRENGTH EPDXY IN 6"
..,v DEEP DRILLED HOLES IN
�, -- -s EXIST. FOOTING
EXISTING CONCRETE
�� -- COMPACTED FOOTING I `
ONCRETE FOOTING FILL
See Schedule for
iize & Reinf.)
NEW CONCRETE COLUMN TO EXISTING FOOTING
NEW CONCRETE COLUMN TO FOOTING DETAIL AND TIE BEAM DETAIL
SCALE: N.T.S. SCALE: N.T.S.
PRE - ENGINEER[
ROOF TRUSSES
@24" O.C.
HURRICANE STRAP
SEE SCHEDULE
3
12
I.f..yl
:r is
STEEL COLUMN
BOTT PLATE DETAIL
NTS
4- 5/8" DIAM, x6" LG
HEAD STUDS WELDED TO PLATE
HSS 3.5 "x3.5 "x1/4"
3" x 12" x 5/8" SM- PLATE
)OD BEAM
NAM THRU BOLT EACH BEAM
TEAMS OVER SUPPORT)
STEEL PLATE BOTH SIDES
HIGH X 8" LONG
X 6" X 8" TOP STL PLATE
3.5%3.5%1 /4"
"OM STL PLATE SEE DETAIL
5/4- DIAM. HEAD STUDS
EMB,: 6"
STEEL COLUMN CONNECTION DETAIL
SCALE: 1" = 1' -0"
TOP OF BEAM
SEE BEAM SCHEDULE
11 V .TYP
-+ 3 R '<R.
w (Typ) TOP OF CONC. (TYP) ,K
BEAM
a 2 ;
a 2
T1 -2 -1/8"
4
SHINGLE ROOFING SYSTEM (BATCH EXISTING)
OVER 151 AND 301 ROOFING FELT, 1/2" C.D.X. PLYWOOD SHEATHING
(4 PLY MIN.) AND PRE - ENGINEER WOOD TRUSSES
AT 24" .C. (TYPICAL)
12
TRUSS BEARING 3 MATCH EXISTING
POINT -� [ FIELD VERIFY
EXISTING OVERI
TO BE REMOVE
\8" x 12" CONC. BM. W/ 4 #5'S CONT.
(LAP STEEL 18" MIN. AT SPLICES)
PROVIDE HOR. JOINT REINFORCING
EVERY SECOND COURSE (16" VERT.).
No. 9 GA LADDER TYPE
EXTEND 4" INTO TIE COLUMNS
#6 INFILLED CELL ® 32"
O.C. MAX.
\\ TYP. WALL SECTION
`r
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2t' = 1' -0"
NEW CONC.-
= TIE BEAM
NEW BLOCK -
WALL
LO_-
00
2 -20 TOP PLATE
2 -2x4 CONT.
NAILER OVER
EX. PLYWD & TRUSSES_
SECTION
- EXISTING CEILING BOAR (N.I.C.)
CRICKET
4' -8"
-EXISTING TIE BEAM (N.I.C.)
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/21# = V -0"
#3 STIRRUPS PER SCHEDULE (SPACE
AT 6" WHEN GIRDER TRUSS BEARS ON ,
4- #5 CONT yOPENING ABOVE DOOR OR WINDOWS)
17, t
ADD 2- #5; OVER WIN OW
OR DOOR OPENINGS 1 8_"
1110 001
i
CONC. TIE BEAM --
OPENING
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FI LE:knoepffier- Hemert
DRAWN: G.A.R.
1 -1/2 1 1/2"
DATE: 01 -20 -12
SECTION
TWO PLY TRUSS
(MAX. UPLIFT= 5,480 #) °
►�i
OF
(USE 2 0 5/8" DIA.) EDGE _....EDGE OF
GIRDER TRUSS CONNECTION DETAIL
o
CONC, CONC.
COLUMN THREE PLY iTRUSS
SCALE:
1" = 1' -0"
(/
COLUMN
(MAX. UPLIFT= 14,400 #)
Li
Q
w
AT BOTTOM TO ENSURE PROPER
(USE 4 0 3/4- DIA,)
1�
GIRDER TRUSS
a
(2) 5/8" DIA. x 4 -1/2" EMBEDMENT FOR TWO PLY G.T.
(4) 3/4" DIA, x 5" EMBEDMENT FOR THREE PLY G.T.
2�
3/4" STEEL PLATE
`J
(1) 5/8" DIA. THRU BOLT
Q
TOP PLATE 1/4" FOR TWO PLY G.T., 3/8" FOR THREE PLY G.T. (,
CONCRETE TIE BEAM MIN. 3,000 PSI
SHINGLE ROOFING SYSTEM (BATCH EXISTING)
OVER 151 AND 301 ROOFING FELT, 1/2" C.D.X. PLYWOOD SHEATHING
(4 PLY MIN.) AND PRE - ENGINEER WOOD TRUSSES
AT 24" .C. (TYPICAL)
12
TRUSS BEARING 3 MATCH EXISTING
POINT -� [ FIELD VERIFY
EXISTING OVERI
TO BE REMOVE
\8" x 12" CONC. BM. W/ 4 #5'S CONT.
(LAP STEEL 18" MIN. AT SPLICES)
PROVIDE HOR. JOINT REINFORCING
EVERY SECOND COURSE (16" VERT.).
No. 9 GA LADDER TYPE
EXTEND 4" INTO TIE COLUMNS
#6 INFILLED CELL ® 32"
O.C. MAX.
\\ TYP. WALL SECTION
`r
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/2t' = 1' -0"
NEW CONC.-
= TIE BEAM
NEW BLOCK -
WALL
LO_-
00
2 -20 TOP PLATE
2 -2x4 CONT.
NAILER OVER
EX. PLYWD & TRUSSES_
SECTION
- EXISTING CEILING BOAR (N.I.C.)
CRICKET
4' -8"
-EXISTING TIE BEAM (N.I.C.)
FOR LEGEND SEE TYPICAL WALL SECTION -THIS SHEET 1/21# = V -0"
#3 STIRRUPS PER SCHEDULE (SPACE
AT 6" WHEN GIRDER TRUSS BEARS ON ,
4- #5 CONT yOPENING ABOVE DOOR OR WINDOWS)
17, t
ADD 2- #5; OVER WIN OW
OR DOOR OPENINGS 1 8_"
1110 001
i
CONC. TIE BEAM --
OPENING
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ROBERT A. GUZMAN, P.E.
15966 S.W. 98TH STREET, MIAMI, FLORIDA 33196
TEL 305 - 519 -4357, FAX. 305 -408 -1095
FL REG. No. 52647
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
PROD No:10 -13 -11
FI LE:knoepffier- Hemert
DRAWN: G.A.R.
3" X 3" CLEAR UNOBSTRUCTED OPENING
DATE: 01 -20 -12
M
►�i
(1)# 5 IN 3000 PSI GROUT
o
LL
FILLED CELL. PROVIDE CLEANOUT
(/
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AT BOTTOM TO ENSURE PROPER
4
CAID
O
FILL ADD WEEP HOLES AT 1/3
F�R
AND 2/3 OF SPAN HOOK REINF.
t�
W
BAR 12" AT TOP AND BOTTOM
4
Y `0
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_ 0
0
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to
cc5
0
8" x 8" x 16" CONCRETE
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ROBERT A. GUZMAN, P.E.
15966 S.W. 98TH STREET, MIAMI, FLORIDA 33196
TEL 305 - 519 -4357, FAX. 305 -408 -1095
FL REG. No. 52647
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
PROD No:10 -13 -11
FI LE:knoepffier- Hemert
DRAWN: G.A.R.
CHECKED: A.K.
DATE: 01 -20 -12
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