12-250-027GENERAL NOTES:
1.The Contractor shall verify all conditions and dimensions at
the job site prior to commencing work, The Contractor shall
report all discrepancies between the drawings and existing
conditions to the Designer prior to commencing work.
2. The Contractor shall supply, locate and build into the work
all inserts, anchors, angles, plates, openings, sleeves,
hangers, slab depressions and pitches as may be required to
attach and accommodate other work.
3. All details and sections shown on the drawings are intended to
be typical and shall be construed to apply to any similar
situation elsewhere in teh work except where a different
detail is shown.
4. Subsurface soil condition in formation is not available.
Foundations are designed for a soil bering capacity of 2,000
PSF. The Contractor shall report any differing conditions to
the Designer prior to commencing work.
5. Structural drawings shall be used in conjunction with job
specification and architectrual, mechanical, electrical,
plumbing and site drawings. Consult these drawings for
sleeves, depressions and other details not shown on structural
drawings.
6. All Bolts, nuts, washers, straps and fasteners including
nails, sail be hot dip galvanized or stainless steel.
Continuous anchorage shall be provided between all trusses,
wall sections, beam, posts and footings with use of straps
and connectors as specified herein.
7.All specified fasteners may only be substituted if approved by
the engineer in writing. The installation of the fasteners
shall be in accordance with the manufacturer's specifications.
8.Wind bracing (1st and 2nd Floors) wth 16 GA x 1 1/4"
galvanized straps 10' -0" long placed diagonally, all bearing
walls at corners or with 4 " -0" x 10' -0" or 8 -0" x 5/8"
exterior grade plywood siding.
9. The structure is designed to be self supporting and stable
after the building is complete. It is the Contractor's sole
responsibility to determine erection procedures and csequence
to ensure safety of the bulding and its components during
erection. This includes the addition of necessary shoring,
sheeting, temporary bracing, guys or tie downs.
CONCRETE:
1. Concrete shall bave a minimum compressive strength of 2500 PSI
at 28 days, unless noted otherwise. Placement shall be in
accordance with ACI 318.
2. All concrete slabs on grade shall be the thickness indicated
on the drawings, over minimum 6 mil polyethylene vapor
barrier. Such slabs shall be reinforced with fiber
3. Fill under concrete slabs shall be clean sand or rock and free
of debris and other deleterious material. Fill shall be
compacted to a density f at least 959 of Standard Proctor
Maximum Dry Density (ASTM D1557).
4. Footings shall bear upon undisturbed treated soil or upon soil
compacted to at least 95% of Standard Proctor Maximum Dry
Density (ASTM D1557: for a depth of at least three (3 ") feet
below the bottom of the footing.
5. Where shown, cores of block masonry shall be filled with grout
or pea gravel concrete with minimum compressive strength of
3000 PSI at 28 days and reinforcing steel as indicated on the
drawings.
6. Reinforcing steel shall be ASTM A -615 Grade 60 deformed new
billet steel conforming to ACI 301, ACI 315, ACI 318 and CRSI
manual of Standard Practice latest editions. Minimum lap
splices shall be 36 bar diameter.
7. All continuous vertical and horizontal reinforcing steel in
footing, beams and columns shall be spliced a minimum of 36
bar diameters or 24 ", whichever is greater.
8. Concrete cover of reinfocing steel shall be as follows:
A. Footings: 3" bottoms and sides, 2" top.
B. 1 1/2 bottom, sides and top.
C. Columns: 1 1/2".
D. Slabs on grade: 2" bottom, 1" top.
E. Others per ACI.
9. WELDED WIRE FABRIC shall conform to ASTM A -185, free from oil
scale and rust and placed in accordance with the typical placing
details of ACI Standards and Specifications. Minimum lap
shall be one space plus two inches.
10. CONCRETE TESTING: Concrete testing shall be paid for by the
Owner or Contractor (See Owner- Contractor Agreement). Testing
laboratory shall perform the following test on cast -in -place
concrete:
A. ASTM C143 "Standard Test Method for Slump of Portland
Cement Concrete." Slump rang shall be 4 -6 inches.
B. ASTM C39 " Standard Test Method for Compressive Strength
of Cylindrical Concrete Specimens." A separate test shall
be conducted for each class, for every 50 cubic yards (or
fraction thereof), placed per day. REquired cylinder (s)
quantities and test age as follows:
1 at 7 days
2 at 28 days
One additional reserve cylinder to be tested under the
direction of the engineer, if required. If 28 day
strength is achieved, the additional cylinder may be
discarded.
MASONRY:
1. Concrete masonry units shall be ASTM C90 -75, Hallow
Load - Bearing Concrete Masonry Units, Type I, Grade N -1, normal
weight.
2. Mortar shall conform to ASTM C270 and be type M or S.
3. Horizontal masonry joint reinforcement shall be golvaized
truss -type with 6" lat at all splices and placed at every
other block course.
WOOD FRAMING:
1. All wood framing shall be fabricated and installed per ATIC
and TPI and National Design Specifications for Wood
Construction.
2. All structural wood members shall be southern yellow Pine,
unless noted otherwise.
3. Unless noted otherwise, the following minimum grades shall be
used:
A. Structural light framing size 2" to 4" thick x 2" to 4"
wide; No. 2 Non -Dense or better.
B. Studs size 2" to 4' thick x 2" to 6 " wide; No. 2 Dense or better.
C. Structural joist and planks size 2" to 4" thick x 5" to 8"
Bide; No. 2 or beter; 9 to 12" wide; No. 1 or better.
D. Light framing size to 2" to 4" thick x 3" to 4" wide;
No. 2 Non -Dense or better.
4. Plywood sheeting shall be APA Structural I., Group I size and
span rating as shown on the drawings. Nail with 8d nails
(common or jun) at 6" o.c. along panel edge and 12" o.c. at
intermediate supports.
5. All wood members exposed to weather or in contact with
masonry, concrete or soil shall be pressure treated.
and as necessary and suited for each application.
Fastenings subject to moistur shall be hot -dip galvanized to
ASTM A- 153 -80, or stainless steel.
7. All metal connections and fabrications shall comply with AISC
specifications.
8. Solid Block all joists and rafters at points of support.
9. Prefabricated structural trusses shall comply with NFPA
National Design Specifications for work construction, TPI
design Specifications for Metal Plate- Connected Wood Trusses
and AITC 100.
10. All trusses shall be designed and certified by the truss
manufacturer's State of Florida registered engineer.
11. Contractor shall correlate with truss manufacturer to ensure
that adequate bearing is provided at end reactions of all
girder trusses.
12. Truss manufacturer shall submit shop drawings to the
Contractor and Designer for review and approval prior to
fabrication. Contractor sail be responsible for field
verification of dimensions, materials and conditions.
13. At volume ceiling conditions, align trusses to provide a
smooth and unbroken interior wall surgace from floor
to ceiling.
14. Brace trusses during erection and after permanent installation
to comply with TPE BWT -76.
15. Micro -lams (or equal Paralams, LVL's, etc.) shall be used
where specified on engineered plans and installed in
accordance with manufacturer's reccomendations. Any edges
or ends exposed to the weather shall be protected by the
installation of 26 ga., min., galvanized steel flashing.
16. Splices in multi -board continuous beams shall be allowed for
one board only per span and only at the quarter point of the
span, unless shown wotherwise.
17. Wood frame wall double top plate splices, if required, shall
be 24" minimum. Nailing pattern shall be 2 -rows 16d nails at
6" o.c. staggered. Overlap plates at corners and secure with
2 -16d nails.
DESIGN LOADS:
The structural system for this building has been designed in
accordance with the 2007 FLORIDA BUILDING CODE AND 2009 SUPPLEMENT
The following superimposed loadings have been utilized:
ROOF:
Live Load - 30 PSF
Dead Load - 25 PSF
NOTE: Structural calculations
using gravity loads have been
performed in the design of this structure.
LIVING AREAS:
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Live Load - 40 PSF TRUSS
Dead Load - 15 PSF
WIND:
FOOTING
TYPES
TYPICAL BAR DIAGRAM
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TYP• RAC
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MONOLIiHC FOODNG 3/4` NON- SHRINKING I I
GROUNG
CANTILEVER TOP BARS CONT. TOP BARS
•C` B S E' BAR OVER LoR LPORT
LEFT OR RIGHT STD. 90 DEG. HOOKS
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BAR SIZE
MIN. LAP SPLICE
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BOTTOM BARS CONT. BARS
EMBED 12 BAR DIAM. EMBED 12 BAR DIAM.
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31"
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WALL FOOTING
THICK. SLAB EDGE THICKENED SLAB COLUMN FOOTING TYP. CONIC. COVER
NOTE: WHERE NECESSARY CONTINOUS TOP BARS SHALL BE LAPPED
24 BAR DIAMETERS IN MIDDLE 1/3 OF SPAN
bolt by simpson or
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TYPICAL BEAM (SEE PLAN AND SCHEDULE) SIMPSON
TYP deD. F
TYPICAL CORNER VERT. FILLED CELL
W/ 1 -J5 CONT., TYP.
�i 1 �• �•
SCALE 11/2• = 1'-0`
8" M
IOPENING WIDTH VARIES, SEE PLAN
SCALE 1 1/2• • 1' -O`
Section 1609, 2007 FLORIDA BUILDING CODE Edition WITH 2009 SUPPLEMENT LISP LFTA6
RAFTER TIE
CODE COMPLIANCE:
The structural system for this building has been designed in VALLEY TRUSS
accordance with the following Codes: OR CONVENTIONAL FRAMING
1. The 2007 FLORIDA BUILDING CODE WITH 2009 SUPPLEMENT
Code Congress International, Inc.
VALLEY FRAMING DET.
PLYWOOD
SHEATHING
SIMPSON
TYP., W/
RECC�D. I
CONCRETE BEAM -
SEE BEAM SCHED.
o
SIMPSON 'HGT -2" STRAP,
TYP., W/ MANUf S.
RECC. D. XTENERS
TRUSS BEARING TRUSS BEARING 3 TRUSS 0' BEARING
SCALE 3" = 1' -0" 2 SCALE 3" = 1' -0" �LBS)
(FOR UPLIFT UP TO 1890 LBS.) (FOR UPLIFT FROM 1890 LBS. TO 3655 LBS) (FOR UPLIFT FROM 3655 LBS. TO 6485
USE HGT -3 FOR UPLIFT FROM 6485 To 9035 LBS.
USE HGT -4 FOR UPLIFT FROM 9035 To 9685 LBS.
NOTE CONC. BEAM OR BOND BEAM LOCATION VARE% SEE
PLANS, DaMOR ELEVATIONS, AND BUILDING
SECTION FOR FURTHER INFORMATION
FILED VERT. CELL EA. SIDE W/ 1-
#5 CONT., TYP. (CONTINUOUS FROM 90 D.
HOOF( 0 FOUNDATION TO 90 D. HOOK
AT ROOF BEARING CONC. BEAM OR BOND BEAM
CONC. BLOCK WALL, TYP.
SIMPSON H2,5
HURRICANE CLIP
AT EACH CONNECTI ❑N
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RAFTER TIE
SCALE., 3/4' = 1' -0'
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built up
girder
provide a truss
spacer at
2 ply girders
N.T.S.
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NAILING IN THE UNSHADED
AREAS 8d GALV. RING SHANK
12" O.C. 0 EDGES 12' O.C.
INTERMEDIATE, TYP.
NAILING IN THE SHADED
AREAS 8d GALV. RING SHANK
6'
TEORMEDIA� ff 6. O.C.
Insulation
board
p.t. 1' x 6'
extend 20'
beyond
open'g at
each side -
1/2' GYP. BD
W /CORNER BEAD
WOOD OR MARBLE STOOL
SELECTED BY OWNER -
1/2' GYPSUM BD
1'x3'p.t.
Insulation
board
sU
CONC. BEAM OR PRECAST LINTEL
caulk under
p.t. & window
1' x 4' p.t. buck W/
2 3/4'x3/16' TAPCONS
at 16' o.c.
3 sides typ.
parge coat
cant. caulk bead
window Insulation
as per rlanuf.
recomendations
Cont. caulk bead
/- parge coat
pre -cast flush sill
block watt
TYP. ALUMINUM WINDOW INSTALLATION
NO SCALE
CONTINUOUS 2 X 6
P.T.Y.P., HEAD & JAMBS
1/2 "- ANCHOR BOLT / 2"
HOOK SET IN CONC. W 2 "N
WASHER & NUT, 8" FROM TOP
& BOTTOM, 24" IN BETWEEN
O.H. DOOR & TRACK FOR
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3/4" dia. washers
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1 vertical
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locate at girder
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masonry wall
truss - hook into
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and beam
tie beam
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maximum uptift =
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HOLD
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DETAIL
N.T.S.
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NAILING IN THE UNSHADED
AREAS 8d GALV. RING SHANK
12" O.C. 0 EDGES 12' O.C.
INTERMEDIATE, TYP.
NAILING IN THE SHADED
AREAS 8d GALV. RING SHANK
6'
TEORMEDIA� ff 6. O.C.
Insulation
board
p.t. 1' x 6'
extend 20'
beyond
open'g at
each side -
1/2' GYP. BD
W /CORNER BEAD
WOOD OR MARBLE STOOL
SELECTED BY OWNER -
1/2' GYPSUM BD
1'x3'p.t.
Insulation
board
sU
CONC. BEAM OR PRECAST LINTEL
caulk under
p.t. & window
1' x 4' p.t. buck W/
2 3/4'x3/16' TAPCONS
at 16' o.c.
3 sides typ.
parge coat
cant. caulk bead
window Insulation
as per rlanuf.
recomendations
Cont. caulk bead
/- parge coat
pre -cast flush sill
block watt
TYP. ALUMINUM WINDOW INSTALLATION
NO SCALE
CONTINUOUS 2 X 6
P.T.Y.P., HEAD & JAMBS
1/2 "- ANCHOR BOLT / 2"
HOOK SET IN CONC. W 2 "N
WASHER & NUT, 8" FROM TOP
& BOTTOM, 24" IN BETWEEN
O.H. DOOR & TRACK FOR
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TYP. GARAGE DOOR DETAIL .
SCALE N.T.S.
3/16" x 2 3/4" CORROSIVE RESISTANT "TAPCON"
CONC. SCREWS INSTALLED 4" FROM EA. END
AND ® 18" O/C THRU -OUT.
CONTINUOUS T MASONRY OR CONCRETE
P.T. 1X4 WOOD BUCK
OFF SET 3/4"
1/2" DRYWAL -,-
DECORATIVE CEMENTITIOUS /
FINISH OVER CONC
CONTINUOUS BEAD OF SEALANT
P.T. 1X4 WOOD BUCK CONTINUOUS BEAN OF CAULK
SET IN FULL BED OF SEALANT TYPICAL ALUMINUM WINDOW. ALUM.
ALL CERTIFICATIONS LABELS SHALL REMAIN
FOR FINAL INSPECTION
MAXIMUM TOLERANCE FOR FINAL FITTING
SHALL BE 1/8" - NO DOUBLE BUCKING ALLOWED
WINDOW HEAD & JAMB 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
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