05-1454-008G E N E R A L S T R U C T U R A L N O T E S
01003 DIMENSIONS AND CONDITIONS:
All dimensions and conditions shall be verified by the contractor in the field prior to construction. Any
discrepancies shall be brought to the immediate attention of the Architect. Written dimensions take
precedence over scale at all times. Scale is for guideline purposes only. If dimensions are unclear, do not
scale. Request clarification from the Architect or Engineer.
01004 METHODS & SAFETY:
The contractor shall be responsible for all methods, procedures, and sequences of construction.
Construction site safety, including all adequate temporary bracing and shoring, is the sole responsibility of
the contractor.
01006 CONSTRUCTION LOADS:
It is the responsibility of the contractor to employ the necessary professional services to determine the
necessary methods and supports regarding forming and construction loads.
01007 CONFLICTS IN DOCUMENTS:
If conflicts occur in or between architectural and engineering documents, between documents and field
conditions or otherwise, the contractor shall immediately contact the Architect for clarification and direction
before proceeding. The contractor shall coordinate all dimensions between architectural and structural
drawings prior to proceeding with the work.
01008 COORDINATION:
The contractor shall coordinate the structural work with the work of all other trades.
01009 MANDATORY INSPECTIONS:
The contractor shall assure that the "Mandatory Inspections" as required by the F.B.C. are performed by
both the municipal inspector and the Special Inspector (as required), and that the work is accepted prior
to continuing with subsequent work.
01010 SHOP DRAWINGS:
a. The contractor shall submit to the architect complete shop drawings as required by these notes.
b. Review and approval of shop drawings is for the design concept only. The contractor shall check and
approve the shop drawings for compliance and completeness before submittal. Approval by the engineer or
architect is not for the purpose of approving changes or substitutions. The contractor shall be responsible
for all dimensions, quantities, job conditions, and coordination with all documents and other trades.
02000 POLYETHYLENE SHEET:
Polyethylene sheet, placed continuously, under concrete slabs and beams placed on ground shall be
minimum 6 mil. thick. All joints shall be lapped minimum 12 inches and continuously taped with minimum
of two -inch wide vinyl tape. Polyethylene sheet shall extend one inch on to stem wall.
02300 GEOTECHNICAL ENGINEER AND ALLOWABLE SOIL BEARING CAPACITY:
a. The footings, indicated in these drawings, have been designed based on an assumed allowable soil
bearing capacity of 2,000 psf. Contractor shall engage a Florida registered geotechnical engineer and
certified testing laboratory to perform soil exploration and testing and to prepare recommended soil
preparation procedures to achieve a minimum allowable soil bearing capacity of 2,000 psf within
acceptable limitations for differential settlement.
b. Geotechnical engineer shall monitor all phases of soil preparation and backfilling and certify that
his /her recommendations have been executed and that the allowable soil bearing capacity is at least
2,000 psf.
c. In -place soil density tests shall be taken for the exposed surface of compacted existing soil and
each subsequent layer of compacted backfill. Geotechnical engineer shall verify compliance with his /her
recommendations.
d. All areas of new construction shall be treated for termites per FBC section 1816.
02301 SOILS PREPARATION:
a. All soil preparations shall be conducted in accordance with the geotechnical engineer's
recommendations.
b. As a minimum, all areas of new construction shall be stripped of existing construction to be
removed and other deleterious material. Where required, the existing soil shall be excavated to the
bottom of proposed footing elevation. The entire area shall be thoroughly compacted by at least eight
passes of a vibrating plate compactor to achieve a minimum of 95 percent of maximum density as
determined in accordance with ASTM D1557. Each layer of backfill shall not exceed eight inches in
thickness and shall be compacted and tested as described above.
03300 CONCRETE (CAST -IN- PLACE):
a. Standards: ACI 318 -02, ACI 301 -99 and ACI 347R -94.
b. All concrete shall be proportioned to attain a minimum compressive strength of 3000 psi at 28
days. Slump shall be 4" (+1") and no water shall be added to the concrete at the site. Maximum
water content shall be 33 gallons per cubic yard. Concrete for areas which will remain exposed to
weather after construction shall have 3 to 5 percent entrained air.
c. The contractor shall contract an independent testing laboratory to perform the concrete cylinder tests
as required by section 1923.2 of the Florida Building Code.
d. Contractor shall provide all forming and temporary shoring.
e. No pipes or conduits exceeding 1/3 the slab thickness in outside diameter shall b e embedded in
the concrete floor without the written approval from the engineer. Where pipes or conduits are permitted,
they shall be placed no closer than three diameters on center. and shall be located so as not to impair
the strength of the structure.
f. Reinforcement: ASTM A615, grade 60, ASTM A185 for welded wire fabric. Splice all column bars to
dowels minimum 30 bar diameters (u.o.n). Splice #5 bars in grouted cells a minimum of 30 inches.
g. Concrete cover over reinforcement:
1. 3- inches where cast against earth.
2. 2- inches for columns and beams and 1-1/2 inches for slabs where cast in forms or on
polyethylene sheet and permanently exposed to weather or earth.
3. 1-1/2 inches at all other locations (u.o.n.).
h. Saw -cut control joints shall be made within twelve hours of concrete placement.
i. All concrete shall be finished as appropriate for the finishes indicated in the architectural drawings.
j. All concrete shall be cured for minimum of seven days. The curing shall entail maintenance of the
moisture in the concrete. Generally this shall be accomplished by treating exposed concrete surfaces
with a chemical curing compound immediately after finishing and immediately after removal of forms.
Forms shall be kept moist by frequent water spraying prior to removal. Verify compatibility of curing
compound with proposed finishes.
04420 REINFORCED MASONRY:
a. Hollow concrete masonry units shall comply with ASTM C90 "Standard Specifications for Hollow Load Bearing Concrete
Masonry Units."
b. In accordance with section 2122.4 of the FBC, a Florida Registered Architect or Professional Engineer shall inspect
reinforced masonry.
c. Mortar shall comply with ASTM C270, type M or S.
d. All reinforced CMU walls shall have galvanized steel horizontal joint reinforcement (standard no. 9, ladder type) at every
other course. Extend reinforcement minimum 4- inches into all columns.
e. Grout shall be 3000 psi concrete grout conforming to the requirements of ASTM C476. Slump shall be 9" (+ 1
f. Reinforced masonry shall comply with the requirements of section 2122 of the FBC and ACI 530 -95 /ASCE 5 -95.
g. Reinforced concrete prism strength shall be f'm = 2,000 psi, and shall be verified by tests in accordance with section
2122.5 of the FBC.
h. Reinforcement bars shall comply with ASTM A615, grade 60. Lap splice reinforcement in grout - filled cells minimum 48 -bar
diameters (minimum 12- inches). i
i. Whenever anchor bolts are to be set in masonry, two adjacent cells shall be filled with concrete grout.
j. Sills: unless otherwise framed in concrete, provide 8 x 8 concrete (formed or bond -beam block) with
2 #5 mid -depth at all sills. Extend reinforcement minimum 6" into adjacent column or reinforced cell.
Equivalent Cast -Crete sills are acceptable (submit shop drawings).
k. Lintels: any CMU wall openings, which are not otherwise framed with concrete, shall have 8" x
8" concrete lintels with 2 #5 bottom. Extend reinforcement minimum 6" past opening and cast lintel
with minimum 8" bearing on adjacent column or reinforced cell. Equivalent Cast -Crete lintels are
acceptable (submit shop drawings).
05120 STRUCTURAL STEEL:
a. Materials:
1. Structural tubing: ASTM A500, grade b.
2. All other structural steel: ASTM A36.
3. Anchor bolts: ASTM A307.
4. All other bolts: ASTM A325.
b. Shop drawings: submit complete shop drawings for structural steel.
c. Standards:
1. AISC "specifications for the design, fabrication and erection of structural steel buildings."
2. AWS D1 -1, E -70 series electrodes.
d. Connections: any structural steel connections which are not detailed on these drawings shall be
designed in accordance with AISC specifications.
e. Corrosion control: all structural steel, shall be shop painted with rust - inhibitive primer. Primer shall
be touched up after erection.
05500 FASTENERS:
a. Fasteners shall be of the type and size indicated on this drawing.
b. All fasteners, including expansion anchors, sleeve anchors, straps, nails, screws, etc. shall be galvanized.
06100 STRUCTURAL LUMBER:
a. All structural lumber shall be southern pine, minimum grade no. 2.
b. Minimum allowable bending stress (fb):
1. 2x4: 1500 psi
2. 2x6: 1250 psi
3. 2x8: 1200 psi
4. 2x10: 1050 psi
5. 2x12: 975 psi
c. All lumber in shall be isolated from concrete or masonry with roofing felt paper. Do not use pressure
treated wood unless otherwise noted.
06110 PLYWOOD ROOF SHEATHING:
a. Plywood roof sheathing shall be 19/32 ", exterior grade, sheathing, with 32/16 APA span rating.
'
b. Extent of diaphragm wood roof blocking required is indicated with hatching on roof plan. Blocking
shall consist of solid 2x4 members at panel joints with (2) 16d toe nails at each end. Nail sheathing
to blocking as required in note d. below.
c. Lay panels, continuous over two or more spans and with face grain perpendicular to primary framing
members. End joints shall occur at center of primary framing member with both panels fastened to it.
End joints shall be staggered
d. Fasten plywood roof sheathing panels to all supporting members using 10d nails. Nail spacing shall
be as follows:
ALL ROOFS - 4" o.c. at panel perimeter and 6" o.c. in- field.
e. Soffit sheathing shall be 7/16 ", exterior grade, APA rated sheathing. Fasten with 8d nails
at 6" on center at all supports.
06176 PREFABRICATED WOOD TRUSSES AND GIRDERS:
a. Prefabricated wood trusses and girders shall be designed in accordance with ASCE 7 -98 wind loads at 146 mph,
building category 2, and exposure C for components and cladding.
b. Prefabricated wood trusses and girders shall be designed, fabricated and erected in accordance with the TPI -95 and
the FBC for the loads indicated above.
c. Prefabricated trusses and girders shall be designed by a Florida registered specialty engineer. Complete calculations
and shop drawings shall be signed and sealed by the specialty engineer and submitted to the engineer -of- record for
review. Review by the engineer -of- record will be for compliance with design concept only. Specialty engineer shall
comply with chapter 471 F.S.
d. Truss manufacturer is responsible for the design and fabrication of trusses, girders and their connections to each
other. Design of bracing for individual truss or girder members to resist lateral buckling under gravity or wind loads is
the responsibility of the truss manufacturer.
e. Truss and girder layout as indicated on the roof framing plan(s) shall not be altered without prior written
authorization from the engineer -of- record.
f. Submit a minimum of (5) signed and sealed copies for review and record.
#3 BEAM STIRRUPS (SEE
PLAN AND SCHEDULE)
TOP AND BOTT. BEAM REINF.
(SEE PLAN AND SCHEDULE)
5 DIAGONAL BARS
ENT AS SHOWN
BOTH FACES)(TYP.)
TS STEEL COLUMN
SEE PLAN
i
X,
DETAIL AT STEEL COLUMN SEE ARCHITECTURAL DWGS. FOR
FOR ARCH DIMENSIONS AND LAYOUT
TYPICAL ARCH DETAILS
3/4" = 1' -0"
3'
STEEL BUCI
x 5" WIDE SIDE I LAIES,
1/2" THICK x 5 WIDE BOTTOM
AND BACK PLATES. WELD ALL
TOGETHER WITH 3/16" FILLET
WELDS ALL AROUND
CONNECTION(M)DETAIL
3/4" = 1' -0"
BEAM SCHEDULE
01000 CODES:
SIZE
(INCHES)
T.O.B.
ELEVATION
REINFORCEMENT
STIRRUPS
All work shall conform to the
2001 edition of the Florida Building
Code , (FBC),
and all other
TB -1
applicable local codes.
+10'- 6
2 #5
2 #5
2 #5
01001 DESIGN CRITERIA:
TIE BEAM
TB -2
8" x 48"
+13' -3"
a. Roof loads:
--
2 #5
BAL. ® 148" O.C.E ;
TIE BEAM
Live Load
20 psf for
roofs sloped
greater than 1.5:12.
--
2 #5
30 psf for
flat roofs
B -1
8" x 20 "( *)
Dead Load
25 psf
2 #5
2 #5
#3 ® 8" o.c.
d. Wind Loads: In accordance
with ASCE 7 -98 [building category
2; 146 mph
wind speed; exposure C;
2 #5
importance factor I = 1.00]. See calculations and roof plan for additional
information.
#3 @ 12" O.C.
01002 ELEVATION DATUM:
9-3
8" x 34"
+10' -6"
2 #5
All elevations on these structural
drawings refer to 0' -0" = finish grand floor (See architectural drawings for N.G.V.D.)
01003 DIMENSIONS AND CONDITIONS:
All dimensions and conditions shall be verified by the contractor in the field prior to construction. Any
discrepancies shall be brought to the immediate attention of the Architect. Written dimensions take
precedence over scale at all times. Scale is for guideline purposes only. If dimensions are unclear, do not
scale. Request clarification from the Architect or Engineer.
01004 METHODS & SAFETY:
The contractor shall be responsible for all methods, procedures, and sequences of construction.
Construction site safety, including all adequate temporary bracing and shoring, is the sole responsibility of
the contractor.
01006 CONSTRUCTION LOADS:
It is the responsibility of the contractor to employ the necessary professional services to determine the
necessary methods and supports regarding forming and construction loads.
01007 CONFLICTS IN DOCUMENTS:
If conflicts occur in or between architectural and engineering documents, between documents and field
conditions or otherwise, the contractor shall immediately contact the Architect for clarification and direction
before proceeding. The contractor shall coordinate all dimensions between architectural and structural
drawings prior to proceeding with the work.
01008 COORDINATION:
The contractor shall coordinate the structural work with the work of all other trades.
01009 MANDATORY INSPECTIONS:
The contractor shall assure that the "Mandatory Inspections" as required by the F.B.C. are performed by
both the municipal inspector and the Special Inspector (as required), and that the work is accepted prior
to continuing with subsequent work.
01010 SHOP DRAWINGS:
a. The contractor shall submit to the architect complete shop drawings as required by these notes.
b. Review and approval of shop drawings is for the design concept only. The contractor shall check and
approve the shop drawings for compliance and completeness before submittal. Approval by the engineer or
architect is not for the purpose of approving changes or substitutions. The contractor shall be responsible
for all dimensions, quantities, job conditions, and coordination with all documents and other trades.
02000 POLYETHYLENE SHEET:
Polyethylene sheet, placed continuously, under concrete slabs and beams placed on ground shall be
minimum 6 mil. thick. All joints shall be lapped minimum 12 inches and continuously taped with minimum
of two -inch wide vinyl tape. Polyethylene sheet shall extend one inch on to stem wall.
02300 GEOTECHNICAL ENGINEER AND ALLOWABLE SOIL BEARING CAPACITY:
a. The footings, indicated in these drawings, have been designed based on an assumed allowable soil
bearing capacity of 2,000 psf. Contractor shall engage a Florida registered geotechnical engineer and
certified testing laboratory to perform soil exploration and testing and to prepare recommended soil
preparation procedures to achieve a minimum allowable soil bearing capacity of 2,000 psf within
acceptable limitations for differential settlement.
b. Geotechnical engineer shall monitor all phases of soil preparation and backfilling and certify that
his /her recommendations have been executed and that the allowable soil bearing capacity is at least
2,000 psf.
c. In -place soil density tests shall be taken for the exposed surface of compacted existing soil and
each subsequent layer of compacted backfill. Geotechnical engineer shall verify compliance with his /her
recommendations.
d. All areas of new construction shall be treated for termites per FBC section 1816.
02301 SOILS PREPARATION:
a. All soil preparations shall be conducted in accordance with the geotechnical engineer's
recommendations.
b. As a minimum, all areas of new construction shall be stripped of existing construction to be
removed and other deleterious material. Where required, the existing soil shall be excavated to the
bottom of proposed footing elevation. The entire area shall be thoroughly compacted by at least eight
passes of a vibrating plate compactor to achieve a minimum of 95 percent of maximum density as
determined in accordance with ASTM D1557. Each layer of backfill shall not exceed eight inches in
thickness and shall be compacted and tested as described above.
03300 CONCRETE (CAST -IN- PLACE):
a. Standards: ACI 318 -02, ACI 301 -99 and ACI 347R -94.
b. All concrete shall be proportioned to attain a minimum compressive strength of 3000 psi at 28
days. Slump shall be 4" (+1") and no water shall be added to the concrete at the site. Maximum
water content shall be 33 gallons per cubic yard. Concrete for areas which will remain exposed to
weather after construction shall have 3 to 5 percent entrained air.
c. The contractor shall contract an independent testing laboratory to perform the concrete cylinder tests
as required by section 1923.2 of the Florida Building Code.
d. Contractor shall provide all forming and temporary shoring.
e. No pipes or conduits exceeding 1/3 the slab thickness in outside diameter shall b e embedded in
the concrete floor without the written approval from the engineer. Where pipes or conduits are permitted,
they shall be placed no closer than three diameters on center. and shall be located so as not to impair
the strength of the structure.
f. Reinforcement: ASTM A615, grade 60, ASTM A185 for welded wire fabric. Splice all column bars to
dowels minimum 30 bar diameters (u.o.n). Splice #5 bars in grouted cells a minimum of 30 inches.
g. Concrete cover over reinforcement:
1. 3- inches where cast against earth.
2. 2- inches for columns and beams and 1-1/2 inches for slabs where cast in forms or on
polyethylene sheet and permanently exposed to weather or earth.
3. 1-1/2 inches at all other locations (u.o.n.).
h. Saw -cut control joints shall be made within twelve hours of concrete placement.
i. All concrete shall be finished as appropriate for the finishes indicated in the architectural drawings.
j. All concrete shall be cured for minimum of seven days. The curing shall entail maintenance of the
moisture in the concrete. Generally this shall be accomplished by treating exposed concrete surfaces
with a chemical curing compound immediately after finishing and immediately after removal of forms.
Forms shall be kept moist by frequent water spraying prior to removal. Verify compatibility of curing
compound with proposed finishes.
04420 REINFORCED MASONRY:
a. Hollow concrete masonry units shall comply with ASTM C90 "Standard Specifications for Hollow Load Bearing Concrete
Masonry Units."
b. In accordance with section 2122.4 of the FBC, a Florida Registered Architect or Professional Engineer shall inspect
reinforced masonry.
c. Mortar shall comply with ASTM C270, type M or S.
d. All reinforced CMU walls shall have galvanized steel horizontal joint reinforcement (standard no. 9, ladder type) at every
other course. Extend reinforcement minimum 4- inches into all columns.
e. Grout shall be 3000 psi concrete grout conforming to the requirements of ASTM C476. Slump shall be 9" (+ 1
f. Reinforced masonry shall comply with the requirements of section 2122 of the FBC and ACI 530 -95 /ASCE 5 -95.
g. Reinforced concrete prism strength shall be f'm = 2,000 psi, and shall be verified by tests in accordance with section
2122.5 of the FBC.
h. Reinforcement bars shall comply with ASTM A615, grade 60. Lap splice reinforcement in grout - filled cells minimum 48 -bar
diameters (minimum 12- inches). i
i. Whenever anchor bolts are to be set in masonry, two adjacent cells shall be filled with concrete grout.
j. Sills: unless otherwise framed in concrete, provide 8 x 8 concrete (formed or bond -beam block) with
2 #5 mid -depth at all sills. Extend reinforcement minimum 6" into adjacent column or reinforced cell.
Equivalent Cast -Crete sills are acceptable (submit shop drawings).
k. Lintels: any CMU wall openings, which are not otherwise framed with concrete, shall have 8" x
8" concrete lintels with 2 #5 bottom. Extend reinforcement minimum 6" past opening and cast lintel
with minimum 8" bearing on adjacent column or reinforced cell. Equivalent Cast -Crete lintels are
acceptable (submit shop drawings).
05120 STRUCTURAL STEEL:
a. Materials:
1. Structural tubing: ASTM A500, grade b.
2. All other structural steel: ASTM A36.
3. Anchor bolts: ASTM A307.
4. All other bolts: ASTM A325.
b. Shop drawings: submit complete shop drawings for structural steel.
c. Standards:
1. AISC "specifications for the design, fabrication and erection of structural steel buildings."
2. AWS D1 -1, E -70 series electrodes.
d. Connections: any structural steel connections which are not detailed on these drawings shall be
designed in accordance with AISC specifications.
e. Corrosion control: all structural steel, shall be shop painted with rust - inhibitive primer. Primer shall
be touched up after erection.
05500 FASTENERS:
a. Fasteners shall be of the type and size indicated on this drawing.
b. All fasteners, including expansion anchors, sleeve anchors, straps, nails, screws, etc. shall be galvanized.
06100 STRUCTURAL LUMBER:
a. All structural lumber shall be southern pine, minimum grade no. 2.
b. Minimum allowable bending stress (fb):
1. 2x4: 1500 psi
2. 2x6: 1250 psi
3. 2x8: 1200 psi
4. 2x10: 1050 psi
5. 2x12: 975 psi
c. All lumber in shall be isolated from concrete or masonry with roofing felt paper. Do not use pressure
treated wood unless otherwise noted.
06110 PLYWOOD ROOF SHEATHING:
a. Plywood roof sheathing shall be 19/32 ", exterior grade, sheathing, with 32/16 APA span rating.
'
b. Extent of diaphragm wood roof blocking required is indicated with hatching on roof plan. Blocking
shall consist of solid 2x4 members at panel joints with (2) 16d toe nails at each end. Nail sheathing
to blocking as required in note d. below.
c. Lay panels, continuous over two or more spans and with face grain perpendicular to primary framing
members. End joints shall occur at center of primary framing member with both panels fastened to it.
End joints shall be staggered
d. Fasten plywood roof sheathing panels to all supporting members using 10d nails. Nail spacing shall
be as follows:
ALL ROOFS - 4" o.c. at panel perimeter and 6" o.c. in- field.
e. Soffit sheathing shall be 7/16 ", exterior grade, APA rated sheathing. Fasten with 8d nails
at 6" on center at all supports.
06176 PREFABRICATED WOOD TRUSSES AND GIRDERS:
a. Prefabricated wood trusses and girders shall be designed in accordance with ASCE 7 -98 wind loads at 146 mph,
building category 2, and exposure C for components and cladding.
b. Prefabricated wood trusses and girders shall be designed, fabricated and erected in accordance with the TPI -95 and
the FBC for the loads indicated above.
c. Prefabricated trusses and girders shall be designed by a Florida registered specialty engineer. Complete calculations
and shop drawings shall be signed and sealed by the specialty engineer and submitted to the engineer -of- record for
review. Review by the engineer -of- record will be for compliance with design concept only. Specialty engineer shall
comply with chapter 471 F.S.
d. Truss manufacturer is responsible for the design and fabrication of trusses, girders and their connections to each
other. Design of bracing for individual truss or girder members to resist lateral buckling under gravity or wind loads is
the responsibility of the truss manufacturer.
e. Truss and girder layout as indicated on the roof framing plan(s) shall not be altered without prior written
authorization from the engineer -of- record.
f. Submit a minimum of (5) signed and sealed copies for review and record.
#3 BEAM STIRRUPS (SEE
PLAN AND SCHEDULE)
TOP AND BOTT. BEAM REINF.
(SEE PLAN AND SCHEDULE)
5 DIAGONAL BARS
ENT AS SHOWN
BOTH FACES)(TYP.)
TS STEEL COLUMN
SEE PLAN
i
X,
DETAIL AT STEEL COLUMN SEE ARCHITECTURAL DWGS. FOR
FOR ARCH DIMENSIONS AND LAYOUT
TYPICAL ARCH DETAILS
3/4" = 1' -0"
3'
STEEL BUCI
x 5" WIDE SIDE I LAIES,
1/2" THICK x 5 WIDE BOTTOM
AND BACK PLATES. WELD ALL
TOGETHER WITH 3/16" FILLET
WELDS ALL AROUND
CONNECTION(M)DETAIL
3/4" = 1' -0"
BEAM SCHEDULE
MARK
SIZE
(INCHES)
T.O.B.
ELEVATION
REINFORCEMENT
STIRRUPS
-" "REMARKS
TOP
INT.
BOTT.
TB -1
8" x 20"
+10'- 6
2 #5
2 #5
2 #5
BAL. @AT 12" O.C.E ;
TIE BEAM
TB -2
8" x 48"
+13' -3"
2 #5
--
2 #5
BAL. ® 148" O.C.E ;
TIE BEAM
TB -3
8" x 48"
+13' -3"
2 #5
--
2 #5
BAL. A 148" 48" 0.
TIE BEAM
B -1
8" x 20 "( *)
+10' -6"
2 #5
2 #5
2 #5
#3 ® 8" o.c.
( *) ARCHED BEAM. SEE BELOW
B -2
8" x 29 "( *)
+10' -6"
2 #5
2 #5
2 #5
#3 @ 12" O.C.
( *) ARCHED BEAM. SEE BELOW
COORD. W GARAGE DOOR
9-3
8" x 34"
+10' -6"
2 #5
4 #5
2 #5
#3 @ 12" o.c.
B -4
10" x 27 "( *)
+10' -6"
2 #5
2 #5
2 #5
#3 @ 12" o.c.
( *) ARCHED BEAM. SEE BELOW
B -5
8" x 37 "( *)
+10' -6"
2 #5
4 #5
2 #5
#3 @ 12" o.c.
( *) ARCHED BEAM. SEE 4/S.02
B -6
8" x 12 "( *)
+13' -3"
2 #5
--
2 #5
#3 @ 4" a. c.
( *) ARCHED BEAM. SEE BELOW
B -7
37"x3 8(
+13' -3"
2 #5
2 #5
2 #5
#3 @ 6" a. c.
( *) ARCHED BEAM. SEE 4/S.02
L -1
8" x 8"
VARIES
--
--
2 #5
NONE
AT WINDOW /DOOR HEAD
L -2
8" x 12"
VARIES
2 #5
--
2 #5
#3 ® 4" a. c.
AT WINDOW /DOOR HEAD
BEAM NOTES:
1. AT ALL BEAM- CORNERS AND INTERSECTIONS,- PROVIDE 2 #5 L- SHAPED CORNER BARS WITH
30 -INCH LONG LEGS AT TOP AND BOTTOM.
2. HOOK ALL TOP BARS AT ENDS.
3. ALL TOP AND BOTTOM BARS SHALL BE CONTINUOUS. WHERE NECESSARY, LAP SPLICE TOP BARS
IN MIDDLE THIRD OF SPAN AND LAP SPLICE BOTTOM BARS AT SUPPORTS. LAP SPLICE SHALL BE
MINIMUM 36- INCHES.
4. COORDINATE ALL MASONRY OPENINGS WITH ARCHITECTURAL DRAWINGS.
COLUMN SCHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
VERTICAL
TIES
FC1
8" x 8"
1#5
NONE
FILLED CELL. •
TC1
8" x 12"
4 #5
#3 @ 8" O.C.
TIE COLUMN
TC2
8" x 14"
4 #5
#3 @ 8" o.c.
TIE COLUMN FMI
TC3
8 "x11 "x1 8 "x8"
7 #6
#3 ® 8" a. c.
TIE COLUMN OP
TC4
8" x 9"
4 #5
#3 @ 4" a. c.
TIE COLUMN
TC5
8" x 20"
6 #5
#3 ties + hairpins
® 8 o.c.
TIE COLUMN
COLUMN NOTES:
1. HOOKED DOWELS, SAME SIZE AND NUMBER AS VERTICAL REINFORCEMENT,
SHALL BE EMBEDDED TO BOTTOM OF FOOTING BELOW AND SHALL LAP
MINIMUM 30 BAR DIAMETERS WITH VERTICAL REINFORCEMENT IN COLUMNS.
2. HOOK ALL VERTICAL COLUMN REINFORCEMENT AT TOP.
FOOTING SCHEDULE
MARK
THICKNESS
BOTT. REINFORCEMENT
REMARKS
SHORT WAY
LONG WAY
WF -16
16" x CONT.
12"
--
2 #5
WALL FOOTING
WF -24
24" x CONT.
12"
#4 ® 32"
3 #5
WALL FOOTING
WF -36
36" x CONT.
12"
#5 @ 48"
3 #5
WALL FOOTING
F3.0
36" x 36"
12"
4 #5
4 #5
T.O.F. ELEV -1' -0" BLW FINISH GRID.
F60
60" x 60"
12"
6 #5
6 #5
monolithic with wall footing
TE -8
8" x CONT.
8"
--
1#5
THICKENED EDGE
FOOTING NOTES:
P
V 2
1. AT ALL FOOTING CORNERS AND INTERSECTIONS, PROVIDE # 5 L -SHAPED CORNER
BARS WITH 30 -INCH LONG LEGS.
2. LAP SPLICE BARS MINIMUM 36- INCHES.
(4) 3/4" DIAMETER
THRU -BOLTS
CONCRETE BEAM (SEE
PLAN AND SCHEDULE)
(3) 3/4" DIAMETER x 6"
HOOKED ANCHOR BOLTS
BUTT- WELDED TO PLATE
COLTRAIN AND JONES
ARCHITECTURE, P.A.
DESIGN + CADD PRODUCTION
CONSTRUCTION ADMINISTRATION
BUILDING INSPECTIONS
ITEL.(305) 285 -6723 FAX.(305) 285 -6722
11535 SW 8 ST. MIAMI, FL 33130 SUITE 100
REVISIONS /COMMENTS,
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U.S. Stmeture8, Inc.
Structural Engineers
4444 SOUTHWEST,,71st AVENUE
SUITE 103 „MiANIhFLORIDA 33155
305.665.4555;, FAX 365.665.5522
email: www.ussbructuresinc1com'
CA 8439-/
Jose A. Tol 6, 'r:E..
Structural_Engineer ,
Florida License ,149. 54391
SHEET TITLE: ^
NOTES AND SCHEDULEES -^
NOTES /DATES:
JOB NO.: SHEET NO.
CJA 05.001
PERMIT SUBMITTAL DATE:
DATE PRINTED:
09/09/05
SCALE:
AS NOTED
DRAWN BY:
E.C.
5.01