06-1811-0160
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2" CL.
PROVIDE 24 BAR DIA. MIN.
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SPAN 1 �, SPAN 2
TYPICAL BEAM REINFORCEMENT DIAGRAM
BEAM SCHEDULE
BEAM
ELEVATION
SIZE
BOTT. "B"
TOP "T'
TIES
REMARKS
B x D
No.
SIZE
No.
SIZE
SIZE
SPACING EACH END
TB
+10'-6"
8"x12"
2
#5
2
#5
#3
4012" oc BAL 048"
C-1
TB -1
+13'-5"
8"x VARIES
2
#5
2
#5
#3
012" oc
ARCHED, SEE DETAIL ON SHEET S-1
B-1
+12'-6"
8"x30"
2
#7
2
#7
#3
012" oc
UPTURNED
B-2
+10'-6"
8"x18"
2
#8
2
#8
#3
08" oc
d. ANY DISCREPANCY WITH FIELD VERIFIED EXISTING CONDITIONS INCLUDING, BUT NOT
B-3
+10'-6"
12"06"
3
#6
3
#6
#3
06" oc
ELEMENTS AND/OR INSTALLATIONS.
B-4
+10'-6"
12"x16"
3
#6
3
#6
#3
06" oc
B. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND TAKE ALL THE MEASURES
B-5
+10'-5"
8"05"
2
#5
2
#5
#3
06" oc
AND PROTECTED AS TO PREVENT FAILURE OF SIDES OR SLOPES, HARM TO LIFE,
B-6
+10'-5"
8"05"
2
#5
2
#5
#3
06" oc
PLYWOOD ROOF SHEATHING SHALL BE NAILED WITH 10d COMMON NAILS TH SPACING NOT
Will
B-7+12'-6"
8"x30"
2
#7
2
#7
#3
012" oc
UPTURNED
B-8
+12'-6"
8"x30"
2
#7
2
#7
#3
012" oc
UPTURNED
B-9
+12'-6"
8"x30"
2
#7
2
#7
#3
012" oc
UPTURNED -CANTILEVER
B-10
+12'-6"
8"x30"
2
#6
2
#6
#3
®12" oc
UPTURNED
B-11
+10'-6"
8"x12"
2
#6
2
#6
#3
05"
A. BOTTOM OF FOOTING SHALL BEAR ON CONTROLLED COMPACTED FILL CAPABLE OF SAFELY
B-12
+13'-5"
8"x68"
2
#5
2
#5
#3
012" oc
ADD #4010" O.C. EA. FACE
B-13
+13'-5"
8"x VARIES
2
#5
2
#5
#3
012" oc
ARCHED, SEE DETAIL ON SHEET S-1
RTB
+20'-6"
8"06"
2
#5
2
#5
#3
4012" oc BAL 048"
D.
RB -1
+20'-6"
12"x18"
3
#5
3
#5
#3
08" oc
PROVIDE 2 #5 30"x30" CORNER BARS AT ALL BEAM INTERSECTIONS
CONC. COLUM SCHEDULE
TYPE OF COLUMN
LONG REINF.
TRANSV. REINF.
TC
8"x12"
4 #5
#3 08"
TC -1
8"x12"
4 #6
#3 ®8"
TC -2
8"x16"
4 #6
#3 08"
TC -3
8"x19"
6 #5
#3 08" (2 SETS)
TC -4
8"x24"
6 #5
#3 08" (2 SETS)
C-1
12" 0
5 #5
#3 012"
C-2
8"x20"
6 #5
#3 08" (2 SETS)
C-3
8"x24"x24"
6 #6
#3 08" (2 SETS)
STEEL COLUMN SCHEDULE
MARK
SIZE
BASE PLATE
CAP PLATE
REMARKS
S-1
HSS4x4x1/4
8"x 8"x 1/2"
8"x 8"x 1/2"
SEE DETAIL THIS DWG.
S-2
HSS6x6X1/4
12"x 12"x 3/4"
8"x 8"x 3/4"
SEE DETAIL THIS DWG.
WALL FOOTING SCHEDULE
MARK
SIZE
BOTTOM REINF.
TOP REINF.
TWSV. REINF.
MWF -16
16"00"
2 #5
-
-
WF -18
18"02"
2 #5
-
-
WF -24
24"02"
3 #5
-
#4024"
WF -30
30"x12"
3 #5
3 #5
#4024" T&B
FOOTING SCHEDULE
MARK
SIZE
BOTTOM REINF.
TOP REINF.
F-3
3' -0"x3' -0"x12"
3#5 IV
-
F-3.5
3' -6"x3' -6"x12"
4#5 EW
-
F-4
4' -0"x4' -0"x12"
4#5 EW
-
N
1/2" EXP. JOINT (TYP)
CONC. SLAB ON GRADE
SEE PLAN FOR SIZE &
REINFORCEMENT
X X
I ' -II•
N
WELL COMPACTED
FILL (TYP)
1/2" EXP. JOINT (TYP)
CONC. SLAB ON GRADE
SEE PLAN FOR SIZE &
REINFORCEMENT
X X
;1111
—Ill-
1/2
II
;II'
1 /2 TIE SPACING (TYP)
-IIII�III,;I�'
8"
�y11, 00
2 (TYP) PL 8"x8"x1/2"
4-3/4" 0 WELDED
STUDS x 8" LONG
00
HSS4x4x1/4
8 rr
00
l ._J
22" (TYP) PL 8"x8"x3/4"
4-3/4" 0 WELDED
STUDS x 8" LONG
00
3/16
00 4-3/4" 0 a,
HEADED ANCHOR BOLTS
8 to
r=� 3/1
L ._J
22" (TYP) HSS6x6x 1 /4
PL 8"x8"x1/2"
1'-0"
HSS6x6x1/4
4-3/4" 0
HEADED ANCHOR BOLTS
PL 12"x12"x3/4"
0
r-
1 1/2" (TYP.)
8-1 ASSEMBLY 8-2 ASSEMBLY
1 #5 CONT.
CONC. SLAB ON GRADE
SEE PLAN FOR SIZE &
REINFORCEMENT
M
—R—�_ X
00 —
I—I I IM I I
III I I S—III III—I I I-
-I I I—
I[— 1I-
8"
8" CMU WALL
SEE PLAN FOR
REINF. SIZE & SPACING
FINISH GRADE
III�III
=1 1- 0 z
—FOOTING SEE PLAN
& SCHEDULE FOR SIZE
& REINFORCEMENT
WELL COMPACTED
FILL (TYP)
CMU WALL — FOOTING DETAIL
N.T.S.
CONCRETE COLUMN
SEE PLAN & SCHEDULE
FOR SIZE & REINFORCEMENT
COL. DOWELS TO BE
a SAME SIZE AS COL.
a_ REINF. (TYP)
_ v
Q
FINISH GRADE
-- w
m
M -III—III- w
Ilk
=III-
D_ � Z
FOOTING SEE PLAN
• • • • • & SCHEDULE FOR SIZE
& REINFORCEMENT
-II1=1 M
WELL COMPACTED
FILL (TYP)
CONCRETE COLUMN — FOOTING DETAIL
N.T.S.
2'-6"
THICKENED EDGE CTE) DETAIL
N.T.S
1 #5 .
CONC. SLAB ON GRADE
SEE PLAN FOR SIZE &
REINFORCEMENT
-x X
0
N
WELL COMPACTED
FILL (TYP)
SEE ARCH. PLANS
FOR EXTERIOR GRADE
8" CMU WALL
STEM WALL
FOOTING SEE PLAN
• • • & SCHEDULE FOR SIZE
& REINFORCEMENT
-I�I11III,-,I�
I_
WELL COMPACTED
FILL (TYP)
FOOTING DETAIL A DOOR OPENING
N.T.S.
ENCASE COLUMN
IN CONCRETE
ISOLATION JOINT (TYP)
' X X
';1111 ;II'
—II
1-1/2" NON -SHRINK -�
HIGH STRENGTH GROUT
STEEL COLUMN
SEE PLAN & SCHEDULE
CONC. SLAB ON GRADE
SEE PLAN FOR SIZE &
REINFORCEMENT
\.I i X
I "'I
I I ,d III:
r n. I •. 4, •. e
• 1 I I I-
Idi ' a WELL COMPACTED
A] FILL (TYP)
X
N
FOOTING SEE PLAN
& SCHEDULE FOR SIZE
& REINFORCEMENT
-II1f:1II,,I�l
WELL COMPACTED
FILL (TYP)
STEEL COLUMN — FOOTING DETAIL
N.T.S.
STRUCTURAL NOTES
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ROOFS
1. GENERAL NOTES
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LL = 30 PSF
FOR MASONRY STRUCTURES" (ACI 530.1) AND THE FLORIDA BUILDING CODE 2001(LATEST REVISION).
FLOORS
B.
ALL MASONRY WALLS SHALL BE BUILT ON CONCRETE MASONRY UNITS (CMU)
SDL = 20 PSF
A. ALL CONSTRUCTION SHALL BE MADE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE = = =
CONSISTING OF LOAD BEARING TYPE, HOLLOW CONCRETE BLOCKS OF 2 CELLS,
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2004 EDITION & PLANS OF ALL DISCIPLINES. THE CONTRACTOR SHALL VERIFY ALL _ _ - _ _ _ ' _ " ' _ '
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PLANS AND WITH A MIN. MASONRY UNIT COMPRESSION STRENGTH 1900 PSI ON
PLANS, DIMENSIONS AND EXISTING CONDITIONS, AND NOTIFY IN WRITING TO THE ENGINEER, oco
NET AREA (MIN, fm=1500 PSI)
PRIOR TO CONSTRUCTION, OF:
THE MORTAR SHALL BE OF TYPE "S", OF PORTLAND CEMENT AND CONFORMING
a. ANY CONFLICTING DETAIL OR DISCREPANCY WITHIN PLANS, SPECIFICATIONS, ------ - ' , =LO
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PLACED WITH A SLUMP OF 9" + OR - 1".
OR BETWEEN THEM. - - -
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b. ANY INTERFERENCE OF NEW WITH EXISTING CONSTRUCTION TO REMAIN, - _ _ _' _ _;
CENTER WITH GALVINIZED POSITIONERS. HORIZONTAL JOINT REINFORCEMENT SHALL BE
OR OF INSERTS, CONDUITS, OPENINGS OR ANY INSTALLATION WITH ANY STRUCTURAL
AND EXTENDING 4" MIN. INTO TIE COLUMNS.
D.
THE GROUT FOR FILLING THE CELLS SHALL COMPLY WITH ASTM SPEC. C-476, HAVE A
ELEMENT, NEW OR EXISTING.
C. ANY MISSING INFORMATION (DIMENSIONS SHALL NOT BE SCALED FROM PLANS)
9" ±1". PROVIDE CLEANOUTS AT BOTTOM OF GROUTED CELLS, AND CLEAN CELLS OF
d. ANY DISCREPANCY WITH FIELD VERIFIED EXISTING CONDITIONS INCLUDING, BUT NOT
ALL MORTAR DROPPINGS. MAXIMUM VERTICAL DROP FOR GROUTING TO BE 8'-0".
5. SHOP DRAWINGS
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LIMITED TO, DETAILS, SIZES, ELEVATIONS AND DIMENSIONS OF, TO OR FROM EXISTING
A.
THE CONTRACTOR (G.C.) SHALL SUBMIT TO THE A/E FOR REVIEW AS TO CONFORMANCE
ELEMENTS AND/OR INSTALLATIONS.
WITH THE DESIGN CONCEPT AND CRITERIA, SHOP -DRAWINGS, STAMPED AS APPROVED BY
THE G.C., FOR ALL REINFORCED CONCRETE.
6. EXPANSION BOLTS
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A.
B. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND TAKE ALL THE MEASURES
INSTALL EXPANSION BOLTS ACCORDING TO MANUFACTURER'S SPECIFICATIONS.
NECESSARY TO THAT ALL CONSTRUCTION, DEMOLITION, EXCAVA11ON SHALL BE MADE
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AND PROTECTED AS TO PREVENT FAILURE OF SIDES OR SLOPES, HARM TO LIFE,
PLYWOOD ROOF SHEATHING SHALL HAVE A NET THICKNESS OF NOT LESS THAN 5/8" WHEN
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THE SPAN IS NOT MORE THAN 24" AND SHALL HAVE STAGGERED JOINTS CON71NOUS OVER
PROPERTY, AND TO ANY EXISTING STRUCTURE. co
TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
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B.
PLYWOOD ROOF SHEATHING SHALL BE NAILED WITH 10d COMMON NAILS TH SPACING NOT
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TO EXCEED 4 IN. OC AT PANEL EDGES AND AT INTERMEDIATE SUPPORTS. 6 IN. ELSEWHERE.
C. PROVISION FOR DETAILS NOT SPECIFICALLY SHOWN SHALL BE MADE BY THE CONTRACTOR
PROVIDE 2X4 IN. BLOCKING AT RIDGE AND HIP LINES W/ 3 - 16d NAILS FROM EACH SIDE,
Cn LL_
NAIL PLYWOOD TO BLOCKING AT 4 IN. OC.
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IN ACCORDANCE WITH RECOMMENDED STANDARD PRACTICES AND/OR CLARIFIED WITH THE _
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8. TRUSS BRACING NOTES
A/E IN WRITTING PRIOR TO PRICING AND CONSTRUCTION. co
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A.
DETAIL AND SECTIONS SHOWN IN THE DRAWINGS SHALL BE CONSTRUED TO APPLY TO —
B.
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SIMILAR CONDITIONS ELSEWHERE IN THE PROJECT, UNLESS A DIFFERENT DETAIL, OR_
THE BOTTOM CHORD SHALL BE BRACED W/ 2X4 ® 8'-0" OC (RAT RUNS) ATTACHED WITH 2 - 16d
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NAILS TO EACH TRUSS. SEE TRUSS SHOP DRAWINGS FOR ADDITIONAL BRACING IF REQUIRED.
SECTION, IS SHOWN.
C.
PERMANENT DIAGONAL CHORD LATERAL BRACING SHALL BE MADE W/ 2X4 "T" BRACE FULL LENGTH
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2. FOUNDATION
DIAGONAL BRACING SHALL BE 2X4 "X" BRACE NAILED TO OPPOSITE SIDE OF WEB MEMEBER AND REPEATED
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® 20FT. INTERVALS. ATTACHED W/ 2 - 16d NAILS ® EACH END TO CHORDS AND TO SIDE OF WEB OR
CONT. LATERAL BRACE. DIAGONAL BRACE MAY BE TRANSVERSE MORE THAN 2 TRUSSES DEPENDING ON
A. BOTTOM OF FOOTING SHALL BEAR ON CONTROLLED COMPACTED FILL CAPABLE OF SAFELY
9. TRUSS SHOP DRAWINGS
A.
SUPPORTING 2000 PSF.
SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL
B. BOTTOM OF ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS
ENGINEER PRIOR TO FABRICATION.
B.
SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL TRUSSES.
ENGINEER BEFORE PLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE
10. STRUCTURAL STEEL
A.
STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFICATIONS FOR DESIGN, FABRICATION AND
SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.
ERECTION FOR STRUCTURAL STEEL BUILDINGS"
B.
C. ALL FOOTINGS ARE CENTERED BENEATH BEARING WALLS & COLUMNS (U.O.N.)(TYP.)
C.
STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy=46 KSI.
D.
ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36.
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3. CONCRETE
A. ALL CAST IN PLACE CONCRETE SHALL BE READY MIX, SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH OF 3000 psi AT 28 DAYS.
CLEAR CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOW:
PILE CAPS, SIDES AND BOTTOM: ......................................3"
BEAMS AND COLUMNS TO TIES ........................................ 1-1 2
SLABS AND STAIR.......
B. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE
ACI BUILDING CODE (ACI 318) CHAPTERS 3, 4, 5, 6 AND 7, THE ACI
DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR BUILDINGS (ACI 301).
C. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH
BILLET CONFORMING TO ASTM DESIGNATION A615, GRADE 60.
4. MASONRY
A. ALL MASONRY CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE
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ROOFS
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530), "SPECIFICATION
LL = 30 PSF
FOR MASONRY STRUCTURES" (ACI 530.1) AND THE FLORIDA BUILDING CODE 2001(LATEST REVISION).
FLOORS
B.
ALL MASONRY WALLS SHALL BE BUILT ON CONCRETE MASONRY UNITS (CMU)
SDL = 20 PSF
LL = 40 PSF
CONSISTING OF LOAD BEARING TYPE, HOLLOW CONCRETE BLOCKS OF 2 CELLS,
STAIRS
COMPLYING WITH ASTM SPEC. C-90, GRADE N, OF THICKNESS SPECIFIED IN
LL = 40 PSF
PLANS AND WITH A MIN. MASONRY UNIT COMPRESSION STRENGTH 1900 PSI ON
NET AREA (MIN, fm=1500 PSI)
C.
THE MORTAR SHALL BE OF TYPE "S", OF PORTLAND CEMENT AND CONFORMING
TO ASTM SPEC. C-476, HAVE A MIN. COMPRESSION STRENGTH OF 2500 PSI., AND BE
PLACED WITH A SLUMP OF 9" + OR - 1".
THE VERTICAL REINFORCEMENT SPECIFIED IN PLANS SHALL BE HELD FIRMLY AT WALL
CENTER WITH GALVINIZED POSITIONERS. HORIZONTAL JOINT REINFORCEMENT SHALL BE
PROVIDED CONSISTING OF 9 GAGE LADDER TYPE REINF., SPACED VERTICALLY ® 16"
AND EXTENDING 4" MIN. INTO TIE COLUMNS.
D.
THE GROUT FOR FILLING THE CELLS SHALL COMPLY WITH ASTM SPEC. C-476, HAVE A
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MINIMUM COMPRESSION STRENGTH OF 2500 PSI, AND BE PLACED WITH A SLUMP OF
9" ±1". PROVIDE CLEANOUTS AT BOTTOM OF GROUTED CELLS, AND CLEAN CELLS OF
ALL MORTAR DROPPINGS. MAXIMUM VERTICAL DROP FOR GROUTING TO BE 8'-0".
5. SHOP DRAWINGS
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A.
THE CONTRACTOR (G.C.) SHALL SUBMIT TO THE A/E FOR REVIEW AS TO CONFORMANCE
WITH THE DESIGN CONCEPT AND CRITERIA, SHOP -DRAWINGS, STAMPED AS APPROVED BY
THE G.C., FOR ALL REINFORCED CONCRETE.
6. EXPANSION BOLTS
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A.
EXPANSION BOLTS SHALL BE HILTI KWIK BOLT II OR APPROVED EQUAL.
INSTALL EXPANSION BOLTS ACCORDING TO MANUFACTURER'S SPECIFICATIONS.
7. ROOF SHEATHING
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A.
PLYWOOD ROOF SHEATHING SHALL HAVE A NET THICKNESS OF NOT LESS THAN 5/8" WHEN
THE SPAN IS NOT MORE THAN 24" AND SHALL HAVE STAGGERED JOINTS CON71NOUS OVER
TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
B.
PLYWOOD ROOF SHEATHING SHALL BE NAILED WITH 10d COMMON NAILS TH SPACING NOT
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TO EXCEED 4 IN. OC AT PANEL EDGES AND AT INTERMEDIATE SUPPORTS. 6 IN. ELSEWHERE.
PROVIDE 2X4 IN. BLOCKING AT RIDGE AND HIP LINES W/ 3 - 16d NAILS FROM EACH SIDE,
NAIL PLYWOOD TO BLOCKING AT 4 IN. OC.
8. TRUSS BRACING NOTES
A.
TOP CHORD IS BRACED BY PROPERLY ATTACHED PLYWOOD SHEATHING.
B.
BOTTOM CHORD BRACING:
THE BOTTOM CHORD SHALL BE BRACED W/ 2X4 ® 8'-0" OC (RAT RUNS) ATTACHED WITH 2 - 16d
NAILS TO EACH TRUSS. SEE TRUSS SHOP DRAWINGS FOR ADDITIONAL BRACING IF REQUIRED.
C.
PERMANENT DIAGONAL CHORD LATERAL BRACING SHALL BE MADE W/ 2X4 "T" BRACE FULL LENGTH
NAILS ® 41N. OC W/ 16d NAILS. IF MEMBER EXCEEDS MAX LENGTH AS SPECIFIED BY TRUSS
DESIGN ENGINEER. SEE SHOP DRAWINGS.
D.
DIAGONAL BRACING SHALL BE 2X4 "X" BRACE NAILED TO OPPOSITE SIDE OF WEB MEMEBER AND REPEATED
® 20FT. INTERVALS. ATTACHED W/ 2 - 16d NAILS ® EACH END TO CHORDS AND TO SIDE OF WEB OR
CONT. LATERAL BRACE. DIAGONAL BRACE MAY BE TRANSVERSE MORE THAN 2 TRUSSES DEPENDING ON
TRUSS HEIGHT.
9. TRUSS SHOP DRAWINGS
A.
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.
B.
SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL TRUSSES.
10. STRUCTURAL STEEL
A.
STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFICATIONS FOR DESIGN, FABRICATION AND
ERECTION FOR STRUCTURAL STEEL BUILDINGS"
B.
STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A36, Fy=36 KSI.
C.
STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy=46 KSI.
D.
ANCHOR BOLTS SHALL BE HEADED AND CONFORM TO ASTM F1554, GRADE 36.
DESIGN
LOADS
ROOFS
DL = 30 PSF
LL = 30 PSF
FLOORS
BALCONIES
SDL = 30 PSF
SDL = 20 PSF
LL = 40 PSF
LL = 60 PSF
STAIRS
SDL = 20 PSF
LL = 40 PSF
WIND PARAMETERS
ASCE 7-02
v=146 MPH 1=1.0
BUIDING CATEGORY=11
EXPOSURE=C GCpi=±0.18
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