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FLORIDA /\�S
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2017 FLORIDA BUILDING CODE, 6th
EDITION
2017 FLORIDA FIRE PREVENTION CODE, 6th EDITION
NATIONAL ELECTRIC CODE, NFPA 70,
2014 EDITION
BUILDING CODE SUMMARY:
08 -2S -29E 2.46
PT GOVT LOT 2 RECD O/R
18318-2186
BUILDING OCCUPANCY R-1
NUMBER OF STORIES 3
NEWLY CONSTRUCTED AREA 276 S.F.
SPRINKLERED NO
CONSTRUCTION TYPE IIIB, 111(200)
TYPICAL CONSTRUCTION NOTES:
1. WALLS ARE NOMINAL 8"x8"x16" CONCRETE MASONRY UNITS (CMU)
REINFORCED PER STRUCTURAL DRAWINGS. EXTERIOR COATING SHALL BE
3 -PART STUCCO SYSTEM WITH ELASTOMERIC COATING IN A COLOR
CHOSEN BY THE OWNER. STUCCO SHALL HAVE CONTROL JOINTS PER
DRAWINGS, LOCATED AT EACH FLOOR'S FINISHED FLOOR LEVEL.
2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED
1 3. CONTRACTOR SHALL SELECT EXTERIOR BUILDING PRODUCTS APPROVED
BY THE FLORIDA BUILDING COMMISSION AND BEARING PRODUCT
I APPROVAL NUMBERS FOR PANEL WALLS, EXTERIOR DOORS, ROOFING
PRODUCTS, SKYLIGHTS, WINDOWS, SHUTTERS, STRUCTURAL COMPONENTS,
AND BUILDING ENVELOPE PRODUCTS OF NEW TECHNOLOGY.
4. VERIFY LOCATIONS OF UNDERGROUND UTILITIES BEFORE EXCAVATING.
1
5. ELEVATOR HOISTWAY SHALL BE CONTRUCTED IN ACCORDANCE WITH
REQUIREMENTS OF THE ELEVATOR VENDOR'S APPROVED SHOP DRAWINGS.
ANY CONFLICTS BETWEEN THE CONSTRUCTION DOCUMENTS AND THE
ELEVATOR SHOP DRAWINGS SHALL BE BROUGHT TO THE ARCHITECT'S
ATTENTION IN A TIM[LY MANNER TO PREVENT DELAYS IN CONSTRUCTION.
die 13.2018
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ACCORDANCE WITH UL
DESIGN No. U905
NORTH 2nd 8c
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1/4" = l' -O" I 1
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SHAFT CONSTRUCTED IN-r--
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AY W/
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4TH REVISION
3RD REVISION
2ND REVISION JAN. 30, 2019
IST REVISION OCTOBER It, 2018
ISSUE DATE AUGUST 14, 2018
PROJECT NUMBER 20180402
PLANS, ELEVATIONS,
& DETAILS
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METAL JOISTS
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OPENINGS 2" WIDE WITH INSECT SCREENS Q
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METAL
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4TH REVISION
3RD REVISION
2ND REVISION JAN. 30, 2019
IST REVISION OCTOBER 11, 2018
ISSUE DATE AUGUST 14, 2018
PROJECT NUMBER 20180402
SECTIONS & DETAILS
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8. REINFORCING STEEL
1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH THE LATEST ADDITION OF ACI 315, ACI 318,
AND CRSI.
2. REINFORCEMENT SHALL HAVE DEFORMED SURFACES IN ACCORDANCE WITH ASTM A615 WITH MINIMUM YIELD STRENGTH OF 60,000
PSI.
3. WELDED WIRE FABRIC SHALL BE SMOOTH CONFORMING TO ASTM A185.
4. PROVIDE CORNER BARS AT ALL WALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
5. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE PROTECTION (CLEAR COVER) UNLESS OTHERWISE NOTED:
- SURFACES NOT FORMED AND IN CONTACT WITH SOIL ...............: 3"
- FORMED SURFACES IN CONTACT WITH SOIL OR WEATHER 2"
- BEAMS, GIRDERS AND COLUMNS .................................................: 1 1/21'
- WALLS AND JOISTS........................................................................ 3/4"
- SLABS ON GROUND......................................................................: FROM TOP
6. PROVIDE 40 BAR DIA. LAP AT ALL SPLICES U.O.N. WWF WIRE SPACING + 6".
7. WELDED WIRE REINFORCEMENT (WWR) IN THE CONCRETE SLAB -ON -GRADE SHALL BE SUPPORTED TO PROVIDE REQUIRED
COVER/PLACEMENT DEPTH; AND PREVENT DISPLACEMENT DURING CONCRETE PLACEMENT OPERATIONS.
9. REINFORCED MASONRY
1. ALL MASONRY CONSTRUCTION SHALL COMPLY WITH ACI 530-08/ASCE 5-08/TMS 404-08" BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES", LATEST EDITION.
2. LAP VERTICAL BARS MINIMUM OF 48 BAR DIAMETERS WITH WIRE TIES.
3. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" LIFTS MAXIMUM. DO NOT BEGIN PLACEMENT OF
GROUT UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED, MASONRY SHALL BE Vm = 1500 PSI.
4. FILL ALL CELLS UP TO SLAB -ON -GRADE ALL AROUND BUILDING.
5. PROVIDE #9 GALV. HORIZONTAL JOINT REINFORCEMENT IN WALLS AT 16"O.C. VERTICALLY, UNLESS NOTED OTHERWISE.
PROVIDE HORIZONTAL JOINT REINFORCEMENT IN BOND BEAMS AT 8"O.C. VERTICALLY. LAP JOINT REINFORCEMENT
12"O.C. MINIMUM.
6. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 32"O.C. ACROSS VERTICAL CONTROL JOINTS IN WALLS AT 16"O.C.
AND ACROSS VERTICAL CONTROL JOINTS IN BOND BEAMS. TOP AND BOTTOM REINFORCEMENT IN SPANDREL BEAMS
SHALL BE CONTINUOUS ACROSS CONTROL JOINTS.
7. PROVIDE 8"x8" BOND BEAM ® TOP OF WALLS. REINFORCE BOND BEAM WITH (2) #5 PER 8" OF DEPTH. UNLESS
NOTED OTHERWISE.
8. PROVIDE VERTICAL BARS AT ALL CORNERS, INTERSECTIONS AND EACH SIDE OF CONTROL JOINTS, REFER TO DETAIL
63/S4.2.
9. PROVIDE (2) #5 BARS VERTICAL AT 8"O.C. AT END WALLS. REFER TO PLANS FOR VERTICAL WALL REINFORCING.
PROVIDI VERTICAL BARS EACH SIDE OF OPENINGS,
10. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY
OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE
FULL -BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED
WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE
LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY
EQUIVALENT MECHANICAL ANCHORAGE.
11. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED,
CONTINUOUS, VERTICAL CELL MEASURING NOT LESS THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES.
12. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 10
FEET.
13. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE
FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN X" BELOW THE TOP OF THE UPPERMOST UNIT
GROUTED.
14. WHERE LINTELS BEAR ON MASONRY WALLS, THEY SHALL BEAR ON EITHER A BOND BEAM COURSE OR CORES
GROUTED SOLID. ALL LINTELS SHALL HAVE AT LEAST 8" OF BEARING AT EACH END UNLESS NOTED OTHERWISE.
15. ALL GROUT PLACED SHALL BE VIBRATED BY MECHANICAL VIBRATORS.
16. PROVIDE CONTROL JOINTS IN MASONRY WALLS AS INDICATED. COORDINATE LOCATION WITH ARCHITECTURAL DRAWINGS.
10. SHOP DRAWING REVIEW:
1. ELECTRONIC VERSIONS OF STRUCTURAL DRAWINGS ARE THE SOLE, COPYRIGHTED PROPERTY OF Suresh R.
Patel, INC. ELECTRONIC VERSIONS OF DRAWINGS ARE NOT TO BE USED OR TRANSFERRED WITHOUT THE
EXPRESS, WRITTEN PERMISSION OF SURESH R. PATEL, INC. USERS WILL SIGN A RELEASE.
2. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, LIST THE DESIGN
CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION.
CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL
NOT BE ACCEPTED.
1 1. COLD FORMED STEEL FRAMING:
1. CONFORM TO THE REQUIREMENTS OF AISI COLD FORMED STEEL SPECIFICATIONS AND
2010 FLORIDA BUILDING CODE ON COLD FORMED FRAMING.
2. VERIFY ALL FINISHES, DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL AND
STRUCTURAL DRAWINGS.
3. METAL STUDS AND TRACKS ARESPECIFIED. AS FOLLOWS: STANDARD TRACK SHALL HAVE 1Y4"
LEGS. MATERIAL STRENGTHS SHALL
Fy = 33 ksi, E = 29,000 ksi.
4. FASTEN STUD TRACK TO CONCRETE SURFACE BELOW WITH FASTENERS AT 8 INCHES
O.C. STAGGERED, TYPICAL UNLESS NOTED OTHERWISE.
5. LOCATE 20 GAGE, %" COLD ROLLED CHANNEL BRIDGING AT MID -SPAN OF STUDS LESS
THAN OR EQUAL TO 10'-0" IN LENGTH AND AT 4'-0" O.C. MAXIMUM AT OTHER
LENGTHS OF STUDS OR JOISTS. WELD BRIDGING TO EACH STUD WITH 1" OF 1/8"
FILLET WELD, MINIMUM.
6. ADDITIONAL SPECIFICATIONS SHALL BE PER THE METAL STUD MANUFACTURER'S
ASSOCIATION'S RECOMMENDATIONS UNLESS SPECIFICALLY NOTED ON THE DOCUMENTS.
7. FASTENERS:
SCREWS:
#10 "TEKS" SELF DRILLING FASTENERS AS MANUFACTURED BY THE ITW BUILDEX
COMPANY OR APPROVED EQUAL. MATCH REQUIRED DRILL POINT TYPE WITH MATERIAL
THICKNESS. SPACING AND EDGE DISTANCE SHALL NOT BE MORE THAN 0.570" - #10.
WELDS:
LIGHT GAGE FRAMING WELDING SHALL BE COMPLETED IN CONFORMANCE WITH AWS
D1.3-81 "SRTRUCTURAL WELDING CODE - SHEET METAL".
ALL WELDERS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D.1.1.
WELDING SHALL BE DONE WITH AWS A5.1 OR A5.5 E60XX ELECTRODES.
TOUGH -UP ALL WELDS WITH RUST -RESISTING ZINC RICH PAINT.
USE THE MAXIMUM WELD SIZE PERMISSIBLE BASED ON THE THICKNESS OF THE
MEMBERS AND THEIR CONFIGURATION.
ANCHORS. UNLESS SPECIFICALLY NOTED OTHERWISE, FOLLOW MANUFACTURER'S
MINIMUM REQUIRED EDGE DISTANCES AND SPACING.
TABLE I
COMPONENTS & CLADDING WIND PRESSURES
N¢ zzSAME
SIZE & NO.
ROOF PRESSURES IN PSF
VERTICAL SURFACES PRESSURES IN PSF
EFFECTIVE ZONE
WIND AREA
S-3
AS FTG. REINF. TOP OF FOOTING
3
KLF -
KIPS PER LINEAR FOOT
5
PARAPET
10 S.F. OR LESS
CONSTRUCTION JOINT
ARCH'L
+16
-67
L -
ANGLE
+37
-49
±70
50 S.F.
LONG
BC
+16
-53
LLH -
a
+33
-41
±70
100 S.F.
LONG LEG VERTICAL
G
+16
-47j
ADD CORNER -
EL.:
+31
-36
f70
500 S.F. OR LARGER
BAR ON ALL
SEE PLAN
+16
-47
MFR -
MANUFACTURER
+27
1 -30
t70
NOTES:
1. EDGE DISTANCE "a" = 3'-0"
2. THE PROPOSED STRUCTURE IS NOT LOCATED WITHIN A WIND BORNE DEBRIS
AREA:
3. DESIGN PRESSURE VALUES FOR OTHER EFFECTIVE TRIBUTARY AREAS SHALL BE
LINEARLY INTERPOLATED BETWEEN VALUES SHOWN.
4. DESIGN PRESSURE ARE ULTIMATE VALUES AND SHALL BE USED WITH LOAD
COMBINATIONS PER ASCE 7-10
ZONE ZONE
0 0
TYP. STEP -FOOTING DETAIL
SCALE: NONE
PARAPET
STANDARD ACI
DIAMETER LAP TYP.
SIMPLIFIED ELEVATION
MAIN ROOF
dA •; °
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A. A °
N A
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A,
4
CONT. FTG. SEE PLAN
AND SCHD. FOR SIZE
AND REINFORCEMENT.
A3 TYP. CORNER REINF. DETAIL A4
FOR FOOTINGS &BEAMS SCALE:
STRUCTURAL DRAWINGS INDEX
SHEET
N¢ zzSAME
SIZE & NO.
DESIGN CRITERIA AND GENERAL NOTES
S-2
GENERAL NOTES AND TYPICAL DETAILS
S-3
AS FTG. REINF. TOP OF FOOTING
- APPROXIMATELY
KLF -
KIPS PER LINEAR FOOT
uj z N
EL.: SEE PLAN
KJ -
CONSTRUCTION JOINT
ARCH'L
a z
L -
ANGLE
B/
- BOTTOM OF
vi -iv=ia
LONG
BC
TOP OF
LLH -
a
BLDG
- BUILDING
FOOTING
LONG LEG VERTICAL
G
- BEAM
ADD CORNER -
EL.:
z
°.
2 a a s
BAR ON ALL
SEE PLAN
o
MFR -
MANUFACTURER
CONTINUOUS
- CENTER TO CENTER
C-4
°a
a ,
BARS TO MATCH
MO -
MASONRY OPENING
CJ
4
SIZE OF. FTG.
a
CL
- CENTERLINE
MAX -
REINF.
a
- CLEAR
MECH'L -
MECHANICAL
CMU
°
MTL -
METAL
COL
- COLUMN
MIN -
MINIMUM
CONIC
2
MISC -
MISCELLANEOUS
CONFIG
=1I I-I
SEE PLAN &
NEAR SIDE
='I
III=III-II=III=1'
NIC -
SCHEDULE FOR FTG.
CONTR
C�
NTS -
2'-0"
MIN. SIZE & REINF.
- CENTER
OC -
ON CENTER
DBL
- DOUBLE
OH -
U
DET
- DETAIL
OPNG -
OPENING
i�
USE
WHERE
APPLICABLE
DIM
TYP. STEP -FOOTING DETAIL
SCALE: NONE
PARAPET
STANDARD ACI
DIAMETER LAP TYP.
SIMPLIFIED ELEVATION
MAIN ROOF
dA •; °
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• �' • •A
A. A °
N A
°.Q. •A
A,
4
CONT. FTG. SEE PLAN
AND SCHD. FOR SIZE
AND REINFORCEMENT.
A3 TYP. CORNER REINF. DETAIL A4
FOR FOOTINGS &BEAMS SCALE:
STRUCTURAL DRAWINGS INDEX
SHEET
SHEET TITLE
S-1
DESIGN CRITERIA AND GENERAL NOTES
S-2
GENERAL NOTES AND TYPICAL DETAILS
S-3
PLANS & SECTIONS & DETAILS
ABBREVIATIONS
ABI
- ANCHOR BOLT
K -
KIP(s)
ALT
- ALTERNATE
KIP(s) -
1000 POUNDS
APPROX
- APPROXIMATELY
KLF -
KIPS PER LINEAR FOOT
ARCH
- ARCHITECT
KJ -
CONSTRUCTION JOINT
ARCH'L
- ARCHITECTURAL
L -
ANGLE
B/
- BOTTOM OF
LG -
LONG
BC
- BOTTOM CHORD
LLH -
LONG LEG HORIZONTAL
BLDG
- BUILDING
LLV -
LONG LEG VERTICAL
BM
- BEAM
LP -
LOW POINT
BOTT
- BOTTOM
LW -
LONG WAY
BRG
- BEARING
MFR -
MANUFACTURER
C/C
- CENTER TO CENTER
MAS -
MASONRY
CIP
- CAST IN PLACE
MO -
MASONRY OPENING
CJ
- CONTRACTION JOINT
MAT'L -
MATERIAL
CL
- CENTERLINE
MAX -
MAXIMUM
CLR
- CLEAR
MECH'L -
MECHANICAL
CMU
- CONCRETE MASONRY UNIT
MTL -
METAL
COL
- COLUMN
MIN -
MINIMUM
CONIC
- CONCRETE
MISC -
MISCELLANEOUS
CONFIG
- CONFIGURATION
NS -
NEAR SIDE
CONT
- CONTINUOUS
NIC -
NOT IN CONTRACT
CONTR
- CONTRACTOR
NTS -
NOT TO SCALE
CTR
- CENTER
OC -
ON CENTER
DBL
- DOUBLE
OH -
OPPOSITE HAND
DET
- DETAIL
OPNG -
OPENING
DIA
- DIAMETER
PAF
- POWDER ACTUATED FASTENERS
DIM
- DIMENSION
PART
- PARTITION
DN
- DOWN
PART'L
- PARTIAL
DR
- DOOR/DRAIN
PCJ
- PRECAST CONCRETE JOIST
DWG
- DRAWING
PL
- PLATE
EA
- EACH
PLF
- POUNDS PER LINEAR FOOT
EE
- EACH END
PSF
- POUNDS PER SQUARE FOOT
EF
- EACH FACE
PSI
- POUNDS PER SQUARE INCH
EJ
- EXPANSION JOINT
PT
- POST TENSIONED/PRESSURE TREATED
EL
- ELEVATION
R
- RISER/RADIUS
ELEV
- ELEVATION/ELEVATOR
REG
- REGULAR
ENGR
- ENGINEER
REINF
- REINFORCING
EOR
- ENGINEER OF RECORD
REM
- REMAINDER
EOS
- EDGE OF SLAB
REQ'D
- REQUIRED
EQ
- EQUAL
REV
- REVISED/REVISION
EW
- EACH WAY
RM
- ROOM
EXIST
- EXISTING
RO
- ROUGH OPENING
EXP
- EXPANSION
RQMTS
- REQUIREMENTS
EXT
- EXTERIOR
SCHED
- SCHEDULE
FIN
- FINISH
SECT
- SECTION
FLR
- FLOOR
SIM
- SIMILAR
FND
- FOUNDATION
SL
- SLOPE
FOM
- FACE OF MASONRY
SOG
- SLAB -ON -GRADE
FS
- FAR SIDE
SP
- SPIRAL
FT
- FOOT
SQ
- SQUARE
FTG
- FOOTING
SS
- STAINLESS STEEL
GA
- GAGE
STD
- STANDARD
GALV
- GALVANIZED
STL
- STEEL
GC
- GENERAL CONTRACTOR
STRUCT'L
- STRUCTURAL
GT
- GIRDER TRUSS
SW
- SHEARWALL/SHORT WAY
HC
- HOLLOW CORE
T/
- TOP OF
HCP
- HOLLOW CORE PLANK
TB
- TIE BEAM
HDG
- HOT DIPPED GALVANIZED
TC
- TIE COLUMN/TOP CHORD
HG
- HIP GIRDER
TEMP
- TEMPERATURE
HK
- HOOK
Ti
- TIE JOIST
HORIZ
- HORIZONTAL
T/0
- THRU OUT
HP
- HIGH POINT
TR
- TREAD/TRUSS
HS
- HIGH STRENGTH
TYP
- TYPICAL
IJ
- ISOLATION JOINT
UNO
- UNLESS NOTED OTHERWISE
INFO
- INFORMATION
VERT
- VERTICAL
INT
- INTERIOR
W/
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ISSUE DATE AUGUST 29, 2018
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DESIGN CRITERIA
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2ND REVISION 01-28-19
1/2"l = 1'-0" IST REVISION 10-12-18
ISSUE DATE AUGUST 29. 2018
PROJECT NUMBER 20180402
FRAMING PLANS 8,
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1/2"l = 1'-0" IST REVISION 10-12-18
ISSUE DATE AUGUST 29. 2018
PROJECT NUMBER 20180402
FRAMING PLANS 8,
SECTIONS
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