07-638-049GENERAL-STRUCTURAL .._NOTES
A. CONTRACTOR NOTES
1. THE CONTRACT DRAWINGS REPRESENT THE DESIRED RESULT OF
CONSTRUCTION. THE METHODS OF CONSTRUCTION k THE RISKS
INVOLVED DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF
THE CONTRACTOR. THE CONTRACTOR SHALL MAINTAIN THE
STRUCTURAL INTEGRITY OF THE BUILDING AT ALL STAGES OF
CONSTRUCTION.
2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS & ELEVATIONS PRIOR
TO CONSTRUCTION AND SHALL REPORT ANY DISCREPANCIES TO THE
ARCHITECT /ENGINEER BEFORE COMMENCING ANY WORK.
3. THE CONTRACT'S PROPOSED SUBSTITUTIONS SHALL BE APPROVED BY
THE ARCHITECT /ENGINEER PRIOR TO COMMENCING ANY PERTINENT
WORK.
4. CONTRACTOR & ALL SUBCONTRACTORS SHALL COORDINATE ALL
DRAWINGS DURING BIDDING & SHALL REPORT ANY DISCREPANCIES. IF
DISCREPANCIES ARE FOUND DURING CONSTRUCTION THE CONTRACTOR
SHALL BE RESPONSIBLE FOR PROVIDING ALL NECESSARY MEANS
(MATERIAL k LABOR) TO RESOLVE THE DISCREPANCIES.
8. DESIGN CRITERIA
THE STRUCTURE HAS BEEN DESIGNED ACCORDING TO THE 2004 FLORIDA
BUILDING CODE AND FOR SPECIFIC LOADS AS LISTED BELOW:
1. ROOF LOADS
a) D.L. = 20 P.S.F.
b) L.L. •- 20 P.S.F.
a) MECHANICAL EQUIPMENT LOADS AND LOCATIONS USED FOR DESIGN
ARE AS INDICATED ON THE STRUCTURAL DRAWINGS. ACTUAL
EQUIPMENT LOADS AND LOCATIONS SHALL BE VERIFIED BY THE
CONTRACTOR AND SHALL BE INDICATED ON THE STRUCTURAL
SHOP DRAWINGS SUBMITTED FOR APPROVAL,
2. FLOOR LOADS
a) LIVE LOAD
1) SLAB ON GRADE = 100 P.S.F.
3• LATERAL LOADS (WIND)
a) BASIC WIND SPEED = 146 MPH
b) WIND LOAD IMPORTANCE FACTOR Iw = 1.0
c) WIND EXPOSURE = C
d) BUILDING CATEGORY = II -- (ASCE 7 -02 TABLE 1 -1)
e) THE APPLICABLE INTERNAL PRESSURE COEFFICIENT = +/- 0.18
f) COMPONENTS AND CLADDING WIND PRESSURE TO BE USED FOR
THE DESIGN OF EXTERIOR COMPONENT AND .CLADDING MATERIALS
NOT SPECIFICALLY DESIGNED BY THE REGISTERED DESIGN
},
PROFESSIONAL
Ca WALL END ZONES = 66.0 P.S.F.
R WALL INTERIOR ZONES = 52.0 P.S.F.
t:))
c C. FOUNDATION, FILLING AND EXCAVATION (GEOTECHNICAL REPORT)
1. SOIL BEARING CAPACITY = 6,000 P.S.F.
2. FOR INFORMATION ON FILLING, EXCAVATION, BACKFILLING AND SPECIAL
SOIL INFORMATION SEE REPORT OF GEOTECHNICAL EXPLORATION DATED
JULY 26, 2006, AS PREPARED BY WINGERTER LA80RTORIES, INC.
.9 3. ALL FOUNDATION EXCAVATIONS SHALL 8E EVALUATED BY A QUALIFIED
GEOTECHNICAL ENGINEER TO VERIFY BEARING ON SUITABLE MATERIAL
a D. CAST IN PLACE CONCRETE
1. CONCRETE FOR FOOTINGS SHALL DEVELOP 3,000 P.S.I. COMPRESSIVE
STRENGTH IN 28 DAYS. ALL OTHER CONCRETE SHALL DEVELOP 4,000
S P.S.I. COMPRESSIVE STRENGTH IN 28 DAYS,
2. REINFORCING BARS SHALL BE DEFORMED AND SHALL CONFORM TO
ASTM A615, Fy = 60 K.S.I. REINFORCING BARS INDICATED TO BE
!� WELDED SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC
SHALL CONFORM TO ASTM A185.
3. SPLICES IN CONTINUOUS VERTICAL OR HORIZONTAL REINFORCING BARS
p SHALL BE PER Act 318-02 OR (40) BAR DIAMETERS LAP SPLICE,
�i WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE AND SHALL BE
EITHER CONTINUOUS OR SPLICED WITH DOWELS AT CORNERS.
0 4. CLEARANCES BETWEEN REINFORCING BARS AND CONCRETE SURFACES
SHALL 8E AS FOLLOWS: NOH R
a) CONCRETE CAST AGAINST AND PERMANENTLY (I )
F5 EXPOSED TO EARTH - - - - ------ - - - - -3
b) CONCRETE EXPOSED TO EARTH OR WEATHER:
16 THROUGH #18 BARS - - - - - - - - - - - 2
C
#5 BAR AND SMALLER - --- - - --• - - - - - - 1 1/2
c) CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND:
Cd SLABS, WALLS: f 11 8AR AND SMALLER - - - - - 3/4
BEAMS, COLUMNS; PRIMARY REINFORCEMENT,
TIES AND STIRRUPS - - - - - - - - - - - -- 1 1/2
O E. MASONRY
1=
1. ALL BLOCKS SHALL BE 2 -CELL BLOCK MADE OF NORMAL WEIGHT
AGGREGATE AND SHALL DE OF LOAD BEARING TYPE WITH A
COMPRESSIVE STRENGTH OF NOT LESS THAN F'm = 1500 P.S.I. AT
28 DAYS. UNITS SHALL MEET THE CURRENT SPECIFICATIONS OF ASTM
C -90; GRADE N, TYPE 1.
2. ALL MORTAR FOR UNIT MASONRY SHALL COMPLY WITH THE
REQUIREMENTS OF ASTM C270, TYPE M.
3 3. - HORIZONTAL WIRE REINFORCING SHALL BE B GAUGE CONT. LADDER
a TYPE UNITS COMPLYING WITH ASTM A -82 AND SPACED ! 8" O.C.
C] PLUS BOND BEAM AT TOP AND BOTTOM AND 48" O.C. VERTICAL,
a) REINFORCED WITH (1) #5 CONTINUOUS UNLESS NOTED OTHERWISE.
4. VERTICAL REINFORCING SHALL BE (1) #5 BAR AT 48" O.C. PLUS ONE
ADDITIONAL BAR AT EACH END OF WALL AND WHERE ADDITIONAL.
}, REINFORCING IS INDICATED UNLESS NOTED OTHERWISE.
5. SPLICES IN CONTINUOUS VERTICAL OR HORIZONTAL REINFORCING BARS
�- -SHALL 13E PER ACI -530 OR (40) BAR DIAMETERS, WHICHEVER HAS A
S GREATER LAP SPLICE UNLESS NOTED OTHERWISE AND SHALL BE
CONTINUOUS OR SPLICED WITH DOWELS AT CORNERS.
6. FILL CELLS OF BLOCK AT VERTICAL REINFORCING AND WHERE
INDICATED WITH 314" MAX. LARGE AGGREGATE CONCRETE WITH A
MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 24 DAYS,
COMPLYING WITH ASTM C476.
F. STRUCTURAL STEEL
1. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 UNLESS
NOTED OTHERWISE.
2. ANCHOR BOLTS SHALL CONFORM TO ASTM A36.
3. ALL CONCRETE .STUD AND CONCRETE BLOCK ANCHORS SHALL BE HILTI
OR APPROVED EQUAL
4. ALL BOLTS FOR STEEL BEAM CONNECTIONS SHALL BE HIGH STRENGTH,
A325 AND 314" IN DIAMETER, UNLESS NOTED OTHERWISE.
5. ALL HEADED STUD ANCHORS SHALL BE MANUFACTURED BY "NELSON
STUD" OR APPROVED EQUAL
6. ALL WELDS SHALL BE MADE WITH E70XX RODS AND WELDING SHALL
CONFORM TO THE LATEST AWS CODE.
G. LIGHT GAUGE METAL FRAMING (LGMF)
1. AS A MINIMUM, STUDS AND /OR JOISTS AND ACCESSORIES SHALL BE OF
TYPE, SIZE, GAUGE AND SPACING SHOWN ON PLANS AND SHALL BE
MANUFACTURED BY DALE /INCOR COMPANY OR APPROVED EQUAL
2. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH
AMERICAN IRON is STEEL INSTITUTE (AISI) "SPECIFICATIONS FOR THE
DESIGN OF COLD- FORMED STEEL STRUCTURAL MEMBERS% THE LATEST
EDITION.
3. ALL FRAMING MEMBERS SHALL BE FORMED FROM CORROSION- RESISTANT
STEEL, CORRESPONDING TO THE REQUIREMENTS OF ASTM A446 WITH A
MINIMUM YIELD STRENGTH OF 50 K.S.I.
4. LGMF SHALL HAVE THE FOLLOWING MIN. PROPERTIES:
U) 3 5/8 " -20GA. RUNNER SHALL HAVE THE FOLLOWING MIN. SECTION
PROPERTIES UNLESS NOTED OTHERWISE:
A = 0.212 IN2 Sx 0.232 IN3
Ix = 0.438 IN4 Rx = 1.483 IN
b) G " -20GA. RUNNER SHALL HAVE THE FOLLOWING MIN. SECTION
PROPERTIES UNLESS NOTED OTHERWISE:
A = 0.294 IN2 Sx = 0.465 IN3
Ix = 1.424 IN4 Rx = 2.204 IN
c) 3 5 /9 " -20GA. STUDS is JOISTS SHALL HAVE THE FOLLOWING MIN.
SECTION PROPERTIES UNLESS NOTED OTHERWISE:
A = 0.297 IN2 Sx 0.358 IN3
Ix 0.648 IN4 Rx = 1.478 IN
d) G" -20GA. STUDS & JOISTS SHALL HAVE THE FOLLOWING MIN.
SECTION PROPERTIES UNLESS NOTED OTHERWISE:
A = 0,379 IN2 Sx = 0.692 IN3
Ix = 2.075 IN4 Rx = 2.340 IN
5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT
TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT
AGAINST ABUTTING MEMBERS.
6. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER WHICH WILL
ASSURE THAT THEIR ENDS ARE POSITIONED AGAINST THE INSIDE OF
RUNNER WEB PRIOR TO FASTENING.
7. COMPONENTS SHALL BE CONNECTED WITH SELF- DRILLING SCREWS OR
WELDING. SCREWS SHALL BE SUFFICIENT TO INSURE THE STRENGTH OF
CONNECTIONS. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED.
WELDS SHALL BE TOUCHED WITH A ZINC -RICH PAINT.
S. LIGHT GAUGE METAL FRAMING AND TRUSSES SHALL BE SIZED BY THE
MANUFACTURER. SIZES ON PLANS ARE MINIMUM AND SHALL BE VERIFIED
BY THE MANUFACTURER.
H. SPECIAL INSPECTIONS
1. SPECIAL INSPECTIONS SHALL BE REQUIRED FOR THE FOLLOWING
TYPES OF WORK-
*) CONCRETE AND TESTING PLACEMENT OF
b) PLACEMENT OF REINFORCEMENT IN CONCRETE AND CMU.
c) GROUTING OF CMU WALL.
d) BOLT INSTALLATION IN CONCRETE AND CMU.
e) ALL STRUCTURAL STEEL FIELD WELDING AND BOLTING.
0.145 OIA. HILTI X-DNI
PAF w/ MIN. 1 1/2"
EMBED. 0 16" O.C.
CONC. SLAB
3 TYP. 3 TYP.
51.0 51.0
fli L.G.M. STUD C� 3 8" DU. HAS EPDXY L.G.M. STUD Q
ANCHOR 0 32" O.C., RILL 16" O.C. / L.G O.C.
L G M. CONT. is EPDXY INTO EXIST. SUB L.G.M. CONT.
RUNNER rl W/ MIN. 3 1/2" EMBED. FRUNNER
TYP, 0 INT., NON -LOAD BRNG.
L.G.M. PARTITION WALL
SECTION 1
SCALE: 3/4" = 1' -0" S1A
!ll
w
SHEATHING,
STRUCT. NOTES
ATTACHMENT
x2 "x14GA.
i SCREW
-IT GAUGE HORIZ.
ACING Q MIN 4' -0"
. OR PER STUD MFG.
;OMMENDATION
SECTION 3
SCALE: 3/4" = 1' -0" S1.0
EXIST.
SLAB
TYP. • INT. N,QN „ -1, OAD BRNG.
L.G.M._ PARTITION WALL
SECTION
SCALE: 3/4" = 1' -0" S1.0
ABBREVIATIONS
4UG V
• W
r • Y u
AB
SOIL
III CONCRETE
CRUSHED STONE
STEEL
OR
4" VENEER
EXISTING
E.N.
EDGE NAILING
it
PLATE
A.F.F.
J t
E.W.
EACH WAY
ABBREVIATIONS
4UG V
• W
r • Y u
AB
ANCHOR BOLT
E.N.
EDGE NAILING
it
PLATE
A.F.F.
ABOVE FINISHED FLOOR
E.W.
EACH WAY
P.L.F.
POUNDS PER LINEAL FOOT
ANCH.
ANCHOR
EXIST.
EXISTING
P.S.F.
POUNDS PER SOUARE' *:=
ARCH.
ARCHITECT /ARCHITECTURAL
-EXP.
EXPANSION
P.S.I.
POUNDS PER SCiJARE CICH-
B.P.E.
601TOM OF FOOTING ELEV.
EXT.
EXTERIOR
P.T.
PRESSURE TREATED,
v W
BLDG,
BUILDING
FDN.
FOUNDATION
REINFORCED
BLKG.
BLOCKING
F.F.E.
FINISHED FLOOR ELEVATION
REQ'D.
REQUIRED
BM.
BEAM
F.N.
FINISH NAILING
REr.
RETAINING Y W • W 4 •
BOT.
BOTTOM
FRMG.
FRAMING
SCHED.
SCHEDULE w • r " C
BRG.
BEARING
FIG.
FOOTING
SECT.
SECTION W
W • w •
V.S.E.
BRICK /BLOCK SEAT ELEV.
F.V.
FIELD VERIFY
SIM,
W w:
SIMILAR
CB.
CONCRETE BLOCK
GAS
GAUGE
STL
STEEL
CJ
CONTROL JOINT/
G.LB.
GLUELAM BEAM
STIFF.
STIFFENER
CONSTRUCTION JOINT
H.C.
HOLLOWCORE
STRUCT. STRUCTURAL
tE
CENTER LINE
HORIZ.
HORIZONTAL
S.Y.P.
SOUTHERN YELLOW PINE
C.M.U.
CONCRETE .MASONRY UNIT
J.B.E.
JOIST BEARING ELEVATION
T.B.E.
TRUSS BEARING ELEVATION
COL
COLUMN
JT.
JOINT
T.F.E.
TOP OF FOOTING ELEVATION
CONC.
CONCRETE
L.G.M.F. LIGHT GAUGE METAL FRMG.
T.L.
TOTAL LOAD
CONT.
CONTINUOUS
LL
LIVE LOAD
T.S.E.
TOP OF STEEL ELEVATION
CTRD.
CENTER
L,L.H
LONG LEG HORIZONTAL
T.W.E.
TOP OF WALL ELEVATION
DBL
DOUBLE
LLV
LONG LEG VERTICAL
TYP•
TYPICAL
DM.
DIAMETER
MAX.
MAXIMUM
U.N.O.
UNLESS NOTED OTHERWISE
D.L.
DEAD LOAD
MFG.
MANUFACTURER
VERT.
VERTICAL
DWG.
DRAWING(S)
MIN.
MINIMUM
w/
WITH
EA.
EACH
M.O.
MASONRY OPENING
WWF
WELDED WIRE FABRIC
E.F.
EACH FACE
MTL
METAL
E.J.
EXPANSION JOINT
O.C.
ON CENTER
ELEV.
ELEVATION
OPNG.
OPENING
LINTEL SCHEDULE
INTERIOR WALL SINGLE UNIT LINTEL SCHEDULE
NOMINAL
MASONRY
SIZE
MASONRY - OPENING (M.O.) WIDTH
>8" TO 2' -0"
>2' -O" TO 4' -0"
>4' -0" TO 6' -0"
>6' -0" TO 8' -0"
»
8 C.M.U.
i x8 HIGH LINTEL
8 x16" HIGH LINTEL
w /(1) #5
8 "x16" HIGH LINTEL
w /(2) #5
8 "x16" HIGH LINTEL
w /(2) #G
w• V Y n • r
W u V W r
V • V• Y Y Y
• V Y •
• Y ••Yr Y r •
W V V V W V U ..•
W W L W V W
W • W W
W �WW •••W
Y VV U
MOHAMMAD R. SERAJI P.E.
432 SOUM BROADWAY ROAD LEXINGTON, KY 40909
PHONE (959) 252 -1974
FAX (456) 229 -0512
E -MAIL RYNAMIDCUOU.NET
P.C.S.CF- Job * 06- 146.04
t,
SeBI
1 hereby certify that these engineering
documents were prepared by me or under
my direct personal supervision and th4t I
om a duly licensed Professional Engineer
under the I4ws of the State of 171 *64d I.
Signature-
Mohammad ero1i
Reg. No. 50558 ..7
Date: --9. 0-L, `3
My registration expires February 28, 2009
Mark S. Eggl
Architect
211 East Broad Street Greenville, SG 23901
T. 964.232.9200 F- 964.2323597
Project
South Miami, FL
Project Number 06165
Drawn By B.M.R.
Checked By M.R.S.
Date 12 Apr. 07
Revisions
Drawing
General
Structural
Dotes and
Details
Sino