HomeMy WebLinkAboutBuilding plans3' x 3' x 0.00' MIN. 6063-T6 ALLOY
PLATE OR STRONGER (ONE SIDE) WITH
(3) - 012 x %' S.M.S, EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
6 C-C FASTENER SPACING)
3' x 2' x 0,050' MIN. 6063-T6
ALLOY PLATE OR STRONGER
(ONE SIDE)
(3) - Al2 x %. S.N.S.
EACH SIDE AS SHOWN
0 STANCEP6ACECE➢GE
FASTENER SPACING)
FOUNDATION
MST '�, HEAVE RAIL
CORNER POST
V x 2' SOLE PLATE
CONCRETE ANCHOR (2 PLACES)
U OF TYP. Yi 0 CONCRETE
S FOR CORNER COLUMN
(11 TOTAL) -
6' x 5' x 0.050'
6063-T6 ALLOY PLATE
(ONE SO)E) OR STRONGER
K-BRACE —
2x3xO.07O CHAIR MAIL
K-BRACE
-[K-CsE PL AW AND ALL PROPOSED WORUTERAL "ICE - BRACING
ARE JNRJEDT TO ANY CORRECTIONS ::CONNECTION DETAILS
REQUIRED BY FIELD INSPECTORS THAT.
Y.
ngy.ZWfl3 % l %` PLIGAMLI CODE&
(5) A120/4" S.M.S.
Ix2 O.B. ATTACHED TO BEAM W/
(2)-BOX2' B.M.B. INTO SCREW BOSS
(1)-1/S. iHRUBOLT
W/ NUT S.Ys' NUT AND WASHER
O EACH SIDE OF BFAIA
p12X2" S.M.S. O 24" O.C.
lx2 O.B. TO SUPER GUTTER
(4) g12N3/4' S.M.S.
ROOF BEAM
(RAT OR SLOPED) --�
(2 FOR 2x8
(4) #12x3/4" S.M.B.-
EACH LEG.
5' 0, 7' SUPER OTTER
MIN. 0.090' THICK
Y ANGLE 6' LONG
B EACH BEAM)
YlWx3' LG B EACH ANGLE
FACIA TO BE 2x6 (MIND S.P.F. NOTED
OR WESTER RED CEDAR
STRUCTURAL GRA➢E 2 MIN
(D Y!'0x2' LG LAG SCREW 2 2Y
DC,ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Ifi'0X4' LONG PAN READ LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
(1) %'0x2' LG. LAG SCREWS
(❑ 7 1 TYP. 2 EACH BEAM)
R / (1) NI2x2' S.M.S B 12' o.c.
(MAX) BETWEEN BEAMS
gNGLEICK CONTINUOUS
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL 01 2' D.C.S.M.S. ADHESIVE UOUS HEAD OF CONSTRUCTION
OK)NOVALE,O 59TENERS 0R ATTACNMFPT
—COLUMN
REi IRESPONSIBILITY TNA TOR OF? Fo GYP 7 ,
10
I
BEAM STITCHING SCREWS (SEE TABLE) R 24' D.C.
\S^
/— SPLICE PLATE (EACH SIDE OF BEAM)
LAB / 505R4132 ALLOY OR EQUAL, 1/8' THICKNESS
V(CHAIRRAIL)
B uNE (««««
BEAM
2x4
2x5
2x6
2x7
2x8
2x9
1r%L1_01A5( ` ROOF BEAM zx9aw) 6
S T, L,' IC t NT T'v RI.TFmq".? nTvISIO-, CONNECTION DETAIL 2xIO 1 7
T4V'.dTri9d 1) sP1Z hLG
PAUY`)T IA-T D TsA
• SEE ELEVATMNS bT V _
FOR 'K' BRACE SIZE ) A)(, v ) q i (' / h T ?'
11,A�NS r )) 3 :CR i x MUST RL dA �T CF $D.. (3) 11241' S.M.S., EACH LEG AND
0A;_ NU "N� np,C xT " �iYU.L 1 Ii,:6ra r.Me B SCRm" B.M.S. CHANNEL TO BEAM
9 C2EW TOTAL
2x3xO.070
''�•(-NIT- PURUN
IN1BY 2" LONG
ANGLE,LE, EACH SLOE (TYP.) �2x34.070 GIRT/CHAIR TEAL
MIN. (41 Ox2" LOW
S.M.B INN SCREW BOSSES
(4) #14xtj" S.M.B..
2 SCREWS (TYP. ALTERNATIVE)
EACH LEG (TYP.) B.M.B. POST
HOLLOW POST
BEI CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x PURUN
(MAY BE SLOPED
(2) /IOx4" S.M.S. THRU. 2x3 OR FLAT)
FAVE RAIL INm PURUN SCREW
BOSSES
USE 010x1 S.M.S. O 24, O.C.
TO CONNE "TO 1x2 O.B. TO 2x3 r
1x2 O.B. FASTENED TO COLUMN(
W/(2) ®1Ox1)f' S.M.S. INTO SCREW W
(EACH ENO,
PURUN FASTENED TO COLUMN/POST
`, WITH (4) (I12x1" S.M.S. (EACH LEG)
USING THICK FLAT BAR BENT
TO FIT6063-T6 ALLOY)
`COLUMN/POST
SIDEWALL POST / COLUMN TO PURLIN
CONNECTION DETAIL
200.045 EPVERAIL ATTACHED TO
BEAMS WITH (3)-i10x2" S.M.S.
I= SCREW BOW.
2.5..125 ANGLE-2' WIDE
(2)-01PRIGM� SENA R
IWO
USE y10N1)¢" S.M.S. O 24' O.C. --
TO CONNECT TO lx2 O.B. TO 20.
(9) (I120 S.M.S. EACH SIDE.
OF BEAM (TYP.) OR
((6) qyy12xY4" S.M.S. EACH SIDE
bF tlF/41 FOR 2x5 COLUMN TO
2x5 BEAM
2
24
12,
3
32
14'
3
40
14'
4
56
16'
5
64
16'
6
72
18'
7
BB
18'
7
96
18'
MIN. (4) jl Ox3" LONG S.M.S. INTO
SCREW BOSSES (TYP. ALTERNATIVE)
BEAM STITCHING O 2C O.C.
M. TOP AND BOTTOM OF SMS
SEE TASLE FOR SIZES)
PURLIN TO ROOF BEAM
CONNECTION DETAIL
IXIW BY 3" LONG
ANGLE, EACH SIDE (TYP.)
(LEG (6) TOTAL (") N
S.M.B. SEAM
MAY BE SLOPED OR FIAT
(SEE PLAN FOR SIZE)
M' MIN., 3 16' MAX. C-C
ACING OF FASTENERS (TYP.)
' MIN. BEAM EDGE
DISTANCE (TYP.)
MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL
DO KIM
& ASSOCIATES, !_C
CONSULTING
STRUCTURAL
ENGINEERS
PO BOX 1OD39
Tampa, FL 33679
Tel: (813) 374D321
ISSUED
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DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIMaASS LLC
39
679
Drawing No. - 060811
SHEET 1OF3
n
PURUN SUPPORT
COLUMN/POST
24x1/8" x 2" LG. MIGLE
W/ (4) /12x3/4" S.M.S
(EACH SIDE)
%-0 CONCRETE ANCHOR
W/2%' EMBEDMENT IWO
STRUCTURAL CONCRETE
(EACH SIDE)
S.M.S. WITH MIN.
EDGE DISTANCE
)A" ANGLE, EACH SIDE (TIP.)
SOLE PLATE
2"x PURUN
;d . Tx2x>6" ANGLE CUP. CW AT
... e ^ A 45' (+/-) ANGLE AND
BEAM MAY ATTACHED TO THE SCREEN ROOF
3° MIN. (TYPJ i,ie }Aj Ox2Y" CONCRETE BE FIAT BEAM WITH ONE (1) Yi • TNRU-
$CREW ANCHOR O 24" O.C. OR SLOPED ^ BOLT• EDWITiEBEAMOER WASHER.
gZ� 1 1 ATTACHED TO BEAM OR SAVE RML.
4sD a' FROM POST (rm.) l j� DIACONAL BRACING SHALL NOT BE
+S MIO ATTACHED TO ROOF PURUNS.
2x2x0.093 BRACE
SIDEWALL COLUMN TO CONCRETE 9• COLUMN/POS _ / (SEE PUN)
CONNECTION DETAIL xz Ds. SOLE PLATE �(w\
PLAN - TYPICAL DIA60NAL ROOF O
-2 i
i BRACE CONNECTION
SEE PLAN FOR SIZE
14 O.S. FASTENED TO CORNS
SECTION WITH /14x1M' S.M.S.I
24' D.G.
2x2r%" ANGLE 2" LONG (EACH
W/(2) 11NAM' S.M.S. TO POS
& 3 8 0 H.D. CALV. D(P. SOL
W/ 2 1/2" MIN. EMBEDMENT
S.M.S. WITH MIN.
EDGE DISTANCE
T— >
CORNER POST/COLUMN
TO CONCRETE
CONNECTION DETAIL
9•
EDGE OF CONCRETE
)§" MGM EACH SIDE (M.)
%'0 CONCRETE ANCHOR
W/2)6' EMBEDMENT INTO
STRUCTURAL CONCRETE OW.,
SEE NOTE 10)
�1'4" O.B. SOLE PLATE
s
3' MIN. (TYP.)
=�HOR
O.C.
AND 9' MOM POST (T(P.)
Ix2 O.B. SOLE PLATE
1
(TYPJ
NZ
PAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
PLAN VIEW
BEAM SUPPORT
COLUMN/POST
2.2018" x 2' LG. ANGLE
W/ (4) /12x3/4' S.M.S
(EACH SIDE)
I'
COLUMN
THICK BRICK PAVERS
19BTBH ON TOP OF FOOTER
O.B. SOLE PLATE Z
i
1
x0
Yi 0xS' CONCRETE SCREWS (MI O.C. 2iS'�MIA )
1)4° CONC. EMBEDMENTT (MIN.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6x6x1O/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.)
•d.. •v. A4 .ne 'a ,
4 —
' e d
e
d °
e
a e.
�CNOSHED ( ED SOIL OCOMPACTED
• CRUSHED UMEROCK 90% PROCTOR)
MIN. (1)-/5 SEW CONTINUOUS, SPUCE
MUST OVERLAP 20" MIN.
J" COVER (TYP.)
ix3 O.B. FASTENED TO CORNER
SECTION WITH /10x2' S.M.S. W/
%' CIA. WASHER O W D.C.
(a'
of
THE
1-1x2 O.B. TOP FRAME
CORNER POST
-1x O.B. SIDE WALL CORNER UPROW
CORNER POST/COLUMN
UPRIGHT DETAIL
File cod.
POST DO K I M
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33879
Tel: (813) 3740321
IZ ?*'I ISSUED I
2500 PSI MIN. CONCRETE STRENGTH
dR d
APPROXIMATE
•', .•
1
GRADE
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da'
COMPACTED OR
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UNDISTURBED SOIL/SAND
LLI
t)
(1)-g5 REBAR, CONTINUOUS
C
W
'
3" MIN. CONIC. COVER, 36" MIN.
_'aT1TSTL�'
LAP SPLICE
U
OJ
Qc1
U
12" MIN!
Z
U
N
W
MIN. CONTINUOUS PERIMETER FOOTING
d
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(BY OTHERS)
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Cor;
as}
9UM
ALTERNATE (1)
�A
(.)
0
I•-
(4) /12x%'
2'x PURUN
BUM MAY
BE MT
OR SLOPED
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
ANGLE
E
x15" ANGLE (BRACE) W/
'.12x)'4' S.M.S. O EACH
ER INTERSECTION
1" ANGLE 2' LONG ON
RSIDEW/(4) Al2x%4" S.M.S.
LED (BEAM & BRACE)
I SCALE: ASSHOWN 1
DO YEON KIM, P.E.
2x3 BRACE
FLA. REG. NUMBER 49497
(SEE PLAN)
ALTERNATE (2)
DO KI &.. SOCIATES, LLC
2x3 BRACE
-
- C 87
PO Box 1r
Tampa,, FL 33879
Drawing No. - 060811
SHEET 2OF3
FOUNDATION/SLAB DETAIL
Genera! Notes and Specifications.
1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate
consideration.
2. Concrete shall be minimum 28', day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318.
Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with All 318.
3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary.
4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The
contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. If
there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host
structure capacity.
5. Screen density shall be a maximum of 18 x 14 x 0.013" mesh. Wall screen shall be removed in accordance with Rule 61620-1.002
Alternative Design for Screen Enclosures. Aluminum shall be 7005-T53 Alloy, 6005-T5 Alloy, or 6063-T6 Alloy based on industry
standard shapes, thicknesses, and tolerances unless otherwise noted.
6. Unless otherwise noted, SMB shall be stitched with #100/4" SMS at 24"o.c., top and bottom.
7. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise.
8. Unless otherwise shown, screws shall have minimum edoe distance and center -to -center distances as shown in this table.
C-1022 Low Carbon Steel SMS & Self -Drilling ITEM Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
5/,6
Y2"
#12
0.219
3/8,
#14 (1/4")
0.250
1/2
5/B'
9, Structure has been designed to meet the 511 Edition FBC (2014 FBC). Project is sited where the ultimate design wind speed, V-1t, is
150 mph (3-sec gust) for risk category I buildings and other structures, Exposure B. Design pressures are from Table 2002.4,
2014 FBC reduced by 0.88 for screen mesh factor, 0,6 for allowable stress design (ASD).
10. Concrete anchors may be "Large Diameter Tapcons" (LTOs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
IDO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
I Po Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
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DO YEON KIM, P.E.
` FLA. REG. N BER 49497
DO KIM S8 CIATES, LLC
6887
P B
T.
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q. -t /7
I Drawing No. - 060811 I
SHEET 3OF3