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3' x 3' x 0.050' MIN. 6063-T6 ALLOY
PLATE OR STRONGER (ONE SIDE) WITH
(3) - #12 x % S.M.S. EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
& C-C FASTENER SPACING)
3' x 2' x 0.050' MIN. 6063-T6
ALLOY PLATE OR STRONGER
(ONE SIDE)
(3) - #12 x �'i S.M.S,
EACH SIDE AS SHOWN
(Y2' MIN. PLATE EDGE
DISTANCE 8 C-C
FASTENER SPACING)
FOUNDATION
(5) #12x3/4" S.M.S.
1x2 O.B. ATTACHED TO BEAM W/
(2)-#10X2" S.M.S. INTO SCREW BOSS
(1)-1/4'4" S.S. THRU-BOLT
AND
® EACH NUT
DE OF BEAM WASHER
#12z2" S.M.S. ® 24" O.C.
ix2 O.D. TO SUPER GUTTER
(4) #12x3/4" S.M.S.
ROOF BEAM
(FLAT OR SLOPED) .
( )-2x24" ANGLE, EACH
2 1 FOR 2x8 SMB OR LAS
CORNER POST EAVE RAIL
(11 TOTAL) - #12 x 44'
1' x 2' O.B. S.M.S AS SHOWN (Yz' MIN.
PATIO SECTION PLATE EDGE DISTANCE &
C-C FASTENER SPACING)
C 6' x 5' x 0.050'
C 6063-T6 ALLOY PLATE
C 0 (ONE SIDE) OR STRONGER
K-BRACE
2x3xO.070 CHAIR RAIL
K-BRACE
K-BRACE
CORNER POST
K-BRACE
I' x 2' tOLE PLATE
-Ya' 0 CONCRETE ANCHOR <2 PLACES)
IN LIEU OF TYP. y' 0 CONCRETE
SCREWS FOR CORNER COLUMN
(4) #120/4" S.M.S.-/
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0.090' THICK
LATERAL "K" - BRACING
CONNECTION DETAILS
COLUMN
GIRT (CHAIR RAIL)
x SEE ELEVATIONS
FOR 'K' BRACE SIZE
1x5xW ANGLE 6' LONG
-(TYP. @ EACH BEAM)
(2) )4'0x3' LG. @ EACH ANGLE
NOTE: PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE
ATTACHED TO HOST STRUCTURE CONSISTING OF
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
/ FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS OTHERWISE
1./ OR WESTER RED CEDAR NOTED ON PLAN DWG.
\) STRUCTURAL GRADE 2 MIN.
(D y'0x2' LG. LAG SCREW @ 24'
O.C. ENTIRE LENGTH [IF GUTTER
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL
S�M�R�G
BEAM STITCHING SCREWS (SEE TABLE) @ 24' O.C.
SPACE SCREWS
SPLICE PLATE (EACH SIDE OF BEAM)
D K I M
EQUALLY (TYP.)
A
,({ 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
& ASSOCIATES, LLC
CONSULTING
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STRUCTURAL
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CoENGINEERS
PO Box 10039
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#14x44' SCREWS
Tel: (813) 374-0321
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BEAM LINE LINE' SCREWS
'
A B'&'CTOTAL
PLATE
WIDTH
Rev./Dat
Description
0
20 5
ISSUED
y`.SLQ' HPD 31
Lt 2�P� 2x4 3 2 24 12'
B
QPG�z
/0
C LtKPT M•
VNE tOtN
' cR
2x5 3 3
32
14'
Q
'Jar
2x6 4 3
40
14'
Q
B V��\Dj� �.•** 2x7 5 4 56 16'
2x8 5 5
64
16'
0
P�tE
2x9 5 6 72 18'
MANSARD BEAM
2x9(HW) 6 7
88
18'
CONNECTION DETAIL 2xIO 7 1 7 96 18'
1x1xvs" BY 2" LONG
ANGLE, EACH SIDE (TYP 2x3xO.O70 GIRT/CHAIR RAIL
(SEE PLAN)
MIN. (4) #10x2" LONG
(4) #14A' S.M.S..
S.M.S. INTO SCREW BOSSES
2 SCREWS
(TYP. ALTERNATIVE)
EACH LEG (TYP.)
S.M.B. POST
HOLLOW POST
SECURE FASCIA TO EACH RAFTER TAIL
x W/ (U y'0x4' LONG PAN HEAD LAG SCREWS (2) B10x4' S.M.S. THRU. 2x3
.--f. BEFORE ATTACHING SUPER GUTTER SAVE RAIL INTO PURUN SCREW
BOSSES
USE #10x%" S.M.S. ® 24" O.C.
TO CONNECT TO 1x2 O.B. TO 2x3.
11) Y4 OX2' LG. LAG SCREWS
((TYP. @ EACH BEAM) 1x2 O.B. FASTENED TO COLUMN/POST
f� l 11)#12x2' S.M.S @ 12' o.c. W/(2) #10OX" S.M.S. INTO SCREW BOSSES
,MAX) BETWEEN BEAMS (EACH END, TYP.)
2z�
!{s' THICK CONTINUOUS
ANGLE
—SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Yi 0x4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
#100/4" S.M.S. Y,' CONTINUOUS BEAD OF CONSTRUCTION
® 2' O.C. ADHESIVE
(3) 12x>4' S.M.S., EACH LEG AND
MIN. (4) #10x3" LONG S.M.S. INTO
SCREW BOSSES (TYP. ALTERNATIVE)
(6) #12A' S.M.S. CHANNEL TO BEAM
(9) SCREW TOTAL
BEAM STITCHING ® 24` O.C.
0
(TYP. TOP AND BOTTOM OF SMB
J
PURDN 70
SEE TABLE FOR SIZES)
—
Q
W
U
p
W
7-7
U
BRAKE -FORMED RECIEVING CHANNEL
(MIN. 0.062" MATERIAL THICKNESS)
1" x 2 1/8" x 1" x 3" LG.
(TYP. ALTERNATIVE)
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x3XO.O45 EAVERAIL ATTACHED TO
BEAMS WITH (3)-#10x2" S.M.S.
2x PURLIN INTO SCREW BOSS.
(MAY BE SLOPED
OR FLAT)
2x5x.125 ANGLE-2' WIDE WITH
M-114.1" INTO BEAM & (2)-#14xl
INTO
USE #10x%" S.M.S. ® 24" O.C. �
TO CONNECT TO 1x2 O.B. TO 2z3.
PURDN FASTENED TO COLUMN/POST
WITH (4) #12xl" S.M.S. (EACH LEG)
(g) A72.%" S.M.S. EACH SIDE
USING )fi" THICK FLAT BAR BEM
OF BEAM (TYP.) OR
(6) #12x34" S.M.S. EACH SIDE
TO FIT (6063-T6 ALLOY)
OF BEAM FOR 2x5 COLUMN TO
2x5 BEAM
\
COLUMN/POST
COLUMN/POST
SIDEWALL POST / COLUMN TO PURLIN
CONNECTION DETAIL
PURLIN TO ROOF BEAM
CONNECTION DETAIL
U ..
d
U �
3' LONG
vi
ANGLE, EACH SIDE (TYP.)
O
J
(3) #12,X" S.M.S., EACH
U
LEG (6) TOTAL (TYP.)
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DRAWN BY:
DYK
CHECKED BY:
DYK
S.M.B. BEAM
SCALE:
AS SHOWN
MAY BE SLOPED OR FLAT
(SEE PLAN FOR SIZE)
DATE:
8/11/06
W MIN., 3 Yz' MAX. C-C
SPACING OF FASTENERS (TYP.)
Y2' MIN. BEAM EDGE
DISTANCE (TYP.)
MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM AS IATES, LLC
A# 268 P ox 1 9
Tamp , F 9
J.Z.e.t v
Drawing No. - 060811
SHEET 1 OF 3
C�
PURLIN SUPPORT
COLUMN/POST
)6' ANGLE, EACH SIDE (TYP.)
2x2x1/8" x 2" I.G. ANGLE
S.M.S. WITH MIN. '
%"0 CONCRETE ANCHOR
W/ (4) #12x3/4' S.M.S
EDGE DISTANCE
W/2%- EMBEDMENT INTO
(EACH SIDE)
STRUCTURAL CONCRETE (TYP.,
CONCRETE
EE NOTE 10)
1 "x2' O.B. SOLE PLATE
oC INOR
W/2% EMBEDMENT
2"x PURUN
STRUCTURAL CONCRETE
(EACH SIDE)
c
BEAM MAY
w
a�-
Y4"Ox2Y4" CONCRETE
BE FLAT
E.it
SCREW ANCHOR ® 24' O.C.
OR SLOPED
uu
*mo
NV
AND 9- FROM POST (TYP.)
SIDEWALL COLUMN TO CONCRETE
CONNECTION DETAIL
SEE PLAN FOR SIZE
1x2 O.B. FASTENED TO CORNE
SECTION WITH #14xU4" S.M.S.1
24' O.C.
2x24' ANGLE 2" LONG (EACH
W/(2) #14x-" S.M.S. To POS
& 3/8"0 H.D. GALV. EXP. BOL
W/ 2 1/2' MIN. EMBEDMENT
CORNER POST / COLUMN
TO CONCRETE
CONNECTION DETAIL
S.M.S. WITH 1—ix!-
IN." Ys" ANGLE, EACH SIDE (TYP.)
EDGE DISTANCE %-0 CONCRETE ANCHOR
W/2%- EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
5
SEE NOTE 10)
x 1'x2' O.B. SOLE PLATE
EDGE OF CONCRETE
.4
J 3" MIN. (TYP.)
z Y'Ox2Y" CONCRETE
_ SCREW ANCHOR 0 24" O.C.
= = AND 9" FROM POST (TYP.)
�dO
u
H
EDGE OF CONCRETE
COLUMN/POST
1x2 O.B. SOLE PLATE
I
1' (TYP.)
. i
N =
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
PLAN VIEW
COLUMN/POST
>`�
O.B. SOLE PLATE
I
1' (TYP.)
X
r < 1\
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
2x2A- ANGLE CUP, CUT AT
A 45' (+/-) ANGLE AND
ATTACHED TO THE SCREEN ROOF
BEAM WITH ONE (1) Y,"O THRU-
BOLT, FENDER WASHER.
ATTACHEDEDBTO BEAM OR EAVE RAIL
/
DIAGONAL BRACING SHALL NOT BE
ATTACHED TO ROOF PURLINS.
2x2xO.093 BRACE
(SEE PLAN)
1+1
Ix3 O.B. FASTENED TO CORNER
SECTION WITH #lOx2" S.M.S. W/
%" DIA WASHER ® 18" O.C.
2x5xYa' ANGLE (2' LONG) W/ (2)-#14
TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)-
#14 TEKS INTO THE FRONT OF THE CORNER POST
L 1x2 O.B. TOP FRAME
CORNER POST
-1x O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
2500 PSI MIN. CONCRETE STRENGTH
COLUMN d
2J4' MAX. THICK BRICK PAVERS APPROXIMATE11—
,,44LIN MORTARMORTAR ON TOP OF FOOTER * C' =I I ° I I I I I I
d
gj
O.B. SOLE PLATE -III d d III
N -I II III r�COMPACTED OR
=1—III 4 4 III UNDISTURBED SOIL/SAND
=1I ° d (1)-#5 REBAR, CONTINUOUS
-III III —II 3" MIN. CONC. COVER, 36" MIN
�I -II I� I I -I I I -I I =III= LAP SPLICE
y.�` --III; I I-ITI-TIl I I
\\ 12" MIN.t
MIN. CONTINUOUS PERIMETER FOOTING
(4) #12xY4'
2"x PURUN
BEAM MAY
BE FLAT
OR SLOPED
(2) #10x2Y2
TYP. EACH
(2) Q10xA
TYP. EACH
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
RNATE (1)
j' ANGLE
E
'x)6' ANGLE (BRACE) W/
'12x3'4 S.M.S. 0 EACH
IER INTERSECTION
e ANGLE 2' LONG ON
RSIDEW/(4) #12x3j" S.M.S.
LEG (BEAM & BRACE)
3RACE
PLAN)
ALTERNATE (2)
2x3 BRACE
DO KI M
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
0 71271 2015 ISSUED
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DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
AS SHOWN
DATE:
8/11/06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM AS CIATES, LLC
7
ox 10039
Tampa, FL 33679
FOUNDATION/SLAB DETAIL Drawing No. - 060811
SHEET 2 OF 3
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 ACI 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. Aluminum shall be 9005-T53 Alloy, 6005-T5 Alloy; for secondary
components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted.
6
7
8.
Unless otherwise noted, SMB shall be stitched with #100/4" SMS at 24"o.c., top and bottom.
Connections using screw bosses shall have minimum (4)410x2" per connection unless shown otherwise.
Unless otherwise shown, screws shall have minimum edge distance and center -to -center distances as shown in this table.
1-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
5/16"
1/z"
#12
0,219
3/a"
9/16„
#14 (1/4")
0.250
+/2"
5/8"
9. Structure has been designed to meet the 611, Edition FBC (2017 FBC), Project is sited where the ultimate design wind speed, Vu11 is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4,
2013 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO).
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal,
11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming Barrier Requirements and the screen enclosure per
454.2.17.1.11. if enclosing a pool.
D❑ KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
Rev atd Description
Qp 2D 7 ISSUED
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DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
AS SHOWN
DATE:
8/11 /06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DOLA
ATES, LLC
7
039
Drawing No. - 060811 1
SHEET 3 OF 3