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UO YEON KIM, P.E.
FLA. LIC. NUME ER 4949A
CA. # 26887
®O KIM 8z ASS ., LLC
P.O. BOX 39
TAMPA, FL 679
(8'13) 875 56
3' x 3' x 6.050' HIM. 6063-T6 ALLOY
PLATE OR:STRONGER (ONE SIDE) WITH
(3) : #12.7x %' 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
ALLOYIPLATE OR STRONGER
(ONE ':SIDE)
' x % S.M.S,
iE AS SHOWN
PLATE EDGE
B C-C
2 SPACING)
FOUNDATION
(5) #12x3/4'
111
2 O.B. ATTACHED TO BEAM W/
(2)-#10X2- S.M.S. INTO SCREW BOSS
(1)-1/4-Aj- S.S. THRU=BOLT
W/ Ys' NUT AND WASHER
® EACH SIDE OF' BEAM
#12x2" S.M.S!4 24" O.C.
1x2 O.B. TO, -SUPER GUTTER
(4) # � 3/4' S.M.S.
1
ROOF BEAM
(FLAT QR SLOPED) -�
-2x24- ANGLE, EACH SIDE
FOR 2.8 SMB OR LARGER.)
Yt.:
17
--'CORNER-POSTT EAVE RAIL L,�4 �1,�•' BEAM STITCHING SCN.
REWS (SEE TABLE) @ 24' O.C. -
`d^'- (11 TOTAL) - #12 x :Y -.•.,� i= �;
1' x 2' O.B. pL PLATE EDGE OWN DIST SIDE OF BEAM)
NCEIB SPACE SCREWS" A QA 5052 H 2N.� SPLICE LALLOY ORATE HEQUAL, 1/6' THICKNESS * �
PATIO SECTION C-C FASTENER SPACING) _ EQUALLY (TYP.:)% \
0 6'x5'x0.050•
C c 6063-T6 ALLOY PLATE
C (ONE SIDE) OR STRONGER
K-BRACE —
2x3xO.070 CHAIR RAIL
K-BRACE
K-BRACE
CORNER POST -
K-BRACE
GIRT (CHAIR RAIL) J V
V x 2' JCOLE PLATE.
96' 0 CONCRETE ANCHOR <2 PLACES)
IN LIEU OF TYP. Y4 0 CONCRETE
SCREWS FOR CORNER COLUMN
(4) #120/4" S.M.S.
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0.090' THICK
CONNECTION DET
Ix5xW ANGLE 6' LONG
(TYP. @ EACH BEAM)
- (2) 1/i 0x3' LG. @EACH ANGLE
ti
NOTE- PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE
ATTACHE
➢ TO 'HOST STRUCTURE CONSISTING OF
CONVENTIONAL�TRUSS/RAFTER FRAMING WITH MAX.
5.FACIA TO BE 2z6 CMINJ S.P.F, OVERHANG NO TD'EXCEED 30' UNLESS OTHERWISE
OR WESTER RED CEDAR
NOTED ON PLAN DWG.
STRUCTURAL GRAVE 2 MIN. t'e
(1) Y4'Ox2' LG. LAG SCREW @ 24'
O.C. ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL (2) #10x4- S.M.S. THI
W/ (1) 'Y4'Ox4' LONG PAN HEAD LAG SCREWS ~�,: EAVE RAIL INTO PURU
BEFORE ATTACHING SUPER GUTTER
BOSSES
z
#1404
SCREWS.
�{
BEAM
LINE
'A'
LINE
'B'a'C'
SCREWS
TOTAL
PLATE
WIDTH
2x4
3
2
24
12-
5Q �G f
T VN6 10
cZ IQ' A P
SC
2x5
3
3
32
14'
1h tt ��Ay,91#�,rl
2x6
4
3
40
14'
2x7
5
4
56
16'
= tE YPOtN
i2—
5_
=5"
" " 64"
16'--=!
P�f
Z.
2x9
5
6
72
18,
MANSARD BEAM
is
2x9(HW)
1 6
1 7
88
CONNECTION DETAIL
2xIO
1 7
1 7
96
18 =
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
-- - (MAY EiE'SLOPED - -- _
OR FLAT)
;USE #10x1X" S.M.S. 0 24' O.C. -
7,0 CONNECT TO 1x2 O.B. TO 2x3.
i.
(TYP4 @xEACH BLAG SCREWS �T ,
(❑ R ) • (1) #12x2' S.M.S @ 12' o.c. 1x2 0.8. FASTENED TO COLUMN/POST
(MAX) BETWEEN BEAMS W/(2) #10x1YZ- S.M.S. INTO SCREW BOSSES
2z�
}I ;! (EACH END, TYP.)
ANGLE THICK CDNTINUDUS
PURUN FASTENED TO COLUMN/POST
I— WITH (4) #12x1" S.M.S. (EACH LEG)
USING )6- THICK FLAT BAR BENT
TO FIT (6063-T6 ALLOY)
COLUMN/POST
SECURE FASCIA i0 EACH RAFTER.TAIL
W/ (1) I.'Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER - GUTTERL 1.1.-� t<' „=,v
�110x3/4" S.M.S. y' CONTINUOUS BEAD OF CONSTRUCTION;^ SIDEWALL POST / COLUMN TO PURLIN '
® 2' D.C. ADHESIVE �� � -
CONNECTION DETAIL
(3) 12xY�- S.M.S., EACH LEG AND MIN. (4) #IOx3- LONG S.M.S. INTO
(6) #12x14- S.M.S. CHANNEL TO BEAM SCREW BOSSES (TYP. ALTERNATIVE)
(9) SCREW TOTAL
BEAM STITCHING ®24" O.C.
(TYP. TOP AND BOTTOM OF SMB
2x3x0A70 SEE TABLE FOR SIZES)
RAIL
BRAKE -FORMED RECIEVING CHANNEL B H SI )
(MIN. 0.062" MATERIAL THICKNESS)- 3 H
() �
1" x 2 x x 3" LG. LEG (6) TOTAL (TYP.)
(TYP. ALTERNTERNATNE)
ISSES REVIEW
CODE COD
PURLIN TO ROOF BEAM S"T. L.UCIE
CONNECTION DETAIL S®1
2x3xO.O45 EAVERAIL ATTACHED TO_..
BEAMS WITH -(3)-#10x2' _S:M:S.-' L a
INTO SCREW BOSS:.;" w>
® s a
U
125 ANGLE-2- WIDE WITH — —
!101- INTO BEAM do (2)-#14x1' y
UPRIGHT. •,Yj
2 J
S
yuo
w
#10x%" S.M.S. 0 24" O.C. --
CONNECT TO 1x2 O.B. TO 2x3. ,
i;"(9) #12xN4" S.M.S. EACH SIDE-�
`.,OF BEAM (TYP.) OR
.OF) 12xY4- S.M.S. EACH SIDE
BEAM FOR 2x5 COLUMN TO
'-';2x5 BEAM
COLUMN/POST
I. BEAM
BE SLOPED OR FIAT
PLAN FOR SIZE)
)6' MIN., 3 Y2' MAX. C-C
SPACING OF FASTENERS (TYP.)
DISTANCE E(TYP.)EDGE
/ COLUMN TO ROOF BEAM
VNECTION DETAIL..---___-----'
DO KIM
& ASSOCIATES, LLC
CONSULTING
STR U CTU RAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
IrA1I2015 I 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 IATES, LLC
A# 268 7
P ox 1 039
Tamp , F 9
/l-lt•t^f
Drawing No. - 060811
SHEET 1 OF 3
I,
r1
SID
SEE PLAWTOR SIZE -�
rr
A?
1x2 O.B. FASTENED TO CORNER
SECTION WITH` P14x%i S.M.S.®
24" D.C.1s
2X2x1§' A LE 2- LONG (EACH SIDE)
W/(2) iJtx3'i S.M.S. TO POST
& 3 8 0 i.�.D. GALV. EXP. BOLT
W/ 2 1/2q MIN. EMBEDMENT
PURUN SUPPORT •`t'r-¢�-�"-'�•„�.: -..
r •�'�iaE3 x
COLUMN/POST �•. �--a=••-�-'�°' )g"-•ANGLE EACH SIDE (TYP.)
-rt1 2x5xW ANGLE (2' LONG) W/ (2)-#14
�2x2Y1%8' x 2- LG. ANGLE S.M.S. WITH MIN. ° %- C CRETE ANCHOR `�yb9EAM--=•"� - TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)-
W% (4) #12x3/4" S.M.S EDGE DISTANCE W/2 "EMBEDMENT INTO a`�� �•�4- j #14 TEKS INTO THE FRONT OF THE CORNER POST
(EACH SIDE) STRUCTURAL CONCRETE (TYP., r^� - - -
EE NOTE 10) `` ,,�-�" •` -"`;
%"0 CONCRETE ANCHOR IN2' O.B. SOLE.PLATE?,
W/2�g' EMBEDMENT INTO' =v, 2"x PURUN `•�"•
STRUCTURAL CONCRETE "�
(EACH SIDE) TTY;, `: ,
Aw y4"mx2Y4 CONCRETE
u SCREW ANCHOR
AND 9' FROM POST
PKO
yV
0 _LOtCUNCRETE 9' COLUMN/POST
ION DETAIL 1x2 O.B. SOLE PLATE
O
F `
EDD' /�/•
GGE OF CONCRETE 1' (TYP.) N=f
uLj
QwzH I.
UZW1Q J
U [i2
ORNER POST / COLUMN
TO CONCRETE
CONNECTIOWDETAIL , _-
Ya- ANGLE, EACH SIDE (TYP.)
S.M.S. WITH MIN." may^-"'
EDGE DISTANCE --� J"0 CONCRETE ANCHOR
r W/gig' EMBEDMENT INTO
f� STRUCTURAL CONCRETE (TYP.,
SEE NOTE 10)
�1'x2" O.B. SOLE PLATE
3" MIN. (TYP.)
zw
Y40x2Y4' CONCRETE
U SCREW ANCHOR ® 24" O.C.
*
AND 9- FROM POST (TYP.)
CEO
H v
9, COLUMN/POST 'C.'•;
P- 1x2 O.B. SOLE PLATE
O O �\
��V
OF CONCRETE {---I 1' (TYP.) i.
cu v
PLAN VIEW
�3
`MAIN COLUMN TO CONCRETE
'z�CONNECTION DETAIL
2x2xl/8' x 2'
W/ (4) g12x3/
(EACH SIDE)
2x2X1g' ANGLEiCUP, CUT AT
A 45' (+/-) ANGLE AND
BEAM MAY ATTACHED TO THE,SCREEN ROOF
BE FLAT BEAM WITH ONE (1)�WO THRU-
OR SLOPED BOLT, WITH FENDER ;WASHER.
ATTACHED TO BFAM--",OR EAVE RAIL
DIAGONAL BRACINGEISHALL NOT BE
0 ATTACHED TO ROOF�'PURUNS.
P
I 2x2xO.093 BRACE�-=1
(SEE PUN) �?
z i
G'
PLAN`` =TYPICAL DIAGONAL ROOF
BRACE CONNECTIONw '
ix3 O.B. FASTENED TO CORNER
SECTION WITH #lOx2- S.M.S. W/
%' DIAL WASHER ® 18" O.C.
L- ix2 O.B. TOP FRAME
CORNER 'POST
-lx O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
IOI7127
2015I ISSUED I
2500 PSI MIN. CONCRETE �`R`rEN�G®pT&,u1��wra _ C
COLUMN : d d 141 �i . IE ��,pp F U
h.
APPROXIMATE a 111— COP E. C IF PLI '.
2J5" MAX. THICK BRICK ,PAVERS rpiir�j_�
- I I • s,
SET IN MORTAR ON TOP OF FOOTERG- `q= .
O.B. SOLE PLATE Z ,d:A 11� ST■V 9R e
N 7� I g
I L� CC J
d.PA
4 I : COMPACTED OR
UNDISTURBED SOIL/SAND = W
d (.1)—#5 REBAR, CONTINUOUS C3
• •' ' —III I I I 3" MIN. CONC. COVER, 36" MIN. W
1 ' •4'. �... �. .. ' . !• ...4 , : ' 4� I I I I I I I I LAP SPLICE , Ix
•4 • ..`.
CD•.. 4 :.
O
Y4 0x5" CONCRETE SCREWS ®24' O.C. 23g' MIN. CON[. 12" MIN.* 04%
(TYP.), 1Y2' CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.) U W
W
TYPCIAL FRONT VIEW OF POST TO MIN. CONTINUOUS PERIMETER FOOTING 0) W
FOUNDATION CONNECTION WITH PAVERS
\
(4) #12xYA'
4- NOMINAL CONCRETE SLAB
2"x PURUN
(2500 PSI, MIN.) W/6400/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.)
v�
• a• ,e.. .• 4"
<
4 4d• •. .4• ' . a.
BEAM MAY
BE FLAT
.,
OR SLOPE[
44
. a , • 4 .. 4
°
TYP. EACH
.4.4
o d
e •
(2) Q10x3%
TYP. EACH
e -
d.
A
.a
_
`UNDISTURBED SOIL OR COMPACTED
CRUSHED UMEROCK (90% PROCTOR)
•
MIN. (1)-#5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20' MIN.
3- COVER (TYP.)
FOUNDATION/SLAB DETAIL
C
Z
12
O
c
H
Z
W
U.
U
ALTERNATE (1)
V
Lu
2xtxY" ANGLE
BRACE
DRAWN BY:
DYK
2"x1-YA- ANGLE (BRACE) W/
CHECKED BY:
DYK
(4) #12xjg" S.M.S. ® EACH
SCALE:
AS SHOWN
MEMBER INTERSECTION
DATE:
8/11106
2x24' ANGLE 2" LONG ON
UNDERSIDEW/(4) #12x34- S.M.S.
EACH LEG (BEAM & BRACE)
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
DO YEON KIM, P.E.
3RACE
FLA. REG. NUMBER 49497
PLAN)
ALTERNATE (2)
DO KIM AS CIATES, LLC
2x3 BRACE
7
ox 10039
Tampa, FL 33679
Drawing No. - 060811
SHEET 2 OF 3
General Notes and Specifications:
1. Contractor shalt field verify all dirtIensions before construction and shalt notify engineer of discrepancies for immediate D ❑ KI M
M
consideration. _ !j & ASSOCIATES, LLC
,:� '�:
CONSULTING
2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318.
Reinforcingsteel shall have a min. yield stren th af._.41),000 psi (grade 40) and be provided with cover in accordance with ACI 318. ENGINEERS
IN S
y 9 P 9 P ENGINEERS
3. All dimensions are provided by contractor, D0:-4Kim 4. Asso6ates, LLC have made interpretations where necessary.
s-'
4. The following structures are designed to be..at6,ched �o block and wood frame structures of adequate structural capacity. The
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
contractor shall verify that the host structure isn good, condition and of sufficient strength to hold the proposed addition. If
Rev./Dat
Descri tior
''°
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. `' ->_,-
0
Zo;
ISSUED
5. Screen density shall be a maximum of 18 x 14 x 0,013" mesh. Aluminum shall be 7005-T53 Alloy, 600545 Alloy; for secondary
components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted.
6. Unless otherwise noted, SMB shaW be stitched with #100/4" SMS at 24"o.c., top and bottom,
0
0
7. Connections using screw bosses shall have' minimum (4)410x2" per connection unless shown otherwise.
,r
8. Unless otherwise shown, screws shall hav6 minimum edge distance and center -to -center distances as shown in this table.
9
10
11.
C-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (industry. Standard Screws) -
Screw
Nominaln:Screw- Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.180
5/16 '
Y2
#12
0.219
1 3/8-1
9/16n
#14 (1/41
0.25.0-5-_.
Y2
5/801
Structure has been designed to meet the 6'1hEdifi6n FBC (2017 FBC). Project is sited where the ultimate design wind speed, Vu1f, is
150 mph (3-sec gust) for risk category I buildi� s and other structures. Exposure C. Design pressures are from Table 2002.4,
2013 FBC reduced by 0.88 for screen mesh fict"or, 0.6�'for allowable stress design iASD).
Concrete anchors may be "Large Diameter (apcons ILTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
Screen enclosure structure shall meet Sect ion'-454:2.13 Residential Swimming Barrier Requirements and the screen enclosure per
454.2.17.1.11. if enclosing a pool.
REVIEWEIL) FC
CODE C® "I.JA
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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 SSOC ATES, LLC
# 26 7
PO o 0039
mp F 33679
It, ty, • FR
Drawing No. = 060811
SHEET 3 OF 3