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DO YEON KIWI, P-E.
FLA. LIC. NUMBER 4949
CA 887
730 KIM 8. AS C., LLC
X 1. 039
955
F 3679
') -
CORNER POST EAVE RAIL
(11 TOTAL) - 412
x 2' O.H. SAS AS SHOWN
PATIO SECTION PLATE EDGE HIS1
•�
C-C FASTENER SI
it y
6' x 5- x 0.050-
6063-TES ALLOY PLATE(mJE
0
SIDE) m(STRONGE3-
v
x 3- x 0➢50i HIM 6063-T6 ALLOYPLATE
OR STRONGER (ONE SIDE) WITH2x3x0.070
CHAIR RAIL(3)
- 412 x% SAS, EACH SIDE AS
SHOWN ()§'.MIN. PLATE EDGE DISTANCEK-BRACE
6 C-C FASTENER SPACING)
2'iz 0.050- MIN. 6063-T6
IT PLATE OR STRONGER
SIDDE)
-'12 x $'i SAS,
H SIDE AS SHOWN N
MIA. PLATE EDGE
'ANCE 4 C-C
TENER SPACING)
POST
1' x Z' tULE PLATE II \\ GTHEI IISE
COLUMN
GIRT (CHAIR RAIL)
M SEE ELEVATIONS
FOR 'K' BRACE SIZ
0 CONCRETE ANCHOR Q PLACES)
.IEU OF TYP. Y' 0 CONCRETE
EWS FOR CORNER COLUMN
�J
LATERAL "K" - BRACING 1.1 4• BY 2' LONG -
ANGLE, EACH SIDE (TYP.)
OCT 8 0 2019 CONNECTION DETAILS _
ST. Lucie County, Permitting
2 O.B. ATTACHSIONTOBSWt2x)-f10K2' S.M,
/12W S.M.S. 0 24' O.C.
1z2 O.B. TO SUPER GIRTE
Y (4) Al2x3/4' &M.S.
ROOF BEAM
(RAT OR SLOPED)
2x3/4- S.M.S. lx5xY' ANGLE 6- LONG
/BOSS (TYP. @ EACH BEAM) 1.
(2) Y-0x3' LG. R EACH ANGLE
NOTE, PRWARY SCR
ATTACHEG TO HOST
CONVENTIONAL TRU
FACIA TO BE 2x6 (MIN.) SPY. OVERHANG NO TO E
OR WESTER RED CEDAR NOTED ON PLAN DM
STRUCTURAL GRADE 2 HIM
(1) Y�-bx2' LG. LAG SCREW @ 24'
O.C. ENTIRE LENGTH CF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Y'0x4- LONG PAN HEAD LAG SCREWS
5'r BEFORE ATTACHING SUPER GUTTER
1) Y� 0x2' LG. LAG SCREWS
(O TC F') ) W. @ EACH BEAM)
(1) M12x2' SAS @ 12- o.c
(MAX) BETWEEN BEAMS
EACH LEG.
ANGLE [LAC CONTINUOUS
5' or SUPER GUTTER
MMUM0D90' THICK
\--SEC
W/
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL 0 2' O.Cs.Ms. MATES CONTINUOUS
FRAMING WITH MAX.
UNLESS OTHERWISE
2 SCREIN '' S.M.S..
EACH LEG (TYPJ
HOUAW POST
2x
(L(
-- !IP
SPACE x.
EQUALLY
R
BEAM STITCHING SCREWS (SEE TABLE) @ 24- O.C.
SPLICE PLATE EACH SIDE DF BEAM)
A 5052-H32 ALLOY
^OR�EQUAL, 1/0' THICKNESS
L1.Ip1 a14x9'( SCREWS
(0) (v) (vi) Olv.)
LINE LINE SCREWS PLATE
91)
�AA451A 1)T`'
G
VA OuZOZN'
) `'
BEAM
•A'
'B'b'C'
TOTAL
WIDTH
2x4
3
2
24
12'
2x5
3
3
32
14-
2x6
4
3
40
14-
2x8
5
5
64
16,
2x9
5
6
72
18'
MANSARD BEAM 2x9(HW) 6 7 BB 8'
CONNECTION DETAIL zx1D 7f 7 96 18L
(3) /12x1)' S.M.S, EACH LEG AND MIN. (4) #TOO- LONG S.M.S. INTO
(6) B12A- S.M.S. CHANNEL TO BEAM SCREW BOSSES (TYP. ALTEaMTNE)
EW (9) SCRTOTAL
2xM.070 GIRT/CHAR RAIL
(SEE PLAN)
T)
MIN. (4) HIDx2' LONG'
S.M.S. INTO SOREW'BOSSD
M. ATERNATINE)
S.M.B. POST
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
Ixtrs' .S. 0 24' D.C.
(ECT TS.
O 1. O.B. TO 2x3.
FASTENED TO COLUMN/POST
EO TO COLUMN/P
— — ;M(6063-T6
S.M.S. IWO SCREW BOSSES
1' S.M.S. (EACH L
(EACH END, TYP.)
K MT BAR BEM
ALLOY)
SIDEWALL POST/ COLUMN
CONNECTION DETj
2x3xO.045 E
BEAMS WITH
INFO SCREW
DO KIM
& ASSOCIATES, LLC
CONSULTING
:1 STRUCTURAL
ENGINEERS
,l
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
BEAM SMCHWG 0 24 O.C. (n
(TYP. TOP AND BOTTOM OF SMB J
2x3xO-O70 SEE TABLE FOR SIZES)
lap
/
d
V
�
W
O
W
1x1,3A' 6Y 3' LONG
ANGLE, EACH SIDE (TP.)
U
C
GO
O
E-FORMED RECIENNG CHANNEL
0.062' NATERUIL WIGKNESS)
2 1/B' x 1' z 3' LG
(3) d12xI5' S.M.S.. EACH
N
a)
ALTERNATIVE)
LEG (6) TOTAL (TYP.)
Z
W
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Z
Of
PgRMWED FOR
a
°
03
CONN S4yMaMr MPLIANCE
Z
0
U
ST. ILUCIE COUNTY
W
z
(n
W
a
BOCC 11 /��" ,
RAWN BY:
DYK
FSM.B. BFNe
' as `tiq MAY BE SLOPED OR FIAT
X -� (SEE PLAN FOR SIZE)
HECKED BV:
DYK
CALE:
[BATE:
ASS
8E111
125 ANGLE-2' WIDE WBH
j14x1:INID 8F $ (2)-#140'
UPRIGHT.
i
i�
=;
-1
SCANb
W
BY
A10xlY" S.M.S. 0 24' D.C.
Lucie
CONNECT TO 1x2 O.B. TO W.
(9) 11121W S.M.S. EACH SIDE
11
it
L OF BEAM (TYP.) OR
W MA, 3 W MAX. C-C
`1(6) 11241' S.M.S. EACH SIDE
SPACING OF FASTENERS
T1I
(TYP.)
OF BEAM FOR 2x5 COLUMN TO
2x5 BEAM
Y(' MIN. BEAM EDGE
/
DISTANCE (TYPO
COLUMN/POST
1
I
2
DO YEON KIM, P.E.
YFLA REG. NUMBER 49497
DO KIM IATES, LLC
A# 268 7
P ox 1 039
Tamp , F 9
/o'114 t
ring No. - 060811
SHEET 1 OF 3
PURUN SUPPORT -
COWMN/POST - - -� ]S'.WGLE EACH SIDE OYPJ '
L1E(2 '�t�h "' - _ - - 2x5xY' ANGLE ' LONG) V/ (2)-014
Wx1/B' x 2' W. ANGLE S.M.S. Wmay WITH MIN. ' � if'0 CONCRETE ANCHOR - TENS INTO TOP OF 2x3 EAVE RAIL AND 2)-
�W/ (4) B12 T/4' S.M.S EDGE DISTANCE W/2i§' EMBEDMENT Iwo '� `-1(-"f R14 TEKS INTO THE FRONT OF THE CORNER POST
11 x; (EACH SIDE) STRDCNRPL CONCRETE (1YP. " DO K I M
p p %"o CONCRETE ANCHOR J t'xT<0.6. SOLE PLATE.;"% ::, &ASSOCIATES, LLC
p -p W/2%' EMBEDMENT INTO
STRUMRAL CONCRETE ` . �2'x PURUN a '.,
(EACH SIDE) .. CONSULTING
STRUCTURAL 1.2 0.6. TOP FRAME
'. •a',. �; '. y'., i,. ENGINEERS
' -� x • v 2x2AP ANGLE CUP, CUT AT Ix3 O.B. FASTENED TO CORNER CORNER POST
3' MIN. (IYP A 4S (+/-) ANGLE AND SECTION WON BIOx2- S.M.S. W/
BEAM MAY ATTACHED TO THE SCREEN ROOF )f' DW WASHER a 1B' O.C.
ircr SCREW CONCRETE BE FIAT BEAM VIIT%IH ONE ER WAI THRU- am Box 10039
�w BOLT. WITH SEAM WASHER. 1x O.B. SIOE WPIJ. CORNER UPRIGHT
£u� SCREW ANCHOR O 24' D.C. , OR SLOPED ATTACHED TO SEAM OR FAYE WJL Tampa, FL 33679
vao AND 9' FROM POST (TP:) (, O DIAGONAL BRACING SHALL NOT BE Tel: (813)374-0321
a } ATTACHED TO ROOF PURUNS.
1 2A2A0.093 BRACE Rev at4 DBSCT7 SIOR
ZDEWALL COLUMN TO CONCRETE "w--00° M"/POST (SEE PUN) f ELEVATION VIEW R2
O 2DI5
ISSUED
—' =CONNECTION=DET91L z o.e. so E PLATE /� CORNER POST / COLUMN
)� ) PLAN - TYPICAL DIAGONAL ROOF 0�= BRACE, UPRIGHT DETAIL
r-
SEE PLAN MR SIZE'
ti
SEO.B. FASTENED To:CORNE
SECDON WITH B14YIYA' S.M.SI
24' O.C.
2 .X- ANGLE 2 WNG (EACH
W/(2) 114x}: S.MS. TO POS
& 3 8 0 H.D. GALV. UP. SOL
W/ 2 1/2- MIN.:EMBEDMENT
S.M.S. WITH MIN. 96'
EDGE DISTANCE
OF
EDGE OF CONCRETE -�{—(
w2u ,S PLAN VIEW
wuF I
�a 1
HEiB ,r
3
)§' ANGLE. EACH SIDE (M.)
%"0'CONCRETE ANCHOR
W/2%' EMBEDNEW INTO
STRUCTURAL CONCRETE (TYP.,
SEE NOTE 10)
r,1'x2' O.B. SOLE PLATE
y
3- MIN. CYP.)
Y,ox2Yr• CONCRETE
SCREW ANCHOR 0 W O.C.
AND 9- FROM POST
COLUMN/POST
)
01
lx2 0A. SOLE PLATE
i
N$
/!
PLAN VIEW
2$' MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF MOVER
oB.SOLE PLATE
� •
A
PORE Y. Ox5' CONCRETE SCREWS p 24'`O.C. �2ib MIN. CONC.
(IYP.). %) - CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
DST.
x 2 Ly ANGLE
I2%]/4' s.M.S TYPICAL FRONT VIEW OF POST TO
y FOUNDATION CONNECTION WITH PAVERS
4' NOMWAL CONCRETE SLAB
(2500 PSI, MIN.) W/6x6x10/10
W.W.N. OR RBER REINFORCED
[POLYPROPYLENE DBER -
1.5 POUND (MIN.)PER C.Y.]
•x0' 4.4 ..
4 a
Q,
.• `UNDIMRBED SOIL OR COMPACTED
CRUSHED UMEROCK (SO% PROCTOR)
MIN. (1)-15 REM CONTINUOUS, SPUCE
MUST OVERLAP 20' MIN.
3- CovER (IW.)
PSI MIN. CONCRETE STRENGTH
°. • e
APPROXIMATE I T I
G Q.
�1 I d I
I I IF
da COMPACTED OR
=
CO
CO
Q
d.
4 I UNDISTURBED SOIL/SAND
W
(1)-05 REBAR, CONTINUOUS
tj
3" MIN. CONIC. COVER, 36" MIN. 1
LAP SPLICE
LU
—5] tiT
o
12" MIN!
D)
J
REVIEWED FOR
U)
z
MIN. CONTINUOUS
PERT VECOOMPLIANCLU
LC1E COUNTY
i
a
o
Of
F
B®CC
U
U
BEAM
Z
W
UU
ALTERNATE (1)
2xlxY- ANGLE
J.
(i
Y
F-
(4) B12A;:' S.M..
BRACE
DRAWN BY:
DYI
2'A PURUN
2'AI'xly' ANGLE (BRACE) IN/CHECKED
BY:
DYI
(4) B12x% S.N.S. O EACH I
SCALE:
AS
MEMBER INTERSECTION
0
0
e
ANGLE 2' LONG ON
UNDER )EB12T}� S.M.B.
BEAN MAY
EACH LE(B
EACH LEG (BEAM &BRACE)
BE FIAT
SLOPED
(ORR
H4•END).S.
0
(1YPB1FACx
2x3 BRACE
(SEE PLAN)
((2) B1O.A, S.M.S.
(iYP. EACH END)
ALTERNATE (2)
.FOr� 2x3 BRACE
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIMJAS.'7CIATES,LLC
09
Tampa, FL 33679
FOUNDATION/SLAB DETAIL Drawing No. - 060811
SHEET 2OF3
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
SOCC
6enerat 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 7005-T53 Alloy, 6005-T5 Alloy; for secondary
components 6063-T6, Alloy based an 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)410x2" per connection unless shown otherwise.
8. 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
#14 (1/41
0.250
ql2"
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 3740321
ISSUED
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W
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SCALE:
DO YEON KIM, P.E.
FLA, REG. NUMBER 49497
9. Structure has been designed to meet the 6'h Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, W1,is
150 mph 13-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4. D Iv a BOCIATE6, LLC
P 9 9 Y 9 P 9 P Att 26887
2017 FBI reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD). 9
Tam a, FL 3367E
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. I Drawing No. - 060811