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00, YEON KIM, P.E.
FL -A. LIC. NUMBER 49497
CA. # 2688
UO KIM 8< ASSO LLC
P.O. BOX '1
TAMPA, FL 3
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CORNER POST EAVE RAIL
PL TOTED -
1' x 2' O.B. SAS AS SHE'
PATIO SECTION PLATE EDGE
C-C PASTENE
6' x 5' x 0050-
O ). 0 0 6063-T6 ALLOY PLATE
Q (ONE SIDE) OR STRONGER
K-BRACE
3' x 3' x 0450- MIK,063-T6 ALLOY
PLATE OR STRUNGER,UC SIDE) WITH 20x0.070 CHAIR RA
(3) - 412 x 914' SAS! EACH SIDE AS
SHOWN (�6 MIN. PLATE EDGE DISTANCE K-BRACE
6 C-C FASTENER SPACING)
MIN. 6063-T6
STRONGER
CORNER POST
V x 2' SOLE PLATE
OR (2 PLACES)
0 CONCRETE
COLUMN
, '•(5) JIN3/4' S.M.S. IxSxl§' ANGLE 6' IBNG
2 O.B. ATTACHEO'TO BEAN W/ (TYP. B EACH BEAM)
!)-/10x2' S.M.S. INTO SCREW BO55 '=
ems" (2) Y'OX3' I.C. R EACH ANGLE
W//A NUT S.S. iHRERBOLT `
W/ )j NUT O WASHER NOTE PRIMARY SCREEN
OfEACH SIDE OF BEMI ATTACHED TO'HOST ST
CONVENTUMAL'TRUSS/
22' S.M.S. O 24' O.C. FACIA TO BE 2x6 Oak) SP.F. OVERHANG NO'jO,EXCE
2 O.B. TO SUPER GUTTER _ / NOTED ON PLAN IOVG.
1rl OR NESTER RED CEDAR
LG LAG
STRUCTURAL GRADE 2 MIN.
812x3/C S.M.S. RG ENTIRE LENGTH OF GUTTEB
_ ^
BEAM SECURE FASCIA 70 EACH RARER TAIL
OR SLOPED) BEFORE ATTACHINGBSUPERMGUTTERG SCREWS
L'2,%"_ PNNG ,~"RAC ASIDE .
Mij 8.5MB.OR:,afR,C
(1) Y'0x2' LE LAG SCREWS
(❑R) (TYP, a EACH BEAM)
fC/ (D 012.2- SAS e 12' a.c.
(4) S12x3/4' SACS. (MAX) BETWEEN BEAMS
EACH LEG,
NC THICK CONTINUOUS
5' or 7' SUPER GUTTER ANGLE
MIN. 0490- THICK
SECURE FASCIA TO EACH NN
110x3/4'
O 2' D.C.
DEAD
® 0 0
0
GIRT (CHAIR RAIL)
TAIL
x SEE ELEVATIONS
FEW 'K' BRACE SIZE
BEANS SHALL BE
1.14' BY 2' LONG
ANGLE, EACH SIDE (TYP.)
(4) 114A- S.M.S..
2 SCREWS
EACH LEG (TYP.)
HOLLOW POST —
�1 ` �� � BEAM STITCHING SCREWS (SEE TABLE) Q 24' O.L. � "- �}`•_ ^
SPLICE PLATE OACH SIDE OF BEAM)
SPACE SCREWS /// A A 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
EQUALLY (TYP.) �-
A lez Or
i (q(pl 014x% SCREWS
(.) (.n a..) <Xxxx)
Al
LINE SCREWS PLATE
�`Py71A 1 BEAM 'A' ' LINE INE TOTAL WIDTH
H(f. �4i i FyPN 2x4 3 2 24 12'
B o
SOZa' 2x5 3 3 32 14'
C
2x6 4 3 40 14'
B ;:,,� J'� E P i'4'• � �� zx7 a+t:l 1-'S61^�,
T(, 2x8 5 5 64 16'
2x9 5 6 72 18'
MANSARD BEAM 2x9(HV) 6 7 88 18' y
CONNECTION DETAIL 2x10 7 7 1 96 �19t-
(3) �12dj' SM.S. EACH LEG AND MIN. W BOSSES
LONG S.N.S. VE)
(() SCREW BOSSES (IYP. ALTERNATNE)
6 12xI$' S.Y.S. CHANNEL TO BEAM
9) SCAM TOTAL - BEAM STITCHING O 24' O.C.
(TYP. TOP AND BOTTOM OF SMB
SEE TABLE FOR SIZES)
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x PURLIN
(MAY BE SLOPED ffp
OR MT)
2x3xO.045
BEAMS WI
INTO SORE
� `1x1x1A. BY}' LONG
BRAKE -FORMED RECIft1NG CHANNEL ANGLE. EACH six ow.)
IN. 0.062' NATERIPL THICKNESS) (}) d12xK/' S.M.S.. EACH
1' x 2 1/B' v 1' x 3' LG. LEG (6) TOTAL OP.)
(TIN. ALTER~NJAI,I.V,E�)�
__ ee tt �OA1
PURLIN TO ROOF BEAM
CONNECTION DETAIL GP
- _ - _ - - � `•VV
CHEO TO
S.M.S. (j a S.M.B.
uF MAY BE SLOPED OR MT
a v (SEE PLAN FOR SIZE)
iw ~
Aldxl� _ � 7M
O 26' O.C.
CONNECT
CONNECiT TO S.M.S..S. O.B. TO 2v3.
~
USE s10x S.M.S. O 24' O.C.
TO CONNEI TO Ix O.B. TO 20.
O.B. FASTENED TO COWMN/POST
al$' S.M.S. IMO SCREW BOSSES
(EACH END. TYP.)
PURUN FASTENED TO COWMN/P
WITH (4) S12x1' S.M.S. (EACH LEG)
USING Y- THICK FIAT BAR BEM
TO PIT 6063-Tfi
( ALLOY)
(9) S12x�' S.M.S. EACH SIDE.
i OF BRAN (TYP.) OR
(6) 12xy' S.N.S. EACH SIDE
OF �EAM fOR 2x5 COLUMN TO
\\
COLUMN/POST
2x5 BEAN
�, COWMN/P
)ST / COLUMN TO ROC
CONNECTION DETAIL
3 Yz' MAX C-C
OF FASTENERS (TYP.)
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ReYJDa1 Descri on
A Mm I ISSUED
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM A (ATES,LLC
'AS
7
P oK 1 039
Tam ,F 9
!_fq
Drawing No. - 060811
SHEET 'I OF 3
1
PURUN SUPPORT
COWMN/PO �`
P. EACH SIDE (TYP.)
2' LG. ANGLE
S.N.B. WITH MIN. 3§'ONCREIE
ANCHOR
l
`�• '-
�LL1/B'-i
W/ (1) /12x3/4' S.N.S
(EACH SIDE)
EDGE DISTANCE
STRCNHAL`CONCRETE
EE NOTE f0J ^� J:-
oi0
%"t CONCRETE ANCHOR
J 1".2" O.B. SOLE PLATE
"x K
W/Z%' EMBEDEDMENT INFO
STRUCTURAL CONCRETE
(EACH SIDE)
+ iP
5
20x PURUN
f�
f
•CONCRETE
•Y4'04)'4'
a.4 n
�
3' MIN.
SFAM MAY
eu
SCREW ANCHOR 0 0.f
BE FLAT
OR SLOPED
AND 9' FItOM r � (TYP )f�
SEE PLAN,FOR SIZE
Y
O.B. FASTENED TO CORNER
SECTIONWITMH /14x1)4' S.M.S.O
24"
T4' D.C.0
Tx24- ANGLE 2- LONG (EACH SIDS
yp�¢
W/(2)) JV4.Y S.M.S. TO POST
h J/B ojH.D._ CALV. UP. BOLT
♦
NZ 5
CORNER POST / COLUMN
Y4' ANGLE. EACH SIOE (M.)
EDGE DISTANCE �' %'0 CONCRETE ANCHOR
W/2%' EMBEDMENT IWO
BTRUMM CONCRETE Irv..
SEE NOTE 10)
//-1'x2' O.S. SOLE PLATE
4� 3' MPH.
Y4REW CONCRETE
iuW SCREW ANCHOR O O.C.
AND 9' FAOM POST ( (TYP.)
9'
0 0
0
WOE OF CONCRETE
L PLAN VIEW
O.B. SOLE PLATE
P (TYP.)
NZ
Ix2 O.B. SOLE PIATE
\1 _ I
1' CTYP.)
BEAN SUPPORT
COLUMN/POST
2x 4- ANGLE CUP,
A 45 (+/-) ANGLE
ATTACHED TO THE S
BEAM MOH ONE (1)
BOLT, WON FEND
ATTACHED TO BEAN
DIAGONAL BRACING 5
ATTACHED TO ROOF
2x2 .093 BRACE
(SEED)
� COLUMN
2$- MAX. TRICK BRICK PAVERS
SEC IN MORTAR ON TOP OF FOOTER
O.B.i
y' 0x5' CONCRETE SCREWS O 24' O.C. �2)§' MIN. CONIC.
(1YP.), U4' CONC. EMBEDMENT (MIN.) ENDmMENT (TYPJ
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
W500 MI. MINW6.6.10
W.M. OR FIBER REINFORCEDO
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.)
a. °i !•.•
A.
.a `UNDISTURBED SOIL OR COMPACED
CRUSHED LIMEROCK (90x PROCTOR)
MIN. (1)-/5 REM CONTINUOUS, SPLICE
MUST OVERLAP 20- MIN.
3- COVER (TYP.)
FOUNDATION/SLAB DETAIL
I43 O.B. FASTENED TO CORNER
SECTION WITH B10x2' S.N.S. W/
3E• DIX WASHER O IS" D.C.
2.54' ANGLE Q' LONG) W/ (2)-014
TEKS INTO TOP OF 2x3 EAVE RAIL AM (2)-
014 TEKS INTO THE FRONT OF THE CORNER POST
1-1x2 O.B. TOP FRAME
HER POST
O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL,
ENGINEERS
PO Box 10039
Tempe, FL 33679
Tel: (813) 3740321
ISSUED
2500 PSI MIN. CONCRETE STRENGTH
—I I-
APPROXIMATE
GRAD
° Q.
° n
I
J
°a'
COMPACTED OR
Q
C. 4
UNDISTURBED SOIL/SAND
_
— W
(1)-05 R®AR, CONTINUOUS
U
C
3" MIN. CONIC. COVER, 36" MIN.
LAP SPLICE
�
of
1I—IIWL.
3a IilTr'
-
U En
12" MIN!
Z
U
W
Tn
MIN. CONTINUOUS PERIMETER FOOTING
W
z of
a O u
G
~
V��
BFFA1
Y
Z U U
W Q.
ALTERNATE I
J LU
2xIA" ANGLE
U
(4) 81Tx3:' B.N..
BRACE
DRAWN BY: DYK
2".PURUN
2'.1-.%- ANGLE (BRACE) W/
CHECKED BY: DYK
M4EMBEII
SCALE: AS SHOWN
°
INTERSECTIONEACH
DATE: fl111Nfi
0
O
O
UNDER' ANGLE 2' ON
IM
/12BR B.N.B.
UNOB2LEG
BEAN MAY
(a(4)
EACH IEC (BEAM k BRACE)
BE MT
ORSLOPED
s O
I
OBIEACH END)
W BRACE
FLA. REG. NUMBER 49497
(SEE PLAN)
S.M.S.
PrBIN*.
P. EACH END)
ALTERNATE 121
DO KI CIATES, LLC
2x3 BRACE
7
ox 10039
Tempe, FL 33678
PLAN - TYPICAL ROOF
(• I-4
BRACE TO BEAM CONNECTION 1
Drawing No. - 060811
SHEET 2OF3
rl
THRU-BOL
WASHERS
I THRU-BOLT
WASHERS
CH POST TO
EPT BEAM
POST
OUBLVISARI
POST CONNE
���' S.M.
flh 4' Gf24- O.C. (SEE PLAN FI
yr (TYP.) i
(I)-JIOA' O 12' O.C. OR
(I)-f14xY.' O 24' O.0 S.M.S.
AT MIDHOGHT OF BEAM—
(I) -WY' S.M.S.
I O 24" O.C., TOP —
@ BOTTOM
')a DOUBLED SEW
'sI,,(SEE PLAN FOR SIZE) —
i
BEAM STITCHING SCREW O 24- O.C.
(TYP. TOP_AND BOTTOM OF SMS)
/ POST (SEE PLAN FOR SIZE) (3)-%'0 THRU BOLT
v/IY.•m WASHER
LASE INSERT V/U9' VERTICAL
LEGS THICK U ALLOY
DO NOT
rc ACTTAlAw, BASES (Typ,)
(4)-%-0 HOT DIPPED GALVANIZED
WEDGE ANCHORS V/ 2Y' MIN. EMBEDMENT
O O O INTO CONCRETE.
. :.. • 4^ • 4. '. TOP OF CONCRETE ; 4 : •. .•
lJ► «w
4" OR 5" POST TO CONCRETE 2
-•- n(s
- . » ennlr.lorTlnnl noTnu _
S.M.S.
POST (SEE PLAN FOR SIZE) (3)-%'0 THRU BOLT
V1I%'0 WASHER
2x GH 4' BASE INSERT V/lYa' VERTICAL
UPRIGHT OR O.B. LEGS 36' THICK 6063-T6 ALLOY
FOR SIZE k
(SEE PLAN In NOT Ic AST A M BAc a (TYP.)
LOCATION) (4)-%•0 HOT DIPPED GALVANIZED
WEDGE ANCHORS V/ 2Yi' MIN. EMBEDMENT
00 O INTO CONCRETE.
!'�• TOP OF CONCRETE :4
4. 4
4x4x0.125 POST TO CONCRETE
CONNECTION DETAIL
TO
ANGLE (EACH
f14e2xYi S.M.S. EACH
OF
NOTCH KNEE HTO ACCEPT BEAM
FASTEN WITH f6) pl4%�i SMS., DOUBLE BEAR(
(6) (PATIO/S.M.B.)
EACH SIDE. OR (2) y'0 THRU BOLTS
W/ WASHER 6 NUT.
DO KIM I
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
I
` 4.40.125 KNEE BRACE
PO Box 10039
Tempe, FL 33679
Tel: (813) 374-0324-0321
O
(ALTERHATK) CONNECG_1WEE_9B.4CE '
�g W/ 0.060''THICN U•'CHANNEL 606_�'T���ff }1
=- ALLOY'PIATE OR`
R STRONGER FASTEN�f>
Re aut
Description
O
�V.ITH _(4)-#14%XiSMS'EACH'SIUE.
OR-(2) Y'0 BOLTS V/ WASHER
�0
yp
ISSUED
O
6 NUT.
M7
y-s
Q
KNEE BRACE LENGTH
0
(24- MIN.)
(4)-#14x3;' SAS.
ZI
KNEE BRACE CONNECTION DETAIL
General Notes and Specifications:
1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate
consideration.
2.
3.
_ 4.
5.
a 6.
(TYP.)
7.
8.
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.
All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary.
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 lat his own expense) shall hire an architect or engineer to verify host
structure capacity.
Screen density shall be a maximum of 18 x 14 x 0.013" mesh. Aluminum shall be 7005453 Alloy, 6005-T5 Alloy; for secondary
components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted.
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 104104" per connection unless shown otherwise.
Unless otherwise shown, screws shall have minimum edge distance and center -to -center distances as shown in this tV
C-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 (1/4")
0.250
1/2
9. Structure has been designed to meet the 611 Edition FBC (2017 FBU. Project is sited where the ultimate design wind speed, VM1, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4,
2017 FBI reduced by DAB for screen mesh factor, 0.6 for allowable stress design (ASCII.
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
DISTANCE (TYP.) 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.
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DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM AS CIATES, LLC
C 6887
B 39
Tampa, FL 33679
I-".w
Drawing No. - 060811
SHEET 3OF3