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L.AC_ NUMBER 4949
CA_ # 26887
®O K➢IV➢ S. ASS LLC
P_O_ SOX 39
-rP' `d RA, 3679
(x3 13) Et7 � u
r
3- x 3'."a 0.050- MIN 6063-T6 ALLOY
PLAY OR STRONGER NNE SIDE) VITH
(3) �.012 x' SAS, CACH SIDE AS
SHOWN ()6- HIM PLATE EDGE DISTANCE
HIM 6063-T6
STRONGER
u�
'CORNER POST
EAVE RAIL
I- x 2' O.B.
(11 TOTAL) - 412 x 94'
SAS AS SHOWN CY2' MIN
PATID SECTION
PLATE EDGE DISTANCE &
6'x5'x01350-
C-C FASTENER SPACING)
e
O
6
6063-T6 ALLOY PLATE
0
0
NNE SIDE) OR STRONGER
K-BRACE
c
ZcM.070 CHAIR RAIL
N-BRACE
® 0 p
K-BRACE
B
D
®®
- CORNER
POST
x 2' MILE PLATE
0 CONCRETE ANCHOR (2 PLACES)
_M OF TYP. Y' 0 CONCRETE
EVS FOR CORNER CMUMN
1x2 O.B. ATTACHED'TO BUM W/
1x5xY' ANGLE 6'"LONG„y
CTYP. B EACH BEAM)
(2)-/lOX2''S.f.(S. INTO SCREW BOSS
LN
r-
NUT SS. MRV-BOLT
W/ ):' NUT AND WASHER
QV Y-0x3- LG. B EACH ANGLE
y
'^+
EACH SIDE OF BEAM
NOTE• PRIMARY SCF
ATTACHED TO HOST
'CONVENTIONAL
TRL
x2' S.M.S. O 24' O.C.
O.B. TO SUPER CODER
/ FACIA TO BE 2x6 tMIN) SPS,
OR WESTER RED CEDARNOTED`O(a
OVERHANG NO TO I
PLAN D{
STRUCTURAL GRADE 2 MIN.
d12x3/4' BN.S.
O) Y'ox2' LG. LAG SCREW B 24'
DD ENTIRE LENGTH OF GUTTER
(ROOF FAM
SECURE FASCIA TO EACH RAFTER TAIL
R SLOPED)
V/ (D $0x4' LONG PAN HEAD LAG
SCREWS
BEFORE ATTACHING SUPER GUTTERah'
ARGUE, UCH SIDE
2.6 SUB OR LARGER.)
Jr J(T Y'0x2' LAG SCREWS ((TMB EACH
BEAM)
\ f� (1) 012.21 SKS 8 I2' v.�.
(4) Q12x3/4' S.N.S. (MAX) BETWEEN BEAMS
EACH
LEG.
ITEHI[K CONTINUOUS
5' or 7' SUPER GUTTER
HIM OA90' TRICK
SECURE FASCIA TO EACH
f1Dx3/4' S.M.S.-I L- Y' CONTINUOUS BUD
O 2, O.C. ADHESIVE ,
GIRT (CHAIR RAIL)
SPACE
K SEE ELEVATIONS
FOR %' BRACE SIZE
I%Ix15' BY 2' LONG -
ANGLE, EACH SIDE (TYP.)
(4) 814x)5' S.M.S..
2 SCREWS
EACH LEO MP.)
HOLLOW POST -
AT'yy
d
L1y
(i LSNPT
UNEM l`
V00
pN�
BEAM STITCHING SCREWS (SEE TABLE) i
SPLICE PLATE (EACH SIE5052-H32 ALLOY OR EQUAKNESS SCREWS) (.00) (KKK.)BEAM NE SCREWS PLATEQ�'C' TOTAL WIDTHG `•)f01"2x4 24 12'
i SOU, 2x5 32 14'
51ai °'�2x6 40 14'
Q(!'2x7 56 16-
=54 1 -64. ..'s'16:r_
2x9 5 6 72 �'� 18'
MANSARD BEAM 2x9(HW) 6 7 ,,ie IB-
)NNECTION DETAIL 12.10 r7 -17'1 96 Ia•
(3) #12.Y2 S.M.S., EACH LED AND MIN. (4) Q1040 LONG SM.S. INTO
SCREW BOS56 (TR. ALTERNl.1NE)
(6) +12xI - S.MS. CHANNEL TO BEAM
(9) SCREW TOTAL
MIN. (4) ®1Ox2- LONG
S.N.S. TWO SCREW so
(TYP, XTERtArwo -
:LOSURE BEAMS SMALL BE
TURE CONSISTING OF
CHAIR RAIL / GIRT TO POST
TER FRAMING WITH MAX.
30- UNLESS OTHERWISE
CONNECTION DETAIL
(2) B10x4' S.M.$.'T11RU. 2x3
EAVE RAIL IMO"PDRDN SCREW
BOSSES
USE % S.MS. 6 24- O.C. -
TO'CONNECT TO 1.2 O.B. TO 2.3.
I�IJx2' O.B. FASTENED TO COLUMN/PW
#I0x11(' S.M.S. IWO SCREW BOSS[
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
RevMat Desai lion
no d Zm ISSUED
BEN( SWCHNC O 24 O.C. (n
(IYP. TOP AND BOTTOM OF SUB J
2x3xO.D7O_ SEE TABLE FOR SIZES)
PURIN�\9 - F-
C Q
LLI
` �fW/\IjjJ1It
�Y ' OWIcX" BY 3' LONG Q C/)
4. 0.06RMEa RECIWNG CHANNEL ANGLE. EACH SIDE (TP.) 3IFYI
N. 0.I/am MATERIAL THICKNESS) 0)
x 2 1/6' x :) x 3' LG. (3) (6) TO S.M.9., EACH D) G� Z
P. ALTERNATNE) LEG (6) TOTAL` O a- V
W
PURLIN TO ROOF BEAM V G `` �J 4 ~
CONNECTION DETAILGQ� �JG Vor F U
DYK
TO : CHECKED BY: DYK
I _ INTO SCREW BOSS."-' SL MT SCALE: A5:
2x PURLIN :5' P (SEE PLAN SIZE) DAIS: BH1,
(MAY BE SLOPED m uk
OR FAT)
Wx.125. ANGLE-2' ODE WITH
(2)-I140' INTO BEAN & (2)-J14x1' n
i�., INTO UPRIGHT.
\)(.
_
QSE 81ox1Y2' s.us. `OB. za' o.a -
TO COrvNEa TO lx2 TO 2il.
PURUN FASTENED TO COLUMN/POy7iiij'(
S.N.B. EACH 9DE J
` WITH (1) #12O' S.M.S. (EACH LED),) OF BEAM ( OR
USING M* TRICK FLAT BAR BEM 1VI OF BEAM (' S.M.S.TO SIDE
S.S.
FIT (6063-T6 ALLO))
( OF BEAM COLUMN
OF BEAM FOR 2x5 COLUMN TO
-COLUMN/P09T
2x5 BEAM
\ COLUMN/POST
)
JG'r�
9
AN TO PURLIN,.-
`V' MAIN POST /C
CONNI
3 H' MAX. C-C
OF FASTENERS (TYPO
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM A IATES, LLC
A# 268 7
P ox 1 039
Tam , Fq /�9
`.Z' /-!'F-(
Drawing No. - 060811
SHEET 1OF3
PURUN.SUPPOW '
COLUMN/POST
2.2.1/8' . 2' CO. ANGLE S.M.S. WITH MIN.
W/ (4) A124/4- S.M.S EDGE DISTANCE
(EACH ROE)
%'0 CONCRETE ANCHOR
/. O O W/�� EMBEDMENT INTO
(EACH SIDE)
TIE) CONCRETE
(EACH
ANGLE EACH SIDE (M.)
I'O CONCRETE ANCHOR
Yiw EN9EDMENr two
DRUCNFNL CONCRETE Cr
TEE NOTEAIO)
SCIE PL
2'. PODIUM
d • z 1
A 45- ANGLE CUP.
{ A {5' 4
3' MIN. .) V ATTACHED/TO THE S
ryyNp aw / BE F WY BEAN WRH ONE (1)
Y{'0.2i� CONCRETE . BE MT ^ BOLT, WITH OTEND
DE
i1`I\,1F zrp SCREW ANCHOR O 24• O.G. OR SLOPED l 1 ATTACHED TO DEAN
AND 9' FROM POST (TYP.) • 11� O J }� OIAGONAL BRACING E
ATTACHED TO ROOF
2.2.0.093 BRACE
t., COLUNN/PO5T I
SIDEWALL COLUMN TO CONCRETE 9• (SEE FNAN)
CONNECTION DETAIL, 1.2 D.B. SOLE PLATE
+' PLAN - TYPICAL DIAGONAL ROOF
_ -r=r-= �•- _�_ 1 !��
BRACE CONNECTION O
$= O ;
BEE PIAN FOR S2E
1.2 O.B. ASTENED TO SCORNER
.M.&C l:
24*SECTIONO.0 A1{.115' S.N.S.O c
24' O.C� W 2u
h2.1A'f GLE 2' LONG (EACH SIDE) I
W/(q %i4A' S.M.S. To POST ;
& 3 B'm H.D. CA.V. EXP. BOLT
W/ 2 1%2' MIN. EMBEDMENT I
CORNER POST /COLUMN
TO CONCRETE- j -y-
-- CONNECTION DETAIL
S.N.B. MIN. )§' )B ANGLE EACH SIDE (M.)
EDGE 01 ANce 11'0 CONCRETE ANCHOR
W/2)6' EMBEDMENT WO
BmUCTURA. CONCRETE (IYP.,
/'� BEE NOTE 10)
1 I'W O.B. SOLE PLATE
3' MIN. (TYP.)
COLDMN/POST
1.2 O.B. SOLE PLATE
I
n
EDGE OF CONCRETE I I - 1' (TYP.) •�
N
PLANMEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
I- (TYP)! �s
2$- NADI. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF MOTOR
O.B. BOLE PLATE z
2.5.)(3' ANGLE e' LONG) V/ (2>014
TEKS INTO TOP OF 2.3 SAVE RAIL AND (2)-
.I{ TENS INTO THE FRONT OF THE COSIER POST
�
DO K I M
&
ASSOCIATES, LLC
CONSULTING
+.2 O.B. TOP FRAME
STRUCTURAL
ENGINEERS
O.B. FASlENEO TO COSIER
CORNER POST
SE
SECTION W Af OY2' S.N.S. W/
OW WASHER O 18' O.C.
10039
1. O.B. SIDE WALL CORNER UPRIGHT
F FL 33679
Tampa, 36
Tel: (813) 374-0321
RevJDatei
Descri lion
ELEVATION VIEW
Q
Tm
ISSUED
CORNER POST 1 COLUMN
0
UPRIGHT DETAIL
0
0
2500 PSI MIN. CONCRETE STRENGTH
'd O
'
APPROXIMATECO
,a I
I
I
I
J
aa'
COMPACTED OR
Q
4.
4 I UNDISTURBED SOIL/SAND
=
W
IT
(1)-85 REBAR, CONTINUOUS
C
C
I 3' MIN. GONG. COVER, 36" MIN.
UU
— - I LAP SPLICE
O
U
m
sof
C
0
12' MIN.*
N
Z
l)
W
Z
MIN. CONTINUOUS
PERIMETER FOOTING
a) DO
W
(4) Al2.Yi
2'. PUFUN
am MAY
BE MT
OR SLOPEI
i YPA l
(2) AINA
11w. FACH
z of
3 O L))
CL F
(n
J
W U
W
U
ALTERNATE (1)
T
U
2.1xY,' ANGLE
BRACE
DFWWNBY:
I
VON%' ANGLE (BRACE) W/
CHECKED BY:
1
(4) Al2>?4' S.M.S. O EACH I
SCALE:
I
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
im ANGLE 2' LONG ON
RSIDEW/(4) #12)ty S.M.S
LEG (BEAN O BRACE)
3RACE
PLAN)
ALTERNATE 121
TO BRACE
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM AS CIATES, LLC
ox 10039
Tampa, FL 33679
�.i-Z449
FOUNDATION/SLAB DETAIL
Drawing No. - 060811
SHEET 2OF3
q14. 4' o
c4r%-O THRU-BM
V/ 11' VASHERS
0 12' O.C. OR
T-1e$'i SAS.
O 24' O.C.• TOP
k BOTTOM
DOUSUM BEAN
(SEE PLAN FOR SIZE)
DOUBLE S.N.B. BENM 9�
(SEE PLAN FOR SIM)
(4)-%-0 THRU-HILT
V/ III- VASHERS
NOTCH POST TO
ACCEPT BEAM
PoST (SEE PIAN FOR SIZE) C4)_%'0 THRU BIXT
V/IY'0 WASHER
T BASE INSERT V/IVI' VERTICAL
LEGS }§• THICK 6063-T6 ALLOY
DoWTT al m, Aq� (TV.)
(4)-%'0 HOT DIPPED GALVANIZED
VERGE ANCHORS V/ 2Y' MIN. EMBEDMENT
ii O O O INTO CONCRETE
j TOP OF CONCRETE :4 .
;y ... . � y _ •��� .ems ,
4" OR 5' POST TO CONCRETE
DI
CONNECTION DETAIL
NO SCRflT O 24' O.C.
AND BOTTOM OF SNB)
TYP. BEAM TO DOUBLE CARRIER
POST (SEE PLAN FOR SIZE) (3)-%'0 THRU BOLT
SV/Iri'0 WASHER
2x SUB 4' BASE INSERT V/IW VERTICAL
UPRIGHT OR O.B. LEGS 36' THICK 6063-T6 ALLOY
(EE PLAN DO NDT Sr prT a ALL S (TYPJ
FOR SIZE 4
LOCATION) <4)-%'P HOT DIPPED GALVANIZED
WEDGE ANCHDRS V/ BY' MIN. EMBEDMENT
O O O INTO CONCRETE.
.. :�.. ::..� .4• ,.. .. TOP OF CONCRETE :•
4x4x0.125 POST TO CONCRETE e' MIN, EDGE
CONNECTION DETAIL DISTANCE (TYPJ
ANGLE (EACH SIDE)
(8) (14-2.% SAS. EACH OF SIDE
NOTCH KNEE BRACE TO ACCEPT BEAM
PASTES WITH (6) tWT i DOUBLE BEPM (PATIO/S.M.B.)
O
EACH SIDE OR (2) ,•THRURU BBOLTS
V/ WASHER 6 NUT.
1
1D
`4.40.125 KNEE BOLE
ter.,-•^ (ALTERNA0-P CK-U-CRxME'-.606-. a
�w I110Y.,P,TATE`Ofl-STRONGER'_FASTEN---�
0 OR (2) )-0 BOLTSSW/ WASHER
L W�
OR C2) Y.'0 BOLTS V/ VASFO:R 6 NUT.
L O
E
KNEE BRACE LENGM
(24' SIN.)
(4)-A14x%' SAS.
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. 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, 00 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
'I structure capacity.
rIl 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 on industry standard shapes, thicknesses, and tolerances unless otherwise noted.
6. Unless otherwise noted. SMB shall be stitched with #100/4" SMS at 24"D.c., top and bottom.
7. Connections using screw bosses shall have minimum (4)4104" per connection unless shown otherwise.
8. Unless otherwise shown, screws shall have minimum edge distance and tenter -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 (1/4")
0.250
SS"
9. Structure has been designed to meet the 6" Edition FBI 12017 FBI). Project is sited where the ultimate design wind speed, Va), is
150 mph (3-set gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4,
2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO)•
10. Concrete anchors may be "Large Diameter Tapcons" (LTOs), 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.
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel:(813) 374-0321
ISsum
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DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIMOCIA7ES, LLC
z6sB7
x 10039
mpa, L 33679
Drawing No. -060811
SHEET 3 OF 3