HomeMy WebLinkAboutBuilding PlansVuLr
w
U `� o
m u
W ui d
ce '�'
•J
ti,` �25ro�( R�SlolxtE�
�.. �• �i3•N(�Wt�� � —
�V
1
va
1 I
FIp1i'MPI•%9RN7
auoF
1
J
I
=c
Ma
J
r
ry
�
Anna `y" 1 1
7
DO YEON KIM, P_E_
LA_ LIC_ NUMBER 4949
CA. 7F 887
DO KIM LLC
10039
TAMP 679
(813) 75-9955
(3) -/512 x 941 S.M.S, EACH SIDE AS
SHOWN (%- MIN. PLATE EDGE DISTANCE
M C=C FASTENER SPACING) -
3� 2' x 0.050' MIN. 6063-T6
AL Y PLATE OR STRpNGDd
(ONE SIDE)
I - Ell x �E EDGE
EOLH SIDE AS SHOWN
((y� MIN. PLATE EDGE
➢ASTANE 6 SPACING)
FASTENER SPACING)
i (5) glW/4• SAS.
141 0.6. RACHED TO BEAN W/
(2)-B,10 X2" S.M.S. INTO SCREW BOSS
,W/)14' MITI S5. AS.ETHRURBOLT
W/ Y; NUT ANO WASHER
0 EACH sl➢E OF DDu+
/12x2• S.M.S. 0 24. O.C.
I� O,B. TO SUPER G R
ri (4),812x3/4' S.M.S.EA
S
) ROOF BM
(MT OR SLOPED) 44
i
())-LZx'%' ANGLE, EACH SIDE
I 2 FOR 2x8 SUB OR LARGER)
(4) B12x3/4• S.M.s.J
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 049G' THICK
PAST EAVE RAIL
(11 TOTAU - BI
1' x 2' 0.1 SMS AS SHOWN
PATIO SECTION PLATE EDGE DI:
L-C FASTENER
6' x 5' x 0450'
6063-T6 gLLOY PLATE
(ONE SIDE) OR STRONGER
K-BRACE
2.3.0.070 CHAIR RAIL
K-BRACE
K-BRACE
CORNER POST
x 2' MILE PLATE
0 CONCRETE ANCHOR 0? PLACES)
.IEU OF TYP. Y; 0 CONCRETE
EVS FOR CORNER COLUMN
5xY' ANGLE 6' LONG
YP. a EACH BEAM)
(2) Yi 0x3' LG a EACH ANGLE
NOTE, PRIMARY
ATTACHED NA w
CONVENTIONAL
FACIA TO BE 2x6 041N.) S.P.F. OVERHANG NO T
OR WESTER RED CEDAR NOTED ON PLAN
STRUCTURAL GRADE 2 MIN.
(D Y; 0x2' W. LAG SCREW a 24'
O.C. ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL
V/ (D Y'0x4' LpN6 PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
(1)Y;Ox2' LG. LAG SCREWS
(O FY 1 (TYP. a EACH BEAM)
1� / cD M12x2' sxs a 12' R.c.
(MAX) BETWEEN BEAMS
Ile
V CK CONTINUOUS
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL 812' O.C.D,
BEAD OF
COLUMN
T�
4j
f
GIRT (CHAIR RAIL) pp
x
• SFFi SFF F
1.14' BY 2' LONG -
ANGLE EACH SIOE (1YF.)
(4) #144" S.M.S.,
2 SCREWS
EACH LEG (IYP.) .
HOLLOW POST —
BEAM STITCHING SCREWS (SEE TABLE) 0 24' O.C.
'!!
_ SPLICE PLATE (EACH SIDE OF BEAM)
SPACE SCREWS A A 5052-H32 ALLOY, OR EOUAL, 1/0' THICKNESS
'�
D K I M
EQUALLY
(TYP.) �.
"
& ASSOCIATES, LLC
4
�=
CONSULTING
1
A�
STRUCTURAL
ENGINEERS
gs
6
m
(t
PO Box 10039
d14.% SCREWS
)_
Tampa, FL 33679
Tel:(813) 374-0321
Lill)
(XKWX)
e]
OF �,SU
BEAM LINE LINE SCREWS
A 'B'8.'C' TOTAL
PLATE
WIDTH
ReVJOaI
Descri Qon
0
7m
2015
ISSUED
L1Hp1A�31A
4,01r,
R 9.'p1A 2x4 3 2 24 12'
00.
y •' p) uNE t01H'
2x5 3 3 32
14'
0
p
2x6 4 3 40
14'
Q
B '(�\ LANE •'•w� 2x7 5 4 56 16'
P..
2x8 5 5 64 1
16'
0
,
"t
MANSARD BEAM
2x9 5 6 72
2x9(HW) 6 7 88
18'
rA
(ler
-CONNECTION DETAIL
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
l
PURUN'
FAAT) SLOPED
SAS. O.D.
kP�URIJN
TOS.O.B. TO 2NO TO COWMN/POST FASTENED TO Ci
i. INTO SCRLW BOSSES (4) 812x1' SAS.
(EACH END. TYP.)G )§' THICK MT 9
FIT (6063-T6 ALLOY
COLUMN/POST
(3) /12A- S.M.S.. EACH LEG AND MIN. (4) #IOz3' LONG S.M.S. INTO
SCREW BOSSES (TYP, ALTERNATNE)
(6) SCRr1£ S,M.S. CHANNEL TO BEAM
9 SCREW TOTAL
BEAM TORCHING O 24. O.C.
SEE TOP AND ROTESOF SIDE
SEE J
2x3x00]0� � TABLE FOR SIZE)) —
x 2 1/8" z3" z LC. I 1
P. 1/8- ATIYE) I`LT.J'1
��
PURLIN TO ROOF BEAM
CONNECTION DETAIL
CHO TO
SAS.
2x5x.125 ANGLE-2' WIDE WITH
(2)-1140i WO DEAN & (2)-A14x1-
INTO�1
USE 010z1$' S.N.S. 0 24' O.C. —
TO CONNECT TO lx2 O.B. TO Ea.
O BF EAM 4T,nS.MS. EACH TOE.
S.)
(6) /12x)'; SAS. EACH SOE
OF BEAM FOR 2x5 COLUMN TO
2x5 BEAM
_
Q
11 l
Li
p
C
W
U
(=n
IIE, EACH,SIDEG(TYP.)
O
J
TOTAL
Z
(6) (TYP.)
V
LLI
0)
W
C
Z
Of
a
O
u
~
J
W
U
U
d
U
0
DRAWN BY:
DYK
CHECKED BY:
DYK
.S.M.B. BEAM
SCALE-
AS SHOWN
'SAY BE SLOPED OR FIAT
MY
FOR SIZE)
DATE:
B/11A16
DO YEON KIM, P.E.
FLA REG. NUMBER 49497
DO KIM AS IATES, LLC
A# 26 7
P ox 1 039
Tam 9
y , t7.L0
ring No. - 060811
SHEET 1OF3
r'P-Z
3' MIN. (TYP,7
!SEE PLAN FOR SIZE
NQ O,.B. FASTENED TO COME
SECTION WTIH B14x1YA' S.M.SI
24' D.C.
L Aj1 ANGLE 2' LONG (EACF
W/(2)F)j14.4,' S.MS TO POS
t
h 3 8, H.D. GAV. UP. B01
W/ 2 2' MIN. EMBEDMENT
PURLIN SUPPORT-
COWMN/POST
-.ANGLE. EACH SIDE (1YPJ
..2;;1 . ANGLE
SM.S. WIN MIN. 3§'
'0 NCRETE ANCHOR
W/ (4)e)12x3/4- S.M.S
W/A EQM(BBEEDDMENT INTO
S RUCNRANMNCRETE
(T1
NOTE 10} `l.
%'O CONCRETE ANCHOR / 1'.2' O.B. DUE PLATE
W/2316' EMBEDMENT INTO t - 2'. PURLM
STRUCTURAL CONCRETE
(EACH SIDE)
`ee •. BEAN MAY
irc Yo.2H' CONCRETE BE FLAT
SCREW PNOHOR O 24'O.C. OR SLOPEL
x�
+TUFF AND 9' FROM POSE
)
I � EDGE OF CONCRETE--•�-1' RYP.)
c Y
wiN I P1�N VI�
rwr
par
)y' ANGLE. EACH SIDE (TYP.)
N - ';WNCRETE ANCHOR
EMBEDMENT two
STRUCTURAL CONCRETE (TYP.,
SEE NOTE 10)
1'#' O.B. SOLE PLATE
EDGE OF CONCRETE -
PLAN VIEW
O.B. SOLE PLATE
J' MIN.
O.B. SOLE PLATE
WRH ONE
2:2x0.093 BRACE
(SEE PUN)
MAx. THICK BRICK PAVERS
IN BQBdR ON TOP OF FOOTER
0.8. SOLE PLATE
Z
II
BEAM SUPPORT `B 1 OW CONCRETE SCREWS O 24' O.C.. �2)g' MIN. CONC.
BEAM POP T� (TYP.)• ITS- GONG. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
GOLU2.2.1/a' . 2' CO. AlGU:4 L
w/ Inzx3/a• S.M.SggqS
(EACHH SIDE) TYPICAL FRONT VIEW OF POST TO
L
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
(2WO PSI. MIN.) W/8.6.10/10
W.W.N. OR RBER REINFORCED
[POLYPROPYLENE FIBER -
1S POUND (MIN.)PER C.Y.]
e d,
•d• •y d
•
i
4 a .
e
UNDISTURBED SOIL OR COMPACTED
CRUSHED UMEROCK (90% PROCTOR)
MIN. (1)-15 REBAR CONTINUOUS. SPUCE
MUST OVERLAP 20- MIN.
3' COVER (".)
1.3 O.B. FASTENED TO CORNER
SECTION WITH }IW- S.M.S. W/
I%" DA WASHER O 18' O.C.
V/ (2)-014
OVE RAIL AND (2)-
. OF THE CORNER POST
1-1.2 O.B. TOP FRAME
CORNER POST
1. O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
I
PSI MIN. CONCRETE STRENGTH
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
COMPACTED OR
<
UNDISTURBED SOIL/SAND
=
W
-(1)—#5 R®AR, CONTINUOUS
U
c
O
MIN. CONC. COVER, 36' MIN.
W
LA
LAP SPLICE
U
ai
C
0
1' '— Z
U W
MIN. CONTINUOUS PERIMETER FOOTING `) w
(4) #12.Yi
2'. PURUN
BEAM MAY
BE FLAT
OR SLOPE[
(2) 810.2:
T P. EACH
(z) IPID.31:
(TYP. EACN
c
Z
O_
IY
H
U)
J
Z
L±]
U
Tn
U
EL
ALTERNATE(1)
• 7•1•9' ANGLE
J
U
W
O
}
y
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
E
'A' ANGLE (BRACE) W/
112XY S 'S. O EACH
iER INTERSECTION
6' ANGLE 2- LONG ON
RMDEW/(4) /12.Y- SM S
.LEG (BEAM k BRACE)
3RACE
PLAN)
ALTERNATE (2)
20 BRACE
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIMPASCIATES, LLC
G039
Tampa, FL 33679
Z,c7.0
FOUNDATION/SLAB DETAIL
Drawing No. - 060B11
SHEET 2 OF 3
General Notes and Specifications:
2x3x0A60
SCREWED INTERNALLY
W/ MIN. (4) #IOx2" S.M.S.
�../ USE 10x1}" S.M.S. ® 24" O.C.
T TOCONNECTTO 1x2 O.B. TO 2x2.
tx2 O.B. FASTENED TO COLUMN/POST -
W/(2) #10x2" S.M.S. (EACH END, TYR),
SEE BEAM / COLUMN_'>
O O FOR DETAILS .1
O O z
BEAM (SEE PLAN FOR
UPRIGHT (SEE PLAN FOR SIZE)
SEE ROOF
SUPER GUTTER
CONNECTION
DETAIL
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 401 and be provided with cover in accordance with ACI 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
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 on 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)-#10x2" 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.
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
1/2
#12
0.219
#14 (1/4'7
0.250
%2"
`/e'
9. Structure has been designed to meet the 61" Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, Wt, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. 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" (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.
DO KIM
& ASSOCIATES. LLD
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
U)
J_
Q
Lu
w
ci ❑
LU
O �
U 0
C
Q
U Z
W
N W
O U
d F �
J
Z U U
W cn a
J W }
U ❑ F-
CHECKED BY: OYK l
SCALE ASSHOWN
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIVI& A OCIATES, LLC
C 26887
PO Box 39
Tampa, FL 33679
Drawing No. - 060811 1