HomeMy WebLinkAboutPLANSSCANNED
BY
S NE L�a6 St. Lucie County
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p� YEON KIM. P-E-
NUMBER ,4g49'
LA- L- CA- # 87 C
p0 p10 13 XS 0039
p 33679
TABA 3^ 955
9`a (.rl f
3' x 3' x Q050' HIM. 6063-T6 ALLOY
PLATE OR -STRONGER (ONE SIDE) WITH
(3) - 512,x 4- SAS. EACH SIDE AS
SHOWN.O§' MIN. PLATE EDGE DISTANCE
6 C-CIFASTENER SPACING)
3^x 2- x 0.050- MIN. 6063-T6
ALLOY PLATE OR STRONGER
ONE SIDE)
I
(3) - 612 x SHS,
EACH SIDE AS SHOWN
(Y' MIN. PLATE EDGE
DISTANCE 6 C-C
FASTENER SPACING)
y' (5) 012z3/4' S.M.S.
To BEAM W/
INTO SCREW BOSS --N
(4) B12x3/4' S.M.S.
F SEAM
T OR SLOPED)
FCMERPOST
T EAVE RAIL(LI TOT&) - 012V x 2- 031. SAS AS SHOWN (PATIO SECTION PLATE EDGE DISTC-C FASTENER SP6' x 5' x DA50'
6063-T6 ALLOY PLATE
(ONE SIDE) OR STRONGER
K-BRACE
24.0.070 CHAIR WJL
K-BRACEK-BRACE
I' x 2- 6GLE PLATE
V 0 CONCRETE ANCHOR (2 PLACES)
IN LIEU OF TYP. .' 0 CONCRETE
SCREWS FOR GARNER COLUMN
(4) /12x3/4' S.M.S.J
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0490- THICK
kozLLI1
\m
P ANGLE 6' LONG
@ EACH BEiI
y'Ox3' LG. @ EACN ANGLE
NOTE
ATTACI
LONVEI
FACIA TO BE 2x6 <MIN.) SP.r. OVERH
/ OR WESTER RED CEDAR NOTED
STRUCTURAL GRADE 2 MIN
(1) y'0x2- LG. LAG SCREW @ 24'
O.C. ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL
W/ (D .'Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
(1) Y'Px2' LG. LAG SCREWS
CI"] \ (TYP. @ EACH BEAN)
f�/ ( ) M12x2' SAS @ I2' ao
MAX) BETWEEN BEAMS
Ne THICK CCNTINUOUS
ANGLE
SECURE FASCIA TO EACH
®1Ox3/4' S.M.S.-I L-y,. CONTINUOUS BEAD
O 2' O.C. ADHESIVE _
GIRT (CHAIR
SEE ELEVATIONS
IcR 'K' BRACE SIZE
\`a
BE
(2) JID.4'
FAME RA L I
IxI.%' BY 2' LONG
ANGLE, EACH SIDE (TYP.)
(2 SCCHEW 5.4.5.,
EACH LEG (TYP.)
HOLLOW POST —
BEAM STITCHING SCREWS (SEE TABLE) @ 24• ¢G
SPLICE PLATE (EACH SIDE OF BEAM)
SPACE SCREWS � ^ , A A 5052-1132 ALLOY OR EQUAL, 1/0' THICKNESS
EQUALLY (TV.)
sy:
y 3 014014' SCREWS
LINE
1 LINE SCREWS PLATE
`�F'C'(1yP0 )Ax3IA 1P1Fs11 HEAR A. •B•6'C' TOTAL WIDTH
a So, Yz G9OIL ¢-9 2X4 3 2 1 24 12,
��� T uNE 101N" 2x5 3 3 32 14'
TP A
l >h' L N o l� `� �,.,� _"'s:� : `a •' �'a;'� moo= ..14.:
2x7 5 4 56 16,
16
2.9 5 6 72 18,
MANSARD BEAM 2x9(HW) 6 7 88 1 H;;-
CONNECTION DETAIL
v (3) 1120im S.M.S., EACH IEG AND MIN. (4) Q1045" LONG S.MS. INTO
(6) /12Am S.M.S. CHANNEL TO BEAM SCREW BUSSES (I)P" ALTERNATIVE)
(9) SCREW TOTAL
BEAM STITCHING O 24' O.C.
2x3v0A -)` (TYP' TOP AND BOTTOM OF SMB
s[)-� SEE TABLE FOR SIZES)
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x PUROR FLAT)
N
BY 3' LONG
DUN SIDE (TP.)
I- x 2 1/8' x 1' x 3' LG.
(TYP. ALTERROWE)
PURLIN TO ROOF BEAM CODE C M
CONNECTION DETAIL
ST. LUCIE i
BOc
2.3.0.045 EAVERNL ATTACHED TOBEAMS WTH - -- - ._ `-"�--..-�
MO SCREW BOSS IOx2- S.M.S.= (Oi `� �a`� µAY BESLOPEDOR MT
(SEE PUN FOR SIZE)
2d Ji
125 ANGLE-2' WIDE WffH
USE /I OxIJ(7' IX O 24. O.C.17PURUN
-� W 1
TO CONNECT TOO O.B. TO 2zJ.
r//
USE CONNECT
S.N.S. O 24' O.C.
i0 CONNECT TO 1z2 O.B. TO 2zJ.
IY2 O.B. FASTENED TO COLUMN/POST FASTENED TO COLUMN/POSE810z1.' SIi.S. INTO SCflEE BOSSES (4) #12x1'S.M.S. (EACH a { OF /12x)S- S.N.S. EACH SIOE(FAGH END, TYPJ OF BEAN (TYP.) OR lMIN, 3 Y4' MAX Q
USWG Ya- THICK FIAT SM BEM !TO FO (fi063-T6 ALL01)1:) 112 SN.5. EACH SIDE SPACING DF FASTENEBEAN FOR 2z5 COLUMN TO�5
3.5 BE4I DISTANCE (TYPJGE
COLUMN/POST. COLUMN/PoSf
.).
CREWS �
SIDEWALL POST/co LUMN TO PURLIN- MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL t s CONNECTION DETAIL f
(TV.)
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
tevJDa1 Descri ti0n
0\ ;m ISSUED
BY
St. Lucie
TA
J
WU W
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U C0
DO YEON HIM, P.E.
FLA. REG. NUMBER 49497
DO KIM AS IATES, LLC
A#26 7
P ox 1 039
Tamp , F 9
< 92L- It
Drawing No. - 060811
SHEET 1OF3
PURLIN SUPPORT —
COWMN/POST-'L_
'
e' a 2'LG. ANGLE S.N.S. WITH MIN. W/
W/ IIL3/4' S.M.S EDGE NBTNiCE
(4)
(EACH SIDE)
S
C
0 CONCRETE ANCHOR y5/[
W
a
?M' EMBEDMENT INTO
'
(EACH SIDE)
3' MR). Q(P.) r1
k V
SEE PLAN FOR'S12E ---,
tat O.B. FASTENED To CORNER I
SECTION W Uxl1)' S.M.&*
24' O.C. /
Wx%w ANGLE 2' LONG (EACH SIDE)
W/(j) jf14W: S.M.S. TO POST
& ] 8 0 H.D. GALV. Up. BOLT
W/ 2 1/1T MIN. EMBEDMENT
Wry
SN.S WITH W. 9§' ANGLE, EACH SIOE (TYP)
EDGE DISTANCE
)§'0 CONCRETE ANCHOR
pBEOMENT INTO
J
STRUCTURAL CONCRETE TRIP.,
„(jam
/ ; `—
AsEE xo'. t0)
� 1'a2. 0.8. SOLE PULE
1.
CONCRETE
IkE
4a Y43' MIN. GYP.)
R
suu SKEWM CONCRETE ANCHOR 0 24' O.C.
AND 9' FROM POST (EP.)
ego
9' COLUMN/POST \
IX2 D.B.
0 0 1
EDGE OF CONCRETE
PLAN VIEW
P (TYPJ
W ANGLE, EACH SIDE (TV.)
i§'P CONCRETE ANCHOR
W/296' EMBEDMENT IWO
STRUCTURAL CONCRETE (T(P.,
rjEE'NOIE 10)
�I*iV O.B. SOLE PLATE
`(18A1T i��' f4A1M'. SGREw�/
FROM POST IN
O.B. SO(E PLATE
I --
R
(TYPJ
POST
2'a PURUN
BEAM MAY
BE MT
OR SLOPES
21j' MAX. THICK BRICK PAVERS
SET EZ );NZJyyCKAR ON TOP OF TOOTER
B SOLE PLATE
0\ II Z
y' 0x5' CONCRETE SCREWS 0 24' O.C. 2%' MIN. GONG.
(M.). W CONC. EMBEDMENT (MIN.) EMBEDMENT (RP.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6x6x10/10
W.W.M. OR MEER RONFORCE)
(POLYPROPYLENE ROM -
1.5 POUND (MM.)PER C.YJ
d.
.4
d � 4
•< ' `UNDISTURBED SOIL OR COMPACTED
CRUSHED UMEROCK (90; PROCTOR)
^ I MIN. (1)-15 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20' MIN.
3' CoV (TYPJ
lx3 O.B. FASTENED TO CORNER
SECTOR WRH #IOx2' S.M.S. W/
%- DIA WASHER ® 18' O.C.
2xS-W ANGLE (2' LONG) V/ (211-014
TEKS INTO TOP IIF 2.3 CAVE RAIL AND (2)-
014 MKS INTO THE FRONT OF THE CORNER POST
L1a2 O.B. TOP FRAME
NER POST
O.B. SIUE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST/COLUMN REVIEWED
UPRIGHT DETAIL CODE COMPS
S T . LUCIE CQ
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
2500 PSI MIN. CONCRETE STRENGTH
d <
d
7(IMATE
,a
I
G
a G
�f
CO
I
da'
COMPACTED OR
Q
UNDISTURBED SOIL/SAND
= W
d
(1)-#5 REBAR, CONTINUOUS
C
_I
.-I
I I IAPMSPUCENC. COVER, 36' MIN.
o j
I III
�a
Illl`r
—
U TO
c O
12" MIN!
J
N Z
U W
MIN. CONTINUOUS PERIMETER FOOTING
`) W
(4) JlZa2
2'a PURLIN
BEAM MAY
BE FLAT
OR SLOPEI
TRIP
®'EACH
(2) 810 GYP. EACHR
C
Z
O_
Ir
•a°
h
(r
co
J
W
ui
U
!1.
ALTERNATE (1)
2xhYI• ANGLE
J
U
W
0
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
E
')w ANGLE (BRACE) W/
112KY4' S.M.S. 0 EACH
TER INIMSECRON
j' ANGLE 1' LONG ON
FMM/(4) 812�' S.M.S
lE0 (BEAM & BRACE)
3RACE
PUN)
ALTERNATE (2)
2.3 BRACE
DO YEON KIM, P.E.
FLA- REG. NUMBER 49497
DO KIMJAS.CIATES, LLC
0039
Tampa, FL 33679
9' u'e,i
FOUNDATION/SLAB DETAIL
Drawing No. - 060811
SHEET 2OF3
e
i
General Notes and Specifications.
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
BOCC
1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate
consideration.
2. Concrete shall be minimum 28ed y compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318.
Reinforcing steel shall have f0*Wn.,yieWstre g of 40,000 psi (grade 40) and be provided with cover in accordance with ACI 318.
3.
4.
5.
6.
7.
8.
9.
10.
All dimensions are provided byyccontractor; DOVm & 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 ho'sr strucf)Ire is in good condition and of sufficient strength to hold the proposed addition. If
there is a question about the pst structure, the owner (at his own expense) shall hire an architect or engineer to verify host
structure capacity., -1'01
Screen density shall be a maximum oIf 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.
Y. ""N
Connections using screw bosses shall have mihimum (4)41W" per connection unless shown otherwise.
Unless otherwise shown, screwshall have minimum edge distance and center -to -center distances as shown in this table.
C-1022 Low Ca�ft6Steel=SMS & Self -Drilling (TEK) Screws (Industry Standard Screws)
Screw
Nominal.,Screw Diameter
t''�nr (in)
Minimum Edge Distance
Minimum Center to Center
Distance
#12 f
11
a 00.219
3/B"
3/m,
#14 (1/4")
0.250
Structure has been designed to meet_e..6",Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, Vw,is
150 mph 13-sec gust) for risk,,Xate o' y I buildings and other structures. Exposure B. Design pressures are from Table 2002.4,
2017 FBC reduced by 0.88 for screenlimesh factor, 0.6 for allowable stress design (ASO).
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 Boa 10039
Tampa, FL 33679
Tel: (813) 374-0321.
ISSUED
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DYK
DO YEON KIM, P.E.
FLA_ REG. NUMBER 49497
D KI & SSOCIATES, LLC
AM 26887
s
Ta , FL 33e
g.26•fD
Drawing No. - 060811 1
SHEHT 3OF3