HomeMy WebLinkAboutPLANS3' x 3- x OD50!�M1N 6063-T6 ALLOY
PLATE OR STRONGER (ONE SIMD WITH
(W - 012 x,i�' SAS, EACH SIDE AS
SHOWN (%':MIN. PLATE EDGE DISTANCE
M C-C FASTENER SPACING)
3' x 2S'ix 0450' MIN. 6063-76
ALLOY PLATE OR STRONGER
(ONE SUE)
(3) -IC12 x S'SAS
EACH IDE AS SHOWN
(Y MIN. PLATE EDGE
DISTANCE 6 C-C
FASTENER SPACING)
1x2 O.B. ATTACHEO%TO DIM W/
(2)-flOX2' S.M.S. INTO SCREW BOSS 1
012XZ 5.M.5. 0 24- O.C.
' 1x2 O.B. TO SUPER GUTTE
tl�
- (4) ®12x3/4' S.N.S.
Y
ROOF B AM
($ (MT 0R SLOPED)
(4) 812x3/4' SA1.S.J
EACH EEG.
5' or 7' SUPER GUTTER
MIN. OD90- THICK
EAVE RAIL
GI TOTAL) - 1
I' x 2. Ox SAS AS SHOWI
PATIO SECTION PLATE EDGEER
6- x 5' x 0.050-
6063-T6 gLLOY PLATE
(ONE SIDE) OR STRONGER
K-BRACE
2.3.0.070 CHAIR MAIL
- K-BRACE .
K-BRACE
POST
I- x 2' SOLE PLATE
CONCRETE ANCHOR 43 PLACES)
U OF TYP. Y' 0 CONCRETE
S FOR CORNER COLUMN
Ix5x7§' ANGLE G' LONG
(TYP. B EACH BEAM)
-(2) Y4'0x3- LG. P EACH ANGLE
NOTE
ATTAC
cmvvE
FACIA TO HE 2x6 MIM> SP.F
OR VASTER RED CE➢AR
DVERH
NOTED
STRUCTURAL GRA➢E 2 MIN
(D y'OX2' LG. LAG SCREW B 24'
OC. ENTIRE LENGTH GF GUTTER
SECURE FASCIA TO EACH RARER TAIL
W/ (1) Y'0x4' LONG PAN HEAD LAG
SCREWS
BEFORE ATTACHING SUPER GUTTER
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL
00 Y'0x2' -G. LAG SCREWS
(❑ R) `TYP- B EACH BEAN)
(1) Al2x2' SAS R 12' ac.
(MAX) BETWEEN BEAMS
ANNGLE THICK CONTINUOUS
COLUMN
a0
GIRT (CHAIR RAIL)
SECURE FASCIA TO EACH RAFTER TAIL
V/ (U Y'0x4- LONG PAN )SAD LAG S(
BEFORE ATTACHING SUPER GUTTER
1ilOx3/4' S.N.S. Y' CONTINUOUS BEAD OF CONSTRUCTION
0 2' O.C. ADHESIVE
• SEE ELEVATIONS I FOR 'K' BRACE S12E
Ixld§' BY 2' LONG
ANGLE, EACH SIDE (TYP.)
(4) #14A' S.M.S.,
2 SCREWS -
EACH LEG (TYP.)
HOLLOW POST —
-5NME1 BEAM STITCHING SCREWS (SEE TABLE) R 24. O.C.
SPACE SCREWS .} A SPLICE PLATE (EACH SIDE ,1 BEAM) E D K I M
p 5052-H32 ALLOY OR EQUAL, /B' THICKNESS
EQUALLY (TYP.)y 1 & ASSOCIATES, LLC
P �p a - € —� 1 CON5ULTING
- oIE 31 STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
#14xSCREWS Tel:(813) 374-0321
�OJPV' (•) (•W) C••x) (xxiK)
LINE LINE SCREWS PLATE
-p , (NP) Y•,F3(y �5�1 BEAM .A. •B•&'C' TDTAL WIDTH d Re Ma( DescriplJon
G l fOF 2�p� 2x4 3 2 24 l2' QD 30 ISSUED
SYp7 4 VHF-tOtW 2x5 3 3 32 14'
$t ( 011 81� �•.+i 6� .2z6' 4 - '3 '40" - s14- 0
g VAEM �•` 2x7 5 4 56 16, Q
03p :BID 2xe 5 5 64 16'
� 2X9 5 6 72
MANSARD BEAM 2x9(HW) 6 7 BB lei
CONNECTION DETAIL 2xIO 7 7 96 fie' A
2.3.0.070
(SEE PUN)
MIN. (4) /10x2- LONG
S.M.S. INTO SCREW BOSSES
(M. ALTERNATVE) i
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x3XD.045 I
- ry` �- BCWS WITH
PURLIN IWO SCREW.
'-' (MAY BE SLOPED
2x3 OR MT)
FUSE #10.%' SAS. 0 24' O.C. —
TO CONNECT TO la O.B. TO 2x3.
1x2 O.B. FASTENED CO.UMN/POST
#INU(' S.M.S. INTO SCREW BOSSES
(-e (EACH ENO. M.)
PURUN FASTENED TO C
WITH (1) B12x1' S.M.S.
USING )6' THICK FIAT B
TO PIT (6063-T6 ALLOY
COLUMN/POST
SIDEWALL POST / COLUMN TO PURLIN
CONNECTION DETAIL
a5.M.5.�fACH LEG AND MIN. (4) #I0x3'L,OmER
LONG SAS. INTO
S.N.S. CHANNEL TO BEAM / SCREW BOSSES "/.1'. ALTNATVE)
TOTAL /
BEAM STITCHING 0 24' O.C.
(M. TOP AND BOTTOM OF SMB
oxq O.OTD �F SEE TABLE FOR SIZCS)
ANGul' BY 3' LONG
BRAKE -FORMED R H ANGLE, EACH SIDE OYPJ
(bIN. 0.062- MATERW. THICKNESS)
1' x 2 1/S' S.MEW
(IYP. ALTERNATIVE) LEG (6)
CODE COD
PURLIN TO ROOF BEAM ST. LUCIE
CONNECTION DETAIL BOI
S.M.S. 0 24' O.C. —
TO 14 O.S. TO 2.3.
'-W S.M.S. EACH SIDE.
U (TYP.) OR
A S.MS. EACH SIDE
4 FOR 2.5 COLUMN TO
S.M.B. BEAU
1' MAY BE SLOPED OR FIAT
c (`j (SEE PLAN FOR SIZE)
V:
3 4(' MAX. C-C
OF FASTENERS (TYPJ
MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL
SCANNED
BY
:. Lucie County
J_
Q
W
U W
C 0
W
de Cobv
DYK
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
00 KIM AS IATES, LLC
A# 26 7
P ox 1 39
Tamp . F 9
fA(yT
Drawing No. - 060811
SHEET 1 OF 3
PURUN
i.118- . 2. 10. ANGLE S.M.S. WITH MIN. 3§'
•k
'-r W/ (4) 812.3/4' S.M.S EDGE OISTANCE
(EACH SIDE)
.%'
O 0
%'M CONCRETE ANCHOR
W/w EMBEDMENT INTO
51RUCTURAL CONCRETE A
}�
(EACH SIDE)
�-,4- ANGLE, EACH SIDE
R_
%'m CONCRETE ANCHOR
W/2iwNBEEMENT Iwo
STRUCNRAL CONCRETE (1YP., �+y
EE NOTE`10)
.2j
1'''O.B. SOLE PLATE .
S:. 2•. PURUN
Nei 4• ♦.A' + •. �'. • 2x2A" ANDIE CUP, CUT AT�i-_ 1.3 O.B. FASTENED TO CORNER
I ' ..J ••... •. ( A 4T (+/-) ANCLE ANO SECTION WNH PW.2' S.N.S. W/
J' MIN. (IYP.)
A. 1(/'(yT BEAM MAY ATTACHED TO THE SCREEN ROOF 1, DIA WASHER O ISO O.C.
). o.2Yi CONCgEiEj BE MT BEAM WIiH ONE (1) Y•0 THRU- )
SCRflY ANCHOR O(2r D.C. OR SLOPED BOLT. WRH FENDER WASHER.
AND 9• FRON (npo) ATTAONED TO BEAM Oft FAVE RML A
�J ATTACHED TO ROOF
SHPL. NOT BE
�W
Nu POSTI DO ATTACHED TO ROOF PURLING., 1
2x2.0.093 BRACE '
SEE
1.2 O.B. FA5
SECTION WITH
24" O.C. D
h 3/8-0 H
W/ 2 1/2-
'LAN'MR SRE
NED TO CORNE
E14.%'
2• LONG (FACE
SAS. TO POS
GALV. EXP. Sol
9'
i
EDGE
OF CONCRETE
c
W f,l
¢a
o=�
W.RS
S.M.B. WNH MIN.•B§' Ib• ANGLE, EACH SIDE (TYP.)
EDGE DISTANCE T/ B§'0 CONCRETE ANCHOR
-;% EMBEDMENT Ort0
f/
SIRIIClUR4. CONCRETE (TYP.,
1
,y
SEE NOTE f0)
�1'x1' O.S. SOLE PLATE
J' MIN.
YI'O2Y♦' CONCRETE
SCTOYYY ANCHOR 0 24- O.C.
AND 9- mom FOST (IYP.)
9, COLUMN/POSE
I
1.2 0.8. SOUS PLATE
O O
O
EOM OF CONCRETE
PLAN VIEW
I- (TYP.)
Nv
IDET
L1.2 D.B. TOP FRAME
CORNER POST
-Ix O.B. SIDE WALL CORNER UPRIGHT
' ST ` _/ (SEE PLAN) ELEVATION VIEW
Ix2 O.B. SOLE PLANE \�., (`''� I '
- PLAN -TYPICAL DIAGONAL ROOF CORNER POST / COLUMN
'BRACE CONNECTION O„� UPRIGHT DETAIL
i
wifI W:
THICK BRICK PAVERS
IMRTBB ON TOP OF TOOTER
1,
O.B. SOLE PLATE z
�T
'MIN"et Yi 0.5' CONCRETE SCREWS 0 24' O.C. �2)§' MIN. CONIC.
BEAM SUPPORT
C=MN/Po9T (1YP.), 012m CONE EMBEDMENT (MIN.) EMBEDMENT OYPJ
2x2.1
w/ (4) /12xJ/4• (EACH 9M s.M.s TYPICAL FRONT VIEW OF POST TO
i FOUNDATION CONNECTION WITH PAVERS
4• NOMINAL CONCRETE SLAB
(2500 PSI. MIN.) W/Wx10/10
W.W.M. OR FIBER REINFORCES
[POLYPROPYLENE FIBER —
15 POUND (MIN.)PER C.Y.]
• A
e°..
.. . •� , .4
d A
14. \\
`UNDISTURBED SOL OR COMPACTED
CRUSHED UMEROCK (90% PROCTOR)
MIN. (I)-/5 R®M CONTINUOUS. SPUCE
MUST OVERLAP 20- MIN.
3- COVER
POST DO K I M
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-Ml
ISSUED
2500 PSI MIN. CONCRETE STRENGTH
REVIEWED FOR
CODE COMPLIANCE
O' d
I� ST. LU IE COYNTY
a
//aa
v' COMPACTED OR OCC Q
I. 4 I UNDISTURBED SOIL/SAND = W
G (1)-#5 REBAR, CONTINUOUS AC 0
I 3' MIN. CONIC. COVER, 36" MIN. — L1U
I LAP SPLICE
ICI I -
U
Of
CD
C
0
12" MIN!
Z
U
CO
W
MIN. CONTINUOUS PERIMETER FOOTING
a`)
W
C Z
w
O
OL
=
w
J
Q
Z U
U
'BEAM
uj
CL
ALTERNATE (11
-1 W
2xIxK' ANGLE
C•) In
(4) B12,a' S.M..
BRACE
DRAWN BY:
DYK
CHECKED BY:
DYK
2% PURUN 2'x1'x16' ANGLE (BRACE) W/
(4) d12xY4' S.M.S. 0 EACH
SCALE:
ASSHOWN
i
MEMBER INTERSECTION
DATE:
8H1108
2.2db' ANGLE 2' LONG ON
UNOER MM/(4) /12A SM.S
BEAM MAY
EACH LED (BEAN h BRACE)
BE FAT
OR SLOPED
_
2x3 BRACE
\yam- (SEE PW)
ALTERNATE (2)
V 20 BRACE
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KI AS CIATES, LLC
7
ox 10039
Tampa, FL 33679
yz4-/T
FOUNDATION/SLAB OETAIL
Drawing No. - 060811
SHEET 2OF3
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
REVIEWS® FOR o m IS6 ED
CODE COMPLIANCE o
ST. LUCIE COUNTY o
ROCC o
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 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 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)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.
C-1622 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
lint
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
s/s'
+/2"
#12
0.219
#14 (1/4")
0.250
Y2"
J
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U �
c w
U a)
O
N U
U Z
w
z
IJU
c Z i
a co
J
W U U
ny
U C3 I-
DYK
DO YEON IOM, P.E.
FLA. REG. NUMBER 49497
9. Structure has been designed to meet the 611 Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, Val, is
150 mph 13-sec gust)for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4, D Kla,
SOCIATES. LLC
# 26887
2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD). 9
FL 33679
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws g,te-0T
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
SHEET 3 OF 3