HomeMy WebLinkAboutTYPICAL SCREEN ENCLOUSURE DETAIL3' x 3' x 0.090 MIN. 6063-T6 ALLOY
PLATE OR STRONGER MANE SIDE) WITH
(3) - Nt2 x Y4' Sim EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
IL C-C FASTENER SPACING)
3' x B' x 0,050' MIN. 6063-T6 —
ALLOY PLATE OR STRONGER
(ONE SIDE) }
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i
(3) - 012 x ` V4' INS,
EACH SIDE AS SHOWN
(W HIN, PLATE EDGE
DISTANCE & C?C
FASTENER SPACING)
1,
s
�4
FOUNDATION --�
(3) 012x3/4" S.M.S.
14 O.B. ATTACHED TO BEAM W/
(2)-jIGX2- S.M.S. INTO SCREW BOSS
(1)-1/4-)4' S.S. THRU-BOLT
W/ Y�' NUT AND WASHER
O. EACH SIDE OF BEAM
j12x2- S.M.S. O 24- O.C.
1.2 O.B. TO SUPER GUTTER
t
(4) f12x3/4" S.M.S.
ROOF BEAM
(FLAT OR SLOPED)
CORNER POST CAVE RAIL
SJ AS TAL)
- .1 'x-�• SCANNED
1' x 2' O.B. SJLS AS SHOWN 1 P@1.
PATIO SECTION PLATE EDGE DISTANCE 4z;.
C-C FASTENER SPACING) y
y B
A O 6' x 5' x DASO' Cdlltc;ie®ul lj
e e 6063-T6 ALLOY PLATE
O (ONE SIDE) OR STRONGER
K-BRACE
2x3xO.O70 CHAIR RAIL \
O O
K-BRACE 0 \
O O O
K-BRACE O
00
CORNER POST
I.
r K-BRACE
GIRT (CHAIR RAIL)
V x 2• ROLE PLATE
■ SEE ELEVATIONS
FOR 'K' BRACE SIZE
L %' 0 CONCRETE ANCHOR (2 PLACES)
IN LIEU OF TYP. Me 0 CONCRETE
SCREVS FOR CORNER COLUMN
_ LATERAL "W - BRACING, --
--_CONNECTION DETAILS-
ANGLEEACH NG
BAN)
Y'Ox3' LIS a EACH ANGLE
NOTES DISCREEN ENCLOSURE BEAMS SHALL BE
ATTACHED TO HOST STRUCTURE ,CONSISTING OF
CONVENTIONAL TRUSS/RAFTER FRAHM WITH MAX
i- FACIA TO BE 2x6 QUW S.P.F.
OVERHANG NO TO EXCEED 3V UNLESS OTHERWISE
NOTED ON PLAN DWG..
OR WESTER RED CEDAR
STRUCTURAL GRADE 2 HIM.
(D )a'®x2' LG. LAG SCREW a 24'
D.C. ENTIRE LENGTH IF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL (2 /tOx4' S:M.S. TI
1Ox
W/ (1) Y'Ox4' LONG PAN HEAD LAG
BEFORE ATTACHING SUPER GUTTER
SCREWS �E!2 INTO- PURL
BASES
USE %10x S.M.
TO CONN •T.M.
((1)-244ia' ANGLE.-FACH..SIDE
4(2FOR'2x8 _SMB-_QNr1&4t=.)
(1) Ys'Ox2' LIS. LAG SCREWS /J
(TYP. a EACH BEAM) 1x2 O.B. FASTENED
(D 912x2' S1LS Q 12' ac.
(H /4- S.M.S. (MAX) BETWEEN BEAMS W/(2) j1Oxt)r S.M.S. IN
EACANIH E � S' or 7' SUPER GUTTER ICK CONTINUOUS %
MIN. 0A90',THICK
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Y'Ax4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
j100/4' S.M.S. Y1 CONTDNUUS BEAD OF CONSTRUCTION
O 2' O.C. ADHESIVE
1xbW BY 2' LONG
ANGLE. EACH SIDE (TYP.)
24 SCRREW ' S.M.S..
-
EACH LEG (TYP.)
HOLLOW POST —
BEAM STITCHING SCREWS (SEE TABLE) a 24 QC.
S SPLICE PLATE (EACH SIDE DF BEAM)
SPACE SCREWS' A A 5052-4M ALLOY OR EQUAL, 1/9' THICKNESS
EQUALLY (TYP.)
T:t
J
_k Ys �pl 814x%'ol
SCREWS
13�tw
CIO)
2x8
Lmo
M
)ETAIL
fz'xaxo.o70 AT/i
(SEE PLAN)
MIN. S.M.S. IN(4) All
(TYP. ALTER
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
(3) j1W S.M.S., EACH LEG AND
(9) 01234' S.M.S. CHANNEL.TO BEAM
9 SCREW TOTAL
2x3xO.070
u. 0.082' MATERIAL THIM
x 2 1/8" x 1" x 3" LG.
P. ALTERNATIM
F-2�'-I I
BEAM
:p:
•B'17C'
T6TAL
WIDTH
2x4
3
2
24
12'
2x5
3
3
32
14'
2x6
4
3
40
14'
5
6
7
64 16,
72 18'
Be 18,
96 18'
MIN. (4) j10x3- LONG S.M.S. INTO
SCREW BOSSES (TYP. ALTERNATIVE)
BEAM STITCHING O 24" O.C.
- (TYP. TOP AND BOTTOM OF SMB
SEE TABLE FOR SIM)
PURLIN TO ROOF BEAM
CONNECTION DETAIL
.1034" BY 3' LONG
ANGLE, EACH SIDE (IYP.)
(LEG 311s US-M(1rPE "
2x3xD.045 EAVERAIL ATTACHED TO
BEAMS WITH (3)-1104- S.M.S. Y a- _ S.M.B. BEAM
_ INTO SCREW BOSS. > ' MAY BE SLOPED OR FIAT
-(Mq ® 'SLOPED - - <gv� (SEE PLAN FOR SQ.L�
Y � ci
IN SCREW
2x5x.125 ANGLE-2" WIDE
- -
_WITH
,&-#1IPRIGHf� BEAM & (2)-/14x1
ow
J
/
f
O.B. TO 2x3.
USE %10z tY'�S.M.S. O 24' O.C.
{
TO CONNECT TO 1x2 O.B. TO 2x3.
,t
.COLUMN/POST
'SEW BOSSES
END.
PURLIN FASTENED TO COLUMN/POST
WITH(4) j12x1' S.M.S. (EACH LEG)
OF)BEAl1 (TYP,) OR EACH SIDE
I�• MIN.. 3 I¢' MAX. C-C
ACH ')
USINGTHICK FLAT BAR BENT
(6 'I 12x31' S.NS. EACH SIDE
SPACING tIF FASTENERS (TYP.)
TO Frt�(BD63-T8 ALL"
dF.?FOR 2x5 COLUMN TO
j�• NJBEAN EDGE
DISTANCE (TYP.)
COLUMN/POST
i
+�'�
\ COLUMN/POST
SIDEWALL= POSY/ COLUMN TO PURLINMAIN POST / COLUMN TO ROOF BEAM,, -
CONNECT -ION DETAIL CONNECTION DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO BOX 10039
Tampa, FL 33679
Tel: (813) 374-0321
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DRAWN BY:
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CHECKED BY.
DYK
SCALE:
AS SHOWN
DATE:
BI11106
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KI & SOCKTES, LLC
CAV 26887
O 1
pa. 33679
.Z,9-(7
Drawing No. - 060811
SHEET 1OF3
,
Pt UPPORT
C( M u.POST
- Ya' ANGLE. EACH SIDE (TYP.)
2x2x1/8' x 2' LG. ANGLE
S.M.S. WITH MIN. ib'
%'0 CONCRETE ANCHOR
BEM
A
W/ (4) /12x3/4' S.M.S
D
EDGE DISTANCE
W /lib' EMBEDMENT INTO
- -
(1 �►
(EACH SIDE)
STRUCTURAL CONCRETE (TYP..
O O
-%-0 CONCRETE ANCHOR
�
��rf-gEEEEEE NOTE 10)
f 1'x2' O.B. SOLE PLATE i •
\.
O O
W 9W EMBEDMENT INTO
STRUCTURAL CONCRETE
t 2'x PURUN
- •
(EACH SIDE)
j
/
••*
' L =
`�'
••
2 yAx ANGLE CUP, CUT AT 1x3 O.B. FASTENED TO CORNER
A 45' (+/-) ANGLE AND SECTION WITH 110x2' S.M.S. W/
3' MIN.
¢
BEAM MAY
Y4bx2Y4 CONCRETE BE FLAT
ATTACHED TO THE SCREEN ROOF %' CIA. WASHER O 18' O.C.
BEAM WITH ONE (1) Y4'0 THRU-
/(TYP.)
i~�m
SCREW ANCHOR O 24' O.C. OR SLOPED
AND 9' FROM POST
n
J
BOLT. WITH FENDER WASHER.
ATTACHED TO BEAM OR EAVE RAIL
,,(TYP.),,
O
DIAGONAL BRACING SHALL NOT BE
�•
ATTACHED TO ROOF PURUNS.
COLUMN/POST 2xNO.093 BRACE
SIDEWALL COLUMN TO CONCRETE 9• (SEE PLAN)
- CONNECTION-.DETAIL� 1x2 O.B. SOLE PLAT
PLAN-- TYPICAL DIAGONAL ROOF
BRACE CONNECTION,, O
OF CONCRETE J 1' (TYP.)
u �� PLAN VIEW
it �J
e..
Z
/
J
S.M.S. WITH MIN.
EDGE DISTANCE
5,
Ya' ANGLE, EACH SIDE (TYP.)
WO CONCRETE ANCHOR
W/lib' EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
�SEE'NOTE 10)
i-1'x2' O.B. SOLE PLATE
j
J 3' MIN. (TYP.)
rc YtVO4Y4 CONCRETE
EZ SCREW ANCHOR O 24' D.C.
AND 9- FROM POST (TYP.)
�occ
'A rZ
COLUMN/POST
1x2 O.B. SOLE PLATE
O I
EDGE OF CONCRETE 1' CTYPJ
N a /-
PLAN VIEW
MAIN COLUMN TO CONCRETE
`, CONNECTION DETAIL. -
NI
BEAM SUPPORT
COLUMN/POST
240/8'�x 2' I.G. ANGLE
W/ (4) /12x3/4• S.M.S
(EACH SIDE).
/r
POST -
m
.--- COLUMN
21¢' MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF F'OOTER
•
O.B. SOLE PLATE Z
N
Y4 04' CONCRETE SCREWS O 24' D.C. lib' MIN. CONC.
(TYP.), tjfi' CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION. CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6x6x10 10
W.W.M. OR FIBER REINFORCED
[POL15 POUN
D ENN FIB C.Y,]
• •••• • •4' ..• ..•.
• .. d
.d _
a, •• y'
'4 •
e,
.•UNDISTURBED SOIL OR COMPACTED
_ CRUSHED UMEROCK (90X PROCTOR)
MIN. (1)-15 REBAR CONTINUOUS. SPLICE
MUST OVERLAP 20' MIN.
3' COVER (TYP.)
8'CNIN�
FOUNDATION/SLAB DETAIL
w
l
2x5xW ANGLE (2' LONG) V/ (2)-#14
TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)-
014 TEKS INTO THE FRONT [IF THE CORNER POST
L-1x2 O.B. TOP FRAME
CORNER POST
Ix O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
'd o
' d
APPROXIMATE v/
G I v d.
• v d
2500 PSI MIN. CONCRETE STRENGTH
COMPACTED OR
UNDISTURBED SOIL/SAND
•(1)-/5 REBAR, CONTINUOUS
3- MIN. CONC. COVER, 36- MIN.
LAP SPLICE
MIN. CONTINUOUS PERIMETER FOOTING
(4) /12:Yi
2'x PURUN
BEAM MAY
BE FLAT
OR SLOPEC
((4) 1lo.A
((TYP. EACH
(TYP. EAC` H
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
RNATE (1)
i ANGLE
E
A,- ANGLE (BRACE) W/
112i S.M.S. O EACH
ER INTERSECTION
6' ANGLE 2' LONG ON
RSIDEW/(4) 112xY4 S.M.S.
LEG (BEAM & BRACE)
3RACE
PLAN)
ALTERNATE (2)
20 BRACE
DO KI M
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 1DD39
Tampa, FL 33679
Tel: (813) 374-0321
D 12015 I ISSUED I
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DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
AS SHOWN
DATE:
8/11/06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM SS CIATES, LLC
7
PO 39
Tam , FL333679
2- L-
Drawing No. - 060811
SHEET 2 OF 3
P
DOUBLE S,M,B. BEAM
(SEE (FORE)
OST
(4)-%' THRU-BOLT
W/ Ik ASHERS
I
DOUBLB S.M.B. BEAM
(SEE PLAN FOR SIZE',
(4)-%l THRU-BOLT
W/ 11. 1WASHERS
NOTCH POST TO
ACCEIPT BEAM
POST
DET,
NOTCH KNEE BRAC_ .4CCEPT BEAM
FASTEN WITH (6) Oi4kie S.M.S.,
_ - - S.M.B. BEAM DOUBLE BEAM (PATIO/S.M.B'.)'
yEE (SPLAN FOR SIZE) EACH SIDE. OR (2) Y4.0 THRU BOLTS
#14x 4' m 24° O.C. _ •-
W/ WASHER 8 (TYP4 7700 KI M
ASSOCIATES, LLC
CONSULTING
2x3xo.o44 F: STRUCTURAL
G 1 ENGINEERS
(1)=�10xii 12" O.C. OR i� 4x4xo.125 KNEE BRACE PO BOX 10039
(1)-#.14rY4 O 24" O.0 S.M.S. �� Tampa, FL33679
AT MIDHEIGHi OF SEMI Tel: (813) 374-0321
' 2x2x16' ANGLE (EACH SIDE z (ALTERNATrq CONNECT KNEE�BRACE
(1)-�8x3i S.M.S. ) )
i a .= W ',WO5O THICK 'U CHANNEL, 6063 T64
A 24' O.C.. TOP / O RevJDat Descri lion
$BOTTOM 4f .,; O ALLOY PLATE OR STRONGER FASTEN.
(8) �14=2x3i S.M.S. EACH SIDE ? O WLTH-C4>`pl'4X4' SNS_EAGH,-SIDE. - s27 ISSUED
OF BEAM OR (2) Yi 0 BOLTS3W/ "VASHER'& NUT 0 2017
DOUBLED BEAM •/ � O - . - _ __ _ _ _ _ _ _ .,"�'�� .
(SEE PLAN FOR SIZE) f O
BEAM STITCHING SCREW ® 24" O.C. Ir a.
(TYP. TOP AND BOTTOM OF SMB) ry' KNEE BRACE LENGTH Q
(24' MIN.)
TYP-,(4)-814x%" S.M,S.
BEAM TO DOUBLE CARRIER '
BEAM CONNECTION _
r^ KNEE BRACE CONNECTION DETAIL.
MIN., EQUALLY
ACED (TYP.)
)PED)
W/ (8)-MIN. #12x3/4" S.M.S EACH LEG
(2)-#14x-Y S.M.S. ROOF BEAM TO CARRIER ---BEAM, CONNECTION
THROUGH h OF 2x
UPRIGHT INTO
POST m 12" O.C., y _.
POSE (SEE PLAN FOR SIZE) W�4'BOLT
IY4'0 WASHER
MS 4' BASE INSERT W/Ofi' VERTICAL
;HT OR O.B. LEGS W THICK 6063-T6 ALLOY
PLAN DO NOT USE CAST ALUM. BASES (TYP.)
SIZE do
nON) I L I/ (4)-%'0 HOT DIPPED GALVANIZED
/— WEDGE ANCHORS W/ 2Yi MIN. EMBEDMENT
n r, / n INTO CONCRETE.
;� , t ; . c . •• TOP OF CONCRETE
EAW
General Notes and Specifications:
co
1.
Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate
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consideration.
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2.
Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318.
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Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with ACI 318.
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_3.
All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary.
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4.
The following structures are designed. to be attached to block and wood frame structures of adequate structural capacity. The
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contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. If
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there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host
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structure capacity.
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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
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components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted.
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6.
Unless otherwise noted, SMB shall be stitched with #100/4" SMS at 24"o.c., top and bottom.
DRAWN BY:
DYK
CHECKED
BY:
DYK
3.
Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise.
SCALE:
AS SHOWN
8.
Unless otherwise shown, screws shall have minimum edge distance and center -to -center distances as shown in this table.
DATE:
8111106
..f.:
�y
(44.125 POST TO CONCRETE 2' MIN. EDGE ?=` 'n'j
CONNECTION -DETAIL-.. - _ _ DIS ANCE;(-
C-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
N, Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
5/16
I/2"
#12
0.219
3/8"
9/16'
#14 (1/4")
0.250
5/8"
9. Structure has been designed to meet the 61h Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, Volt, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4,
2013 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD).
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM telCIATES, LLC
C 87
PO 1 1039
Tam L 33679
2T ty
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws Drawing No. - 060811
or approved equal.
SHEET 3 OF 3