HomeMy WebLinkAboutTYPICAL SCREEN ENCLOSUREDo Y Kim Date: 2021 07.06 20:27 06im
-04'00'
®® YF-=®P4 &CIM, R-a-
Cam►_ # 26837
®C)O lslm 8.
P.®. E30OX 110039
-r^P F-A, [r L- 33679
(813) 87S-99SS
3' x 3' x 0.050' MIN. 6063-T6 ALLOY
PLATE OR STRONGER (ONE SIDE) WITH
(3) - #12 x %' SAS, EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
& C-C FASTENER SPACING)
3' x 2' x 0.050' MIN. 6063-T6
ALLOY PLATE OR STRONGER
(ONE SIDE)
(3) - #12 x 44' S.M.S,
EACH SIDE AS SHOWN
(Y2' MIN. PLATE EDGE
DISTANCE & C-C
FASTENER SPACING)
FOUNDATION
(5) #120/4" S.M.S.
1x2 O.B. ATTACHED TO BEAM W/
(2)-#10X2" S.M.S. INTO SCREW BOSS
(1)-1/4"xXt" S.S. THRU-BOLT
W/ Ya" NUT AND WASHER
® EACH SIDE OF BEAM
#12x2" S.M.S. ® 24" O.C.
1x2 O.B. TO SUPER GUTTER
(4) #12x3/4" S.M.S.
ROOF BEAM
(FLAT OR SLOPED) ,
/
CORNER POST
EAVE RAIL
RAG BEAM STITCHING SCREWS (SEE TABLE) @ 24. O.C.
S�M�
(I1 TOTAL) - #12 x %'
SAS AS SHOWN (Y2' MIN.
SPLICE PLATE (EACH SIDE OF BEAM)
A
D K I M
PATIO SECTION
PLATE EDGE DISTANCE &
SPACE SCREWS
q q 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
C-C FASTENER SPACING)
EQUALLY (TYP.)
& ASSOCIATES, L L C
COLUMN
G
6• x s' x o.oso•
CONSULTING
°
°
6063-T6 ALLOY PLATE
a
(ONE SIDE) OR STRONGER
A
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STRUCTURAL
E N C3I N E E R S
K-BRACE
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2x3xO.070 CHAIR RAIL
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PO Box 10039
K-BRACE
p
Tampa, FL 33679
#14x3/4' SCREWS
Tel: (813) 374-0321
K-BRACE
CORNER POSTy�
A
31tEs�l
LINE LINE SCREWS
BEAM
"A' 'B'&'C° TOTAL
PLATE
WIDTH
Rev./Date
Description
1ii ct 4X117
oR Z P
2x4 3 2
24
12"
0
2015
ISSUED
B
QPa c l**>
1 VANE WS �0(N
2x5 3 3
32
14'
0
K-BRACE
*1 #1�x
2x6 4 3
40
14"
Q
GIRT (CHAIR RAIL) B V��O�N `**** 1 2x7 5 4 56 16'
2x8 5 5
64
16'
2x9 5 6 72 18'
°
2x2x0.093
BRACE(TYP.),
MANSARD BEAM
2x9(HW) 6 7
88
18'
0 ° UNLESS
° ° �1' x 2' OLE PLATE OTHERWISE CONNECTION DETAIL
NOTED 2x10 7 7 96 18'
■ SEE ELEVATIONS
FOR 'K' BRACE SIZE
9g" 0 CONCRETE ANCHOR (2 PLACES)
IN LIEU OF TYP. Ya' 0 CONCRETE
SCREWS FOR CORNER COLUMN
(1)-2x2A" ANGLE, EACH SIDE--"-
(2 FOR 2x8 SMB OR LARGER.)
(4) #12x3/4" S.M.S.
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0.090' THICK
LATERAL "K" - BRACING
CONNECTION DETAILS
Ix5xYs' ANGLE 6' LONG
(TYP. @ EACH BEAM)
(2) Y4'Ox3' LG. @ EACH ANGLE
NOTE1 PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE
ATTACHED TO HOST STRUCTURE CONSISTING OF
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
/ FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS ❑THERWISE
OR WESTER RED CEDAR NOTED ON PLAN DWG.
\> STRUCTURAL GRADE 2 MIN.
(1) Ya'@x2' LG. LAG SCREW @ 24'
O.C. ENTIRE LENGTH OF GUTTER
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL
(3) #12xXZ" S.M.S., EACH LEG AND MIN. (4) #10x3" LONG S.M.S. INTO
(6) #12A" S.M.S. CHANNEL TO BEAM SCREW BOSSES (TYP. ALTERNATIVE)
(9) SCREW TOTAL
BEAM STITCHING ® 24" O.C. �
(TYP. TOP AND BOTTOM OF SMB J
2x3xO.070 SEE TABLE FOR SIZES)
PURLIN Q
1x1A" BY 2" LONG
ANGLE, EACH SIDE (TYP.) \ 2x3xO.070 GIRT/CHAIR RAIL
\\1� (SEE PLAN)
BRAKE -FORMED RECIEVING CHANNEL
(MIN. 0.062" MATERIAL THICKNESS)
1"x21/8"x 1"x3"LG.
(TYP. ALTERNATIVE)
MIN. (4) #10x2" LONG
(4) #14x)4" S.M.S., S.M.S. INTO SCREW BOSSES
2 SCREWS (TYP. ALTERNATIVE)
EACH LEG (TYP.) S.M.B. POST
HOLLOW POST PURLIN TO ROOF BEAM
CONNECTION DETAIL
CHAIR RAIL / GIRT TO POST
SECURE FASCIA T❑ EACH RAFTER TAIL (2) #10x4" S.M.S. THRU. 2x3
W/ (1)4Ox4' LONG PAN HEAD LAG SCREWS EAVE RAIL INTO PURLIN SCREW
BEFORE ATTACHING SUPER GUTTER BOSSES
USE #100Y2" S.M.S. ® 24" O.C.
TO CONNECT TO 1x2 O.B. TO 2x3.
n 11) Y4'@x2' LG, LAG SCREWS
C �f (TYP. @ EACH BEAM) 1x2 O.B. FASTENED TO COLUMN/POST
f� l 11) #12x2' @ 1o.c. BETWEEN
BEAMS
W/(2) #10x%" S.M.S. INTO SCREW BOSSES
,MAX)(M
(EACH END, TYP.)
ANGLEICK CONTINUOUS
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Yi Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
#10x3/4" S.M.S. Y4' CONTINUOUS BEAD OF CONSTRUCTION
® 2' O.C. ADHESIVE
CONNECTION DETAIL
2x3xO.045 EAVERAIL ATTACHED TO
BEAMS WITH (3)-#10x2" S.M.S.
2x PURLIN INTO SCREW BOSS.
(MAY BE SLOPED
OR FLAT)
2x5x.125 ANGLE-2" WIDE WITH
INTO#UPRIIGHT.TO BEAM & (2)-#14x1 =
i
USE #10x1Y2" S.M.S. ® 24" O.C. —
TO CONNECT TO 1x2 O.B. TO 20.
PURLIN FASTENED TO COLUMN/POST (9) #12x%" S.M.S. EACH SIDE.
WITH (4) #12x1" S.M.S. (EACH LEG) OF BEAM (TYP.) OR
USING Ya" THICK FLAT BAR BENT (6) #12>�%" S.M.S. EACH SIDE
TO FIT (6063-T6 ALLOY) OF BEAM FOR 2x5 COLUMN TO
\ 2x5 BEAM
COLUMN/POST cni I iuti /p,
SIDEWALL POST / COLUMN TO PURLIN
CONNECTION DETAIL
W
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0
10 4" BY 3" LONG
U
ANGLE, EACH SIDE (TYP.)
C
O
(3) #12x)¢" S.M.S., EACH
U
LEG (6) TOTAL (TYP.)
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DRAWN
BY:
DYK
CHECKED
BY:
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S.M.B. BEAM
SCALE:
AS SHOWN
MAY BE SLOPED OR FLAT
(SEE PLAN FOR SIZE)
DATE:
8/11/06
Y¢' MIN., 3 Y2' MAX. C-C
SPACING OF FASTENERS (TYP.)
Y2' MIN. BEAM EDGE
DISTANCE (TYP.)
MAIN POST / COLUMN TO ROOF BEAM
DOYEON KIM, P.E. I
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC I
CA# 26887
PO Box 10039
Tampa, FL 33679
Drawing No. - 060811
SHEET 1 OF 3
PURLIN SUPPORT
COLUMN/POST
Yg" ANGLE, EACH SIDE (TYP.)
2x2x1/B" x 2" LG. ANGLE
S.M.S. WITH MIN. 3'g"
%"0 CONCRETE ANCHOR
W/ (4) #12x3/4" S.M.S
EDGE DISTANCE
W/2%" EMBEDMENT INTO
(EACH SIDE)
STRUCTURAL CONCRETE (TYP.,
%"0 CONCRETE ANCHOR
E NOTE 10)
1"x2" O.B. SOLE PLATE
C
W/2%" EMBEDMENT INTO
2% PURLIN
STRUCTURAL CONCRETE
(EACH SIDE)
3" MIN. (TYP.)
BEAM MAY
z?w
Y4"0x2Y4" CONCRETE BE FLAT
f U U
SCREW ANCHOR 0 24" O.C. OR SLOPED
ago
N U
AND 9" FROM POST (TYP.)
SIDEWALL COLUMN TO CONCRETE
CONNECTION DETAIL
SEE PLAN FOR SIZE
EDGE OF CONCRETE
1x2 O.B. FASTENED TO CORNE
SECTION WITH #14xl)¢" S.M.S.x
24" O.C.
2x24" ANGLE 2" LONG (EACH
W/(2) #14x%" S.M.S. TO POS
& 3/8"0 H.D. GALV. EXP. BOIL
W/ 2 1/2" MIN. EMBEDMENT
If
CORNER POST/COLUMN
TO CONCRETE
CONNECTION DETAIL
)8- ANGLE, EACH SIDE (TYP.)
S.M.S. WITH MIN. 3/g"
EDGE DISTANCE %"0 CONCRETE ANCHOR
W/2%" EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
SEE NOTE 10)
�1"x2" O.B. SOLE PLATE
. .�
•
44 '�i �.1 ' cl��
3" MIN. (TYP.)
W
Y4"OxZY4" CONCRETE
f
SCREW ANCHOR 0 24" O.C.
a""
wo
F U
ti
AND 9" FROM POST (TYP.)
COLUMN/POST
ix2 O.B. SOLE PLATE
I
1' (TYP.)
EDGE OF CONCRETE
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
PLAN VIEW
COLUMN/POST
>,��
O.B. SOLE PLATE
1' (TYP.)
H
r < N
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
2x24" ANGLE CLIP, CUT AT
A 45- (+/-) ANGLE AND
ATTACHED TO THE SCREEN ROOF
BEAM WITH ONE (1) Y4"0 THRU-
BOLT, WITH FENDER WASHER.
ATTACHED TO BEAM OR EAVE RAIL.
/
DIAGONAL BRACING SHALL NOT BE
ATTACHED TO ROOF PURLINS.
2x2xO.093 BRACE
(SEE PLAN)
1+1
1x3 O.B. FASTENED TO CORNER
SECTION WITH #10x2" S.M.S. W/
%" DIA. WASHER 0 18" O.C.
2x5x.%' ANGLE (2' LONG) W/ (2)-#14
TEKS INT❑ TOP OF 2x3 EAVE RAIL AND (2)-
#14 TEKS INTO THE FRONT OF THE CORNER POST
L1x2 O.B. TOP FRAME
CORNER POST
-1x O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST/COLUMN
UPRIGHT DETAIL
COLUMN 'd d
•, MAX. THICK BRICK PAVERS GRA
APPROXIMATE 4
SET
SET IN MORTAR. ON TOP OF FOOTER * _II C d
O.B. SOLE PLATE -I I I d d
ja
IIIIII 'a'
C4
���Ft
IIIIII 4.
A
- IIIIII a a•
12" MIN.*
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) #12x3'4"
2"x PURLIN
BEAM MAY
BE FLAT
OR SLOPED
(2) #10x7i2
nP. EACH
(2) #1 Ox3K2
nP. EACH
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
RNATE (1)
ANGLE
E
A- ANGLE (BRACE) W/
112x-Y4" S.M.S. 0 EACH
ER INTERSECTION
3" ANGLE 2" LONG ON
RSIDEW/(4) #12x3'4" S.M.S.
LEG (BEAM & BRACE)
3RACE
PLAN)
ALTERNATE (2)
2x3 BRACE
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
Z 7127 ISSUED
2015
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DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
AS SHOWN
DATE:
8/11 /06
DOYEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC I
CA# 26887
PO Box 10039
Tampa, FL 33679
FOUNDATION/SLAB DETAIL
Drawing No. - 060811
SHEET 2 OF 3
#10x4' S.M.S. W/ lY4'0 FENDER WASHER
AND NEOPRENE GASKET @ 12' D.C.
1x2 O.B. —
(OPTIONAL)
(2) Yq Ox2Y2' LG. LAG SCREW
EACH SIDE OF BEAM (TYP.)
(4) #143/4" S.M.S.
(TYP.)
ROOF BEAM
(FLAT OR SLOPED)
2x24" ANGLE, EACH SIDE
(TYP.)
(8) #14x3/4" S.M.S., (4) SCREWS
EACH LEG (TYP.)
FACIA TO BE 2x6 (MIN.) S.P.F.
(CEDAR IS NOT ACCEPTABLE),
STRUCTURAL GRADE 2 MIN.
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Y4'Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
CARRIER BEAM TO FASCIA CONNECTION DETAIL
13) #14x%' S.M.S.
(TYP. EACH STRAP
AND EACH SIDE)
(1)-1/4"YX2" S.S. THRU-BOLT
W/ Y4" NUT AND WASHER
0 EACH SIDE OF BEAM 1x2 O.B.
#12x2" S.M.S. 0 24" D.C.
1x2 O.B. TO SUPER GUTTER
(4) #140/4" S.M.S.
(TYP.)
00
S.M.B. BEAM
O ®i
00
2x2A" ANGLE, EACH SIDE
(TYP.)
(8) #14x3/4" S.M.S., 4 SCREWS
EACH LEG (TYP.) SUPER GUTTER
1x14" ANGLE 3" LONG (EACH SIDE)
W/ (3) #14x3/4" S.M.S. EACH
2x3 PURLIN ATTACHED TO
BEAMS WITH (2) #10x1Yz" S.I
INTO SCREW BOSSES(TYP.)
USE #10x1Y2" S.M.S. 0 24" ,
TO CONNECT TO 1x2 O.B. TC
2x%" S.M.S. EACH SIDE
2X COLUMN
(SEE PLAN
Ix5xY9' ANGLE 4' LONG
(TYP. @ EACH BEAM)
/ SECURE FASCIA TO EACH RAFTER TAIL
FLASHING, SEAL AS REQ'DAl
W/ (1) Y4'0 x 4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING RECEIVING CHANNELJJ
#14xY2' SMS W/ INTEGRAL 3/q'0 EXTRUDED OR BRAKE —FORMED ROOF HE R
WASHER AND NEOPRENE GASKET OR RECEIVING CHANNEL C0.044' MIN. THIIICCKNESS)
( 12 D.C. TOP & BOTTOM. WITH MIN. IYz' BEARING LEG.
(COMPOSITE RDDF)
SLOPE (1) Y4'0 x 2' LAG SCREW @ 24' O.C.
ENTIRE LENGTH OF RECEIVING CHANNEL
00000SDFFIT
0000///0 O
COMPOSITE PANEL
(SEE PLAN FOR SIZE)
COMPOSITE ROOF TO HOST STRUCTURE
CONNECTION DETAIL
#14x4' S.M.S. W/ 1Y4'0 FENDER WASHER
AND NEOPRENE GASKET @ 12' D.C.
l SLOPE
iotxo.)
rO O O O O O
00000000000000c
O0-cOo0�0-0-0-0�
SCREEN ROOF TO
PANEL OR COMPOSITE ROOF
CONNECTION DETAIL
3' (1 LB EPS)
COMPOSITE PANEL
S.M.B. BEAM
(SEE PLAN FOR SIZE)
Yz' MIN., 3 Ya' MAX. C—C
SPACING OF FASTENERS (TYP.)
Ya' MIN. BEAM EDGE
DISTANCE (TYP.)
3' COMPOSITE
ROOF PANELS
O O O O O O O O U`ID000 0000000000000 0 0 0 0 0 0 0
Y2' PANEL
WIDTH MAX.
PATIO SIDE WALL HEADER
(SEE PLAN FOR SIZE)
(4) #10x2" S.M.S. THRU. UPRI
INTO EAVE RAIL/HEADER SCREW
BOSSES e
COMPOSITE ROOF TO HOLLOW SIDE WALL
HEADER 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=3500 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 #10x3/4" 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-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
5/16 "
1/2"
#12
0.219
3/8"
9/16"
#14 (1/4")
0.250
1/2"
s/8',
9. Structure has been designed to meet the 711 Edition FBC (2020 FBC). Project is sited where the ultimate design wind speed, Vult,
is 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4,
2020 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. Aluminum roof pans shall be of aluminum alloy 3105-H14 or 3105-H28. Composite panel skins shall be of aluminum alloy 3105-H15
or 3105-H25.
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
Rev Datel Description
"6 ISSUED
2019
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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 & ASSOCIATES, LLC
CA# 26887
PO Box 10039
Tampa, FL 33679
2X CARRIER BEAM TO 2X UPRIGHT
CONNECTION DETAIL
12. 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.
Drawing No. - 060811
SHEET 3 OF 3