HomeMy WebLinkAboutTYPICAL SCREEN ENCLOSURE3' x 3' x 0.050>MIN. 6063-T6 ALLOY
PLATE OR STRONGER (ONE SIDE) WITH
(3) - #12 x.%" S.M.S, EACH SIDE AS
SHOWN (%',. _MIN. PLATE EDGE DISTANCE
& C-C FASTENER SPACING)
3' xel ' x 0.050' MIN, 6063-T6
ALLOW PLATE OR STRONGER
(ONE) SIDE)
f
(3)1 - #12 x 34 S.M.S,
EA- SI➢E AS SHOWN
TANCEP&ACECEDGE
FASTENER SPACING)
FOUNDATION
0 I \
p p
0 p
0
CORNER POST
K-BRACE
V x 2' POLE PLATE
%' 0 CONCRETE ANCHOR (2 PLACES)
IN LIEU OF TYP. Y4' 0 CONCRETE
SCREWS FOR CORNER COLUMN '
EAVE RAIL tt
411 TOTAL) - #12 x $a
1' x 2' O.B. S.M.S AS SHOWN (Y2' MIN.
PATIO SECTION PLATE EDGE DISTANCE &
C-C FASTENER SPACING)
6' x 5' x 0.050'
6063-T6 ALLOY PLATE
(ONE SIDE) OR STRONGER
K-BRACE
2x3xO.070 CHAIR RAIL
— K-BRACE
m O p
K-BRACE O
OTHERWISE
SCANNED
j 'BY ����yyyy, °°°° SPACE SCREWS
,� 1-.UC71e (t oon EQUALLY (TYP.)
�., '1
iAYri w•
COLUMN " /
GIRT (CHAIR RAIL)
■ SEE ELE;VATIONS
FOR 'K,*BRACE SIZE
-y`. - - _ _ ___ s- -^ �.«,.-�-_,[ �`•�-. ;'.`_ram -'%3'
``• (5) g12x3/4" S.M.S. lx5x)6' ANGLE 6' LONG
1x2 O.B:c ATTACHED TO BEAM W/ (TYP. @ EACH BEAM)
(2)JI&V S.M.S. INTO SCREW BOSS
s - _ (2) Y4'Ox3' LG. @ EACH ANGLE
r OLT
W1/ )4- NUT "AND WASHER NOTES PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE
® EACH SIDE OF BEAM ATTACHED TO HOST STRUCTURE CONSISTING [IF
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
Q12x2" S.M.S. 0 24" O.C. FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS OTHERWISE
1x2 O.B. TO SUPER GUTTER DR WESTER RED CEDAR NOTED ON PLAN DWG.
STRUCTURAL GRADE 2 MIN.
(4) #120/4" S.M.S. (1) Yalox2' LG. LAG SCREW @ 24'
O.C. ENTIRE LENGTH OF GUTTER
BEAM STITCHING SCREWS (SEE TABLE) @ 24. O.C.
SPLICE PLATE'(EACWSIDE.OF BEAM)
5052 H32 ALL4YsORCEOUAL;'1Z8�_STHIC�KN'ES,S�
7r�
_
o
J
�{ lZlp.l #14x3/4 SCREWS
ON) (x1x) (xxx) 0"")
LINE LINE SCREWS PLATE
OQ1 yla �S�l BEAN 'A' 'B'&'C' TOTAL WIDTH
P
SQPG�� (ty B&0 ljW FOP 2�P� 2x4 3 2 24 12'
uNE ZO 2x5 3 3 32 14'
^l 2x6 4 3 40 14'
vNE l; * 2x 4 *JL6A r6' .
N10 2x8 5 5 64 16'
2x9 5 6 72 18'
MANSARD BEAM 2x9(HW) 6 7 88 I8'
CONNECTION DETAIL 2xlo 7 7 96 le«.
D® KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
Rev./Dat 4 Description
0 7127 ISSUED
2015
MIN. (4) #10%3" LONG S.M.S. INTO
(3) #12xYz- S.M.S., EACH LEG AND SCREW BOSSES (TYP. ALTERNATIVE)
(6) $12A' S.M.S. CHANNEL TO BEAM
(9) SCREW TOTAL
BEAM STITCHING ®24" O.C. CD
(TYP. TOP AND BOTTOM OF SMB J .
2x3x0 076: SEE TABLE FOR SIZES) Q
lxlx%" BY 2" LONG e��'�_- -- ----"> K; ♦ y,
ANGLE, EACH SIDE (TYP.) _ % 2x3xO.070 GIRT/CHAIR RAID_
(SEE PLAN)
BRAKE -FORMED RECIEVING CHANNEL
(MIN. 0.062- MATERIAL THICKNESS)
1"x 21/8•x 1"x3"LG.
1 ,g (TYP. ALTERNATIVE)
' MIN. (4) #10x2" LONG
4`4; S.M.S. INTO SCREW BOSSES
2 jjl SCREWS
S.M.S., (TYP. ALTERNATIVE)
2 SCREWS
{.
EACH LEG (TYP.)-S:M;B-PO
5f,,,_�.�s--'�"
HOLLOW POST PURLIN TO ROOF BEAM
CONNECTION DETAIL
F BEAMSECURE FASCIA TO EACH RAFTER TAIL (2) #10x4' S.M.S. THRU. 2x3,- '"'��
T OR SLOPED) W�-���-1"mx4_ LONG-P-AN-HEAD .LAG SCREWS EAVE RAIL INTO PURUN SCREW
S.M.S.—/
C ❑ R /
(4) #120/4"
EACH LEG.
S' or 7' SUPER GUTTER
MIN. 0,090, THICK
TO SUPER GUTTER
CTION DETAIL e1ox3/
— ®2• D.C.
--OPER'GUHE - - - - - - -- - - - - - - _..BOSSES rrr:
USE O,- S.M.S. ®24"
TO CONNECNNECYtx2 O.B. TO 2x3.
11) Y4'Ox2' LG. LAG SCREWS
(TYP, @EACH BEAN) 1x2 O.B. FASTENED TO COLUMN/POST
"MAX)) #12x2' S,M.S @ 12' oz, r
( BETWEEN BEAMS W/(2) #IOx IJi" SO .S. INTO SCREW BOSSES
SI6 THICK CONTINUOUS (EACH END, TYP.)
ANGLE
SECURE FASCIA TO EACH RAFTER TAIL -
W/ (1) Y.'Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
2x
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL '
1 `d.:..
L
PURUN FASTENED TO COLUMN/P
WITH (4) d12x1" S.M.S. (EACH L
USING Jli" THICK FLAT BAR BENT
TO FIT (6063-T6 ALLOY)
COLUMN/POST
Y4' CONTINUOUS BEAD OF CONSTRUCTION SIDEWALL POST / COLUMN _TO PURLINf
ADHESIVE -.CONNECTION DETAIL
2x3xO.045 EAVERAIL ATTACHED TO
BEAMS WITH (3)-g10x2- S.M.S.
INTO SCREW BOSS.
40
USE #IOx1,Y1" S.M.S. ® 24" O.C.
TO CONNECT TO 1x2 O.B. TO 20.
A 812x3'4- S.M.S. EACH SIDE -
OF BEAM (TYP.) OR
(6) $12xi'4" S.M.S. EACH SIDE
OF BEAM FOR 2x5 COLUMN TO
2x5 BEAM
=
I—
LIJ
ci
p
LLI
BY 3" LONG
U1x1x1(3"
O
ANGLE, EACH SIDE (TYP.)
c
(3) #12A- S.M.S., EACH
V
LEG (6) TOTAL (TYP.)
U
Z
LLI
CD
W
C
Z
W
a
O
0
=
Z
J
V
U
WLIJ
cn
a
U
�
DRAWN BY:
DYK
CHECKED BY:
DYK
S.M.B. BEAM
SCALE:
AS SHOWN
MAY BE SLOPED OR FLAT
DATE:
8111/06
(SEE PLAN FOR SIZE)
W MIN., 3 W MAX. C-C
SPACING OF FASTENERS (TYP.)
Y2' MIN. BEAM EDGE
DISTANCE (TYP.)
N POST / COLUMN TO ROC
=,`CONNECTION DETAIL
FLA. REG. NUMBER-49497-
DO KIM 8, A SOC ATES, LLC
C 26 7
PO 10039
Tam 33679
Drawing No. - 060811
SHEET 1 OF 3
Z
3"
PURUN SUPPORT
COLUMN/POST
2x2x1/B" x 2" LG. ANGLE
S.M.S. WITH MIN.'
W/ (4) #12x3/4' S.M.S
EDGE DISTANCE
(EACH SIDE)
%'0 CONCRETE ANCHOR
W/2%" EMBEDMENT INTO
STRUCTURAL CONCRETE
(EACH SIDE)
•
a
•a `
2!
�UU
a
p ME3
!- U
N
L
SEEPPLAN FOR SIZE
1x2 O.B. FASTENED TO CORNE
SECTION WITH d14x1h' S.M.SA
24' Ot
2x2x)6', ANGLE 2" LONG (EACF
W/(2)[. J14z% S.M.S. TO POS
& 3/8"0 H.D. GALV. EXP. BOI
W/ 2�)/2" MIN. EMBEDMENT
CORNER POST / COLUMI
TO CONCRETE`'
9'
CONCRETE
)6" ANGLE. EACH SIDE (TYP.)
S.M.S. WITH MIN.'
EDGE DISTANCE
_ --
-^=t'.-"gigCONCRETE ANCHOR
_7
W/2)6" EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
r
SEE NOTE 10)
1 "x2' O.B. SOLE PLATE
•d
3" MIN. (TYP.)
z w
Yt Ox2%4 CONCRETE
U u
SCREW ANC!OR ® 24" O.C.
AND 9" FRO POST (TYP.)
UO a
9'
- 4--I EDGE OF CONCRETE I' (TYP.)
N i
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL"
- `)b"ANGLE, EACH SIDE (TYP.)
�0 UONCRETE ANCHOR
W/2%".EMBEDMENT INTO
STRUCTURA�.CONCRETE (TYP.,`'
/'SEE NOTE 10)�� �fr
— TrJ 1 "x2' O.B:. SOLE PLATE t�
2"x PURUN
T�
('i?`\ BEAM MAY
�Y4Ox2Y4�, CONCRETE \7 BE FLAT
NCHOR 6 24' 0.Q:(; OR SLOPED
AND 9" FROM P., . (TYP.)
1
COLUMN/POST
tx2 O.B. SOLE PLATE
Tia- =�
/f't-_,,,,PLAN -
4 'o
i
— 1' (TYP.)?
BEAM S41PP,ORT
COLUMN/POST
2x2x1 /8" I, LG. ANGLE
W/ (4) 91 t3/4' S.M.S
(EACH SIDE) 1_
POST
2x5x16' ANGLE (2' LONG) W/ (2)-914
fTEKS INTO TDP OF 2x3 EAVE RAIL AND (2)-
N14 TEKS INTO THE FRONT OF THE CORNER POST
L-14 O.B. TOP FRAME
�e
23(2x16' ANGLE CUP, CUT+. AT ix3 O.B. FASTENED TO CORNER CORNER POST
A 45• (+/-) ANGLE AND, SECTION WITH #104" S.M.S. W/
ATTACHED TO THE SCREEN ROOF 36' DIAL WASHER ® 18" O.C.
BEAM WITH ONE (1) Y•"AjTHRU- 1x O.B. SIDE WALL CORNER UPRIGHT
BOLT, D FENDER WASHER.
/ ATTACHED TO BEAM OR IEAVE RAIL
O DIAGONAL BRACING SHALL NOT BE
ATTACHED TO ROOF PVRUNS.
2x2xO 093 BRACE
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
/// (SEE PLAN) ` ELEVATION VIEW 7127
0 2015 ISSUED
CORNER POST / COLUMN
NAL ROOF
—COLUMN
21¢' MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
O.B. SOLE PLATE Z
g
a,
' a
- Yi 0.5' CONCRETE SCREWS 0 24" O.C. 2%" MIN. CONC.
(TYP.). 1Y2' CONC. EMBEDMENT (MIN.) EMBEDMENT (M.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
mZ
4" NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6x6x10/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.]
e
' a a-.
- - -
n •d. ..Q .o.
d �< a
Q, d A.* e
u
Y
II I I� I �I I II as .••A' •de •a a,
.e
' -
UNDISTURBED SOIL OR COMPACTED
CRUSHED UMEROCK (90% PROCTOR)
MIN. (1)-#5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20" MIN.
8'(MINJ
3' COVER
FOUNDATION/SLAB DETAIL
:TAIL
0
A
2500 PSI MIN. CONCRETE STRENGTH
•d �
APPROXIMATE
GRAD
•'. '
�
—I
II::1 I
do
I I IT�COMPACTED OR
J
_I
-4.c
IIIII- UNDISTURBED SOIL/SAND
W
-III
I=1I
(1)-#5 REBAR, CONTINUOUS
-
w
3" MIN. CONC. COVER, 36" MIN.
1 I=1 I
-III
-I I I I I- I
IIJ I ..�
-I 11- LAP SPLICE
O
Z)
cn
I
o
12" MIN.*
U
0
Z
U.I
MIN. CONTINUOUS PERIMETER FOOTING
CD
uj
O
Z X
O �
IL
I'-J
Z
W
BEAM ALTERNATE (1) U WW
24,Ye" ANGLE
(4) $12414 S.M. BRACE DRAWN BY: DYK
2"x PURUN 2"x1'xlb" ANGLE (BRACE) W/ CHECKED BY: DYK
(4) #I2x-" S.M.S. 0 EACH SCALE: AS SHOWN
MEMBER INTERSECTION
0 DATE: B/11/06
0
z 0
p p
2x2x16' ANGLE 2' LONG ON
1
UN DERSIDEW/(4) 812xY4' S.M.S.
_ BEAM MAY
- - - - --o-• —
EACH LEG (SEAM & BRACE)
- - OR SLOPED - - ----
--- --- - - --- ---
((2) #10x2h' S.M.S.
(TYP. EACH END)
2x3 BRACE
(SEE PLAN)
#100Y2' S.M.S.
�2)
TYP. EACH END)
ALTERNATE (2)
2x3 BRACE
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
DO YEON KIM; P.E. --
FLA. REG. NUMBER49497
DO KIM A S IATES, LLC
2 87
P ox 0039
Tam , FL 3679
Drawing No. - 060811
SHEET 2 OF 3
r (3) #14x34 S.M.S.
E <TYP. EACH STRAP
AND EACH SIDE)
1x2 O.B.
) #14x2" S.M.S. - Ix2 O.B.
TO SUPER GUTTER (TYP.)
(4) �%14x3/4" S.M.S.
(TYP.)
00
S.M.B. BEAM
00
00
O
" ANGLE, EACH SIDE
jj140/4" S.M.S., 4 SCREWS
)H LEG (TYP.) SUPER GUTTER -
3x3xO.050 MIN. PLATE W/
BEAM 1 D COLUMN INTO
#14x4' S.M.S. W/ 1%'0 FENDER WASHER
AND NEOPRENE GASKET @ 12' D.C.
71Z
SEALANT 34 MAX.
#14xW SMS W/ INTEGRAL �'0
WASHER AND NEOPRENE GASKET
TOP 8 #14xi2' SMS BOTTOM,
@ 12' D.C. (COMPOSITE ROOF)
SLOPE
O O O O O O OA2O
X
0 0 0 0< 0 0
O O O O O O O
0-0-0-0-0�-O0O
3x3xO.093j.POST (MIN.)
'
(6) #14x3V4' S.M.S. TOTA , (3) EACH LEG
CL
' MIN. C-C SPACING (TYP.)
}
!
t
3' BASE INSERT W/1'¢' VERTICAL LEGS
W W
' THICK 6063-T6 ALLOY (TYP)
(� z
(2) :WO STAINLESS STEEL OR
wr
)-
HOT DIPPED' GALVANIZED -
rn
CONC, ANCHORS W/ 2W MIN.
a
EMBEDMENT'INTO CONCRETE.
N
- -
(SEE NOTE 10)
OF CONCRETE e • •. ••
SCREEN ROOF TO PANEL/ COMPOSITE
COLUMN TO FOUNDATION
CONNECTION DETAIL
ROOF PANELS
PATIO SIDE WALL HEADER —
(SEE PLAN FOR SIZE)
(4) #Iox2' S.M.S. THRU. UPRIG
INTO EAVE RAIL/HEADER SCREW
BOSSES
COMPOSITE PANEL ❑
(SEE PLAN FOR SIZE)
(3)-%'0 THROUGH BOLT SEALANT
W/IYq'0 WASHER
S.M.B. BEAM
(SEE PLAN FOR
3x3xO.O93 POST
SLOPE `
o0000000000
0000000000
_0_0-0_0-03
#14x)fi' S.M.S. W/INTEGRAL%'0 WASHER AND
NEOPRENE GASKET4TOP 6 #14xX' S.M.S. BOTTOM, @
12' D.C. IF CLEARANCE PROHIBITS INSTALLATION
OF TOP FASTENERS USE #14 S.M.S. @ 12' O.C.
COMPLETELY- THROUGH COMPOSITE ROOF.
#10x4' S,M.S, W/ IWO FENDER WASHER
AND NEOPRENE GASKET @ 12' O.C.
"0"0 0-0-0-0-0-0-0-
0 00 0000000000006C
O O O O O O O O
/ W' PANEL
WIDTH MAX.
COMPOSITE ROOF TO HOLLOW SIDE WALL
HEADER CONNECTION DETAIL
14' FLASHING (CONT.)
TUCK UNDER SHINGLED
@ LEAST 6'
EXTRUDED OR BRAKE -FORMED ROOF HEADER
OR RECEIVING CHANNEL (0.044' MIN. THICKNESS)
WITH MIN. IYz' BEARING LEG.
(1) WO x 2' LAG SCREW @ 24' D.C.
ENTIRE LENGTH OF RECEIVING CHANNEL
SECURE FASCIA TO EACH RAFTER TAIL
W/ C) YV0 x 4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING RECEIVING CHANNEL
SOFFIT
2Y,' LONG WOOD'LAG'SCREW DR
' •a Y,• 0 x Ne LONG MASONRY ANCHORS
•.::.:� @ 24' O.C. MAX.
' t HOST STRUCTURE
(MASONRY OR WOOD)
EXTRUDED OR BRAKE -FORMED ROOF HEADER
OR RECEIVING CHANNEL (0.044' MIN. THICKNESS)
WITH MIN. IYd' BEARING LEG.
SCREEN ROOF TO COMPOSITE ROOF
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=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%.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)
Nominal Screw Diameter
- - - -(in)— - - -
Minimum Edge Distance
- - -- - -
Minimum Center to Center
_ -- _Distance—_
Screw -
#10
0.188
s/m"
W,
#12
6.219
3/8'
1/16"
wt. (1/4")
0.250
'/s"
5/8'
9. Structure has been designed to meet the 611 Edition FBC (2017 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,
2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD).
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 3105-1114 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
,&2017 ISSUED
0
N
co
=
F-
LU
U
LLJ
U
(1
C
0
z
0
LLl
U)
w
)
C
Z
X
O
�°--
t-
cUi)
F-
(Y
J
Q
Z
U
U
W
CO
EL
ULLI
�
DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
AS SHOWN
DATE:
8/11 /06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM SSO IATES, LLC
2 87
P B 10039
Tam a, 679
%71,1
Drawing No. - 060811
SHEET 3 OF 3