HomeMy WebLinkAboutScreen Enclousure DetailsEmit
3' x 3' x 0230' MIN. 6063-T6 ALLOY
PLATE OR STRONGER (ONE SIDE) WITH
(3) - 012 x V' S.M.S, EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
L C-C FASTENER SPACING)
3' x 2' x 0.050' 14UL 6C63-T6
ALLOY PLATE,OR STRONGER
(ONE SIDE)
(3) - M12 iC '4 SN.S,
EACH SIDE•1 AS SHOWN
(W MIN. PLATE EDGE
DISTANCE ;6 C=C
FASTENER SPACWW
FOUNDATION
(5) /12x3/4' S.M.S.
1x2 O.B. ATU1CHED TO BEAM W/
(2)-/10X2- S.N.S. INTO SCREW BOSS
W/�Y4/ NUT "AND WASHERBOLT
// EACH SIDE OF BEAM
112x2" S.M.S. O 24' O.C.
Ix2 O.B. TO SUPER GURER
(1) /12x3/4- S.M.S.
BEAM
f OR SLOPED) --�
CORNER POST
CORNER POST
K-BRACE
V x 2' JSOLE PLATE
V O CONCRETE ANCHOR C2 PLACES)
IN LIEU OF TYP. Y4' O CONCRETE
SCREWS FOR CORNER COLUMN
(4) #12x3/4' S.M.S.—
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0.090' THICK
E_ RAIL
V x 2' O.B.
PATIO SECTION
(I1 TOTAL) - #12 x Y4
SJLS AS SHOWN 06' MIN.
PLATE EDGE DISTANCE
C-C FASTENER SPACING)
6' x 5' x
6063-T6 ALLOY PLATE
(ONE SIDE) OR STRONGER
K-BRACE —I
2x3xO.070 CHAIR RAIL K-BRACE
K-BRACE
LATERAL V- - BRACING
CONNECTION`DETAILS
Ix5x)fi' ANGLE 6' LONG
CTYP, B EACH BEAM)
-(2) Y4'Ox3' LG 8 EACH ANGLE
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL
NOTES PRIMARY
ATTACHED TO H
CONVENTIONAL
i- FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO T
OR WESTER RED CEDAR 11 NOTED IN PLAN
STRUCTURAL GRADE 2 MIN,
(1) %-0x2' LG LAG SCREW B 24'
O.C. ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) LG10x4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
(1) Y4'Ox2' LG. LAG SCREWS
COO 1 CTYP. 2 EACH BEAM)
I� / ci) M12x2' SJLS a 12' O.C.
(MAX) BETWEEN BEAMS
ANGLETHICK CONTINUOUS
COLUMN
GIRT CC HAIR RAIL)
r SEE ELEVATION
FOR 'K' BRACE SIZE
,
,C _ ==BEAM 'STITCHING=SCREWS (SEE TABLE) @ 24' QC,
SPLICE PLATE (EACH SIDE IIF BEAM)
SPACE SCREWS A A 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
EQUALLY (TYP.) ,• =
i
A �' (^
�r
y P� 114x%' SCREWS
�p (r) 1 (am) COMM) (rrrr)
ti
LINE LINE SCREWS PLATE
1 vpD ,k*3I4 �jll BEAM 'A• •B'a'C' TOTAL WIDTH
2x4 3 2 24 12'
y;Q
vPD VN P tOSN (!2x5 "137 ^3-- "32 14' .
2x6 4 3 40 14'
2x7 5 4 56 16'
'MO 2x8 5 5 64 16'
E9(H
5 6 72 19'
ROOF BEAM 6 7 BB 1s'
�����,' /CONNECTION DETAIL 7 7 96 18•
ST. LUCIE couNTY BLIM`INC Dr% _ N
RgVIEVVEU FOR
v (3) �12x14' S.M.S., EACH LEG AND NUN. (4) /IOx3' LONG S.N.S. INTO
SCREW BOSSES (TYP. ALTERNATIVE)
�6) /12x1¢' S.M.S. CHANNEL TO BEAM
9) SCREW TOTAL
I)Fkl __ - . ST BE IK EPT ON JQ�
PLANS AND PE.
GIR NO INVE,CTION WILL BE MADE.
1xIA' BY 2" LONG
ANGLE, EACH SIDE (TYP.)
2x3x0.070 GIRT/CHNR RAI
(SEE PLAN) t
1I�I
MIN. (4) LONG 1
(45#R1444- S.M.S.,
IV
�\ S.M.S. I SCREW BOSSES'
Cr-. ALTERNATIVE)
2
EACH LEG (TYP.)
S.N.B. POST
HOLLOW POST
PLANS AND ALL PROPOSED WOr-
AFM SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
e,
MAY BE NECESSARY IN ORDER TO
CHAIR RAIL / GIIIL'f�LL APPLICABLE CODES.
I
CONNECTION DETAIL
(2) /IOx4- S.M.S. THRU. 2x3 -_
SAVE RAIL INTO PURUN SCREW
BOSSES
USE 0100)6' S.M.S. O 24. O.C. -
TO CONNECT TO ix2 O.B. TO 2x3.
1x2 O.B. FASTENED TO COLUMN/POS
W/(2) 010x0j" S,(I.S. INTO SCREW BOSSE:
(EACH END, TYP.
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Yi Ox4' LOG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
J110x3/4' S.N.S. Yi CONTINUOUS BEAD OF CONSTRUCTION
O 2' O.C. ADHESIVE
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
A
41
BEAM STITCHING O 24 O.C. .
CO)
(IYP. TOP AND BOTTOM OF SMB
J
2x3xO.070
PURUN,;�-�
SEE TABLE FOR SIZES)
Q
W
C
0
W
U
ixlxlif' BY 3' LONG
rn
O
IED RECIENNG CHANNEL
ANGLE, EACH SIDE M.)
Cy
J
MATERWL THICKNESS)
V
' x 2 1/a" x 1" x 3" LG.
(3) F1242 S.M.S.. EACH
LEG (6) TOTAL (TYP.)
Z.
fYP. ALIFRNJITIVE)
to
Li 1t7s
�
),T'
2
z
W
2x3xO.O45 EAVERAIL ATTACHED TO
BEAMS WITH (3)-j10x2- S.M.S.
•_�J,
PURUN
INTO SCREW BOSS.
(NAY BE SLOPED
OR -FLAT)-----
2x5x.125 WIDE WITH
INTO#UPRIGHT. " INTO 0 BE(2)fMA & (2)-Ii4x1
USE /10x%-, S.M.S. O 24' O.C.
TO CONNECT TO 1x2 O.B. TO 20.
PURUN FASTENED TO COLUMN/POST (9) 1112xV4' S.M.S. EACH SIDE -
WITH (4) /12x1- S.M.S. (EACH LEG) OF BEAM (TYP.) OR
USING Va" THICK FIAT BAR BENT / [6) �12xYs' S.M.S. EACH SIDE
TO FR (6D63-T6 ALLOY) / F FJJJ FOR 2x5 COLUMN TO
2x5 BEAM
COLUMN/POST evx �iuu/w
SIDEWALL_POST / COLUMN TO PURLIN
CONNECTION DETAIL
C
Z
R'
a
o
�
PURLIN TO BQQF.~
J
TENEAS ON ATTACHMENTS
CONNEC L
w
0
AMC ME ESPONSIBIUTYOFTHE
a
J
w
CONTRACTOR OF RECORD
d
o
�:
DRAWN BY:
DYK
CHECKED BY:
DYK
5' a S.N.B. BEAN
SCALE:
AS SHOWN
- > MAY BE SLOPED OR FLAT
Kt (SEE PLAN FOR SIZE)
DATE
5111105
J
3 J
MIN
DO YEON KIM, P.E.
1 FLA. REG. NUMBER 49497
SPACING OF STENERS (TYP,)
DISDGE
TIANICC(TYP.)
MAIN POST / COLUMN TO ROOF BEAM" ���� l A
CONNECTION DETAIL
DO KIAP.S
,LLC
33879
16 `f-17
ring No. - 060811
SHEET 1OF3
3' MIN.
SEE PLAN FOR SIZE/
1x2 O.B. FASTENED TO COR E
SECTION WITH /14x0j" SIM.S.1
24' O.C.
2x2x%" ANGLE 2" LONG (EACH
W/(Z) J14xY4" S.M.S. TO POS
& 3/8 0 H.D. GALV. EXP. SOL
W/ 2 1/2' MIN. EMBEDMENT
PURUN SUPPORT
COLUMN/POST
)b' ANGLE, EACH SIDE (TYP.)
2x2x1/8" x 2' I.G. ANGLE
W/ (4) /12x3/4" S.M.S
(EACH SIDE)
%'0 CONCRETE ANCHOR
S.M.S. WITH MIN. '
EDGE DISTANCE
�
%'0 CONCRETE ANCHOR
W/2%* EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP..
��rr��••��ss��EE��F�F� NOTE 10)
\. / 1"x2' O.B. SOLE PLATE
W/2%" EMBEDMENT INTO
STRUCTURAL CONCRETE
(EACH SIDE)
t�
•a
J
Z 0eW
Y4 0x2Y4 CONCRETE
SCREW ANCHOR\O 24' O.C.
z
ORU
AND 9' FROM POST (TYP.)
D' 0,04 0 " . . .: .
■rs
EDGE OF CONCRETE f-1' (TYPJ a
W N PLAN VIEW
LW' U i
IdQ�
cWz
UOa
;TO CONCRETE_,-i
CONNECTION -DETAIL
Ya" ANGLE, EACH SIDE (TYP.)
S.M,S. WITH MIN. '
EDGE DISTANCE
%'0 CONCRETE ANCHOR
W/2%" EMBEDMENT INTO
'
STRUCTURAL CONCRETE (TYP.,
^
L
SEE NOTE 10)
1'z2' O.B. SOLE PLATE
is
CU5
f
J
3" MIN. (TYP.)
J
zix W Ys Ox2Yi CONCRETE
/
T ai SCREW ANCHOR O 24" O.C.
u c
u Z AND 9" FROM POST (TYP.)
BEAM SUPPORT
COLUMN/POST
2x2x1/8' x 2' LG. ANGLE
,W/ (4) /12x3/4' S.M.S
(EACH SIDE)
�i
/ POST —
9, COLUMN/POSTaD
I 1x2 O.B. SOLE PL
ATE
----
O O
o
�— I' (TYP.)
EDGE OF\CONCRETE N z
a
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
�aY
2"x PURUN
BEAM MAY
BE FLAT
OR SLOPED
O
DIAGONAL ROOF
ION
2x2z)b" ANGLE CUP, CUT AT
I
A 45' (+/-),,ANGLE AND
ATTACHED TO THE SCREEN ROOF
BEAM WITH ONEI(1) Y4 0 THRU-
WITH
/-�
!i
BOLT, FENDER WASHER.
ATTACHED TO BEAM OR EAVE RAIL
/(
DIAGONAL BRACING SHALL NOT BE
ATTACHED TO ROOF PURUNS.
\�
2x2x0.093 BRACE
(SEE PLAN)
N
� COLUMN
214" MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
a
O.B. SOLE PLATE Z
N
Y' 0x5" CONCRETE SCREWS O 24" O.C. 2)(S' MIN. CONC.
(TYP.), 1)¢' CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6x6x1O/IO
W.W.M. OR FIBER REINFORCED
(POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y,)
• d' c
. ♦ d
44
L
A
`UNDISTURBED SOIL OR COMPACTED
_ CRUSHED UMEROCK (90S PROCTOR)
MIN. (1)-/5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20' MIN.
3' COVER (TYP.)
FOUNDATION/SLAB DETAIL
v
1x3 0.6. FASTENED TO CORNER
SECTION WITH /10x2" S.M.S. W/
%" DIA WASHER O 18' O.C.
2x5xW ANGLE (2' LONG) V/ (2)-N14
TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)-
N14 TEKS INTO THE FRONT OF THE CORNER POST
�-1x2 O.B. TOP FRAME
CORNER POST
-Ix O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
d 0
' d
APPROXIMATE q/
G
a d
a d
O
d. � a
• e d
PSI MIN. CONCRETE STRENGTH
COMPACTED OR
UNDISTURBED SOIL/SAND
,(1)—#5 REBAR, CONTINUOUS
3" MIN. CONC. COVER, 36" MIN.
III �'�Ipl�l y�lr LAP SPLICE
I� �1I2�"�—MMIN.*
MIN. CONTINUOUS PERIMETER FOOTING
(4) /12x314"
2'x PURUN
BEAM MAY
BE FLAT
OR SLOPED
(2) /104h
(TYR EACH
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
RNATE (1)
i' ANGLE
E
A- ANGLE (BRACE) W/
h 2xY4 S.M.S. O EACH
ER INTERSECTION
6" ANGLE 2' LONG ON
RSIDEW/(4) /12x-Y4' S.M.S.
LEG (BEAM k BRACE)
3RACE
PLAN)
ALTERNATE (2)
20 BRACE
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
251 ISSUED
0
0
0
C
0
W
Q'
U
N
O
r_
Q
J
Z
V
W
Z
C
Z
�
o
a
c)
Z
U
U
W
J
W
}
U
�
�
DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
AS SHOWN
DATE:
a/11/06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC
2 87
Pf
x OD39
T.
F 33679
vw ue copy
Drawing No. - 060811
SHEET 2 OF 3
Genera[ 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)-#10x2" 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
5/15'
1/2"
#12
0.219
3/81"1
9/16 I
#14 (1/4")
0.250
1/2"
5/8"
9. Structure has been designed to meet the 5rh Edition FBC (2014 FBC). Project is sited where the ultimate design wind speed, V'At, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4,
2014 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO).
10. Concrete anchors may be "Large Diameter Tapcons" (LTOs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
IoI2m I ISSUED
c 13
w
o
U O
= J
a>'
U Z
CO) w
Lu
c z W
a O
~ J
w C-) a
U Lu
DRAWN BY. DYK
CHECKED BY: DYK
SCALE: AS SHOWN
DATE: All1106
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM f
OCIATES, LLC
87
ox 0039Ta, FL 33679
File, Cop
I Drawing No. - 060811 I
SHEET 3 OF 3