HomeMy WebLinkAboutSCREEN RFOOM PLAN3' z 3' K 1.051' MIN. 6063-T6 ALLOY
PLATE -OR STRONGER (ONE SIDE) WITH
(3)t ,412 x '%' S.RS, EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
L/C-C FASTENER SPACING)
" f�
(O x 2' x 0050' MIN. 6063-T6 --Y
ALLOY PLATE OR STRONGER /\\/y)
� (pNE SIDE)
C - 412 x �:' S.M.S.
�WRNER POST EAVE RAIL
(I1 TOTAL) - Al2
V x 2' O.B. SgrASTENERSPACING)
MS AS SHOWN (Y' IR
PATIO SECTION )NG)l 6'x5'x0.050a 6063-T6 ALLOYa (ONE SI➢E) OR aK-BRA2x3x0.070 CHAIR K-BRACE
OK -BRACE
B
r CORNER POST
GIRT (CHAIR
FOUNDATION
x 2' BOLE PLATE
0 CONCRETE ANCHOR (2 PLACES)
.IEU OF TYP. Y' 0 CONCRETE
EWS FOR CORNER COLUMN
f
`\
'12x3/4' S.M.S.
Ix5xl§' ANGLE 6' LONG
1x2 O.BSATiACHED TD BEAM
EA
(TYP. B EACH BEAM)
-
Af
(2)-/I OX2' S.M.B. INTO SCREW BOSS
(a Y'ox3' LG. 8 EACH ANGLE
(1)-1/4'xlj• S.S. THRU-BOLT
W/ Y' NUT AND WASHER
NOTES PRIMARY
O EACH SIDE OF BEAM
ATTACHED TO
CONVENTIONAL
/ /12x2' S.M.S. O 24' O.C.
lx2 O.B. TO SUPER CURER
FACIA TO BE 2.6 W1N0 S.Pi.
OR WESTER RED CEDAR
OVERHANG NO
NOTED ON PLR
STRUCTURAL GRADE 2 MIN.
(4) #12x3/4' S.M.S.
(1) Y'0x2' LG, LAG SCREW B 24'
O.C. ENTIRE LENGTH OF GUTTER
ROOF BEAM
SECURE FASCIA TO EACH RARER TAIL
(MT OR SLOPED)
�*
W/ (1) Y'0x4' LONG PAN HEAD LAG
BEFORE ATTACHING SUPER GUTTER
SCREWS
/V (1) Y'0x2' LG. LAG SCREWS
J CTYP. 2 EACH BEAM)
R (1)#12x2' S.NS Q 12' 0c.
(4) /12x3/4- S.M.S. WAX) BETWEEN BEAMS W/(2)
EACH LEG.
Ke THICK CONTINUOUS
5' ar 7' SUPER GUTTER ANGLE
MIN. 0.090- THICK
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Wox4' LONG PAN HEAD LAG SE
BEFORE ATTACHING SUPER GUTTER
PROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL IIOx3/4' S.M.S. Y' CONTINUOUS BEAD OF CONSTRUCTION
O 2' O.C. ADHESIVE
SPACE S
EQUALLY
4yce`�
l
x SEE ELEVATIONS
FOR 'K' BRACE SIZE
1.1 4' BY 2' LONG -
ANGLE, EACH SIDE (TYP.)
(4) /14A* S.M.S..
2 SCREWS
EACH LEG (TYP.)
HOLLOW POST -
BEAM STITCHING SCREWS (SEE TABLE)-B 24•.O.C: '� "�4
SPLICE PLATE (EACH SIDE OF BEAM)
:jJ q 5052-1132 ALLOY OR EQUAL, I/e' THICKNESS \,
FE I�
U{pl D14x31' SCREWS
fpJ� (A) (xx) I (M.T) (K**X)
LINE LINE SCREWS PLATE
g)At5)A ��j11 ( BEAM 'A' 'B'L'C' TOTAL WIDTH
SQPO �` 0 A. FOa yR <2x4_ r_1
uNE (OZ�" 2x5 3 3 32 14'
{P3 4. G0.E�z L� Lt �s Apy514tei `' 2x6�,-�
L:A- _3 -40_ 14_
'VHE ll 8� ll 20 5 4 56 16'
P�1E`W10 2x8 5 5 64 16'
2x9 5 6 72 18'
MANSARD BEAM ENS
6 7 80 _ y 1e-
CONNECTION DETAIL 240 7 7 _ !46- 1 18'
BEAMS SHALL BE
iSISTING OF CHAIR RAIL / GIRT TO POST
°GTHERWISE SS OCONNECTION DETAIL
FIAT)
,U.S.O 24 O.C. _ _ - _ `\
.S. O.B. - C.
:0 TO COLUMN/POST PURUN FASTENED TO COWMN/P
INTO SCREN BOSSES WIIH (a) /12x1' S.M.S. (EACH I.
(EACH END, TYP.) USING Y' THICK MT BAR BEM
TO FIT (6063-76 ALLOY)
DO KIM
& ASSOCIATES, LLD
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
RevJDate Description
n Lm ISSUED
(3) 11210j' S.M.S., EACH LEG AND
MIN. (4) g10x3' LONG S.M.S. INTO
SCREW BOSSES (TYP. ALTERNAINE)
(6) 112x)e' S.M.S. CHANNEL TO BEAN
(9) SCREW TOTAL
DEAN STITCHING O 24' O.C.
�
BOTTOM OF SMB
J
770,
SIZES)
Q
PURUN
pg
W
\
C
W
qLEG
of
1.�
3' LONG
U
�
AKE-FORMED RELENNG CHANNELCH
510E (M.)
C
O
N. 0.062' MATERIAL THICKNESS)
x 2 1/B' x 1' x 3' US.
' S.M.S., EACH
(.i
P .,..ATNFI
OTAL MP.)
z
S.M.S. O 2e D.C.—
TO lx2 O.B. TO 2.3.
IxY" S.M.S. EACH SIDE-
(TYP.) OR
x.' S.M.S. EACH SIDE
M FOR 2.5 COLUMN TO
l013i
PURLIN TO ROOF BEAM
CONNECTION DETAIL
SPACING OF FASTENERS (TYP.)
Y' MIR BEAM EDGE
DISTANCE (TYP.)
YC4P
U
W
LU
UU
C Z
of
d G
0
Z
U
U
W Co
D_
U 0
DRAWN BY:
DYK
CHECKED BY:
OYK
ASS
OR FLATSCALE:
SIZE)
DATE:
BHL
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIMqC;B
OCIATES, LLC
fi887
10039
(?,1
Drawing 33879
y-3/'
Drawing No. - 060811
SHEET IOF3
SEE PLAN
pAAN FOR SIZE
/1
1.2 O.B. FASTENED TO CORNER
SECTION WITH"114.1H' S.M.S.O
24' O.C.
2v2x1§' ANG 2' LONG (EACH BIOS)
W/(2)) 114.Y S.US. TO POST
k 3/6 0 H.Dy`CALV. EKP. BOLT
W/ 2 1/2' MIN. EMBEDMENT
PURUN SUPPORT�Vi
COLUMN/POST�
B' . 2'LG. ANGLE
S.M.E. WITH MIN. i§•
EDGE DISTANCE
/ (4) 812v3/4' S.M.S
W/ (4)
(EACH SIDE)
CONCRETE ANCHOR
W/2)6' EMBEDMENT INTO
M
STRUCTURAL CONCRETE
)
(EACH SIDE)
)§' ANGLE EACH SIDE (TYP.)
%'0 CONCRETE ANCHOR
- W/2)(I' EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP..
SEE NOTE 10)
O.B. SOLE PLATE
• 3' MIN.
u Y� 0xZV CONCRETE
SCREW ANCHOR 0 24' O.C.
eyo AND 9- FROM POST (TIP.)
A
�
zi
7-5
f
EDGE OF CONCRETE
PLAN VIEW
O.B. SOLE PLATE
V (TYP.)
rvi
C1
F)
:LE, EACH SIDE (M.)
'CONCRETE ANCHOR -
I6'EEMBEOMEW INTO
ICTURA,- CONCRETE
NOTE 10),
—1'.2' O.B.\SOLE PLATE
�1 Y. PURUN
cF Y40.?Y•CONCRETE
SCREW ANCHOR 0
AND 9' FROM POST
+No
PLAN VIEW
O.B. SOLE PLATE
P (TYP.)
BEAM SUPPORT
COLUMN/POST
BEAM MAY
BE MT
OR SLOPED
T < \
PLAN - TYPICAL DIAGONAL ROOF
A
2.2.0.093 BRACE
(SEE PLAN)
AT 1.3 O.B. FASTENED TO CORNER
SECTION WITH Ill Uv2' S.M.S. W/
1 ROOF )$' DIA WASHER 0 18' O.C.
COLUMN
2$' MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
8 SOILS PLATE
0\ II Z
A
Y4 0x5' CONCRETE SCREWS 0 2P O.C. ° 2)4' MIN. GONG.
(TYP.). IX' CONC. EMBEDMENT (MIN.) EMBEDMENT C".)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE STAB
(2500 PSI, MIN.) W/6x6x10/10
W.W.M. OR FIBER REINFORCED
(POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.)
• • e'
• d .. °v d
o' d A • 4
`UNDISTURBED SOIL OR COMPACTED
CRUSHED UMEROCK (90% PROCTOR)
MIN. (1)-05 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20' MIN.
3• COVER (TYP.)
2x5.%' ANGLE (2' LONG) V/ (2)-014
TEKS INTO TOP OF 2.3 EAVE RAIL AND (2)-
#14 TEKS INTO THE FRONT OF THE CORNER POST
L-1.2 O.B. TOP FRAME
CORNER POST
-1x O.B. SIDE WALL CORNER UPRIGHT
CORNER POST/COLUMN
UPRIGHT DETAIL
PSI MIN. CONCRETE STRENGTH
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
e ° e
APPROXIMATE
GRA
Id
ae
I�
J_
ea' COMPACTED OR
Q
_ d. p UNDISTURBED SOIL/SAND
_
—
W
(1)—#5 REBAR, CONTINUOUS
C
0
3• MIN. CONC. COVER, 36• MIN.
—
�
LAP SPLICE
O
I I
C.)
,
C
0
12" MIN!
N
Z
U
W
MIN. CONTINUOUS PERIMETER FOOTING
Q
ULI
W
O
U
a
F
rn
J
Q
BEAM
Z
W
L)
fn
W
U
ALTERNATE 111
_I
2xlxi' ANGLE
(4) 012.' S.M BRACE
DRAWN BY:
CHECKED
BY:
2'. PURUN 2-.I'.W ANGLE (BRACE) W/
(4) 012.Yi S.M.S. O EACH
SCALE:
MEMBER INIERSEGmON
O
O
O UNDEI• ANGLE 2' LONG ON
EACH U0EW/(4) & Bl S.M.S.
VY EACH LEC (BEAM d: BRACE)
BE FIAT
OR SLOPED
(2) R1O.2I, Qi0) s. O 2.3 BRACE
((2) 01m3zi' B.M.S. (SEE PLAN)
(IYP. EACH ENO)
ALTERNATE (2)
2z3 BRACE
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION i
DO YEON KIM, P.E.
FLA. REG.//N��UMBER 49497
DO KIM p.$6 6887 S, LLC
Box 10039
mp , FL 33679
yl
FOUNDATION/SLAB DETAIL
Drawing No. - 060811
SHEET 2OF3
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 #10x3/4" SMS at 24"o.c., top and bottom.
7. Connections using screw bosses shall have minimum (41-#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
s/;'
%2"
#12
0.219/;'
#14 (1/4")
0.250
%2"
s/a'
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
J
_ Q
w
Li 0
c W
U r0n
a o
d U
U z
U W
z
aa) w
c z of
° O U
a- F 1n
z U U
w O a
U 0
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
9. Structure has been designed to meet the 61h Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, W1, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4, DO Z&C6887TE
S,LLC
P 9 9 Y 9 P 9 P 2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO). 039
3679
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws I ?ly
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