HomeMy WebLinkAboutConstruction Plans3' x 3' x 0,050' MIN. 6063-T6 ALLOY
PLATE DR STRONGER -(ONE SIDE) WITH
(3) - #12 x -' SN.S, 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 % S.M.S,
EACH SI➢E AS SHOWN
(Yz' MIN. PLATE EDGE
DISTANCE & C-C
FASTENER SPACING)
E RAIL
M sa
\
(I1 TOTAL) - #12 x �'
_�
I' x 2' O.B. S.M.S AS SHOWN ()6' MIN.
_
PATIO SECTION' PLATE EDGE DISTANCE &
SPACE SCREWS
C-C FASTENER SPACING)
-�EQUALLY (TYP.)
6' x 5' x 0.050'COLUMNo6063-T6
'�(ONE
ALLOY PLATE
OCORNERPOST
SIDE) OR STRONGER
AK-BACE2x3xO.070
CHAIR RAIL
-BRACE
® iA
K-BRACE
K-BRACE
/C-- 1' x 27OLE PLATE 11
FOUNDATION
�§' 11 CONCRETE ANCHOR <2 PLACES)
IN LIEU OF TYP, Ya' 0 CONCRETE
SCREWS FOR CORNER COLUMN
(5) #120/4- S.M.S.
ix2 O.B. ATTACHED TO BEAM W/
(2)-#10X2" S.M.S. INTO SCREW BOSS
M-1/4.4V- S.S. THRU-BOLT
W/ Ys" NUT AND WASHER
® EACH SIDE OF BEAM
j/12x2- S.M.S. ® 24" O.C.
1x2 O.B. TO SUPER GUTTER
(4) #120/4- S.M.S.
ROOF BEAM
(FLAT OR SLOPED)
LATERAL "K" - BRACING
CONNECTION DETAILS
ne \
TGIRT1,C'.HAIR,'R,IL) L
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co �gA�up! MP_ LIANCE
BRACE SIZ ® ._, U C ®E C ® A N�^'_ ^`
.�R
1xbA" BY 2" LONG ..
ANGLE, EACH SIDE (TYP.)
p.•�C BEAM STITCHING SCREWS (SEE TABLE) @)24- D.C.
!
SPLICE PLATE (EACH SIDE OF BEAM)
A q 5052-H32-ALLOY OR EQUAL, I/8' THICKNESS
O
N O
J
pJ #14x% SCREWS
�A
(xxx)
(xxxx)
LINE LINE SCREWS
�'1 A Sly BEAM 'A' 'B'&'C' TOTAL
PLATE
WIDTH
aF hG 4 2x4 3 2 24
12'
QP C l FO
/5 uNE ZO2x5 3 1 3 32
0. • R'
14-
1p)
2x6 4 3 40 14•
•1 `4� �>56�
P `*r* x
�1 Fl
`1NE
W�OZt\ 2x8 5 5 64
16'
2x9 5 6 72
18'
MANSARD BEAM 2x9(HW) 6 7 88
18,
CONNECTION DETAIL 2xI0 7, 7 96
18,
2x3xO.07O GIRT/CHAIR RAIL
(SEE PLAN)
_ 1 Is MIN. (4) #10x2" LONG
(4) #14x)¢" S.M.S.. ( S.M.S. INTO SCREW -BOSSES
2 SCREWS (TYP. ALTERNATIVE)
;.t
`. EACH, LEG (TYP.) S.M.B. POST
HOLLOW POST
IxSxYe' ANGLE 6' LONG
(TYP. @ EACH BEAM) --
_
-(2) Yi 0x3' LG. @ EACH ANGLE
RE BEA
ATTTACHEDMTOYHOSTESTRUCTUREUCONS STING DF L'BE
WITH MAX.
FRAMINGOTHERWISE ';,
OVERHANG NO=TO EXCEED 3000NVENTIONAL 1' UNLESSG
RAIL / GIRT TO POST
_CHAIR
CONNECTION DETAIL
FACIA BE 2x6 S.P.F.
OR WESTER RED CEDAREDAR .
NOTED ON PLAN DWG. -
-
-
MIN. (4) #104- LONG S.M.S. INTO
-S.M.S., EACH LEG AND SCREW BOSSES (TYP. ALTERNATIVE)
S.M.S. CHANNEL TO BEAM
TOTAL
BEAM STITCHING ® 24" O.C.
(TYP. TOP AND BOTTOM OF SMB
2x3x0.070
�``;
SEE TABLE FOR SIZES)
PURLIN
/ "
./ V
1x1 x1g" BY 3' LONG
BRAKE -FORMED RELIEVING CHANNEL ANGLE, EACH SIDE (TYP.)
(MIN. 0.062" MATERIAL THICKNESS)
1" x 2 1/8' x 1" x 3" LG. (3) #124- S.M.S., EACH
(TYP. ALTERNATIVE) LEG (6) TOTAL (TYP.)
ITNA-4. 2!
PURLIN TO ROOF BEAM
CONNECTION DETAIL
STRUCTURAL GRADE 2 MIN. _ - 2x3xO.045 EAVERAIL ATTACHED 70
(1) Yi'Ox2' LG. LAG SCREW @ 24' BEAMS WITH (3)=#10x2' S.M.S... MAY BE BEAM
OPEO OR
D.C. ENTIRE LENGTH OF GUTTER-T -INTO SCREW BOSS. F
2x PURLIN X (SEE PLAN FOR OR
` (MAY BE SLOPED -. f o
SECURE FASCIA TO EACH RAFTER TAIL OR FLAT) Li
W/ (1) y'xx4' LDNG PAN HEAD LAG SCREWS (2)-#IOx4" S.M.S. THRU. 20 ¢
BEFORE ATTACHING SUPER GUTTER SAVE RAIL INTO PURUN SCREW 2x5x.125 ANGLE-2' WIDE WITH
BOSSES - (2)-#14xl" INTO BEAM & (2)-#14xl"
INTO UPRIGHT.
,Z., J
(1)-2x2rJ6" ANGLE, EACH SIDEy
(2 FOR 2x8 SMB OR LARGER.)
(4) #12x3/4" S.M.S. (❑R)
EACH LEG.
1 r 5' or 7' SUPER GUTTER
..z MIN. 0.090' THICK
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL 0 2' O.C.
(1) Y4'OX2' LG, LAG SC
(TYP. @ EACH BEAM)
(1) #12x2' S.M.S @ 12'
(MAX) BETWEEN BEAMS
Hs THICK CONTINUOUS
S Q
USE #10xlX' S.M.S. ® 24" O.C.
TO CONNECT TO 1x2 O.B. TO 2x3..W
ti USE #lOx1J'2" S.M.S. ® 24" O.C.
TO CONNECT TO 1x2 O.B. TO 2x3.
lx2 O.B. FASTENED TO COLUMN/POST PURUN FASTENED TO COLUMN/POSTT
W/(2) #10x1Y2" S.M.S. INTO SCREW BOSSES WITH (4) #12xl" S.M.S. (EACH LEG) 4 (9F BEAM (TYP.) OR EACH SIDE Yz• MIN., 3 W MAX. C-C
(EACH END, TYP.) USING 14" THICK FLAT BAR BENT SPACING OF FASTENERS (TYP)
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Yi'xx4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
K'tCONTINU13US BEAD DF CONSTRUCTION
ADHESIVE
TO FIT (6063-T6 ALLOY) OF) BEAM FOR 2x5 COLUMNIOTO
2x5 BEAM Yz' MIN. BEAM EDGE
DISTANCE (TYP.)
• COLUMN/POST COLUMN/POST
l�
SIDEWALL POST / COLUMN TO PURLIN MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAILS CONNECTION DETAIL
DO KI M
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
W2015 I ISSUED
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DRAWN BY:
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CHECKED BY: DYK
SCALE:
AS SHOWN
DATE:
8/11 /06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM AS IATES, LLC
A# 268 7
P ox 1 039
Tamp , F 9
((.-►-(' .
Drawing No. - 060811
SHEET 1 OF 3
..�PURL.I"UPPORT
COLUMN/POST
Jg" ANGLE, EACH SIDE (TYP.)
s� 240/8" x 2" LG. ANGLE
S.M.S. WITH MIN. •
%"0 CONCRETE ANCHOR
W/ (4) #12x3/4' S.M.S
EDGE DISTANCE
W/2%" EMBEDMENT INTO
(EACH SIDE)
STRUCTURAL CONCRETE (TYP.,
%"0 CONCRETE ANCHOR
EE NOTE 10)
1'z2' O.B. SOLE PLATE
o
W/2% EMBEDMENT
STRUCTURAL CONCRETE
(EACH SIDE)
°
J
Yt"0x2Y� CONCRETE
U
SCREW ANCHOR 0 24' O.C.
Mz
�0:0
yU
AND 9' FROM POST (I)P.)
=COLUMN TO CONCRETE 9•
COL.LIMN/POSTWALL If.
k;
CONNECTLON DETAIL''
1x2 O.B. SOLE PLATE
-e_ O
/.,/' SEE PLAN FOR SIZE
1x2 O.B. FASTENED TO CORNE
SECTION WITH #14x1Yt" S.M.S.(
24. O.C.
2x246' ANGLE 2" LONG (EACH
W/(2) j 14x3'' S.M.S. TO POS
& 3/8 0 H.D. GALV. EXP. BOL
W/ 2 1/2' MIN. EMBEDMENT
CORNER POST / COLUMN
TO CONCRETE
CONNECTION DETAIL
w EDGE OF CONCRETE I' (TYPJ n,4
W?d PLAN VIEW
K=~ dL
Ozw-
UFZ;
A
)6" ANGLE, EACH SIDE (TYP.)
S.M.S. MIN."
EDGE 61STANCE
%"0 CONCRETE ANCHOR
W/2%' EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
SEE NOTE 10)
1'x2' O.B. SOLE PLATE
•d
•
3" MIN. (TYP.)
z w
Yt mx2Yt" CONCRETE
x
SCREW ANCHOR 0 24' O.C.
AND 9' FROM POST (TYP.)
*=o
w"
9, COLUMN/POST
1x2 O.B. SOLE PLATE
® O
--�L---F� EDGE OF CONCRETE V (TYP,) iuz
x
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
BEAM MAY
BE FLAT
OR SLOPED
V
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
2x2x16" ANGLE CUP, CUT AT
A 45' (+/-) ANGLE AND
ATTACHED TO THE SCREEN ROOF
BEAM WITH ONE (1) Yt 0 THRU-
BOLT, WITH FENDER WASHER.
ATTACHED TO BEAM OR EAVE RAIL
DIAGONAL BRACING SHALL NOT BE
ATTACHED TO ROOF PURUNS.
2x2xO.093 BRACE
/
(SEE PLAN)
x
�— COLUMN
21' MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
M
O.B. SOLE PLATE Z
2
II
` N
I'
. Y' Ox5' CONCRETE SCREWS 0 24' O.C. �2%' MIN. CONC.
BEAM SUPPORT •C,. COLUMN/POST (TYP,), 1)'2' CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
-1
2x2x1/8' x 2' LG. ANGLE-'
W/ 4• S.M.S
(EACHH SIDE)
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
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.]
a d' v
44.
Q. d4 °.• a -e
-. •'a• 'd
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° \\\
•v `UNDISTURBED SOIL OR COMPACTED
_ CRUSHED UMEROCK (90% PROCTOR)
MIN. (1)-#5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20' MIN.
B'(MIN.) 3• COVER (TYP.)
FOUNDATION/SLAB OETAIL
zr
1x3 O.B. FASTENED TO CORNER
SECTION WITH #10x2' S.M.S. W/
%- DIA. WASHER 0 18' O.C.
2x5xW ANGLE (2' LONG) W/ (2)-k14
TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)-
X14 TEKS INTO THE FRONT OF THE CORNER POST
L 1x2 O.B. TOP FRAME
CORNER POST
-1x O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
REVIIEV
CODE CO
ST. LUCIE
2500 PSI MIN. CONCRETE STRENGTH
' d
APPROXIMATE a III
Q
V. d 'a d
da' I IjT"'__COMPACTED OR
d. d I UNDISTURBED SOIL/SAND
(1)—#5 REBAR, CONTINUOUS
�— 3" MIN. CONC. COVER, 36" MIN.
LAP SPLICE
12" MIN.*
MIN. CONTINUOUS PERIMETER FOOTING
(4) #12x3'4
2"x PURUN
BEAM MAY
BE FLAT
OR SLOPEI
(2) #lOxA
(TYP. EACH
(2) #10x3K
(TYP. EACH
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
INATE (1)
ANGLE
x1i," ANGLE (BRACE) W/
12xY4' S.M.S. 0 EACH
ER INTERSECTION
i ANGLE 2' LONG ON
x51DEW/(4) 812xY4 S.M.S.
LEG (BEAM & BRACE)
3RACE
PLAN)
ALTERNATE (2)
20 BRACE
DO KI M
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
7W ISSUED
2015
FOR.
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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 AS CIATES, LLC
688
7
ox 10039
Tampa, FL 33679
t(- 7(?
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 D 0 K I M
consideration, & ASSOCIATES, LLC
2. Concrete shall be minimum 28 day compressive--stFength. of�f'c=2500 psi, and be in accordance with the requirements of ACI 318, CONSULTING
18 ( STRUCTURAL
Reinforcing steel shall have a min. yield'strengtti of 40,0.00 psi (grade 40) and be provided with cover in accordance with ACI 318. ENGINEERS
3. All dimensions are provided by contractor•; ,DO 0m4-=Associates, LLC have made interpretations where necessary.
PO Box 10039
Tampa, FL 33679
4. The following structures are designed to: -be attawhed to block and wood frame structures of adequate structural capacity. The Tel: (813) 374-0321
contractor shall verify that the host stlriftfdr'e is inrgood.condition and of sufficient strength to hold the proposed addition. If
there is a question about the host structure--fhe owner (at his own expense) shall hire an architect or engineer to verify host Rev.IDat Descri 1lor
612
7 Q 017
207 ISSUED
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 shalt 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 havo' frI nimum- edge distance and center -to -center distances as shown in this table.
9.
10.
11
e
C-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws)
Screw
Nominal Scr,.ew-�Diat titer
ry-
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
-'s0,18
5/16.4
'/s"
#12
0.219
1 3/a"
9/16"
#14 (1/4")
0,250
X11
5/8"
Structure has been designed to meet the 6f1 EditionfBC (2017 FBI). Project is sited where the ultimate design wind speed, VWt, is
150 mph (3-sec gust) for risk category I bus and
d other structures, Exposure C. Design pressures are from Table 2002.4,
2017 FBC reduced by 0.88 for screen mesh factor, Q`6 for allowable stress design (ASD).
Concrete anchors may be "Large Diameter Tapcons'`'(LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
Screen enclosure structure shall meet Section 4.2.17 Residential Swimming Barrier Requirements and the screen enclosure per
454.2.17.1.11. if enclosing a pool.
k
or
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
soCC
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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 KI&039
ATES, LLC
7
33679
11,; ?-(-1
( Drawing No. - 060811 (
L_ I SHEET 3 OF 3 1