HomeMy WebLinkAboutBuilding plans(9) B1201'_ S.M.S.
(OR)
2„ (MAX.)r�4)-#$ x }�,. S.M.S.
/ �2x2A" ANGLE
J" EYE BOLT
THRU-BOLTED TO
2x2 HEADER W/ DOUBLE
WASHER & NUT EACH SIDE,
EYE SNUG AGAINST ANGLE
BEAM STITCHING SCREW ® 24' O.C.
(TYP. TOP AND BOTTOM OF SMB)
S.M.B. CARRIER BEAM
(SEE PLAN FOR SIZE)
(5)-f14.h" S.M.S. - EACH LEG
CONCEAIFD FASTENERS OR ATTAUZW-
MEMRSMOMOFTHE{1/IVA �• •o-'� SyU'E(0.\G BEAM STITCHING SCREWS (SEE TABLE) P 24' O.C.
SPLICE PLATE (EACH SIDE OF BEAM)
SPACE SCREWS
1M' u 5Y(' x 0.120 THICK A A q 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
ALUMINUM FLAT BAR EQUALLY (TIP.)
A £ W
sf9 Ff J ^
ANCHOR (TYP.) CONCRETE "\ �l
(❑R)
3' STEEL 'CAMELBACK' CLIP (TYP.)
THIS CLIP MAY BE INSTALLED ON T/C
OR ON SIDE OF CONIC. SLAB
Q' MIN. CONCRETE EDGE DISTANCE)
(4) - A' x 2' CONCRETE
SCREW ANCHOR (TYR)
CABLE BRACE DETAIL
�o
l
W\OM
P\1TE
THESE PLANS AND ALL PROPOSED WORK
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED'BY FIELD INSPECTORS THAT
RAY BENECE6$�RY;1�1 C°RDER TO
COMPLY WITH A4 400U061 CODES.'
1u14" BY 2' LONG
ANGLE, EACH SIDE (TYP.)
1 n01- W 15
ST. LUCTF., COUA"1'Y BUILDLNG DIVISION
REVIEWED FOR COI LANCE
W REVIEED B g140j" S.M.S.,
DATE 2 SCREWS
EACH LEG O1 .)
PLAN§ -A-ND PERMIT MUST BE KEPT ON JO
OR NO INSPECTION WILL BE MADE, HOLLOW POST —
\_ S.M.B. ROOF BEAM
(SEE PLAN FOR SIZE)
2.2 A" MIN. THICK ANGLE (EACH SIDE)
(ANGLE LENGTH - DEPTH OF BEAM)
CARRIER BEAM TO BEAM CONNECTION DETAIL
1x2 O.B.
(2) Y4 Ox2Y4' LG. LAG SCREW
EACH SIDE OF BEAM (TYP.)
/�/�
(4) LY14x3/4" S.M.S.
(TYP.) /
ROOF BEAM
(FLAT OR SI
2x24ANGLE, EACH SIDE
OW)
(8) LT14x3/4" S.M.S., (4)
EACH LEG (T .)
FACIA TO BE 2xG (MIN.) S.P.F.
(CEDAR IS NOT ACCEPTABLE),
STRUCTURAL GRADE 2 MIN.
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1)%'OX4' LONG PAN HCAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
ROOF BEAM TO FASCIA CONNECTION DETAIL
ROOFBEAM
CONNECTION DETAIL
2.3.0.070 GIRT/CHAIR RAIL
(SEE PLAN)
MIN. (4) 41104" LONG
S.M.S. INTO SCREW BOSSES
(TYP. ALTERNATIME)
T.M.B. POST
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x PURUN
(MAY BE SLOPED
(2) #1Ox4" S.M.S. THRU. 2x3 OR FLAT)
CAVE RAIL IWO PURLIN SCREW
BOSSES
USE #10x0¢' S.M.S. O 24' O.C. _
TO CONNECT TO ix2 O.B. TO 2x3. F//
1x2 O.B. FASTENED TO COLUMN/POST PURLIN FASTENER TO COLUMN P05T
W/(2) #1Ox1$' S.M.S. INTO SCREW BOSSES WITH (4) #12x1° B.M.S. (EACH LEG)
(EACH ENO, IYP.) USING )b' THICK FLAT BAR BENT
TO FIT (6063—T6 ALLOY)
`COLUMN/POST
SIDEWALL POST / COLUMN TO PURLIN
CONNECTION DETAIL
Y4 SCREW
(wW) (MMY,) (MIXiFM)
BEAM
L"x
'A'
�)nc
'B'&'C'
a�rtcwA
TOTAL
rLnlL
WIDTH
2x4
3
2
24
12'
2x5
3
3
32
14'
2x6
4
3
40
14'
2x7
5
4
56
16'
2x8
5
5
64
16'
2x9
5
6
72
18,
2x9(HW)
6
7
88
IB'
2XIO
7
7
96
18,
(1 #124" S.M.S., EACH LEG AND
(9) SCREW TOTAL. CHANNEL TO BEAM
2x3x0.045 EAVERAIL ATTACHED TO
BEAMS WITH (3)-#IOx2" S.M.S.
INTO SCREW BOSS.
2x5x.125 ANGLE-2" WIDE WITH
(2)-X14u1` INTO BEAM k (2)-/10x1
INTO UPRIGHT.
USE Y10x1Y2' S.M.B. 0 24' O.C. —
TO CONNECT TO 1.2 O.B. TO 2x3.
(9) /12XY4" S.M.S. EACH SIDE.
OF SEMI (TYP.) OR
(6) #'12A' S.M.S. EACH SIDE
OF BEAM FOR 2.5 COLUMN TO
2x5 BEAM
2Z.070
PURUN
MIN. (4) #1Ox3' LONG S.M.S. INTO
SCREW BOSSES (TYP. ALTERNATIVE)
BEAM STITCHING 0 24' O.C.
MP. TOP AND BOTTOM OF SMB
SEE TABLE FOR SIZES)
PURLIN TO ROOF BEAM
CONNECTION DETAIL
s F!
-ke
1.144' BY 3' LONG
ANGLE. EACH SIOE (TYP.)
LED (6) TOT& (T P))ACH
S.M.B. BEAM
MAY BE SLOPED OR FLAT
(SEE PLAN FOR SIZE)
)g' MIN., 3 Ye' MAX, C-C
SPACING OF FASTENERS (TYR)
)Y MIN. BEAM EDGE
DISTANCE (TYP.)
MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
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DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC
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Drawing No. - 060811
SHEET 1 OF 3
PUR N SUPPORT
COLUMN/POST
Wx1/8' x 2" LG. ANGLE
9.143. WITH MIN,
W/ (4) /12x3/P S.M.$
EDGE DISTANCE
(EACH SIDE)
i§"P CONCRETE ANCHOR
C
INTO
FRU�t RAl COIKRETE
(EACH MFJ.E) CONCRETE
(ETCH ME)
x
SIDEWALL COLUMN TO CONCRETE
CONNECTION DETAIL
SEE PUN FOR SIZE
Ix2 O.S. FASTENED TO CORNE
SECTION WITH p14xiy' S.M.S!
24' O.C.
2x2K1$' ANGLE 2" LONG (PALL
W/(2) 114y S.M.S. TO POS
@ 3 8 W H.D. WV. EXP. 901
W/ 2 1/2- MIN. EMBEDMENT
CORNER POST/COLUMN
TO CONCRETE
CONNECTION DETAIL
S.M.S. WITH MN.'
EDGE DISTANCE,,{
!>?7YS
1:
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r-u
9•
EDGE OF CONCRETE
$" ANGLE, EACH SIDE (TM.)
%'P CONCRETE ANCHOR
- W/2%" EMBEDMENT INTO
SB(UCTURA_ CONCNETE
SEE NOTE 10)
l-1"n2' O.S. SOLE PLATE
.4 x
�:ll�/:i1Ji•F91
'—I tx2 O.B. SOLE PLATE
0
1
P (TYP) S
MS
PLAN JEJ VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
36' ANGLE, EACHCONCRETE
5 (rW
ij'0 CONCRETE ANCHOR
AI-II
TRUCTURAL CONCRETEIEE NOTE 10)
l 1'x2" O.B.1 SOLE PLATE
z'= wRINM
2x2d5° ANGLE CUP, CUT AT
I=J O.B. FASTENED TO CORNER
• •
A 4T (4/-) MOLE AND
SECTION WITH /1Ox2' SA.S. W/
BEAIA MAY
ATTACHED TO THESCREEN ROOF
III. OwWASHER O 18- D.C.
i ,W-
Y4'W+,25' CONCRETE SE FIAT
SEAM
MITH ONE(( ) WASHER. U-
-+y �'
SCflEW PNCHOR O 24° O.C. 0R SLOPED
,
BOLTATTACHED TO
�S!'d
&Hu®u
AVD 9' FROM POST (TYP,)
BEAM OR EAVE RAL
O DIACONAL BRACING SHALL NOT BE
TO
ATTACHED ROOF PURUNS.
2x2xO 093 BRACE
2x5x$' ANGLE (2• LONG) W1 (2)-g14 4
TEK$ INTO TOP OF US SAVE RAIL 0 ( -gl
W14 TICKS MID THE FRONT OF THE C ER $T
L 1.2 O.S. TOP FRAME
NER POST
O.B. S1DE WALL CORNER UPRIGHT
COLUMN/POST la o,e. s(SEE PLAN) ELEVATION VIEW
oLE PLATE PLAN -TYPICAL DIAGONAL ROOF CORNER POST / COLUMN
O UPRIGHT DETAIL
BRACE CONNECTION
O
EDGE OF CONCRETE 1• (TYP,) 2500 PSI MIN. CONCRETE STRENGTH
.W
3' MN. (M.)
BEAM WPPORT
COWMN/POST
W.1/8' = 2' LO. ANGLE
)/4'
(EACH SIDE) $.M.$
POST
2$' MAX. THICK BRICK PAVERS
SET IN MORTAL ON TOP OF FOOTFR
8 SOLE PLATE
01 11 \ 2
7
Yi 4M5' CONCRETE SCREWS 6 24' O.C. `-2ib" MM. COMO.
(TV.), 0y' CONC. EMBEDMENT (MIN.) EMBEDMENT (T)P,)
TYPICAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4" NOMINAL CONCRETE SLAB
(25DO PA MIN.) W/Bx6=10/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN,)PER C,Y.]
4
4.
•4..
•A 4'
`UNDSTURSED SOIL OR COMPACTED
CRUSHED UMEROCI( (Sox PROCTOR)
MIN. (t)-115 FEW CONDNUOUS, SPUCE
MUST OVERLAP 20' MIN.
3' COVER (TYP.)
FOUNDATION/SLAB DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tat (813) 374-0321
ISSUED
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MIN. CONTINUOUS PERIMETER FOOTING
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(4) /12xYa
2N PURUN
BEAM MAY
BE FIAT
OR ROPE[
(1YP.IEACH
Ry)P. EACH
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
i' ANGLE
E
1W ANGLE (BRACE) W/
42W S.M.S. O EACH
OR INTERSECTION
E' ANGLE 2- LONG ON
RSIDEW/(4) 1112xi'i S.M.S.
LEG (BEAM k BRACE)
BRACE
PLAN)
ALTERNATE 12)
20 BRACE
DO Y50N KIM, P.E.
FLA. REG. NUMBER 49497
DO KIMT4CASCIOATES, LLC
39617
Drawing No. - 060811
SHEET 2OF3
V
014.4' S.M.S. W/ DYO FENDER WASHER
AND NEOPRENE GASKET a 12' O.C.
Ix5xl6' ANGLE 4' LONG SEALANT 3j' HA)L
(3) 6L4X%' S.KS.
(TYP. ! EACH BEAM)
(TYP. EACH STRAP
AND EACH SIDE)
MIIx(£' SMS W/ INTEGRAL %0
WASHER AND NEOPRENE GASKET
tz2 OB.
! IS- O.C. TOP 6 BOTTOM.
(4) /14x9' S.M.S. - 1.2 O.B.
SLOPE
TO SUPER GUTTER (IYP.)
o
0 000 00000(
000000000 00
O O
O O O O 000000
0 0 0 0co
0000000000
(4) /14x3/4' S.M.S.
(TYP.)
000
00000000000(
O
S.Y.B. BEAM
00
00
3' U LB EPS)
COMPOSITE PANEL
00
❑R)
00
(3)-%'0 THROUGH BOLT SEALANT
V/IY('0 WASHER
2"* ANGLE. EACH SIDE
SLOPE
(yr.)
S.KB. BEAM
(6) f14z3/4' S.M.S., 4 SCREWS
(SEE PLAN FOR SIZE)
000000000OC
EACH LEG (TYP.)SUPER GUTTER
0000Q0Q0O(
3z3x0.p93 POST MIN.)
304.050 IN. PLATE W/
(3) /14xY4' S.N.S. HMO
BEAM AND COLUMN (M.)
#Ipz ' S.N.S W/INTEGRAL WO WASHER AND
NE GASKET! 12' O.G, TOO 6 B117T014
IF CLEARANCE PROHIBITS MSTALLATRIN OF TOP
FASTENERS USE #14x4' S.KS W/114' 0 FENDER
WASHER AND NEOPRENE GASKET ! 12' O.C.
SCREEN ROOF TO COMPOSITE ROOF
CONNECTION DETAIL
304,093 POST (MIN.) �\
(6) 4110SMS, TOTAL, (3) EACH LEG
V AIM, C-C SPACING (TYP.)
3' BASE INSERT W/Uf' VERTICAL LEGS
( THICK 6063-TALLOY (TYP)
HH2O �§'• $D G L S EEL OR
OT DIPPEGALVANIZED
ED
WEDGE ANW/ MIN.
EMBEDMENT
INTO CONCRETE.
TE.
TOP OF CONCRETE ,.�•w.....,..--:
(MIN. 4' NOMINAL SIAB) • .
A4 /
SCREEN ROOF TO PANEU COMPOSITE
COLUMN TO FOUNDATION
CONNECTION DETAIL
MAX. DISTANCE FROM 1
BF/4( EDGE P.
USE 0.125' MIN. THICK ANGLE (EICH SIDE) OR
0.050' THICK 'U' CHANNEL BD83-TB ALLOY PLATEN/
(6) /124#)' S.M.S. EACH SIDE (U TOTA)
• :' MOST STRUCTURE (MASONRY OR WOOD)
° ••.°
S.M.B. BEAM
a.1
(MT OR SLOPED)
• (2) x' 0 x 2y' LONG WOOD LAG SCREW OR
SEE PUV! FOR sIZE
°.' (2) )L" 0 x 2W LONG MASONRY ANCINRI
°
°a•
• ' HOST STRUCTURE ANCHORS
f E
' EOVOLLY SPACED (TYPJ
• i
r
Y �.
AVxD ,� ° •�1
TYP. CARRIER BEAM TO HOST
STRUCTURE CONNECTION
EXTRUDED OR BRAKE -FORMED ROW HEADER
DR RECEIVING CHANNEL (0.044' MIN. THICKNESS)
WITH NIX. Up BEAMING LEG
(1) WO z 2' LAG SCREW ! 24' O.C.
ENTIRE LENGTH OF RECEMNG CHANNEL
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) H'0 x 4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING RECEIVING CHANNEL
SOFFIT
• • 1 x' 0 x 2%' LONG MASONRY ANCHORS OR
',:'•.� ! 24' O.C. MAX.
HOST STRUCTURE
(MASONRY OR Vfx10)
v SN.S. V/ II6'0 FEN. 4ASHER
NEOPRENE GASKET ! lB-'O.C.
3' COMPOSITE
i ROOF PANEL
• • • • • ° • •lllali* -1
• i • •
• • • • • '
EDGE BEAN
(SEE PION FOR SIZE, ATTAGI EACH SIDE OF UPRIGHTMIN. 0.050' WALL TD EOCE BEAM WITH (8) /10.2-
TH"Ness) , B.M.S., INTO SCREW SM. (4) SCREWS
I I EACH SIDE (TYP.)
COLUMN/POST —
(SEE PLAN FOR SIZE)
2X4 COLUMN
U
D❑ KIM
�2x4 SEAM & ASSOCIATES, LLC
S.M.S. EACH
KIN., 3
FASTENS S
COMPOSITE ROOF TO HOLLOW EDGE BEAM 2X4 CARRIER BEAM TO 2X4 UPRIGHT
CONNECTION DETAIL CONNECTION DETAIL
\_ EXTRUDED OR DRAKE -FORMED ROOF HEADER
OR RECEIVING CHANNEL (0.044' MIN. THICKNESS)
WITH HIM, I)i' BEARING LEG.
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. Wall screen shall be removed in accordance with Rule 61620-1.002
Alternative Design for Screen Enclosures. Aluminum shall be 7005-T53 Alloy, 6005-TS 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.
T. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise.
B. Unless otherwise shown, screws shall have minimum edge distance and center -to -center distances as shown in this table.
C4022 Low Carbon Steel SMS & Self-Drltling ITEK) Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0,188
s/W"
1/2"
#12
0.219
'/M"
9/16,
#14 (1/0
0.250
Y2"
9. Structure has been designed to meet the 5' Edition FBC (2014 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 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.
11. Aluminum roof pans shall be of aluminum alloy 3105-H14 or 3105-H28. Composite panel skins shall be of aluminum alloy 31105-H115
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tempe• FL M79
Tel: (813) 374-0321
ISSUED
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DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM 8 A7ATES, LLC
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TO F 33679
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Drawing No. - 060811
SHEET 3OF3