HomeMy WebLinkAboutPLANS_ CORNEI(PO� EAVE RAIL y�.• >'(1)`- REAM STITCHING SCREWS (SEE TABLE) @ 26.
F
I• x 2. O.B. SAS AS SHOWN (Y' MR ,,sss�6 SPLICE PLATE (EACH SIDE OF BEAM) D K I M
_ PATIO SECTION PLATE EDGE DISTANCE t ♦ SPACE SCREWS A A 5052-1132 ALLOY OR EQUAL, I/B' THICKNESS
L-C FASTENER SPACING) EQUALLY (TYP.) & ASSOCIATES, LLC
^.l R 6- u 5- z (U)SV COLUMN.
6063-T6 ALLOY PLATE ..-, a 00 N 5 L1 LTI N G
° e ONE SIDE) OR STRONGER '<',- A. � = o ^Yx, STRUCTURAL
161\Y K-BRACE 0[�✓r(' ='g( ENGINEERS
3' x 3- x 0A50' MIN. 6063-T6 ALLOY
PLATE OR.%STR➢NGER ONE SIDE) WITH 2.3.0.070 CHAIR RAL
a) - BIB/x 3( SRS, EACH SIDE AS ® p j l,, PO Box 10039
SHDVN'K36- HIM PLATE EDGE DISTANCE K-BRACE p Tampa, FL 33679
N CC/FASTENER SPACING)
_ p 0 p� y 1t(P a140'4' SCREWS q Tel: (813)374-0321
K-BRACE
CORNER POST 6" l BEAM LINE LINE SCREWS PLATE RevJCM De3Ci1 GOn
2- x 0A50' MIN. 6063-T6 R' ov 34x4p1)) » 'A' 'H't'C' TOTAL WIDTH 7rzl
ALLOY PLATE OR STRONGER _ 'O' �A l4•) 0(l 0 IDt6
ONE SIDE) 6 5R BNG tN'f 2� 2x4 3 2 24 l2' 0 ISSUED
PT VN ` t0 2x5 3 3 32 14- 2x6 4 3 40 14'
(3) - B12 z 3ii SMS, K-BRACE / y� Rta+l� g`4%ice
EACH SIDE AS SHOWN P -' p-5i� 4"-`�;✓5(0� 16=
((6' MIN. PLATE EDGE GIRT (CHAIR RAIL) g pN aM 0
DISTANCE t C-C �,� 2xB 5 5 64 16'//
FASTENER SPACING) PT)'
2z2x0.W3 2z9 5 6 72 18" ° Q
° A UNLESS
P.). MANSARD BEAM 2x9(HV) 6 7 es (ate•
° �V x 2- E PLATE Mi MUSE �4� CONNECTION DETAIL 2x10 7 7 6� p
IS -
FOUNDATION
0 CONCRETE ANCHOR (2 PLACES)
.IEU OF TYP. Y 0 CONCRETE
EVS FOR CORNER COLUMN
M SEE ELEVATIONS
PER 'K' BRACE SIZE
LATERAL "K" - BRACING
1.14' BY 2" LONG u Y
ANGLE, EACH SIDE (TYP.)
Jor"."'I"w",
GIRT/CHAR RAIL
CONNECTION DETAILS
PLAN
ip(PwSCgIVNEpi
Lu
0.2" LONG
SCREW 0055E5
w^
^4 Cle OI I t
C
n
2 SCREWS S.M.S..
(TYP. ALTERNATIVE)
fey
V
V
EACH LEG (Tv.)
M
S.M.D. POST
N'V (5) a12z3/4' S.M.S. �-
HOLLOW POST_
Ix5x36- ANGLE W LONG
1>2 O.B.�ATTACHED TO BEAM W /
(TYP. @ EACH BEAM)
(2)-a20%2' S.M.S. INTO SCREW BOSS
`'a�-
(1)-1/4'df S.S. THRU-BOLT
(2) Y•0x3• LG. @ EACH ANGLE
W/ Yi NUT AND WASHER
EACH SIDE OF BEAM
NOTE PRIMARY.SCREEN ENCLOSURE BEANS SHALL BE
ATTACHED TO HOST, STRUCTURE CONSISTING OF
CHAIR RAIL III GIRT TO POST
a12x2' S.M.S. 0 24" O.C.
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
OVERHANG NO TO EXCEED 30- UNLESS OTHERWISE
CONNECTION DETAIL
lx2 O.B. TO SUPER GUTTER
FACIA TO BE 2x6 O([N) S.P.F.
OR NESTER RED CEDAR - NOTED ON PLAN ➢VG.
STRUCTURAL GRADE 2 MIN •T.
,ems- g ^-= --_..
2x30.045 EAM
BEAMS INDR11-0
(4) a12x3/4' S.MS.
(D y0x2' LG. LAG SCREW @ 24• \,-t
O.6 ENTIRE LENGTH OF GUTTER
=-' -- --per -_
2x PURUM
INTO SCREW B(
F BEAM
SECURE FASCIA TO EACH RAFTER TAIL w(2)
(MAY BE SLOPED�-
OR MT)
at Oa40'S.MS THRU.
2x3
T OR SLOPED)
V/ 0) WOXV LONG PAN HEAD LAG SCREWS FA£-RAL INTO PURUN
*� BEFORE ATTACHING SUPER GUTTER BOSSES
SCREW
2x5x.125 ANGLE-2'
- (2)-a,4x1" INTO BE
(EIR)
(4) a12x3/4' S.M.S.J
EACH LEG.
5' or 7- SUPER
MIN, 0490- THICK
Y B10x3/4• S.M.S
CONNECTION DETAIL 0 2. O.C.
(3) /12xY/' S.N.S.. EACH LEG AND MIN. (4) a1ox3' LONG S.M.S. IWO
(6) a120r S.M.S. CHANNEL TO BEAM SCREW BOSSE (TIP. ALTERNATIVE)
(9) SCREW TOTAL
BEAM STITCHING 024" O.C.
\ YP (T. TOP AND BOTTOM OF SUB
2x3x .070 , SEE TABLE FOR SIZES)
•w�._ _ � ��1x1x16" BY 3' LONG
M@RELIEVING -FORMED CHANNEE=='" ANGLE. EACH SIDE (TYP.)
N. 0.062' MATERIAL THICKNESS) (3) a12xY/
P. ALTMRmvE) - S.M.S., EACH
x 2 1/W x 1" x 3" US. LLG (6) TOTAL (TYP.) YYY
PURLIN TO ROOF BEAM
CONNECTION DETAIL GOO
St. V%�
)PEO OR FIAT
FOR SIZE)
SCANNED
BY
Lucie Comftq
J
Q
1..,"
W
C ❑
6
U
5
tzI`�It9 ,Y
1 CHECKED BY: DYK
SCALE: AS SHOWN
4e�A INR) UPRIGHT. =j %F
d L. s a
•� USE!at Ox,y/' S.MS. 6 24" O.C. — — — � {� o SCANNED
TO CONNECT TO Ix2 O.B. TO 20. '
%\ x, DO YEON KIM, P.E.
p BY
USE a1Ox1)4• OMix O 24' O.C. (��
. (�, FLA. REG. NUMBER 49497
(ll Yj 0x2' LG LAG SCREWS — — _ — — ('PTO CONNEQ TO tx2 O.B. TO 2x3. St. Lucie OU
(TYP. @EACH BEAN) f
lx2 O.B: FASTENED TO COLUMN/POST
(tl BETWEEN
@ 12' o.c PURDN) #1I 1- S.M.S.COLUMN/POST
(MAX)HBETWEEN BEAMS W/(2) ®t Ox1$' S.M.S. INT(`�SCH SCREWBOSSESWITH (4) a12x1" .MEACH lEC)\ '`"i (9) at?.OF BEAM '.SO.RFACH SIDE y4• MIN, 3 16' MAX. C-C
ti USING J6' TRICK FLAT BAR BENT 4 . •'� (6) a12 ri S.NS. EACH SIDE SPAT" OF FASTENERS CTYPJ DO KIM 2 17TES, LLC
ANGTE ILK CONTINUOUS TO FIT (fi063-TES ALLOY) ) II)OF BEAM FOR 2x5 COLUMN TO MIN. IF
EDGE P ox1 039
2x5 BFMI
Npp$71 Di STANCE <TYP.) Tamp 9
COLUMN/POST
COLUMN/POST
SECURE FASCIA TO EACH RAFTER\TAIL,_ ��• �Qq
V/ (D Wox4' LUNG PAN HEAD LAG)SCREV6
BEFORE ATTACHING SUPER GUTTER
_ SIDEWALL POST / COLUMN TO PURLIN -,--MAIN POST / COLUMN TO ROOF BEAM
Y, CONTINUOUS HEAD OF CONSTRUCTION •E'er ���
ADHESIVE p CONNECTION DETAIL - CONNECTION DETAIL
Drawing No. - 060811
SHEET 1 OF 3
—_
'^---PURUN SUPPORT
LOWMN/POSE
/�vn
0< Jb' ANGLE, EACH SIDE (TYP.)
_ ___
y-ri
Bx5x16I ANGLE (2' <21-414
W/ (4)8' z Z' LG ANGLE S.M.S. WI1N MIN. )§'
W/ (Q /12x3/4' S.M.$ EDGE DISTANCE
'336.O CONCRETE ANCHOR -' -
ERBEDIAEM RRO �.e�
BEAM-Y
_
"'
.✓``S
2x3 AV
TEKS INTO TOP OF 2x3 SAVE RAIL AND (B)-
014 TEKS INTO THE FRONT OF THE COWER POST
❑ ❑ K I M
(EACH 40E)
SmUCNRA CONCRETE (IYP., P.
smu
-Y,
%'0 CONCRETE ANCHOR
EE NOTE lO) '_^�
1 12'`. O.B. WILE PLATE y
�av'. l
t \
ASSOCIATES, LLC
y
O O W/2%' EMBEDMEM IWO li
ijJ
e,•� 2's PURUN
\ t
>.^
(
STRUMRAL CONCRETE
(EACH ODE)
i f`
CONSULTING
`�
Iz2 D.B. TOP FRAME
STRUCTURAL
1 • '_.
•'
ENGINEERS
fJ a
�'4'' °
-�
. '
2x2A- ANGLE CUP, CM AT,-
Ix3 O.B. FASTENED TO CORNER CORNER POST
w.4..
T
A 4S (4/-) ANGLE AND
SECHoN MIN /lox2' S.M.S. W/
' MIN. (TYP.)
�. ,y BFAA1 1(AY
ATTACHED TO THE SCRER( ROOF
BEAM WTH ONE (1) WO THRU-
%' DIA WASHER O 18' O.C.
PO Box 10039
A.
ipw
EZu
Y4'¢x2Yi CONCRETE 17 BE FIAT
SCREW ANCHOR O 24'�O.C. OR SLOPED
^ BOLT, WRH FENDER WASHER.`;
fi ATTACHED TO BEAT OR FAVE:RAIL
tz O.B. SIDE WALL CORNER UPRIGHT
33679
Tampa, FL 4-032
Tel: (813) 374-032T
PNO 9' FROM POST (IYP.f
O
/( DIAGONAL BRAGNG SHALL NOT BE
ATTACHED TO ROOF PURUNS.'
- 04-
N
4ia
V
.093 RACE
RevJDat
Description
QD
7015
TssuED
I, (sue ELEVATION VIEW
-
_.:—�SIDEWALL COLUMN TO=CONCRETE 9' CO UMN/POE i'`
CONNECTION DETAIL'j
1.2 D.B. SOLE PLATE
�r
z �- Z°1
tig PLAN -TYPICAL DIAGONAL
ROOF
O
CORNER POST/ COLUMN
UPRIGHT DETAIL
Q
�BRACE CONNECTION
sa'PUN FOR 9ZE
lx2 O.B. FASTENED TO CORNS
SECRON PATH /14x1YA' S.M.S./
24' O.C.9
I'
CORNER POST / COLUMN
Y0 ANGLE EACH SIDE OYP.)
%'• CONC ANCHOR
- W/lib' EMBEDMENT INTO
SHRUCTURA CONCRETE (IYP.,
SEE NOTE 10)
�1'x2' O.B. SOLE PLATE
ARK
•..
Ir
•�
3' MIN. (II
/'
irci
Yi 0v7Y' CONCRETE
tom¢
SCREW ANCHOR O 24r,'. D.C.
+,((
AND 9- movnST
a
EOCE OF CONCRETE l' (TYP.) i
PLAN VIEW
` MAIN COLUMN TO CONCRETE
F,
CONNECTION DETAIL �
1' (TYP.)
BEAM SUPPOM
CUMIMN/PDsT
2x2x1/8' . 2' LG.
W/ (4) /12 J/4'
(EACH SIDE)
POST
COLUMN
211' MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
0.9. SOLE PLATE
-}4 0x5' CONCRETE SCREWS O 24'O.C. �23§' MIN. CONC. ,
(TYP.). %' CONC. EMBEDMENT (MN.) UISIMMENT (TYP.)
TYPICAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
d 4
°a 4
°' 4d
A
'd.
4' ° .
8'(NINI
FOUNDATION/SLAB DETAIL
4' NOMINAL CONCRETE SLAB
_ 500 MI. MIN.) W6.6xIOIO
WW.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER CY.)
d.
4 4d•
• d°
`UNDISNRBED SOIL OR COMPACTED
CRUSHED UMEROCK (90S PRO(mR)
MIN. (1)-j5 REBAR COMNUOUS, SPLICE
. MUST OVERLAP 20' MN.
3' COVER (IYP.)
2500 PSI MIN. CONCRETE STRENGTH
APPROXIMATE
Gym d
-II—I I d d II�
a J
da' I COMPACTED OR _ FQ-
d, q I I UNDISTURBED SOIL/SAND — W
REBAR, CONTINUOUS C
MIN. CONC. COVER, 36' MIN. W
I I I I bull T LAP SPLICE U CO
O
J
12MIN! DEDj U
LU
U
� W
MIN. CONTINUOUS PERIMETER FOOTING a)a)w
(4) 112h2'
2% PURUN
BEAM MAY
BE MT
OR SLOPE(
z) 01ox2X
MP. EAU
(2) el Ox
TP. EACH
4 O
c�D
a
(n
F
J
Q
Z U
U
W U
a
ALTERNATE
Q
E
ANGLE
U
BRACE
BRACE
DRAWN BY:
DYK
''-"W ANGLE (BRACE) IN/
I CHECKED BY:
DYK
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
12A S.M.S. O EACH
M INTERSECRON
ANGLE T LONG ON
ISIDEW/(4) j12kY S.M.S
LEG (BEAM h BRACE)
IRACE
PUN)
ALTERNATE (2)
2x3 BRACE
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM&AS..,CIATES,LLC
0039
Tampa, FL 33679
l!y'rY
Drawing No. - 060811
SHEET 2OF3
BEAM (SEE PLAN FC
UPRIGHT (SEE PLAN FOR
General Notes and Specifications:
i
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 All 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
'/ "
1/z"
#12
0.219
#14 (1/4")
0.250
Y2
D❑ KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374A321
IFY111y;
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J W }
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l SCALE: AS SHOWN l
DATE: Bn1/06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
9. Structure has been designed to meet the 6" Edition FBC (2017 FBC).
Project is sited
where the ultimate design wind speed. Val, is
ES. LLC
DO KIMW§6
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).
003,
ra0039
79
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon
concrete screws,
Simpson Strong -Tie Anchors or Titian Screw
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.
Drawing No. - 060811
SHEET 3 OF 3