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NUMBF3EF-R 49497
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CA- # 7-6887
p0 KIM 8. ASSOC-, !.-LC
P.O. BOFX 1003
K2
TAM PA, 9
(813) 875-9955
\ CORNER POST N — EA WE RAIL
\ e
e
O
ALLOY
PLATE OR STRONGER (ONE SI➢E> WITH
x 3' x OD50' MIN. 6ACH
13 EACH SIDE AS
(3) - 412 x Y' S
PSAS,LAT
SHOWN (A§' MIN. PLATE EDGE DISTANCE
\
M C-C FASTENER SPACING)
CDRNER
POST
3. 2' . 0.050' MIN. 6063-TG
ALLOY PLATE OR STRONGER
(ONE SIDE)
(3) - K12 . Y' r K-RR/+CE
EACH SIDE AS SHOWN IIIY//
MIN. PLATE EDGE
DISTANCE B
FASTENER SPACING)
V . 5' . 0➢50'
6063-T6 ALLOY PLATE
(ONE SIDE) OR STRONGER
K-BRACE
2.30.070 CHAIR PAIL
LACE
K-BRACES
V 1 11LE PLATE II \OTi SE
0 CONCRETE ANCHOR (2 PLACES)
]EU"F TYP. Y' 0 CONCRETE
EMS FOR CDRNER CGLUMN
1C BE STITCHING SCREWS (SEE TABLE) 2 24' D.C.
IN. SPLICE PLATE (EACH SIDE OF BEAM)
6 SPACE SCREWS A A A 5052-1-32 ALLOY OR EQUAL, 1/8' THICKNESS
+) EQUALLY (TYP.)
COLUMN �l
Q
A w�
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�pl
Z('Cc1YP3 Y4aSIAP1pSf51i
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1
1%C LtHF M^Y?IA •�
GIRT (CHAIR RAIL)
BEAM
CONNECTION DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tempe, FL 33679
Tel: (813) 374-0321
ISSUED
(}) ®12.Y' S.M.S.. EACH LEG AND MIN. (4) #10x3' LONG S.M.S. INTO
(6) �12A* S.M.S. CHANNEL TO BEAM SCREW BOSSES (TYP. ALTERNATNE)
(9 SCREW TOTAL
BEAM TORCHING O 24' O.C.
(TYP. TOP AND BOTTOM OF SMB J
PURUN 70 SEE TABLE FOR SIZES) Q
LATERAL "K" -BRACING 1.1x16' BY 2- LONG
ANGLE. EACH SIDE (TYP.) O(SEEP�N)
GIRT/CWJR RAIL
CONNECTION DETAILS \ RAKEIN.I10x2' LONG
(4) g14xMe' S.M.S., O TCREW BOWES
2 SCREWS (TYP. ALTER—W)
EACH LEG (TYP.) S.M.B. POST
HOLLOW POST
(5) Y12x3/4' S.M.S.
Ix5.%' ANGLE 6' LONG
1.2 O.B. ATTACHED TO BEAM W/
(2)-1110X2- S.M.S. INTO SCREW BOSS
(TYP, 2 EACH BEAM)
(1)-1/4'4" S.S. THRU-BOLT
(2) Y'0.3' LG. 2 EACH ANGLE
W/ Y' NUT AND WASHER
O EACH SIDE OF BEAM
SCREEN ENCLOSURE BEAMS SHALL BE
ATTACHED TO HOST STRUCTURE CGNSISTING OF
CHAIR RAIL / GIRT TO POST
j1OTE-PRINA1Y
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
OVERHANG NO TO EXCEED 30' UNLESS GTHERWISE
CONNECTION DETAIL
/12x2' S.M.S. O 24' O.C.
FACIA TO BE 2x6 (MIN.) S.P.F. NOTED ON PLAN DWG.
IX2 O.B. TO SUPER GUTTER
DR WESTER RED CEDAR
STRUCTURAL GRADE 2 MIN.
2.3.0.045 FAVEMIL ATTACHED TO
(4) /12.3 4' S.M.S.
/
0) Y'0.2' LG. LAG SCREW 2 24'
BEAMS WITH (3)-10.2' S.M.S.
INTO SCREW BOSS.
D.C. ENTIRE LENGTH OF GUTTER
PURLIN
(2.M
(MAY BE SLOPED
\
ROOF BEAM
SECURE FASCIA TO EACH RAFTER TAIL
(2) a1 Ox4' T.M.T. THRV. 2xJ
OR FLAT)
(RAT OR SLOPED)
W/ (1) WO.4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER FAVE RAIL INTO PURLIN SCREW
BOSSES
2x5x.125 ANGLE-2' WIDE YA
(2)-N14x1" INTO BEAM & (2)-#14x1
INTO UPRIGHT.
USE #10x1Y' S.M.S. O 24' O.C.
((1) FOR 46 ANGM LA TIRE
(2 FOR 2x8 EMS OR LARGER.)
TO CONNECT TO 1.2 O.B. TO 2.3.
USE Nx1Y' S.M.S. O 24' O.C.
<U Y'mx2' LG. LAG SCREWS
_ _ _ _
O
TO CONNECT TO 1n2 O.B. TO 2.3.
(OR) (TYP. 2 EACH BEAM) 1.2 O.B. FASTENED TO COLUMN/POST
(U 012x2' 2 12' o.c _
PURLIN FASTENED TO COLUMN
COLUMN/POST
EACH SLOE
(EACH 1LEG./4' S.M.S.
BETWEEN
(MA%) BETWEEN BEAMS W/(2) B10x1Y S.M.S. INTO E D, TYP'
WITH (4) a12.1 S.M.S. (EA(H LEG)
-
OF) BEAM (TYP.) OR
USING 1; THICK MT BAR BENT
(6) 1112�' S.M.S. EACH SIDE
NA' THICK CONTINUOUS
ANGLE
TO FIT (6063-T8 ALLOY)
OF BEAM FOR 2.5 COLUMN TO,
5' or ]' SUPER GUTTER
MIN. D.09D' THICK
2.5 BEAM
COLUMN/POST
COLUMN/PO
SECURE FASCIA TO EACH RAFTER TAIL
W/ (U K'0.4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
PURLIN TO ROOF BEAM
CONNECTION DETAIL
F
Lu
W
of
0
1.14* BY 3* LONG
V
E)
O
ANGLE, EACH SIDE (TYP.)
C
(3) #12.)f' S.M.S.. EACH
Z
LEG (6) TOTAL (TYP.)
U
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DRAWN BY:
DYK
,\
CHECKED BY:
DYK
-' S.M.B. BEAMI
SCALE:
ASSHOWN
MAY BE SLOPED OR FLIT
T(SEE PLAN FOR SIZE)
DATE:
BN1 O6
Y' MIN., 3 )1- MAX. C-C
SPACING OF FASTENERS (TYP.)
Ye' MIN. BEAM EDGE
DISTANCE (TYP,)
ROOF BEAM TO SUPER GUTTER SIDEWALL POST / COLUMN TO PURLIN MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL ®1 23 O4C.S.M.S. ADHESIVIENUOUS BEAD OF CONSTRUCTION
CONNECTION DETAIL CONNECTION DETAIL
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC
CA# 26887
PO BOX 10039
Tampa, FL 33679
Drawing No. - 060811
SHEET 1 OF
PURLIN SUPPORT
COLUMN/POST
J4" ANGLE, FACA S1DE (TYP.)
8' x 2" LG. ANGLE
S.M.S. WITH MIN. �§'
%"0 CONCRETE ANCHOR
BEPM
W/ (4 W12x3/4" S.M.S
W/
EDGE DISTANCE
W/2% EMBEDMENT INTO
(1 �
O O
O O
(EACH SIDE)
H
ie"0 CONCRETE ANCHOR
W/2%" EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
EE NOTE 10)
1'x2" O.B. SOLE PLATE
2'x PURLIN
STRUCTURAL CONCRETE
(EACH SIDE)
'
2A24' (ANGLE CLIP, CUT AT
A 45' +/-) ANGLE AND
3' IN.
BEAm MAY
ATTACHED TO THE SCREEN ROOF
BEAM WITH ONE (1) Ya"0 THRU-
�N
1a"0x2y" CONCRETE
SCREW ANCHOR O 24" O.C.
BE FLAT
OR SLOPED
BOLT, WITH FENDER WASHER.
ATTACHED TO BEAM OR LAVE RAIL.
AND 9" FROM POST P.
(N )
O
DIAGONAL BRACING SHALL NOT BE
ATTACHED TO ROOF PURUNS.
SIDEWALL COLUMN TO CONCRETE 9•
COLUMN/POST
2x2 D-3 BRACE
(SEE PLAN)
CONNECTION DETAIL
l
1A2 O.B. SOLE PI -ATE
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
O
SEE PLAN FOR SIZE
♦� EDGE OF CONCRETE 1• (TYPO
1.2 O.B. FASTENED TO CORNER
SECTION WITH &14.%' S.M.S.®
24' o.c.
PLAN VIEW
2x2x)§' ANGLE 2" LONG (EACH
SIDE)
W/(2) j—i4- S.M.S. TO POSTlu
h 3 80 H.D. G4LV. EXP. BOLT
W/ 2 1/2" MIN. EMBEDMENT
CORNER POST / COLUMN
TO CONCRETE
CONNECTION DETAIL
S.M.S. WITH MIN. %*
)e" ANGLE, EACH SIDE (TYP.)
BEAM SUPPoRT
COLUMN/POST
EDGE DISTPNCE"0
CONCRETE ANCHOR
2A2A1/B' A 2" LG. ANG1E
W/2% EMBEDMENT INTO
STRUCTURAL CONCRETE (TYP.,
W/ (4) #12x3/4" S.M.S
SEE NOTE 10)
O.B. SOLE PLATE
(EACH SIDE)
O O
�1"x2"
O O O O
O O
-
s
POST -
3" MIN. (TYP.)
ff
Y4"0x2Y" CONCRETE
SCREW ANCHOR 0 24" O.C.
AND 9" FROM POST (TYP.)
COLUMN/POST
T
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
— COLUMN
2Y" MAX. THICK BRICK PAVERS
SFi IN MORi ON TOP OF FOOTER
O.B. SOLE PLATE
A
- y" 0x5' CONCRETE SCREWS O 24"0.C. 2%" MIN. CONC.
(TYP.), 1Y2" CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
4" NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6A6x10/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.]
ad-
d
d
Q, a
`UNDISTURBED SOIL OR COMPACTED
CRUSHED LIMEROCK (90% PROCTOR)
MIN. (1)-®5 REBAR CONTINUOUS. SPLICE
MUST OVERLAP 20" MIN.
8'(MIN.)
3' COVER (TIP.)
FOUNDATION/SLAB DETAIL
2x5x36' ANGLE -
TEKS INTO TOP OF
N14 TEKS INTO THE
1x2 O.B. TOP FRAME
1.3 O.B. FASTENED TO CORNER CORNER POST
SECTION WITH /10x2" S.M.S. W/
CIA WASHER 0 18'. O.C.
tx O.B. SIDE WALL CORNER UPRIGHT
ELEVATION VIEW
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
d
III_
,
llllll�
�
COMPACTED OR
Q
.• d
ljl UNDISTURBED SOIL/SAND
= W
L_ (1)-#5 REBAR, CONTINUOUS
c 0
I u ll 3" MIN. CONIC. COVER, 36" MIN.
- ILE
Of
—� I —11 -III- LAP SPLICE
-1IIr II,rlI 11 1 ITT' o
12" MIN! N U
U Z
Tn LU
Z
MIN. CONTINUOUS PERIMETER FOOTING w
(4) #12.)"
2"A PURUN
BEAM MAY
BE FLAT
OR SLOPED
W#1Ox2it
P. EACH
(2) #10x31i
P. EACH
�
Z
0_
d
0
c)
Q
Z
U
U
W_
a
ALTERNATE (1)
J
W
20iyh" ANGLE
r-)
F
BRACE
DRAWN BY:
DYK
2"x1"A' ANGLE (BRACE) W/
CHECKED BY:
DYK
SCALE:
AS SHOWN
(i4) #12INTERSEC. 0 EACH
ON
DATE:
8/11/06
' 2x2A' ANGLE 2" LONG ON
UNDE-IDEW/(4) #12A,' S.M.S.
EACH LEG (BEAM h BRACE)
„
2x3 BRACE
(SEE PLAN)
ALTERNATE (2)
20 BRACE
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
Drawing No. - 060811
SHEET 2OF3
DOUBLE S.M.B. BEAM - -
(SEE PLAN FOR SIZE)
POST
(4)-93.0 THRU-BOLT
W/ 11- WASHERS
I
DOUBLE S.M.B. BEAM
(SEE PLAN FOR SIZE)
(3)-%'0 THRU-BOLT
W/ It- WASHERS
NOTCH POST TO
ACCEPT BEAM
/A
POST J
DOUBLE CARRIER BEAM TO
POST CONNECTION DETAIL
(2)-#14A" S.M.S.
THROUGH h OF 2.
UPRIGHT INTO
POST O 12" O.C.,
(TYP.)
#14. 4" O 24" O.C.
\ (TYP-)
(1)-/1004" O 12' O.C. OR
(1)-#14xY." O 24" O.0 S.M.S.
AT MOHEIGHT OF BEAM
(1)-# 4- S.M.S.
O 24" O.C.. TOP
& BOTTOM
DOUBLED BEAM
(SEE PIAN FOR SIZE)
BEAM STITCHING SCREW O 24" O.C.
(TYP. TOP AND BOTTOM OF SMB)
S.M.B. BEAM
(SEE PLAN FOR SIZE) NOTCH KNEE BRACE TO ACCEPT BEAM
FASTEN WITH (6) #14x4' S.M.S., DOUBLE BEAM (PATIO/S.M.B.) I] K I M
EACH SIDE OR
(2) Y4'0 THRU BOLTS
W/ WASHER 6 NUT. & ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
ANGLE (EACH SIDE)
(B) #14=21%" S.M.S. EACH SIDE
OF BEAM
TYP. BEAM TO DOUBLE CARRIER BEAM CONNECTION
POST (SEE PLAN FOR SIZE) (3)-%'0 THRU BOLT
W/ly'0 WASHER
2. SMB
BASE INSERT W VERTICAL
UPRIGHT OR O.B.
606
LEGS THICK ALLOY
(SEE PLAN
FOR SIZE &
OD NOTT USE CASTT ALUM. BASES (TYP.)
LOCATION) —�
(4)-%'0 HOT DIPPED GALVANIZED
WEDGE ANCHORS W/ 2Ya' MIN. EMBEDMENT
INTO CONCRETE.
���
TOP OF CONCRETE
4� •.4 .•
A'•
• 2-
MI EDGE
DISTANCE (TYP,)
POST TO CONCRETE
CONNECTION DETAIL
I
4.4.0.125 KNEE BRACE OR SEE PLAN FOR 512E
(ALTERNATIVE) CONNECT KNEE BRACE
W/ 0.050" THICK 'U' CHANNEL. 6063-16
O
ALLOY PLATE OR STRONGER FASTEN
O
WITH (4) k14X SMS EACH SIDE.
OR (2) y'0 BOLTS W/ WASHER 6 NUT,
O
O
0
a
KNEE BRACE LENGTH
(24" MIN.)
S.M.S.
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 8 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-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 #10x3/4" 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 edqe distance and center -to -center distances as shown in this table.
C-1022 Low Carbon Steel SMS 8 Self -Drilling (TEKI Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
/„"
V2"
#12
0.219
#14 (1/4")
0.250
'/z"
9. Structure has been designed to meet the 71"Edition FBC (2020 FBCI.Project is sited where the ultimate desigmwind speed; V,,,, is 150 mph
(3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4.2020 FBC reduced by 0.88
for screen mesh factor, 0.6 for allowable stress design (AS D).
10, Concrete anchorsmay be "Large Diameter Tapcons"(LTDsI;Tapconconcrete screws, Simpson Strcng-Tie-Anchors or Titian Screws 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.
PO Box 10039
Tampa, FL 33679
T01: (813) 374-0321
ISSUED
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ULU
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DRAWN BY: DYK
CHECKED BY: DYK
R DO YE I�.E.4 -
NU BER4S9i
®p LLC
f?d1Rpxa1R933..
•��am��E=336/s
Drawing No. - 060811
SHEET 3 OF