HomeMy WebLinkAboutTYPICAL SCREEN ENCLOSURE3' x 3' x 0.050' MIN. 60637T6 ALLDY
PLATE OR STRONGER (ONE>SIDE) WITH
(3) - #12 x -i S.M.Sr-NCH SIDE AS
SHOWN (%' MIN, PLAif EDGE DISTANCE
4 C-C FASTENER SPACING)
3' x 2' x 0.050' MIN. 6063-T6
ALLOY PLATE -,OR STRONGER
(ONE SIDE) !'
(3) - #12 S.M.S,
EACH SIDE 'jS SHOWN
( MIN. PLATE EDGE
DISTANCE 0C-C
FASTENER SPACING)
(5) 12x3/4" S.M:S.
1x2 O.B. ATTACHED TO BEAM W%-
(2)-$102"•S.M.S. INTO -SCREW -BOSS
(1)=1/4"A2" S.S_"-T9 U-BOLT
W/ A" NUT ANO-WASHER
® EACH SIDEcOF BEAM
#12x2" S:kS. 0 24" O.C.
Ix2 O.E.-:TO SUPER GUTTER
�i�
4);"#12x3/4' S.M.S.
= BEAM
r OR SLOPED) ,
(4) #12x3/4" S.M.S.-)
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0.090' THICK
CORNER POST' s EAVE RAIL _
(11 TOTAL) - 012 x
r 1' x 2' O.B. S.M.S AS SHOWN (Ya' MIN. _
-� PATIO SECTION PLATE EDGE DISTANCE L
C-C FASTENER SPACING)
0 6' x 5' x 0.050'
C 0 6063-T6 ALLOY PLATE
e (ONE SIDE) OR STRONGER
K-BRACE
2x3xO.070 CHAIR RAIL
K-BRACE
® O
K-BRACE -� _
CORNER POST
K-BRACE
I' x 2' LOLE PLATE II Ns, OTHERWISE
TYP. Y4' 0 CONCRETE
CORNER COLUMN
LATERAL " K" - BRACING
CONNECTION DETAILS
5xl¢' ANGLE 6' LONG
YP. @ EACH BEAM)
(2) Y4'Ox3' LG. @ EACH ANGLE
NOTES PRIMARY
ATTACHED TD H
CONVENTIONAL
'- FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO T
OR WESTER RED CEDAR
NUTED ON PLAN
STRUCTURAL GRADE 2 MIN.
(1) 14'Ox2' LG. LAG SCREW @ 24'
D.C. ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Y4'Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
11) Yi 0x2' LG. LAG SCREWS
C❑ p \ (TYP. @ EACH BEAM)
I� J 11) #12x2' S.M.S @ 12' o.c.
(MAX) BETWEEN BEAMS
X6 THICK CONTINUOUS
�^ ANGLE
GIRT (CHAIR RAIL)
I�G ��
BEAM=STITCHING SCREWS (SEE TABLE)_@ 24 O.C.
BY _ -
SPLICE PLATE (EACH SIDE OF BEAM)
w SPACE SCREWS A A. "4s'I"rI A 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
8lulcie OJouLIALLY (TYP.)
�x AC3
y1� Fo m
j J
jy e) #14x%'4' SCREWS
COJ (x) I (X o (max) (xxxx)
�, LINE LINE SCREWS PLATE
BEAM 'A' 'EIWC' TOTAL WIDTH
9 QPGQ th G l�a> FOR 2'p� 2x4 3 2 24 12'
`'SOSW 2x5 3 3 32 14'
'h L�60 U '►
2x6 4 3 40 14'
M 1 a l
1 8 2x7 4 56 9
2x8 5 5 64 16' y
x SEE ELEVATIONS
FOR 'K' BRACE"SIZE
1 x 1 x)b" BY 2" LONG
ANGLE, EACH SIDE (TYP
(4) Q14x12(' S.M.S.,
2 SCREWS
EACH LEG (TYPJ
HOLLOW POST -
;URE BEAMS SHALL BE
CONSISTING OF
FRAMING WITH MAX.
UNLESS OTHERWISE
(2) #1,Ox4' S.M.S. THRU. 20 ��
EAVE RAIL INTO PURUN SCREWf"�\
BOSSES'-," j
i\
USE #lox, � S.M. ® 24" D.C. —
TO CONNECJ'1 l'Y14 O.B. TO 20.
1x2 O.B. .f1ST NED TO COLUMN/POST
W/(2) A7Ox114" S.MiS. INTO SCREW BOSSES
(EACH END, TYP.)
—SECURE FASCIA TO EACH RAFTER
V/ (1) 14210x4' LONG PAN HEAD L
BEFORE ATTACHING SUPER GUTTE_
BEAM TO SUPER GUTTER
N10x' D. S.M.S. Ye' CONTINUOUS BEAD OF.
:ONNECTION DETAIL ®_ONSTRUCTION
2' O,C, ADHESIVE -_-
2x
2x9 5 6 72 18'
MANSARD BEAM 2x9(HW) 6 7 Be 018'
CONNECTION DETAIL 2xlo 7 796 y le'
(3) #12x>¢" S.M.S., EACH LEG AND MIN. (4) #1Ox3" LONG S.M.S. INTO
(6) #12x14" S.M.S. CHANNEL TO BEAM SCREW BOSSES (TYP. ALTERNATIVE)
(B) SCREW TOTAL BEAM STrtCHB1G_®_24-0.C—
(TYP. TOP AND BOTIOM OF SMB
2x3x0.070 —\-_� SEE TABLE FOR SIZES)
(SEE PLAN)
MIN. (4) #104" LONG
S.M.S. INTO SCREW 80
(IYP. ALTERNATIVE) /
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
BRAKE -FORMED RECIEVING CHANNEL
(MIN. 0.062" MATERIAL THICKNESS)
1"x21/8'x 1'x3"LG.
(TYP. ALTERNATIVE)
PURLIN TO ROOF BEAM
CONNECTION DETAIL
2x3xO.045 EAVERAIL ATTACHED TO
BEAMS WITH (3)-#1OX2" S.M.S.
INTO SCREW BOSS.
;µme
2x5x.125 ANGLE-2" WIDErWITH
(2)-#140" INTO BEAM &''(2)-#14x1"-
INTO UPRIGHT.
USE #10x1)4" S.M.S. ® 24" O.C. —
_ %'"10, CONNEI TO 1x2 O.B. TO 2x3.
PUR}�IUNFASTENED TO COLUMN/POST Z`'- (9) 12x3'i S.M.S. EACH SIDE-
O %/12x1" S.M.S. (EACH LEG) �rOFt EAM (TYP.) OR
USING X" THICK FLAT BAR BENT V(6)81012x3� S.M.S. EACH SIDE
TO FIT (6063-T6 ALLOY) OFi; EAM FOR 2x5 COLUMN TO
2x51BEAM
COLUMN/POST '(\ rro i 111M /on
LL POST / COLUMN TO PURLIN
CONNECTION DETAIL
J
� 7
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
7127
2015 ISSUED
0
0
0
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p
W
o
D
1x1x)(i" BY 3" LONG
(.31
cj)
ANGLE, EACH SIDE (TYP.)
O
(3) #12x$" S.M.S., EACH
a)
LEG (6) TOTAL (TYP.)
Z
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DRAWN BY:
DYK
CHECKED BY:
DYK
S.M.B. BEAM
SCALE:
AS SHOWN
MAY BE SLOPED OR FLAT
DATE:
8/11/06
(SEE PLAN FOR SIZE)
W MIN., 3 W MAX. C-C
SPACING OF FASTENERS (TYP.) +
%2' MIN. BEAM EDGE
DISTANCE (TYP.) ('�I
>T / COLUMN TO ROC
:ONNECTION DETAIL
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM UASSIATES, LLC
87
039
Tampa, FL 33679
Drawing No. - 060811
SHEET 1 OF 3
Ma_
3' MIN. ('TYP.) J�
�1 V
SIDEWALL COI
CONNEI
PURUN SUPV
COLUMN/POI ',
,.'VLE-FACH SIDE (TYP.)
2x2x' % 2 L.G. ANGLE
S.M.S. WITH MIN. '
TWO CONCRETE ANCHOR
W/ (4) /12x3/4' S.M.S
EDGE DISTANCE
W/2%" EMBEDMENT INTO
(EACH SIDE)
STRUCTURAL CONCRETE (TYP.
%-0 CONCRETE ANCHOR
�
NOTE 10)
1'x2' O.B. SOLE PLA71
EMBEDMENT
UCRACEro
STRUCTURAL
(EACH SIDE)
.
�. ,:
• ' �
.,
is
aac R°
//%(
Y� Ox2Y' CONCRETE
f -M
SCREW ANCHORI,O 24' O.C.
Lj
AND 9- FROM
�Sf (TYP.)v
.UMN TO CONCRETE 9•
COLUMN/Post t
'.TION DETAIL
1xz O.B.soLE buTE
,\
�,.
O
- T
SEE PLAN FOR SIZE
1x2 O.B. FASTENED TO CORNER l'� EDGE OF�COONNCRETE 1' (TYP.)
SECTION WITH /14xUf' S.M.S.O
24' O.C. iI W N ^`\ PLAN VIEW
� bi
2x2K%' ANGLE 2' LONG (EACH SIDE) Q~
W/(2 114x3'� S.MS. TO POST9
HOW
\1
& 3) 8 0 H.D. GALW J EXP. BOLT ♦ O S
W/ 2 1/2' MIN. EMBEDMENT
11111111
S.M.S. WITH MIN. �(j' Jfi- ANGLE. EACH SIDE (TYP.)
EDGE DISTANCE %-0 CONCRETE ANCHOR
W/236' EMBEDMEM INTO
STRUCTURAL CONCRETE (TYP.,
SEE NOTE 10)
�1-x2' O.B. SOLE PLATE
. +• •. •.. • f , ZS
3- MIN. (TYP.)
rc �
i X%21i CONCRETE
ca a� SCREW ANCHOR O 24' O.C.
Yj c _ AND 9' FROM POST (TYP.)
NU -
9, COLUMN/POST
1x2 O.B. SOLE PLATE
00
EDGE OF CONCRETE
PLAN VIEW
N COLUMN TO
1' (TYP.)
N
)o
ANGLE
S.M.5
'OST
BEAM
+
\�
✓'2' PURUN
"BEAM
2.2,4- ANGLE CUP, CUT AT 1x3 O.B. FASTENED TO CORNER
A 45• (+/-) ANGLE`AND SECTION WITH /104' S.M.S. W/
MAY
ATTACHED TO THE SCREEN ROOFDIA WASHER O 18' O.C.
BE FLAT
BEAM WITH ONE (1) Ys'0 THRU-
OR SLOPED
FENDER WASHER.
^ BOLT, ATTACHED
c\ DIAGONAL TO BEAM ORJEHALL NO RAIL
DIAGONAL BRACING SHALL NOT BE
O
ATTACHED TO ROOF P RUNS.
2x2x0.083 BRACE
2x5xX* ANGLE -- cJNG) V/ (2)-N14
TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)-
B14 TEKS INTO THE FRONT OF THE CORNER POST
"1x2 O.B. TOP FRAME
CORNER POST
-Ix O.B. SIDE WALL CORNER UPRIGHT
(SEE PLAN) ELEVATION VIEW
- TYPICAL DIAGONAL ROOF ^ ��/ CORNER POST / COLUMN
CONNFCTION ` , _ rl UPRIGHT DETAIL
,— COLUMN
2)4" MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
•
0.U. SOLE PLATE z
N
Y4 0x5 CONCRETE SCREWS O 24' O.C. 2%' MIN. CONIC.
(TYP.). 1)5' CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 1OD39
Tampa, FL 33679
Tel: (813) 374-0321
I0I7 sIISSUED
2500 PSI MIN. CONCRErE STRENGTH
'd a
' d •
APPROXIMATE Q I
G
a id
.
v rn
a' COMPACTED OR Q
d• 4 UNDISTURBED SOIL/SAND = W
I (1)—#5 RE:BAR, CONTINUOUS C 0
3' MIN. CONC. COVER, 36' MIN. IJA
— — — — LAP SPLICE U
c O
12' MIN.* —1
U
z
U LU
MIN. CONTINUOUS PERIMETER FOOTING `m w
(4) /12)c
4' NOMINAL CONCRETE SLAB 2'x PURUN
(2500 PSI, MIN.) W/Bx6x10 10
W.W.M. OR FIBER NFO
[POLYPROPYLENE FIBER —
1.5 POUND (MIN.)PER C.Y.]
V�
d ' i BEAM MAY
. .:• :.. . .a. :.•• ' . •. BE FLAT
OR SLOPEC
! d .. •x • • d 2) /IOx2A
. .. u EACH
• 0
((2) /1x3h
Le.
RY)P.EACH
.d,
•-UNDISTURBED SOIL OR COMPACTED
_ CRUSHED UMEROCK (9Dx PROCTOR)
MIN. (1)-/5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20• MIN.
3• COVER (TYP.)
8'(NDJ)
FOUNDATION/SLAB DETAIL
O Z
(L 1-
co
J
\/ALTERNATE
Z U
U_
0.\
(1)
:3uj
2xlyg" ANGLE
U o
r
BRACE
DRAWN BY:
DYK
2-xI-)A- ANGLE (BRACE) W/
CHECKED BY:
DYK
(4) /123PY4" S.M.S. O EACH
SCALE:
AS SHOWN
MEMBER INTERSECTKIN
DATE:
8111106
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
6' ANGLE 2' LONG ON
RSIDEW/(4) /12xY4- S.M.S.
LEG (BEAM & BRACE)
BRACE
PLAN)
ALTERNATE (2)
20 BRACE
DO YEON KIM,_P.E.
FLA. REG. NUMBER 49497
DO KIqeg-O IATES, LLC
7 9
(y
Drawing No. - 060811
SHEET 2 OF 3
DOUBLE
(SEE PL
Pa;
(4)-�'0 THRU-BOLT
W/ I}' WASHERS
DOUBLE S.M.B. BEAM
<SEE PLAN FOR SIZE:
-Y8'0 THRU-BOLT
1J' WASHERS
NOTCH POST TO
ACCEPT BEAM
POST
(2)-914x%- S.M.S.
THROUGH X OF 2x
UPRIGHT INTO
POST O 12" O.C.,
LIB
#14x 4" O 24' OL
(_•)
(1)-#10xi44" O 12' O.C. OR
(1)-#14xY4- O 24. O.0 S.M.S.
AT MIDHEIGHT OF BEAM
(1)-gax% S.M.S.
O 24" O.C., TOP
& BOTTOM
DOUBLER BEAM
(SEE PLAN FOR SIZE) —
irJ 1�
� BEAM STITCHING SCREW O 24' O.C.
(T1P, TOP AND BOTTOM OF SMB)
TO
TYP. BEAM TO D(
BEAM-CONNECTIOP
POST (SEE PLAN FOR SIZE) W/IY4' 0 THRU BOLT
W/1)'i 0 WASHER
BASE INSERT W/IYz' VERTICAL
LEGS Ya' THICK 6063-T6 ALLOY
11 NOT .A- T A M. BASES (TYP.)
(4)-%'0 HOT DIPPED GALVANIZED
WEDGE ANCHORS W/ 2Y4' MIN. EMBEDMENT
~ O O O INTa CONCRETE. .
• 1' TOP OF CONCRETE
•
.. •a
4.
4" OR 5" POST TO CONCRETE 2-MWEDGE
-_ - _ ._--;-`DISTANCE CTYPJ
CONNECTION -DETAIL _ - -
— �_
^ POST (SEE PLAN FOR SIZE) W/IY4' 0 THRU BOLT
(� �•► W/1Ya'A WASHER
2x SMB
4- BASE INSERT W/IYe' VERTICAL
UPRIGHT OR O.B.
LEGS )§' THICK 6063-T6 ALLOY
(SEE PLAN
Da NOT USE CAST ALUM BASES (TYP.)
FOR SIZE &
LOCATION)
(4)-%'0 HOT DIPPED GALVANIZED
WEDGE ANCHORS W/ 2344- MIN. EMBEDMENT
O O O
INTO CONCRETE.
;..:
' ••
-•
TOP OF CONCRETE
440.125 POST TO CONCRETE
CONNECTION DETAIL
. e.
2' MIN. EDGE
DISTANCE (TYP.)
adTCH KNEE BRACE TO ACCEPT BEAM -
FASTEN WITH (6) #14%444' S.M.S., DOUBLE BEAM (PATIO/S.M.B.)
EACH SIDE. OR (2) yi 0 THRU BOLTS
W/ WASHER 4 NUT.
1
.4x4xO.125 KNEE BRACE
7.
(ALTERNATNE)...46NEGTk!,1 EMBRACE
- � �`�:,wr O;Qso�•iHICK>'U"'CIiANNEL. 606�
O �+�--"�i'A�L-L-OY FP,LATE OR STRONGER;'FASTEN,-,,.
u'WITH E4)-"#i4X�y ISMS°EAI:H�IDE
OR (2) Y4'0 BOLTS W/ WASHER & NUT,
G
0
a
KNEE BRACE LENGTH
(24" MIN.)
(4)-#14XVe S.M.S.
KNEE BRACE CONNECTION DETAIL
General Notes and Specifications:
1. Contractor shall field verify all dimensions before construction and shall n
eer of disc
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, 00 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)4104" 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 & Self -Drilling (TEK) Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
5/16"
'/2"
#12
0.219
3/a"
9/ 6"
#14 (1/4")
0.250
Y2"
1 5/6"
9. Structure has been designed to meet the 611 Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, VIA% is
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 (ASO).
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -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.
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
' l1127
120 7I ISSUED I
►—
07
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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
D M SSOCIATES, LLC
A# 26887
0039
mpa, F 33679
Drawing No. - 060811
SHEET 3 OF 3