HomeMy WebLinkAboutBldg plans3' x 3' x 0.050' MIN. 6063-T6 ALLOY
PLATE OR STRONGER (WE SIDE) WITH
(3) - #12 x %' S.M.S. EACH SIDE AS
SHOWN <%' MIN. PLATE EDGE DISTANCE
4 C-C FASTENER SPACING)
3' x 2' x D.O50' MIN. 6063-T6
ALLOY PLATE 09 STRONGER
MINE SIDE)
(3) - #12 SAS,
EACH SIDE AS SHOWN
(Y3' MIN. PLATE EDGE
DISTANCE B C-C
FASTENER SPACING)
FOUNDATION
CORNER POST
CORNER POST
V x 2' POLE PLATE
0 CONCRETE ANCHOR (2 PLACES)
IN LIEU OF TYP. Y' 0 CONCRETE
SCREWS FOR CORNER COLUMN
THESE PLANS AND ALL PROPOSED WORM:
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED.BY•FIELD INSPECTORS THAT
MAYBE NECESSARY IN ORDER TO
COMPLYWH ALL APPLICARLE CODE$.
(5) #12x3/4^ S.M.S.
1x2 O.B. ATTACHED TO BEAM W/
(2)-#10X2" S.M.S. INTO SCREW 8O55
(1)-1/4•xYA• S.S. THRU-BOLT
W/ Y4^ BUT AND WASHER
6 EACH S10E OF BEM(
p12x2" S.M.S. - 1x2 O.B.
TO SUPER GUTTER (TYP.)
(4) #12x3/4^ S.M.S.
ROOF BEAM
(MT OR SLOPED)
2x24" ANGLE, EACH SIDE y�
(FOR ACUTE ANGLE CONOMONS
INSTALL ANGLES AND FASTENERS
INSIDE THE BEAM)
(4) #120/4" S.M.S.
5' Or 7' SUPER GUTTER
M[N. 0.090' THICK
2' 0 DOLLOP W CONSTRUCTION J
ADHESIVE B 5' o.c.
NOTE, CONSTRUCTION ADHESIVE SHALL MEET
ASTM C-557. NIN SHEAR STRENGTH R 7
DAYS = 425 PSI
VE RAIL
C31 TOTAL) - #12
V x 2' O.B. SAS AS SHOWN I
- PATIO SEMON PLATE EDGE ➢IST
C-C FASTENER SI
6' x 5' x 0450'
6063-76 ALLOY PLATE
(ONE SIDE) DR STRONGER
K-BRACE
204.070 CHAIR RAIL
K-BRACE
K-BRACE
LATERAL"K'- BRACING
CONNECTION DETAILS
1x5x1§' ANGLE 6' LONG
<TYP, B EACH BEAM)
-(2) Y{0x3' LG. 9 EACH ANGLE
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL
CALE_D,..F_A_S. TOM
_ ORATTACN
______EQUALLY (TYP.)ARIHEWPOMYVRNESCREWS
COLUMN
GIRT (CHAIR RAIL)
• SEE ELEVATIONS
FOR N(' BRACE SIZE
Ixtxk" BY Z^ LONG
ANGLE, EACH SIOE (TYP.)
(4) #14,y S.M.S..
2 SCREWS
EACH LEG (TYP.)
HOLLOW POST
NOTE. PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE
ATTACHED TO HOST STRUCTURE CONSISTING OF
CONVENTIONAL TRUSS/RAFTER FRAMING WITH NAX.
FACIA TO BE 2x6 (MIN) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS OTHERWISE
OR WESTER RED CEDAR NOTED ON PLAN DWG.
STRUCTURAL GRADE 2 MIN.
(1) Y4'Ox2' LG. LAG SCREW B 24'
OZ. ENTIRE LENGTH OF GUTTER
SECURE FASCIA TO EACH RAFTER TAIL (2) #1Ox4" S.M.S. THRU. 2x3
W/ (D Yi Ox4' LONG PAN HEAD LAG SCREWS SAVE RAIL INTO PURLIN SCREW
BEFORE ATTACHING SUPER GUTTER BOSSES
CDR)
#10x3/4^
a 2' O.C.
(U Yj Oxe- I.G. LAG SCREWS
<TYP. R EACH BEAM)
(V #12x2' SAS B 12. Oc.
K) BETWEEN BEAMS
THICK CWTINUOUS
LE
USE #IOX1 S.M.S. O 24" O.C.—
TO CONNEC "TO 1.2 O.S. TO 2x3.
1x2 O.B. FASTENED TO COLUMN/POST
W/(2) #1Oxt$" S.M.S. INTO SCREW POSSES
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) WOx4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
Y( CONTINUOUS BEAD OF CONSTRUCTION
ADHESIVE
R
BEAN 1 SCREWS (SEE TABLE) B 24' O.C. SPLICE
"OF
SPLICE PLATE (EACH SIDE H)
5052-H32 ALLOY OR EQQUAL., 1/0'B' flLh
ROOF BEAM MOMENT
CONNECTION DETAIL
(GABLE OR MANSARD,
T MAX. RISE. U.N.O.)
�10 t- i33 i3
ST. LUC COUA'TY Ruil DT` G ➢IVISION
REVIEWED FOR MPL1AA_CE
ki E VIEWED Y
DAT'
PLANS AND PERMIT MUST BE KEPT ON JOB
OR NO INSPECTION WILL BE MADE,
2x3xDO70 GIRT/CHAIR PAIL
(SEE PLAN)
MIN. (4) #10x2^ LONG
S.M.S. INTO SCREW BOSSES
(TYP. ALTERNATVE)
I.M.B. POST
CHAIR RAIL / GIRT TO POST
CONNECTION DETAIL
2x PURUN
(MAY BE SLOPED
OR FLAT)
_ -1
PURLIN FASTENED TO COLUMN/POST
WITH (4) #12x1^ S.M.S. (EACH LEG)
USING )6• THICK FLAT BAR BENT
TO ITT (6063-T6 ALLOY)
SIDEWALL POST / COLUMN TO PURLIN
CONNECTION DETAIL
s
(3) #12(4S" S.M.S.. EACH LEG AND
6) #12,(V[ S.M.S. CHANNEL TO BEAM
9) SCREW TOTAL
1x1 A" ANGLE 3" LONG (EACH SIDE)
W/ (3) #12.Y S.M.S. EACH LEG.
2x3%O.O45 EAW RNL ATTACHED TO
BEAMS WITH (2) MIN. #104m S.M.S.
INTO SCREW BOSSES(TYP.)
USE #100h" S.M.S. O 24" O.C.
TO CONNECT TO 1x2 O.B. TO 20.
1.2 O.B. FASTENED TO COLUMN/POST
W/(2) #1005• S.M.S. INTO REEN DSSES
(EACH TYP.)
2x3XOG70
PURUN
MIN. (4) #10x3" LONG S.M.S. INTO
SCREW BOSSES (TYP. ALTERNATIVE)
BEAT STITCHING 6 24" O.C.
(TYP. TOP AND BOTTOM OF SMB
SEE TABLE FOR SIZES)
PURLIN TO ROOF BEAM
CONNECTION DETAIL
A" BY 3' LONG
:LE, EACH SIDE (TYP.)
#124j" S.M.S„ EACH
(6) TOTAL (TYP-)
S.M.B. BEAM
MAY BE SLOPED OR MT
(SEE PLAN FDA SIZE)
(9) #12xi,• S.M.S. EACH SIDE I
OF BEAM ('IYP.) OR $' MIN., 3 Y{ MAX. C-C
Od #12xY4• S.M.S. EACH 910E SPACING DF FASTENERS MP.)
OF BFAM FOR 2x5 COLUMN TO
2.5 BEAM MIN. BEAM EDGE
// (STANCE CTYP.)
COLUMN/POST)
MAIN POST / COLUMN TO ROOF BEAM
CONNECTION DETAIL
DO KIM
S, ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
By.
FLA. REG. NUMBER 49497
DO KIM 8 ASSOCIATES, LLC
CA# 26887
PO Box10039
Tampa, FL 33679
Drawing No. - 060811
SHEET IOF3
PuRuM SUP,
CO MLU N/POSi—
;Nw/S" x 2" LG. ANGLE
S.M.S. WITH MIN.
W/ (4) /12x.T/4' S.M.S
EGGE DISTANCE
(EACH SIDE)
i& CONCRETE ANCHOR
2
W/2ii' E� D
CONCRETE
(EACH SIDE)
x
SIDEWALL COLUMN TO CONCRETE
CONNECTION DETAIL
D
ANGLE, EACH SIDE (TYP.)
'0 CONCRETE ANCHOR
W/2)A" EMBEOMEM INiO
SfRIICTURAL CONCRETE (TnJ (4) #12.%'
�1"r2" O.B. SOLE PLATE 2"r PURUN
S( AND 9- FROM POST (IY
N88
COLUMN/POST
'la 0.& SOLE P'IAIE
SEE PUN FOR SRN i �
1x2 O.B. FASTENED TO CORNER + ..
SECTION WfIH j14r UL• S.M.5.0 EDGE OF CONCRETE I' (TYP,) k _
21' O.C. wTWn 8
2x2p4' ANGLE 26 LONG (EACH SIDE)¢ PLAN VIEW
W/(2)) �14x;'j S.M.S. TO POST HVvY
a 3/8 0 HD. GALY. p(P. BOLT # 00
W/ 2 1/2• MIN. EMBEDMENT
CORNER POST/COLUMN
TO FOUNDATION
CONNECTION DETAIL
S.M.S. WITH MIN. ie' )f• ANGLE. FACH SIDE (TYP.)
EDGE DISTANCE 46"0 CONCRETE ANCHOR
W/2%' EMBEDMENT INTO
STRUCTURAL CONCRETE (IYP.)
�1•r2" O.S. SOLE PLATE
Y
~�
�w 3' MIN.
K'O-A" CONCRETE
SCREW ANCHOR 0 24" O.C.
AND 9- mom POST MP.)
COWMN/POST
W O.B. SOLE PLATE
EDGE OF CONCRETE J I V (TYP.)
�i
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
` ��
RNATE (1)
ANGLE
E .
W ANGLE (lam€) W/
12AN S.M.S. 0 EACH
ER INTERSECTION
s ANGLE 2' LONG ON
RMB/BEAM 91 1%"BRAS.M.S.
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
BEAM MAY
BE FLAT
OR SLOPE[
W/10x2U:
P EACH
'EACH
a.
0
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
U" ^""�rtT - V
12" MIN!
U.N.O ON PLAN
ITANDARD TYP.
INUOUS PERIMETER
FOOTING
DOTER
3RACE
PLAN)
ALTERNATE IV 2"x PURUN
20 BRACE
li•0x2Pe• UUG SCREW . 12' D.C..
(1) W w 3' OF EDGES (IYP:)
1'x O.B. (TYPJ t
NOTE; SUD
FORBLOCK FRAMED MOUSES USE
/14ra1S• CONCRETE SCREWAME WALL
(1 1W O.C., 1 wONN 3'
OF EDGES OYP.)
TYPICAL SCREEN EDGE TO STRUCTURE
CONNECTION DETAIL
2x2r1j' ANGLE CUP, CUT AT
A 45• (+/-) ANGLE AND
SEMI WY
TO THE SCREEN ROOF
BE FLAT
SENA WRH ONE ((1) Yd0 THRU-
OR SLOPED
BOLT, WASHER.
ATTACHEDED BEAM TO BEAM OR R
O
NO BE
ATTACHED BRACING SHALL NOT BE
TO ROOF PURUNS.
ATTACHED
W 0.093 BAKE
(SEE PLAN)
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
O
2r5xl6- ANGLE IZ LONG) V/ (27-014
TENS INTO TOP OF 2.3 EAVE RAIL AND (2)-
PSI MIN. CONCRETE STRENGTH
f 014 TEKS INTO THE FRONT OF THE CORNER POST
1x3 O.B. FASTENED TO CORNER
COMPACTED OR SECTION WITH 01ox2• S.M.S. W/
UNDISTURBED SOIL/SAND %' DIA WASHER 0 18• D.C.
-(2)-/5 REBAR. CONTINUOUS
3" MIN. CONC. COVER. 36" MIN.
LAP SPLICE
m
POST
I —I 2 O.B. TOP FRAME
HER POST
O.B. SIDE WN.L CORNER UPRIGHT
ELEVATION VIEW
CORNER POST/COLUMN
UPRIGHT DETAIL
4" NOMINAL CONCRETE SUB
(2500 PSI, MIN.) W/6x6x10/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE FIBER -
1.5 POUND (MIN.)PER C.Y.)
..
d. .�
..
•.
ai
•.,..i
.a
4
.• ( US ROIL OR COMPACTED
CRUSHED
' CRUSHEDED UM UNFROCK (90TG PROCTOR)
_ I MIN. (1)-#5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20" MIN.
3' COVER (TYP.)
FOUNDATION/SLAB DETAIL
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO BOX 10039
Tampa, FL 33679
Tel:(813) 374.0321
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DRAWN BY:
DYK
CHECKED BY:
DYK
SCALE:
ASSHOWN
DATE
SHIM
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC
CAW 261587
PO BOX 10039
Tampa, FL 33679
(24
/R
Drawing No. - 060811
SHEET 2 OF
_ BEAM
tl
(2) #100" S.M.S. THRU. 2x-
i v
E RAIL INTO PURLIN
SC
SCREW BOSSES
D O V I A A
M
1�
& ASSOCIATES, LLC'
— — —
SE #ICOY2" S.M.S. ® 24" O.C.
CONNECT TO 1x2 G.B. TO 2x3.
CONSULTING
STRUCTURAL
4C(EACH
ENGINEERS
PURLIN FASTENED TO COLUMN/POST.B.
FASTENED TO COLUMN/POST
WITH (4) #12x1" S.M.S. (EACH LEG)
#1OX%" S.M.S. INTO SCREW BOSSES
PO Box 10039
USING )6" THICK FLAT BAR BENT
END, TYP.)
Tampa, FL 33679
TO FIT (6063—T6 ALLOY)
a
Tel: (813) 374-0321
J
lx5xYe' ANGLE 6' LONG
(TYP. @ EACH BEAM)
Rev.loat
Description
n
vc
ISSUED
SEE PLAN FOR UPRIGHT SIZE N I (B) y'0x3
(— ' LG. @ EACH ANGLE
(5) #12x3/4" S.M.S. `
f
CM
N
O
0 0
2x24" ANGLE, EACH SIDE
(TYP.)
(4) #12x1" S.M.S.,
EACH LEG (TYP.)
ATTACH SUPER GUTTER W/ (2) Y4"9x23'x"
LAG SCREW ® EACH PURLIN AND
(1) #14x2" LG. S.M.S ® 12" O.C. MAX.
THE ENTIRE LENGTH OF SUPER GUTTER
TRANSOM TO SUPER GUTTER CONNECTION
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 shalt 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 shalt 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 611320-1.002
Alternative Design for Screen Enclosures. Aluminum shalt be 7005-T53 Alloy, 6005-T5 Alloy, or 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 edqe distance and center -to -center distances as shown in this table.
C-1022 Low Carbon Steel SMS & Self -Drilling REM Screws (Industry Standard Screws)
Screw
Nominal Screw Diameter
(in)
Minimum Edge Distance
Minimum Center to Center
Distance
#10
0.188
/,s'
V2
#12
0.219
#14 (1/4")
0,250
/2"
/a"
9. Structure has been designed to meet the 511 Edition FBC (2014 FBC). Project is sited where the ultimate design wind speed, VW`, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4,
reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO).
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CHECKED BY' DYK
SCALE: AS SHOWN
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC
CAN 26887
PO Box 10039
Tampa, FL 33679
a
`,1G.C1
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
Drawing No. - 060811