HomeMy WebLinkAboutREVISION, POOL DECK OFFICE USE ONLY: I
i
DATE FILED: 5 ly`a0 PERMIT# ck 1a-Z,0 LA I I
REVISION FEE: "15•a o RECEIPT#
a
PLANNING:&:DEVELOPMENT SERVICE- C `Ji�
* BUILDING&'CODE REGULATION DIVISION
s D 2300 VIRGINIA AVENUE MAY .1
FORT PIERCE,FL 34982-5652. 4 2020.
(772)462-1553 FAX(772)462-1578
ST. Lucie County, Permitting
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
1. LOCATION/SITE
ADDRESS: 0 -D 1.Ck I W sot j Trza ,
2: DETAILED DESCRIPTION OF PROJECT
REVISIONS:
i 1
00 u 'Di=G I S fj r, Ew L19 ev ?90TEc-rlo j p-a 21 .. 0 22 (0"
v� AIJSAR� E;N17., �AiZ. ,G►J ra6LE' 51mC� xt nIS I �,
R��'D1rSi�?JE17 AGCc1fl.�)r�6Ltl
3. CONTRACTOR INFORMATION:
STATE of FL REG./CERT.#: RK I lc)Uq(9 ST.LUCIE COUNTY CERT.#:
BUSINESS NAME: plolarelz SclzearA Co..-Tac. jr
QUALIFIERS NAME: M 1 e N a L r4 e w m A li
ADDRESS. 1&I tZ S W 811-1:6 6 R C Sr.'
CITY: Focr S-r.Cum E STATE: Zip: 344 N
PHONE(DAYTIME): n�2)340 -Ej3g3 FAX: '72)J34o-`i.zC
4. OWNER/BUILDER INFORMATION:
NAME:
ADDRESS:
CITY: STATE: ZIP:
PHONE: FAX:
S. ARCHTTECT/ENGINEER INFORMATION:
NAME: DO vim + ItSSoc.
ADDRESS: 0 10039
CITY: A M P A STATE: FL_ ZIP: . 33 6Z
PHONE(DAYTIME): T� Sq 5— 9 4 55 FAX:
Revised 07/22/2014
3' x 3' x 0.050' MIN. 6063-T6 ALLOY
PLATE OR STRONGER ONE SIDE) WITH
(3) - BI2 x %' SNS, EACH SIDE AS
SHOWN (%' MIN. PLATE EDGE DISTANCE
N C -C FASTENER SPACING)
3' x Z' x 0.050' MIN, 6063-T6
ALLOY PLATE OR STRONGER
(ONE SIDE)
(3) - Me x %' SHS,
EACH SIDE AS SHOWN
(Y2' MIN. PLATE EDGE
DISTANCE % C -C
FASTENER SPACING)
FOUNDATION
(5) #12x3/4' S.M.S.
1x2 O.B. ATTACHED TO BEAM W/
(2)-#-1/4 S.ALS. INTO SCREW 8053 �1
(1)Y'NUT AND
THRERBOLT \
EACHNsmE of WASHER
AUS
#12x2^ S.M.S. O 24" O.C.
1x2 O.B. TO SUPER GUTTER
(4) #12x3/4' S.M.S.
ROOF BEAM
(RAT OR SLOPED) A
2
FOR
Fx K
(2 FOR 2x8
CORNER POST EAVE RAIL
(11 TOTAL) - 412 x
1' x 2' O.B. SMS AS SHOWN <Yz'
PATIO SECTION PLATE EDGE DISTAN
C -C FASTENER SPA(
0 6' x 5' x 0.050'
0 6063-T6 ALLOY PLATE
O 0 (ONE SIDE) OR STRONGER
O
K -BRACE
2x3xO.070 CHAIR RAL
a
K -BRACE
K -BRACE
CORNER POST
x 2' #OLE PLATE
V 0 CONCRETE ANCHOR (2 PLACES)
IN LIEU OF TYP. Y4' 0 CONCRETE
SCREWS FOR CORNER COLUMN
(4) #12x3/4^ S.M.S.J
EACH LEG.
5' or 7' SUPER GUTTER
MIN. 0490' THICK
LATERAL "K" - BRACING
CONNECTION DETAILS
tx5x%- ANGLE G' LONG
(TYP. @ EACH BEAM)
-<2) 1:'0x3' LG. @ EACH ANGLE
S "RIC BEAM STITCHING SCREWS (SEE TABLE) @ 24. OC.
SPLICE PLATE (EACH SIDE OF BEAM)
SPACE SCREWS A A 5052-H32 ALLOY OR EQUAL, I/B' THICKNESS
EQUALLY (TYP.)COLUMN
A
=I
GIRT (CHAIR RAIL)
M SEE ELEVATIONS
FOR 'K' BRACE SIZE
1.14" BY 2' LONG -
ANCLE, EACH SIDE OYP.)
24)S
CREWS" S.M.S.,
EACH LEG (TYP:)
HOLLOW POST —
V�
4'6" , (1ye> 4aJIAFJ
GR� ,� gTiG �SPy FOR 1,
q'yI'
MANSARD BEAM
CONNECTION DETAIL
GIRT/CHAR RAL
MIN. (4) #10x2" LONG
S.M.S. INTO SCREW BOSSES
M. ALTERNATIVE)
S.M.B. POST
MIN. (4) #10x3• LONG S.M.S. INTO
3 112xe' S.M.S.. EACH LEG AND r SCREW BOSSES (TYP. ALTERNATNE)
B#CREW° S.M.S. CHANNEL TO BEAM/
H SCREW TOTAL / BEAM STITCHING O 24" O.C.
II NOTE, PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE
/ GIRT TO POST
ATTACHED TD HOST STRUCTURE CONSISTING OF
CHAIR RAIL
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
CONNECTION DETAIL
FACIA TO HE 2x6 (MIN.) S.P.F. OVERHANG NO TD EXCEED 30' UNLESS OTHERWISE
NOTED ON PLAN DG.
W
OR WESTER RED CEDAR
WI EA3)-#1VERAL ATTACHED i0 —
STRUCTURAL GRADE 2 MIN,
BEAMS 0x2' S.M.S.
BEAMS
(D Y4'0x2' LG. LAG SCREW @ 24'
SCREW BOSS.
INfO SCREW BOSS.
D.C. ENTIRE LENGTH OF GUTTER
PURLIN
v=i
1x14^ BY 3' LONG
(MY BE
SECURE FASCIA TO EACH RAFTER TAIL (2) #10x4' S.M.S. THRU. 2x3
OR FLAT)
2.5x.125 ANGLE -2° WIDE WITH
W/ C) K'0x4' LONG PAN HEAD LAG SCREWS EAVE RAL INTO PURDN SCREW
BEFORE ATTACHING SUPER CUTTER BOSSES
J
(2)-#14x1' INTO BEAM k (2)-#14x1"—\
N
INTO UPRIGHT.
USE #10.1 R^ S.M.S. O 24^ O.C.
U
TO CONNE TO )n2 O.B. TO 2x3.
I
USE #10x1)'2^ S.M.S. O 24' O.C.
TO CONNECT TO 1x2 O.B. TO 2x3.
(1) Ys 0x2' I.G. LAG SCREWS
_ _ _ —
C F� \ (TYP. @ EACH BEAM) 1x2 O.B. FASTENED TO COWMN/POST
f`/ 1 AA
PURLIN FASTENED TO COLUMN/POST
S.M.S.1 2AV EACH SIDE—�
<MA )41)
BETWEEN BEAMS W/(2) #10x%H $M.5. INTO SCREW BOSSES
WITH (4) #12x1^ S.M.S. (EACH LEG)
OF BEAM (TTP.) R
(EACH END, TYP)
USING )b' THICK MT BAR BENZ
(6) p#12xN' S.M.S. EACH SIDE
X6' THICK CONTINUOUS
TO FIT (6063-T6 ALLOY)
OF 6112 FOR 2.5 COLUMN TO
`\
2.5 BEAM
=
COLUMN/POST
COLUMN/POST
`SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) K'Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
ROOF BEAM TO SUPER GUTTER
CONNECTION DETAIL ®123 D.0 S.M.S. ADHESIVE VOUS BEAD OF CONSTRUCTION
SIDEWALL POST/ COLUMN TO PURLIN
CONNECTION DETAIL
DO KIM
S( ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tamps, FL 33679
Tal; (813) 374-0321
ISSUED
(1YP. TOP AND BOTTOM OF SMB J
2.3.0.070 SEE TABLE FOR SIZES) Q
PURLIN
PURLIN TO ROOF BEAM
CONNECTION DETAIL
$' MIN., 3 111' MAX. C -C
SPACING OF FASTENERS (TYP)
DETAIL
DO YEON KIM, P.E.
FLA. REG, NUMBER 49497
DO KIM AA IATES, LLC
A# 26 7
P oX 1 039
Tam ,F 9
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Drawing No. - 060811
SHEET IOF3
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of
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v=i
1x14^ BY 3' LONG
O
ANGLE, EACH 310E (TYP.)
C
J
(3) #1244' S.M.S., EACH
N
U
LEG (6) TOTAL (TPJ
U
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DRAWN BY:
CHECKED BY:
S.M.B. BEAN
SCALE:
MAY BE SLOPED TLAT
) (SEE PLAN FDR SIZE) E)
DATE;
$' MIN., 3 111' MAX. C -C
SPACING OF FASTENERS (TYP)
DETAIL
DO YEON KIM, P.E.
FLA. REG, NUMBER 49497
DO KIM AA IATES, LLC
A# 26 7
P oX 1 039
Tam ,F 9
ve.9x'1xe
Drawing No. - 060811
SHEET IOF3
ryEt
3" MIN. (TYP.)
PURUN SUPPORT
2500 PSI MIN. CONCRETE STRENGTH
COLUMN/POST
I 2.24" ANGLE CUP, CUT AT
2x2.1/8" x 2" I.G. ANGLE
S.M.S. WITH MIN, i6•
W/ (4) #124/4" S.M.S
EDGE DISTANCE
(EACH SIDE)
I
ANCHOR
ATTACHED TO THE BORDEN ROOF
TUBALCONCR
W/2X EMSEOMENT INTO
SECTION WH #14x1Y" S.M.S.O
CE
STRI
STA ARE) CONCRETE
)
(EACH SIDE)
24" D.C.
SIDEWALL COLUMN TO CONCRETE
CONNECTION DETAIL
SEE PIAN FOR SIZE
2500 PSI MIN. CONCRETE STRENGTH
LAP SPUCE
I 2.24" ANGLE CUP, CUT AT
V 00
T
A 45' (+/-) ANGLA AND
1x2 O.B. FASTENED TO CORNER
I
ATTACHED TO THE BORDEN ROOF
w
SECTION WH #14x1Y" S.M.S.O
4 4
BEAM WITH ONE 1 Y"0 THRU-
OR SLOPED
24" D.C.
I-\
/'1 BOLT. WITH FEND WASHER.
(\ ATTACHED TO BFAM OR DAVE FAIL
wiu
`COMPACTED OR
I UNDISTURBED SOIL/SAND
Q
G
rwa
2.2x4' ANGLE 2" LONG (EACH SIDE) I
DRAWN BY:
—� 3" MIN. GONG. COVER, 36" MIN.
LU
Of
W/(2) 114x3'] S.M.S. TO POS!
o�u,b
& 3/8 0 H.D. CALV. ENP. BOLT
2.2.0.093 BRACE
u B 3
W/ 2 1/2" MIN. EMBEDMENT
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
CORNER POST / COLUMN
TO CONCRETE
CONNECTION DETAIL
S.M.S. WITH MIN. X.
Y" ANGLE, EACH SIDE (TYP.)
EDGE DISTANCE %"0 CONCRETE ANCHOR
W/2%" EMBEDMENT INFO
STRUCTURAL CONCRETE (TYP.,
/'� SEE NOTE 10)
l � 1'x2" O.B. SOLE PUTS
11 I
EDGE OF CONCRETE
Y" ANGLE, EACH SIDE (TIP.)
%-0 CONCRETE ANCHOR
- W/2%- EMBEDMENT INTO
WMUCTURAL CONCRETE (TYP.,
�EE NOTE 10)
�I"x2" O,B. SOLE PLATE
iA Y"0x2YjCONCRETECCRETE
SCREW ANCHOR O 24" O.C.
AND 9" FROM PORT
+rco
g, COWMN/POST
1.2 O.B. SOLE PLATE
e— O
EDGE OF CONCRETE 1' (TYP.) N�
PLAN VIEW
♦ 3" MIN.
Yj 0xZY" CONCRETE
SCREW ANCHOR O 24" O.C.
ui5
AND 9" FROM POST
+rco
COLUMN/POST
1x2 O.B. SOLE PLATE
Q
I
V (TYP,)
NZ
PLAN VIEW
MAIN COLUMN TO CONCRETE
CONNECTION DETAIL
BEAM SUPPORT
COUIMN/POST
2x2x1/8" x V LG. ANGLE
W/ (4) #124/4' ENS
(EACH SIDE)
Z.
POST
2"x PURUN
MAX. THICK BRICK PAVERS
IN MDRTAR N TOP OF FOOTER
0.8. SOLE PLATE Z
N
%4 6x5" CONCRETE SCREWS O 24" O.C. ` 2%- MIN.
(TYP.). 1)y" CONIC. EMBEDMENT (MIN.) )
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
1x3 O.S. FASTENED TO CORNER
SECTION WITH /10x2' S.M,S. W/
96" GIA. WASHER O 18" O.C.
2x5. ANOLE (2' LONG) W/ <Z) -N14
TEKS NTD TOP OF 2x3 EAVE RAIL AND (21-
X14 TEKS INTO THE FRONT OF THE CORNER POST
L 1x2 O.B. TDP FRAME
CORNER POST
-I. O.B. S1DE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
DO KIM
Sc ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
2500 PSI MIN. CONCRETE STRENGTH
LAP SPUCE
I 2.24" ANGLE CUP, CUT AT
V 00
a On
A 45' (+/-) ANGLA AND
a
I
ATTACHED TO THE BORDEN ROOF
BEAM MAY
BE MT
4 4
BEAM WITH ONE 1 Y"0 THRU-
OR SLOPED
<
I-\
/'1 BOLT. WITH FEND WASHER.
(\ ATTACHED TO BFAM OR DAVE FAIL
I. d
`COMPACTED OR
I UNDISTURBED SOIL/SAND
Q
G
SPACING0RWI RURONS.T BE
DRAWN BY:
—� 3" MIN. GONG. COVER, 36" MIN.
LU
Of
ATTACHED
2.2.0.093 BRACE
(SEE PLAN)
PLAN - TYPICAL DIAGONAL ROOF
BRACE CONNECTION
o
MAX. THICK BRICK PAVERS
IN MDRTAR N TOP OF FOOTER
0.8. SOLE PLATE Z
N
%4 6x5" CONCRETE SCREWS O 24" O.C. ` 2%- MIN.
(TYP.). 1)y" CONIC. EMBEDMENT (MIN.) )
TYPCIAL FRONT VIEW OF POST TO
FOUNDATION CONNECTION WITH PAVERS
1x3 O.S. FASTENED TO CORNER
SECTION WITH /10x2' S.M,S. W/
96" GIA. WASHER O 18" O.C.
2x5. ANOLE (2' LONG) W/ <Z) -N14
TEKS NTD TOP OF 2x3 EAVE RAIL AND (21-
X14 TEKS INTO THE FRONT OF THE CORNER POST
L 1x2 O.B. TDP FRAME
CORNER POST
-I. O.B. S1DE WALL CORNER UPRIGHT
ELEVATION VIEW
CORNER POST / COLUMN
UPRIGHT DETAIL
DO KIM
Sc ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
I II
2500 PSI MIN. CONCRETE STRENGTH
LAP SPUCE
V 00
a On
a
I
a d
4 4
<
I-\
J)
I. d
`COMPACTED OR
I UNDISTURBED SOIL/SAND
F
— W
G
_ (1)-/5 REBAR, CONTINUOUS
DRAWN BY:
—� 3" MIN. GONG. COVER, 36" MIN.
LU
Of
I II
I
LAP SPUCE
V 00
a On
F
O
J
12" MIN!
y Z
U
� W
MIN. CONTINUOUS PERIMETER FOOTING(WL]
Lij }
(4) 012x)'4"
4' NOMINAL CONCRETE SLAB 2". PURUN
WW.M. OR FIBEIN.R REINFORCEDO
[POLYPROPYLENE FIBER -
1.5 POUND (MIN)PER C.Y.]
am MAY
n 4 ."; ♦ d BE FLAT -
• ' .a... ♦ s ♦ d- •' OR SLOPED
♦d.. °v ..4 .. ♦., d 12T�81x HiI
a. d !4
((2) #1 Ox3Yt
EACH I
_ a s ♦
0'W ,d.
.0 `UNDISTURBED SOIL OR COMPACTED
_ CRUSHED UMEROCK (90% PROCTOR)
MIN, (1)-#5 REBAR CONTINUOUS, SPUCE
MUST OVERLAP 20" MIN.
3" COVER (TTP.)
8'WMJ
FOUNDATION/SLAB DETAIL
2 xt A ANGLE (BRACE) W/
MEMBER NTERSECTION EACH
2.24" ANGLE 2" LNG ON
�— UNDERSIDEW/(4) #12xY S.M.S.
EACH LEG (BEAM k BRACE)
20 BRACE
(SEE PLAN)
ALTERNATE 12)
V 20 BRACE
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM&ASCIO)TES, LLC
739
Tampa, FL 33679
t.7 I*
Drawing No. -060811
SHEET 2 OF 3
c Z K
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F
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U.] to a
ALTERNATE (1)
Lij }
T
2x1xk" ANGLE
V ❑ 1-
BRACE
DRAWN BY:
CHECKED BY:
2 xt A ANGLE (BRACE) W/
MEMBER NTERSECTION EACH
2.24" ANGLE 2" LNG ON
�— UNDERSIDEW/(4) #12xY S.M.S.
EACH LEG (BEAM k BRACE)
20 BRACE
(SEE PLAN)
ALTERNATE 12)
V 20 BRACE
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM&ASCIO)TES, LLC
739
Tampa, FL 33679
t.7 I*
Drawing No. -060811
SHEET 2 OF 3
(2) Y4'Ox2Y2' LG. LAG SCREW
EACH SIDE OF BEAM (TYP.) —
(4) #143/4" S.M.S.
(TYP.)
ROOF BEAM
(FLAT OR S
2x24" ANGLE, EACH SIDE
(TYP.)
(8) #143/4" S.M.S., (4)
EACH LEG (TYP.)
FACIA TO BE 2x6 (MIN.)
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) ia'Ox4' LUNG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
ROOF BEAM TO FASCIA CONNECTION DETAIL
Genera! 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. 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 #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.
B. Unless otherwise shown, screws shail 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)
MinimumEdge Distance
Minimum Center to Center
Distance
#10
0.188
/""
yz
#12
0.219
#14 (1/4")
0.250
9. Structure has been designed to meet the 6" Edition FBC (2017 FBC), Project is sited where the ultimate design wind speer!, -V-, Is
150 mph (3 -sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4,
2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASDL. -
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson S�"(1g-Tie Anchors or Titian Screws
or approved equal. aG%_.`
11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming BarrienlQrsouirearynys and the screen enclosure per
454,2.17.1.11. if enclosing a pool. (dovi •.0 - _ —� T
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tal: (813) 374-0321
ISSUED
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-F[0. KEG. -NUMBER 49497
MAIMk,20CL&P$LLC
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