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FL -A- I -IC. WUM015ft 49497
C^. W 20.887
OC) KIM V&
P.O. mc)ox
TAMPA, FL 3 9
(8 '13) Slills.
a
GORIER POST f� --EAVE RAB�. `-----'-��ILC - _=HEAN'STITCHING SCREWS (SEE TABLE 8 24' O.C.
(11 TOTAL) - Ilex -,;• D O K I M
S.KS AS SHOWN (�' MIN: = SPLICE PLATE (EACH SIDE OF BEAM)
I' x SECTION PLATE EDGE DISTANCE & ' SPACE SCREWS A A �-H32 ALLOY OR EQUAL, 1/8' THICKNESS
i% C-C FASTENER SPACING) \ EQUALLY (TYP,) 1y & ASSOCIATES, LLD
0 6' x 5' x 0.050' COLUMN
$ e 6063-T6 ALLOY PLATE CONSULTING
TONE SIDE) STRONGER 0(= C3 STRUCTURAL
K-BRACE ENGINEERS
3' x 3' x 0.050' MIN. 6063-T6 ALLOY•
PLATE OR STRONGER (ONE SIDE) WITH 2x3x0.070 CHAIR RAIL
(3) - 612 x ' SN S'- EACH SIDE AS O O O j /� PO Box 10039
SHOWN ( MIN. PLATE EDGE DISTANCE K-BRACE /JJ
79
6 C-C F TENERI'SPACING) O A O i 814xV4' SCREWS T:�� FL33632
f �1ip• Tel: (813) 374-0321
j K-BRACE O �1 .elY Yi
(rr) I (rrr) (rrrr)
O �+ 1 BEAM LINE LINE SCREWS PLATE I' Rev Desai i10T1
CORNER POST
3' x 2'ix 0.050' MIN. 6063-T6 `tLp> ,ARIA �,�ii 'A' 'B'&'C' TOTAL WIDTH
�� g,- 2x4 3 2 24 12'_ 7W
ATONE SEX)
DR STRONGER 9 i FOµ 2HH5 ISSUED
'�
2x6 4 3 40 14'
(3) - 012 x W S.Ks, K-BRACE 0 �l Ifs ����
EACH SIDE AS SHOWN p �s�•i
MIN. PLATE EDGE GIRT (CHAIR RAIL) 2x7 5 4 56 16' Q
DISTANCE L C=c V1�
FASTENER SPACDO fi sc 2x8 5 5 64 16'
�� tom•
2x0.093 �' 2x9 5 6 72 18' Q
0 °o UNLESS (1' .). '' ROOF BEAM 2x9QHW) 6 7 BB IB'
e 0 V x 2' PLATE OTHERWISE CONNECTION DETAIL
C \`'2x10 7 7. 96
■ SEE.ELEVATIfIiS `.
FOUNDATION FOR: K' HRACE SIZE MIN. (4) /tOx3• LONG S.M.S. INTO
(3) /12x14' S.M.S.. EACH LEG AND SCREW BOSSES (TYP. ALTERNATNE)
(6) 012PW S.M.S. CHANNEL TO BEAM
8 SCREW TOTAL BEAM STITCHING O 24' O.C.
0 CONCRETE ANCHOR (2 PLACES) - 'f ----�_ (TYP. TOP AND BOTTOM OF SMB CO)
IN LIEUF TYP. %, o CONCRETE �2x3xD.070�'�� SEE TABLE FOR SIZES)
SCREWS FOR CORNER COLUM .� pUig0,1--.d' Q
LATERAL " K' - BRACING-" ANGLE BY 2• SIDE
W
�-_ ANGLE, EACH sDE (TYP.) %✓ 2x3xO.o7O GIRT/CHAIR RAILO M
=CON_ NEC_T.ION-DETAILS (SEE PLAN) '� -` lxl)W BY 3' LONG V CO)
��-FGRMFD RECIVIING CHANNEL ANGLE, EACH SIDE CM.) _
(MM. 0.062• MATERIAL THICKNESS) Q� �
1' x 2 1/0• x 1• x 3• L.G. (3) 1234-TI L S.. EACH Z
(TYP. ALTERNATIVE) W
MIN. -(4)_jIOx2--LONG _ W
S.M.S. INTO SCREW BOSSES, �. •, 2+SC IRS S.M.S.. (TYP. ALTERNATNE) C Z
EACH LEG (TYP.) S.M.B. POST �1 0 O U
_- -- `h Hollow POSE _ -- a H co
O BEA d1zx3/+' S.M.S. PURLIN TO ROOF BEAM
1TYP. ANGLE 6' LONG ��r CONNECTION DETAIL Z Q
tx2 O.S. ATTACHED -TO BEAM W/ (TYP, B EACH BEAM) \
(z)—e>tox2• S.M.S: HNro SCREW Boss
(1)-1/4•�' S.S. THRU-BOLT (2) )%'Ox3' I.G. 8 EACH ANGLE .. W co a.W/ 9!• NUR AND WASHER NOTE- PRIMARY SCREEN ENCLOSURE,BEAMS SHALL BE .J W }
O EACH SIDE OF BEAM ATTACHED TO HOST STRUCTURE CONSISTING OF CHAIR RAIL / GIRT TO POST U o ~
;i` CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
/l2xz' S.M.S. 0 24. O.C. FACIA TO BE 2x6 011W S.P.F.OVERHANG NO TO EXCEED 30• UNLESS OTHERWISE CONNECTION DETAIL __ _ DRAYM BY: DYK
14'' O.B• TO SUPER GUTTER NOTED ON PLAN DWG. _ „ _ , _ _- --
Ct WESTER RED CEDAR - _ '-'''h-�-
I" STRUCTURAL GRADE 2 MIN. 2x3xo.045 EAVERAIL ATTACHED TO ' _ CHECKED BY- DYK
(4) #12x3/4' S.M.S. (1) )<'Ox2' I.G. LAG SCREW E 24' ' BEAMS WITH (3)-+tOx2' S.M.S.-c j� d - S.N.B. BEAM SCALE: AS SHOWN
O.C. ENTIRE LENGTH OF GLITTERT M. INTO SCREW BOSS. > MAY BE SLOPED OR FLAT
(SEE PLAN FOR SIZE) DATE 8N1/OD
-�(MAY=8E'SLOPED �" a
BEAM SECURE FASCIA TO EACH RAFTER TAIL OR FIAT) _
T OR SLOPE) W/ (1) Y.'Ox4' TANG PAN HEAD LAG SCREWS (2) �IOx4' A.S.,.THRU.-=2: /' Q
HEFORE ATTACHING SUPER GUTTER EA RAIL INTO•PURLIN SCREW ,a, 2x5x.125 ANGLE-2' WIDE WITH
BOSSES (2)-/14xl'INTO BEAM & (2)-/14x1 eo
INTO UPRIGHT. ��
1 f =
USE #lOx1J� S:MS. 0 24' O.C.
10 CONNECR TO-1 ix2 O.B. TO 2x3. :juw
=2x2xi6' �rls[E E�aH slol i, :ku DO YEON KIM, P.E.
FOR 211-SMB_-I R) �� USE /tOxt)¢' S.M.S. 0 24' O.C. FLA. REG. NUMBER 49497
(1) Y4'Ox2' I.G. LAG SCREWS TO' CONNECT TO 1x2 O.B. TO 2x3. � -
(OR) (TYP. E EACH BEAM) tx2 O.B. FASTENED TO COLUMN/POST _ — — — p`
11) 1112x2' S.M.S t± 12' c.c. PURUN FASTENED TO COLWAN/POST
(+) �12x3/4' S.M.S. (MAX, BETWEEN BEAMS W/o) /10z1)f• sm.i INTO SCREW BOSSES WNT1 (4) /12xl' S.M.S. (EACH LEG) j OF BEAM
C S.M.S.)OEACH SIDE, 1•I
EACH LEG. r� (EACH �D'') USING THICK FLAT BAR BEM BEAN (iYP.) OR ib' MLN., 3 1¢' MAX. C-C DO KIM SOCIATES, LLC
lI.' THICK CONTINUOUS 1(6� 12�' S.M.S. EACH SIDE SPACING OF FASTENERS (TYP.)
TO FIT 6063-T6 ALLOY) QF E�ENJ FOR 2x5 COLUMN TO lr C 26887
5' or 7' SUPER GUTTER ANGLE 2x5 BEAM j�' MIN. BEAM EDGE Box 10039
MIN, 0.090' THICK
DISTANCE (TYP.)
COLUMN/POST COLUMN/POST /" T 79
SECURE FASCIA TO EACH RAFTER TAIL,i`'" Old
W/ (1) Y4'Ox4' LONG PAN HEAD LAG $CREVS `�� \
BEFORE ATTACHING SUPER GUTTER,-'
ROOF BEAM TO SUPER GUTTER SIDEWALL POST / COLUMN TO PURLIN MAIN POST / COLUMN TO ROOF BEAM
/10x3/+• S.M.S. A CONNECTION DETAIL `� - - � _CONNECTION DETAIL CONTINUOUS BEAD OF CONSTRUCTION
2'"���'•�
CONNECTION DETAIL O O.C. ADHESIVE - �� "' _-- ^ - _- DraW1I19 NO. - 06081
SHEET IOF3
,
CUE
r
3' MIN. (TYP;
)
�] V
SEE PLAN FOR SIZE
1x2 O.B. FASTENED,/TO CORNE
SECTION WITH /� 1)f' S.M.S.1
24' O.C.
1
2x24' ANGLE)2' LONG (EACF
W/3 114x3'if1S.M.S. TO POS
& 3 8 0 H.D. ICALV. EXP. 001
W/ 2 1/2- MIN. EMBEDMENT
S.M.S. WITH MIN.%'
EDGE DISTANCE
>
EDGE OF CONCRETE
PURLIN SUPPORT
COLUMN/POST =
'
�• ANGLE EACH SIDE (TYP.)
" x2'
2z7x1/B' x 2' LG. ANGLE
S.M.S. WITH MIN. •
EDGE DISTANCE
36'0'°CONCRETE ANCHOR
W/2%" EMBEDMENT INTO
W/ (4) 4' SANG
(EACH SIDE,
STRUCTURAL CONCRETE (T
36'0 CONCRETE ANCHOR
^
/ SEE NOTE 10)
1'z2' O.B. SOLE, -Pt
W/2%- EMBEDMENT INTO
STRUCTURAL CONCRETE
(EACH SIDE)
J
,
Y.Ox2%4 CONCRETE
=FLU
SCREW ANCHOR O 24' C
Zr
Rg
AND 9- FROM POST (TYP
-UMN TO CONCRETE
9•
COLUMN/POST
GTION DETAIL' �
1x2 O.B. SOLE PLATE
O
h
�ma
a�
��~
c�ME
i1
d
1'
COLUMN
ETE
DETAILrfi
)6' ANGLE. EACH SIDE (TYP.)
%-0 CONCRETE ANCHOR
W/06• EMBEDMENT INTO
STRUCTURAL CONCRETE CTYP.,
SEE NOTE 10)
—1"4' O.B. SOLE PLATE
OF CONCRETE
J 3' MIN. (TYP.)
Mir Y40x2Y� CONCRETE
�~SCREW ANCHOR O 24" O.C.
AND 9' FROM POST (TYP.)
rc wc
NU
COLUMN/POST
1x2 O.B. SOL
I 1.
PLAN VIEW
MAIN COLUMN TO CONCRETE,
CONNECTION DETAIL:
PLAN VIEW
I' (TYP.) 41
BEAM SUPPORT
COLUMN/POST
2x2x1/B' x 2' LG. ANGLES, \
W/ (4) /12x3/4S;MiS-- --
(EACH SIDE)
I
PO5T�
2'x PURUN
2x2x%" ANGLE CUP, CUT AT �� 1x3 O.B. FASTENED TO CORNER
A 45- (+/-) ANGLE AND ` SECTION WITH /104' S.M.S. W/
BEAM MAY ATTACHED TO THE SCREEN ROOF '36' OW WASHER O 16' O.C.
BE FIAT BEAM WITH ONE Tt) WO THRU-
`I SLOPED ^ BOLT, WITH FENDWASHER.
1 BEAM
� j\ ATTACHED 70 BEAM OR EWE RAIL
2x5xl6' ANGLE (2' LONG) V/ Q)-N14
TEKS INTO TOP 13F 20 EAVE RAIL AND (2)-
N14 TEKS INTO THE FRONT OF THE CORNER POST
I- 1x2 O.B. TOP FRAME
CORNER POST
•1x O.B. SIDE WALL CORNER UPRIGHT
O ATTACHED BRACING SHALL NOT BE V
ATTACHED TO ROOF PURUNS. l.K`Il
i
LAN ELEVATION VIEW BRACE (SEE '
(SEE PLAN) ; .
PLAN - TYPICAL DIAGONAL ROOF CORNER POST / COLUMN
-APArr rnmri-TInM O UPRIGHT DETAIL
�- COLUMN
MAX. THICK BRICK PAVERS
SET IN MORTAR ON TOP OF FOOTER
a
O.B. SOLE PLATE Z
2
N
f. ; .•4.
As' Ox5' CONCRETE SCREWS O 24' O.C.k��-2%" MIN. CONC.
(TYP.), IX' CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.)
TYPCIAL FRONT VIEW -OF -POST TO
FOUNDATION CONNECTION WITH PAVERS
4' NOMINAL CONCRETE SLAB
(2500 PSI, MIN.) W/6'6x10/10
W.W.M. OR FIBER REINFORCED
[POLYPROPYLENE RBER -
1.5 POUND (MIN.)PER C.Y,)
• d• y
• .••• •.. • •C` ••.•.
•. '4 '
. .�'
• ; �,
a •.' a '
.• UNDISTURBED SOIL OR COMPACTED
_ CRUSHED UMEROCK (90x PROCTOR)
MIN. (1)-j5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20" MIN.
B'(MIN.) 3- COVER (TYP.)
FOUNDATION/SLAB DETAIL
;r
PSI MIN. CONCRETE STRENGTH
A. O
. G
APPROXIMATE a I
G
A, a
a
COMPACTED OR
d. 4 UNDISTURBED SOIL/SAND
G (1)-#5 REBAR, CONTINUOUS
I 3' MIN. CONC. COVER, 36" MIN.
- - = LAP SPLICE
12" MIN.*
MIN. CONTINUOUS PERIMETER FOOTING
(4) 112xYi
2'x PURUN
BEAM MAY
BE FLAT
OR SLOPED
(2) f I OXA
EACH
IIEACH
YV
PLAN - TYPICAL ROOF
BRACE TO BEAM CONNECTION 1
RNATE (1)
i ANGLE
E
A- ANGLE (BRACE) W/
112xy4" S.M.S.
ER INO EACH
r ANGLE 2' LONG ON
RSIOEW/(4) /12x%' S.M.S.
LEG (BEAM & BRACE)
SWE
PLAN)
ALTERNATE (2)
20 BRACE
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:
AS SHOWN
DATE
811 U06
DO YEON KIM, P.E.
FLA. REG. NUMBER 49497
DO KIM & ASSOCIATES, LLC
C 6887
P Bo 10039
Te a, 79
i
Drawing No. - 060811
SHEET 2 OF 3
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 & 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 shalt be stitched with #100/4" SMS at 24"o.c., top and bottom.
7. Connections using screw bosses shall have minimum (4)410x2" 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
5/16„
1/2"
#12
0.219
3/8"
9/16"
#14 (1/4")
0.250
V2"
5/8"
9. Structure has been designed to meet the 61h Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, V'd1, is
150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4,
2013 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD).
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws
or approved equal.
DO KIM
& ASSOCIATES, LLC
CONSULTING
STRUCTURAL
ENGINEERS
PO Box 10039
Tampa, FL 33679
Tel: (813) 374-0321
ISSUED
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DRAWN BY: DYK
CHECKED BY.
DYK
SCALE:
AS SHOWN
DATE:
8111106
DO YEON KIM, P.E.
FLA . REG. NUMBER 49497
DO KIM 8 S OCIATES, LLC
2768
93001P x
T 79
q,30 • c3
I Drawing No. - 060811 I
SHEET 3 OF 3