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TAPAI-^, FL 33579
(813) 875-9955 2x3
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CORNER POST EAVE RAIL RAG BEAM STITCHING SCREWS (SEE TABLE) @ 24. O.C.
S
(I1 TOTAL) - #12 x %'
SAS AS SHOWN (Y2' MIN. SPLICE PLATE (EACH SIDE OF BEAM) D K I M
PATIO SECTION PLATE EDGE DISTANCE & SPACE SCREWS q A q 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS
C-C FASTENER SPACING) COLUMN EQUALLY (TYP.) & ASSOCIATES, L L C
0 , 6 x5• x0.050• —� CONSULTING
6063-T6 ALLOY PLATE
o a (ONE SIDE) OR STRONGER A o w STRUCTURAL
K-BRACE osT �-�' w ENGINEER S
m m
3' x 3' x 0.050' MIN. 6063-T6 ALLOY 2x3x0.070 CHAIR RAIL
PLATE OR STRONGER (ONE SIDE) WITH O A
(3) - #12 x %' SAS, EACH SIDE AS p r�J PO Box 10039
SHOWN (%' MIN. PLATE EDGE DISTANCE K-BRACE p Tampa,FL 33679
& C-C FASTENER SPACING) O O p �{ <.(yP� #14x3/q' SCREWS Tel:(813)374-0321
K-BRACE
CORNER POST A, LINE LINE SCREWS PLATE
,Q BEAM Rev./Date Description
3' x 2' x 0.050' MIN. 6063-T6 (typ,) �4x3�AQ�f'1E5j1 "A' 'B'&'C° TOTAL WIDTH 7
/27
ALLOY PLATE OR STRONGER Pp� '�fi l**> 'OR 2' 2x4 3 2 24 12' 0 2015 ISSUED
(ONE SI B DE) 9Q gPFC jpa-F
1 VANE WS SO 2x5 3 3 32 14'
E
2x6 4 3 40 14'
(3) - #12 x �p' S.M.S, K-BRACE *1 1�1�*`, 0
EACH SIDE AS SHOWN P *** 2x7 5 4 56 16'
(�' MIN. PLATE EDGE GIRT (CHAIR RAIL) B ��NE tN�* 0
DISTANCE & C-C �E��0 2x8 5 5 64 16'
FASTENER SPACING) Qom'
2x2xO.093 2x9 5 6 72 18'
0 BRACE(TYP.), MANSARD BEAM 2x9(HW) 6 7 88 18'
0 0 UNLESS
0p 0 V x 2' OLE PLATE OTHERWISE CONNECTION DETAIL
NOTED 2x10 7 7 96 IV
■ SEE ELEVATIONS
FOR 'K' BRACE SIZE
FOUNDATION
(3) #12A2" S.M.S., EACH LEG AND MIN. (4) LONG S.M.S. INTO
(6) #12A" S.M.S. CHANNEL TO BEAM SCREW BOSSESSSES (TYP. ALTERNATIVE)
(9) SCREW TOTAL
' 0 CONCRETE ANCHOR (2 PLACES) BEAM STITCHING ® O.C.
C7
(TYP. TOP AND BOTTOM
OF SMB J
IN LIEU OF TYP. /q' 0 CONCRETE 2z3x0.070 SEE TABLE FOR SIZES)
SCREWS FOR CORNER COLUMN PURLIN
W
C �
W
LATERAL"K" - BRACING 1x1A" BY 2" LONG 0�
ANGLE, EACH SIDE (TYP.) 2x3x0.070 GIRT/CHAIR RAIL
CONNECTION DETAILS (SEE PLAN) U �
7ANG4LE, E.ACH
3" LONG
BRAKE-FORMED RECIEVING CHANNEL SIDE (TYP.) C O
(MIN. 0.062" MATERIAL THICKNESS) 0)
1" x 2 1/8" x 1" x 3" LG. #12x)¢" S.M.S., EACH U
(TYP. ALTERNATIVE) LEG (6) TOTAL (TYP.) U z
W
MIN. (4) #10x2" LONG i z
4 14x7¢" S.M.S., S.M.S. INTO SCREW BOSSES N (ll Lu
2 SCREWS (TYP. ALTERNATIVE) Z Lu
EACH LEG (TYP.) S.M.B. POST 0 O 0
(5) #12x3/4" S.M.S. HOLLOW POST 0-
PURLIN TO ROOF BEAM ~—�, Q
I ANGLE LONG
1x2 O.B. ATTACHED TO BEAM W/ (TYP.TYP. @EACH BEE CONNECTION DETAIL z cU U
AM) W � D_
(2)-#10X2" S.M.S. INTO SCREW BOSS
(2) 1/p'0x3' LG. @ EACH ANGLE
W )'4" NUTt/ " S.S. THRU-BOLT
J W
® EACH SDE NOF BAEAMT AD WSHER ATTTACHEDMTONOTE1PRIARYHOSRTESTRUCTUREUCONSIS CONSISTING OFLL BE CHAIR RAIL/GIRT TO POST U
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX.
#12x2" S.M.S. ® 24" O.C. FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS ❑THERWISE CONNECTION DETAIL DRAWN BY: DYK
1x2 O.B. TO SUPER GUTTER OR WESTER RED CEDAR NOTED ON PLAN DWG.
STRUCTURAL GRADE 2 MIN.
2x3XO.045 EAVERAIL ATTACHED TO CHECKED BY: DYK
BEAMS WITH (3)-#10x2" S.M.S. a S.M.B. BEAM SCALE: AS SHOWN
(4) #12x3/4" S.M.S. (1) Yq'Ox2' -G. LAG SCREW @ 24'T INTO SCREW BOSS. r MAY BE SLOPED OR FLAT
O.C. ENTIRE LENGTH OF GUTTER 2x PURLIN X DATE: 8/11/06
(MAY BE SLOPED (SEE PLAN FOR SIZE)
ROOF BEAM SECURE FASCIA TO EACH RAFTER TAIL OR FLAT) f
(FLAT OR SLOPED) BE (R ATTACHING
LONG PAN HEAD LAG SCREWS (2) RAIL S.M.S. THRU. 2x3
BEFORE ATTACHING SUPER GUTTER EAVE RAIL INTO PURLIN SCREW 2x5x.125 ANGLE-2" WIDE WITH B w
BOSSES (2)-#14x1" INTO BEAM & (2)-#14x1"
INTO UPRIGHT. •r
2!J
J
USE #100J/2" S.M.S. ® 24" O.C. — — —
(1)-2x2x)g" ANGLE, EACH SIDE
TO CONNECT TO 1x2 O.B. TO 2x3. `w DO YEON KIM,P.E.
(2 FOR 2x8 SMB OR LARGER.) USE #1041 " S.M.S. ® 24" O.C. FLA.REG.NUMBER 49497
n (1) Y4 Ox2' LG, LAG SCREWS _ _ _ _ TO CONNECT TO 1x2 O.B. TO 2x3.
(TYP. @EACH BEAM) 1z2 O.B. FASTENED TO COLUMN/POST
(4) #12x3/4" S.M.S. f�l <ll #12x2' S.M.S @ 12' o.c. PURLIN FASTENED TO COLUMN/POST
(MAX) BETWEEN BEAMS W/(2) #10x1Nz" S.M.S. INTO SCREW BOSSES WITH (4) #12x1" S.M.S. (EACH LEG) OF)BEAM (TYP.) OR EACH SIDE ' MIN., 3 3�Z' MAX. C-C
EACH LEG. (EACH END, TYP.) USING Ya"THICK FLAT BAR BENT DO KIM&ASSOCIATES,LLC
Ks' THICK CONTINUOUS (6) #12x�'y" S.M.S. EACH SIDE SPACING ❑F FASTENERS (TYP.)
TO FIT (6063-T6 ALLOY) CA#26887
OF BEAM FOR 2x5 COLUMN TO
5' or 7' SUPER GUTTER ANGLE 2x5 BEAM #' MIN. BEAM EDGE PO Box 10039
MIN. 0.090' THICK COLUMN/POST DISTANCE (TYP.)
Tampa,FL 33679
COLUMN/POST
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Y4 Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
ROOF BEAM TO SUPER GUTTER 3 SIDEWALL POST/COLUMN TO PURLIN MAIN POST/COLUMN TO ROOF BEAM
CONNECTION DETAIL 0 2 D.C.
S.M.S. ADHESIVE UOUS BEAD OF CONSTRUCTION
CONNECTION DETAIL CONNECTION DETAIL Drawing No. -060811
SHEET 1 OF 3
PURLIN SUPPORT
COLUMN/POST Yg" ANGLE, EACH SIDE (TYP.)
Y'g" BEAM
S.M.S. WITH MIN. "0 CONCRETE ANCHOR 2x5x1(3' ANGLE (2' LONG) W/ (2)-#14
2x2x1/B" x 2" LG. ANGLE EDGE DISTANCE W TEKS INT❑ TOP OF 2x3 EAVE RAIL AND (2)-
W/ (4) #12x3/4" S.M.S /2%" EMBEDMENT INTO f#14 TEKS INTO THE FRONT OF THE CORNER POST D K I M
(EACH SIDE) STRUCTURAL CONCRETE (TYP.,
E NOTE 10) & ASSOCIATES, LLC
%"0 CONCRETE ANCHOR 1"x2" O.B. SOLE PLATE
W/2%" EMBEDMENT INTO 2% PURLIN
STRUCTURAL CONCRETE
(EACH SIDE) CONSULTING
ix2 O.B. TOP FRAME STRUCTURAL
a a 4:0.,• z ENGINEERS
Nf �'•• ^ .• •.•'ti', •• 2x24" ANGLE CLIP, CUT AT 1x3 O.B. FASTENED TO CORNER CORNER POST
'• ...• A 45- (+/-) ANGLE AND SECTION WITH #10x2" S.M.S. W/
• '• • ATTACHED TO THE SCREEN ROOF �¢" DIA. WASHER® 18" O.C.
3" MIN. (TYP.) aw BEAM MAY BEAM WITH ONE (1)Y4"0 THRU- PO Box 10039
Y4
z "0x2Y4" CONCRETE BE FLAT BOLT, WITH FENDER WASHER. 1 x O.B. SIDE WALL CORNER UPRIGHT
w SCREW ANCHOR ® 24" O.C. OR SLOPED (� Tampa,FL 33679
f u ! 5` ATTACHED TO BEAM OR EAVE RAIL.
v�o AND 9" FROM POST (TYP.) O DIAGONAL BRACING SHALL NOT BE Tel:(813)374-0321
ti ATTACHED TO ROOF PURLINS.
2x2xO.093 BRACE Rev./Date Description
SIDEWALL COLUMN TO CONCRETE 9' COLUMN/POST (SEE PLAN) ELEVATION VIEW 7/27
CONNECTION DETAIL 0 2015 ISSUED
1x2 O.B. SOLE PLATE CORNER POST/COLUMN
PLAN - TYPICAL DIAGONAL ROOF O BRACE CONNECTION 0
UPRIGHT DETAIL,
� O 0
0
SEE PLAN FOR SIZE
0
T
ly EDGE OF CONCRETE I' (TYP.) 3000 PSI MIN. CONCRETE STRENGTH
1x2 O.B. FASTENED TO CORNER u N COLUMN •d d
SECTION WITH #14xl)¢" S.M.S.® ,
24" D.C. W N PLAN VIEW APPROXIMATE I I I—
F u i 21¢" MAX. THICK BRICK PAVERS GRA .'* I I I-I
2x2x%"ANGLE 2" LONG (EACH SIDE) W¢~ SET IN MORTAR.ON TOP OF FOOTER d
W/(2) #14x%" S.M.S. TO POST zy a �—
& 3/8"0 H.D. GALV. EXP. BOLT oU a f SCREEN 0.8, SOLE PLATE I I II I d • I I I
W/ 2 1/2" MIN. EMBEDMENT ja a EN .
�IIIII IIIIII:�COMPACTED OR _ Q
_III d. 4 III=II UNDISTURBED SOIL/SAND W
�
CORNER POST/COLUMN I—I I _ (1)—#5 REBAR, CONTINUOUS
TO CONCRETE III
—III III—II 3" MIN. CONC. COVER, 36" MIN.
a'. ..--A •A a A. _ _ _ LAP SPLICE
F-f -III-I I-III-I I =III= o
CONNECTION DETAIL :A�:"• -III= I I-�I I-I I , III I lI I II .I I 0 �
...• J
Y4" Ox5" CONCRETE SCREWS ® 24" O.C. 2%" MIN. CONC. 12" MIN.* a) U
BEAM SUPPORT TY EMBEDMENT (TYP.) 16- Z
S.M.S. WITH MIN. %" �" ANGLE, EACH SIDE (TYP.) COLUMN/POST (TYP.). 1Yz CONC. EMBEDMENT (MIN.) W
EDGE DISTANCE "0 CONCRETE ANCHOR i Z
W/2%" EMBEDMENT INTO W/ ( ) x 2" LG. ANGLE W
STRUCTURAL CONCRETE (TYP., W/ H SIDE)
4" S.M.S TYPCIAL FRONT VIEW OF POST TO MIN. CONTINUOUS PERIMETER FOOTING W
^ SEE NOTE 10) (EACH SIDE) 0 Z 0
�` 1"x2"O.B. SOLE PLATE ° ° FOUNDATION CONNECTION WITH PAVERS a p �
0 0 0 0 1- Q
• �.. :.: •'a'4 i 4 BEAM V ALTERNATE (1) J u W a:• •• POST
2x1xY8"ANGLE
3" MIN. (TYP.) (4) #12xY•4" S.M. . BRACE DRAWN BY: DYK
Y4"Ox2Y4" CONCRETE
f F SCREW ANCHOR ® 24" O.C. 4" NOMINAL CONCRETE SLAB 2"x PURLIN 2%1"A"ANGLE (BRACE) W/ CHECKED BY: DYK
D Z AND 9" FROM POST (TYP.) (3000 PSI, MIN.) W/6x6x10/10 (4) #12A4" S.M.S. ® EACH SCALE: AS SHOWN
v w o W.W.M. OR FIBER REINFORCED
lu [POLYPROPYLENE FIBER - MEMBER INTERSECTION DATE: 8/11/06
1.5 POUND (MIN.)PER C.Y.] °
COLUMN/POST z <? °
9' �f f o 2x2xJ()"ANGLE 2" LONG ON
UNDERSIDEW/(4) #12xY4"S.M.S.
mid 1x2 O.B. SOLE PLATE • • d 'a BEAM MAY EACH LEG (BEAM & BRACE)
O ® a • a •• • •d^ .s. BE FLAT
OR SLOPED
•d, �. o G (2) #10x2Y2" S.M.S. ° DO YEON KIM,P.E.
O• 44 • e TYP. EACH END) 2x3 BRACE FLA.REG.NUMBER 49497
®
e• 'd •• (SEE PLAN)
III a �NP#1EACH"END)S
I—III—III III—I I •_ _ • ° ALTERNATE (2) DO KIM&ASSOCIATES,LLC
III—III III—III d e 2x3 BRACE CA#26887
�' A • PO Box 10039k -I' (TYP.)EDGE OF CONCRETE UNDISTURBED SOIL OR COMPACTED Tampa,FL 3367 9
CRUSHED LIMEROCK (90% PROCTOR)
PLAN VIEW MIN. (1)-#5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20" MIN. PLAN - TYPICAL ROOF
MAIN COLUMN TO CONCRETE 8'(MIN.) 3 COVER (TYP.) BRACE TO BEAM CONNECTION 1
CONNECTION DETAIL
FOUNDATION/SLAB DETAIL Drawing No. -060811
SHEET 2 OF 3
-MAX. DISTANCE FROM 1"1, DO K I M
BEAM EDGE (TYP.) 1x2 O.B. OR 2x2 FASTENED TO WALL
W/ #14x2"CONCRETE SCREWS 024"O.C. & ASSOCIATES, LLC
(OPTIONAL)
USE 0.125" MIN. THICK ANGLE (EACH SIDE) OR
0.050"THICK 'U' CHANNEL, 6063-T6 ALLOY PLATEW/
(10) #140"S.M.S. EACH SIDE (20 TOTAL) HOST STRUCTURE (MASONRY OR WOOD) CONSULTING
STRUCTURAL
S.M.B. BEAM •.a " ENGINEERS
(FLAT OR SLOPED) • (3)Y4" 0 x 2 : LONG WOOD LAG SCREW OR
(SEE PLAN FOR SIZE) (3)Y4" 0 x 214" LONG MASONRY ANCHORS
PO Box 10039
Tampa,FL 33679
i EA
A G' HOST STRUCTURE ANCHORS Tel:(813)374-0321
EQUALLY SPACED (TYP.)
a Rev./Dat Description
Q 0 2017 ISSUED
s • a
z n
1 2" MIN. EQUALLY .d Z
SPACED (TYP.) - • -4q
N
TYP. BEAM TO HOST
STRUCTURE CONNECTION
General Notes and Specifications:
1, Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate U)
consideration. Lu
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2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318. o
Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with AN 318. Lu
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3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary. U c)
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4, The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The a z
contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. If c j w
there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host w
structure capacity, c Z af
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S. 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 a �_ cf)
components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. Z Q
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W_ W 0-
6. Unless otherwise noted, SMB shall be stitched with #10x3/4" SMS at 24"o.c., top and bottom. uu >-
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7. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise. DRAWN BY: DYK
CHECKED BY: DYK
8. Unless otherwise shown, screws shall have minimum edge distance and center-to-center distances as shown in this table. SCALE: ASSHOWN
DATE: 8/11/06
C-1022 Low Carbon Steel SMS & Self-Drilling REM Screws (Industry Standard Screws)
Nominal Screw Diameter Minimum Center to Center
Screw
(in) Minimum Edge Distance Distance
#10 0.188 5/16" 1/2" DOYEON KIM,P.E.
FLA.REG.NUMBER 49497
#12 0.219 3
/8" 9/16"
#14 (1/4") 0.250 1/2" 5/8"
DO KIM&ASSOCIATES,LLC
CA#26887
PO Box 10039
Tampa,FL 33679
9. Structure has been designed to meet the 6"Edition FBC(2017 FBC).Project is sited where the ultimate design wind speed,Vot,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(ASD).
10, Concrete anchors maybe"Large Diameter Tapcons"(L TDs),Tapcon concrete screws,Simpson Strong-Tie Anchors or Titian Screws or Drawing No. -060811
approved equal:
SHEET 3 OF 3