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(81 3) 675-9955
CORNER POST EAVE RAIL S�ME BEAM STITCHING SCREWS (SEE TABLE) @ 24' O.C.
(11 TOTAL) - #12 x �4
S.M.S AS SHOWN (Yz' MIN, SPLICE PLATE (EACH SIDE OF BEAM)
A DO
KIM
I)
PATIO SECTION PLATE EDGE DISTANCE & SPACE SCREWS ,q A 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS v
C-C FASTENER SPACING) EQUALLY (TYP.) / & ASS❑C I ATE S, L L C
COLUMN 1
°o ° 6' x s x o.oso o. —� CONSULTING
6063-T6 ALLOY PLATE _
° a (ONE SIDE) OR STRONGER A a P w STRUCTURAL
K-BRACE ENGINEERS
3' x 3' x 0.050' MIN. 6063-T6 ALLOY 0 Fp m
PLATE DR STRONGER ONE SIDE) WITH 2x3XO.07O CHAIR RAIL O <- F —Q
(3) - #12 x 4p' SAS, EACH SIDE AS 0 PO Box 10039
SHOWN (%' MIN. PLATE EDGE DISTANCE K-BRACE 0 Tampa,FL 33679
& C-C FASTENER SPACING) 0 0 0 { <.�Q� #14x3/4' SCREWS Tel:(813)374-0321
K-BRACE OO O O OJP,
CORNER POST �y151 BEAM LINE LINE SCREWS PLATE
Rev./Date Description
3' x 2' x 0.050' MIN. 6063-T6 5G�Q. ( 7/27
A � "A' °B"&'C' TOTAL WIDTH
ALLOY PLATE OR STRONGER Pp� 1fy' l**> OR 2' 2x4 3 2 24 12' 115 ISSUED
CONE SIDE) B 9Q ' JN� RVS 10(PL F 2x5 3 3 32 14'
(3) - #12 x 3/4' S.M.S, K-BRACE CtV `*� #1Ax<, 2x6 4 3 40 14'
0
EACH SIDE AS SHOWN P *** 2x7 5 4 56 16'
(Y2' MIN. PLATE EDGE GIRT (CHAIR RAIL) B ��NEtN
DISTANCE & C-C SE`N�0 2x8 5 5 64 16'
FASTENER SPACING)
2x2xO.093 2x9 5 6 72 18'
o BRACE(TYP.), MANSARD BEAM 2x9(HW) 6 7 88 18'
o ° UNLESS
°° ° 1" x 2' OLE PLATE OTHERWISE CONNECTION DETAIL
2
OTED x10 7 7 96 18' 0
■ SEE ELEVATIONS
FOUNDATION FOR 'K' BRACE SIZE
(3) #12A" S.M.S., EACH LEG AND MIN. (4) LONG S.M.S. INTO
SCREW BOSSESSSES (TYP. ALTERNATIVE)
(6) #12A" S.M.S. CHANNEL TO BEAM
(9) SCREW TOTAL
' 0 CONCRETE ANCHOR (2 PLACES) BEAM STITCHING ® O.C.
(TYP. TOP AND BOTTOM
OF SMB J
IN LIEU OF TYP. Y4' 0 CONCRETE 2x3x0.070 SEE TABLE FOR SIZES)
SCREWS FOR CORNER COLUMN PURLIN
W
U p
c: W
LATERAL"K" - BRACING 1x1x1g" BY 2" LONG
ANGLE, EACH SIDE (TYP.) 4(SEEPLAN)
GIRT/CHAIR RAIL 0
CONNECTION DETAILS U1x14" BY 3" LONGBRAKE-FORMED RECIEVING CHANNEL ANGLE, EACH SIDE (TYP.) � O
(MIN. 0.062" MATERIAL THICKNESS) a)1" x 2 1/8" x 1" x 3" LG. (3) #12x1¢" S.M.S., EACH V
(TYP. ALTERNATIVE) LEG (6) TOTAL (TYP.) Z
W
10x2" LONG Z
S.M.S. INTO SCREW BOSSES W
(4)SCREWS
S.M.S., (TYP. ALTERNATIVE) H2 '� -"
2 SCREWS c Z Of
EACH LEG (TYP.) S.M.B. POST 0 O V
HOLLOW POST a I— co
<TYP, PURLIN TO ROOF BEAM Q
(5) #12x3/4" S.M.S. 3' ANGLE LONG U
1x2 O.B. ATTACHED TO BEAM W/ (TYP. @EACH BEAM)
CONNECTION DETAIL Z UAM) W � d
(2)-#10X2" S.M.S. INTO SCREW BOSS
(2) Y40x3' LG, @ EACH ANGLE
(1)-1/4"xN2" S.S. THRU-BOLT J W >
/ -'
® EA N UT N WASHER M EACH DE OF BEAM ATTTACHEDT Y SCREEN ENCLOSURE BEAMS SHALL BE
TO OF CHAIR RAIL/GIRT TO POST U 0
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 OTHERWISE CONNECTION DETAIL DRAWN BY: DYK
1x2 O.B. TO SUPER GUTTER OR WESTER RED CEDAR NOTED ON PLAN DWG. CHECKED BY: DYK
STRUCTURAL GRADE 2 MIN. 2x3xO.045 EAVERAIL ATTACHED TO
BEAMS WITH (3)-#1Ox2" S.M.S. S.M.B. BEAM SCALE: AS SHOWN
(4) #12x3/4" S.M.S. (1) Y4 Ox2' -G. LAG SCREW @ 24' INTO SCREW BOSS. i MAY BE SLOPED OR FLAT
D.C. ENTIRE LENGTH OF GUTTER 2x PURLIN X (SEE PLAN FOR SIZE) DATE: 8/11/06
(MAY BE SLOPED a a
OR FLAT w
ROOF BEAM SECURE FASCIA TO EACH RAFTER TAIL ) c�
(FLAT OR SLOPED) W/ (1) Ya'Ox4' 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 w
� Bosses (z)-#14x1" INTO BEAM & (2)-#14x1"
INTO UPRIGHT. •r
Z J
..J
f Q
USE #100X" S.M.S. 0 24" O.C. — — —
TO CONNECT TO 1x2 O.B. TO 2x3. _l�W DO YEON KIM,P.E.
(1)-2x2A" ANGLE, EACH SIDE
(2 FOR 2x8 SMB OR LARGER.) USE #1041 " S.M.S. 0 24" D.C. 00 FLA.REG.NUMBER 49497
(1) Y415x2' LG, LAG SCREWS _ _ _ _ TO CONNECT TO 1x2 O.B. TO 20.
C❑ (TYP. @ EACH BEAM)
#12x2' S.M,S @ 12' o.c, 1x2 O.B. FASTENED TO COLUMN/POST PURLIN FASTENED TO COLUMN/POST
(4) #12x3/4" S.M.S. (MAX) BETWEEN BEAMS W/(2) #10x11¢" S.M.S. INTO SCREW BOSSES WITH (4) #12x1" S.M.S. (EACH LEG) OF)BEAM 4S.M.S.OR
SIDE
EACH LEG. (EACH END, TYP.) (TYP.) Ya' MIN„ 3 3�' MAX. C-CERS DO KIM&ASSOCIATES,LLC
S{6 THICK CONTINUOUS USING)( THICK FLAT BAR BENT (6) #12x34" S.M.S. EACH SIDE SPACING OF FASTENERS (TYP,)
TO FIT (6063-T6 ALLOY) OF BEAM FOR 2x5 COLUMN To CA#26887
5' or 7' SUPER GUTTER ANGLE 2x5 BEAM Y2' MIN. BEAM EDGE PO Box 10039
MIN. 0,090' THICK DISTANCE (TYP.)
COLUMN/POST Tampa,FL 33679
COLUMN/POST
SECURE FASCIA TO EACH RAFTER TAIL
W/ (1) Yi Ox4' LONG PAN HEAD LAG SCREWS
BEFORE ATTACHING SUPER GUTTER
ROOF BEAM TO SUPER GUTTER SIDEWALL POST/COLUMN TO PURLIN MAIN POST/COLUMN TO ROOF BEAM
CONNECTION DETAIL ®12' O.C.S.M.S. ADHESSIVE CONTINUOUS BEAD OF CONSTRUCTION
CONNECTION DETAIL CONNECTION DETAIL
Drawing No. -060811
SHEET 1 OF 3
PURLIN SUPPORT
COLUMN/POST Yg" ANGLE, EACH SIDE (TYP.)
S.M.S. WITH MIN. 3/8" 3A"O CONCRETE ANCHOR BEAM � ANGLE ( LONG) (TEKS INTO TOP OF 2 3EAVE RAIL I AND (2)-
W (4)8" x 2" LG. ANGLE EDGE DISTANCE 3•• #14 TEKS INTO THE FRONT OF THE CORNER POST
(EACHH SIDE) STRUCTURAL CONCRETE (TYP.,#12x3/4" S.M.S EMBEDMENT INTO /// D ❑ K I M
(EACH
EE NOTE 10) & ASSOCIATES, LLC
O O %"0 CONCRETE ANCHOR 1"x2" O.B. SOLE PLATE
O O W/2%" EMBEDMENT INTO 2"x PURLIN
STRUCTURAL CONCRETE CONSULTING
(EACH SIDE)
I 1x2 O.B. TOP FRAME STRUCTURAL
a a z ENGINEERS
NE °'' �'° ^ y •t � 2x2 ANGLE CLIP, CUT AT 1x3 O.B. FASTENED TO CORNER
.� 5' CORNER POST
.`A':� A 45' (+/-) ANGLE AND SECTION WITH #10x2" S.M.S. W/
3" MIN. (TYP.) a w BEAM MAY ATTACHEBEAM WITH TO THE
(1)SCREEN
THROOF �" DIA. WASHER ® 18" O.C. PO BOX 10039
Y4"0x2Yq" CONCRETE BE FLAT ix O.B. SIDE WALL CORNER UPRIGHT
z W BOLT, WITH FENDER WASHER. Tam a,FL 33679
SCREW ANCHOR ® 24" O.C. OR SLOPED P
E j z ATTACHED TO BEAM OR L N RAIL. Tel: 813 374-0321
ago AND 9" FROM POST (TYP.) O DIAGONAL BRACING SHALL NOT BE ( )
N� I ATTACHED TO ROOF PURLINS.
2x2xO.093 BRACE P
SIDEWALL COLUMN TO CONCRETE 9• COLUMN/POST ELEVATION VIEW Rev./Date Description
(SEE PLAN)
CONNECTION DETAIL 0 Zo,s ISSUED
1x2 O.B. SOLE PLATE CORNER POST/COLUMN
PLAN - TYPICAL DIAGONAL ROOF �
BRACE CONNECTION UPRIGHT DETAIL
0 0
SEE PLAN FOR SIZE
EDGE of CONCRETE I' (TYP.) 2500 PSI MIN. CONCRETE STRENGTH
1x2 O.B. FASTENED TO CORNER ti£ COLUMN d d
SECTION WITH #14x1Yz" S.M.S.®
za" O.C. APPROXIMATE
qN PLAN VIEW
wwa a III—
w z SET IN MORTAR ON TOP OFFOOTER GRAD ' III—I
2x24" ANGLE 2" LONG (EACH SIDE) IE
W/(2) #14x3/4" S.M.S. TO POST z ti� Z -I I I I I c. d d ° I I III l
& 3/8"0 H.D. GALV. EXP. BOLT + u ca£ SCREEN 0.6, SOLE PLATE _
W/ 2 1/2" MIN. EMBEDMENT I—I I a —I I I- CID�)I1IIII A IIIIIII�COMPACTED OR _ �
_III d I I=I UNDISTURBED SOIL/SAND w
CORNER POST/COLUMN I—I I _ (1)—#5 REBAR, CONTINUOUS c
•;' —III III—I I 3" MIN. CONC. COVER, 36" MIN. LU
TO CONCRETE r ;. .. , . _
II—II -III—II I—III—II =III= LAP SPLICE o
CONNECTION DETAIL ° cn...° i fii
� O
3 12" MIN.* 0Yq" Ox5" CONCRETE SCREWS ® 24' O.C. 2/8" MIN. CONC.
BEAM SUPPORT T1• EMBEDMENT (TYP.) U z
3 Jg" ANGLE, EACH SIDE (TYP.) COLUMN/POST (TYP.), 1Y2•• CONC. EMBEDMENT (MIN.) LL1
S.M.S. WITH MIN. /g"
EDGE DISTANCE %"0 CONCRETE ANCHOR L z
W/2%' EMBEDMENT INTO W/ (4)8" x 7" LG. ANGLE (D iii
STRUCTURAL CONCRETE (TYP., W/ (4) #12x3/4" S.M.S TYPCIAL FRONT VIEW OF POST TO MIN. CONTINUOUS PERIMETER FOOTING m LLI
SEE NOTE 10) (EACH SIDE) 0 Z C)
(\1i` 1"x2" O.B. SOLE PLATE FOUNDATION CONNECTION WITH PAVERS �_ p �U
O O
O _I
O O \ , Q
a N-6 I Q BEAM V ALTERNATE (1) J LLI >
POST U Q
...° 2x1x%" ANGLE
3" MIN. (TYP.) (4) #120/4"" S.M. BRACE DRAWN BY: DYK
z Y4"OxA4"" CONCRETE
£ w SCREW ANCHOR ® 24" O.C. 4" NOMINAL CONCRETE SLAB 2"x PURLIN 2"x1"A"" ANGLE (BRACE) W/ CHECKED BY: DYK
uu AND 9" FROM POST (TYP.) (2500 PSI, MIN.) W/6x6x10/10
z (4) #120/4" S.M.S. ® EACH SCALE: AS SHOWN
`a o W.W.M. OR FIBER REINFORCED
ti POLYPROPYLENE FIBER - MEMBER INTERSECTION
[ O DATE: 8/11/06
1.5 POUND (MIN.)PER C.Y.1 O
COLUMN/POST z z O
2x2xYe"' ANGLE 2" LONG ON
UNDERSIDEW/(4) #12x3/4"" S.M.S.
1x2 O.B. SOLE PLATE ° - d •a BEAM MAY
EACH LEG (BEAM & BRACE)
® ® a.. .� BE FLAT
e. ,a ° °d.. ° OR SLOPED
°d, °� c d ((2) #1)x2Y2" S.M.S. °__ DO YEON KIM,P.E.
® a d^ ° A (TYP. EACH END) 2x3 BRACE FLA.REG.NUMBER 49497
v
III III III III ` _ ((2
a d (TYP#1EA H2 END)S (SEE PLAN)
° a ALTERNATE (2)
° DO KIM&ASSOCIATES,LLC
1' (TYP,)
� III—III III—III a d ° .a°: < � 2x3 BRACE PO Box10039
EDGE OF CONCRETE N z —I 11—I 11 11 I—I I ''
E .a UNDISTURBED SOIL OR COMPACTED Tampa,FL 33679
CRUSHED LIMEROCK (90% PROCTOR)
PLAN VIEW MIN. (1)-#5 REBAR CONTINUOUS, SPLICE
MUST OVERLAP 20" MIN. PLAN - TYPICAL ROOF
MAIN COLUMN TO CONCRETE B'(NIN.) 3" COVER (TYP.) BRACE TO BEAM CONNECTION 1
CONNECTION DETAIL
FOUNDATION/SLAB DETAIL Drawing No. -060811
SHEET 2 OF 3
MAX. DISTANCE FROM 1DO KIM
BEAM EDGE (TYP.) 1x2 O.B. OR 2x2 FASTENED TO WALL
W/ #14x2" CONCRETE SCREWS @24" O.C. & ASSOCIATES, L L C
(OPTIONAL)
USE 0.125" MIN. THICK ANGLE (EACH SIDE) OR
0.050" THICK 'U' CHANNEL. 6063-T6 ALLOY PLATEW/ CONSULTING
(10) #14x1" S.M.S. EACH SIDE (20 TOTAL) HOST STRUCTURE (MASONRY OR WOOD)
STRUCTURAL
S.M.B. BEAM d ENGINEERS
(FLAT OR SLOPED) ° (3)Y<" 0 x 214" LONG WOOD LAG SCREW OR
SEE PLAN FOR SIZE °° (3)Y<" 0 x 2Y4" LONG MASONRY ANCHORS
a
PO Box 10039
° Tampa,FL 33679
HOST STRUCTURE ANCHORS Tel:(813)374-0321
EQUALLY SPACED (TYP.)
a
Rev./Date Description
° d 0 2017 ISSUED
ZAI
1 2" MIN. EQUALLY 'd ° z
SPACED (TYP.)
N
=\
TYP. BEAM TO HOST Z—\
STRUCTURE CONNECTION
General Notes and Specifications.
1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate o7
consideration. J
Q
2, Concrete shall be minimum, 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318. ci o
Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with ACI 318. w
o
3. All dimensions are provided by contractor, 00 Kim & Associates, LLC have made interpretations where necessary. U VO
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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 CO W
there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host m w
structure capacity. c Z W
a O U
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 U)
components 6063-T6, Alloy based on Industry standard shapes, thicknesses, and tolerances unless otherwise noted. Z U U
LU U) a
6. Unless otherwise noted, SMB shall be stitched with #10x3/4" SMS at 24"o.c., top and bottom. U LU >-
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'" DO YEON KIM,P.E.
FLA.REG.NUMBER 49497
##12 0.219
#14 (1/4") 0 250 1/2" ��• 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, Vat, 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 (ASU
10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong-Tie Anchors or Titian Screws Drawing No. -060811
or approved equal.
SHEET 3 OF 3