HomeMy WebLinkAboutAPPROVED Mandeville job i Digitally signed by Do Y Kim
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CA_ # 26687
E)® M6IM 8� .kSS®C., LLC
P.®. E30O7C '@ 0039
-FALP RAL, FL 33679
RAC BEAM STITCHING SCREWS (SEE TABLE) @ 24. O.C.
(9) #12x3'4' S.M.S.
TO WALL MEMBERS SPLICE PLATE (EACH SIDE OF BEAM)
SPACE SCREWS A A /{ 5052-1-132 ALLOY OR EQUAL, 1/8' THICKNESS
EQUALLY (TYP.) D ❑ K I M
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#14x3/q" SCREWS PO Box 10039
Tampa,FL 33679
0 0 (3)-1/4' x 12 CONCRETE F�J / ( ) ( ) ( ) ( ) Tel:(813)374-0321
ANCHOR (TYP.) 5 LINE LINE SCREWS PLATE
Z 50� e, (11p� 1Ax�l���ESII BEAM 'A' B'&'C' TOTAL WIDTH
Ppk yy 1,*, DR 2 p 2x4 3 2 24 12' Rev./Date Description
(❑R) N B 5Q etc° �P
VNE 5�0 2x5 3 3 32 14' 2027 ISSUED
1 � Et1 2015
(❑R) r 1�y (jar #�nx3�*�SCR 2x6 4 3 40 14'
2x7 s 4 56 16'
2" (MAX.) (4)—#8 X Y2" S.M.S. g W\ojNl�>*1ll 0
p�AE 2x8 5 5 64 16` Q
2x2xY8" ANGLE 2x9 s 6 72 18'
3' STEEL 'CAMELBACK' CLIP (TYP.) MANSARD BEAM 2x9(HW) 6 7 88 18`
0 THIS CLIP MAY BE INSTALLED ON T/C CONNECTION DETAIL
OR ON SIDE OF CONC. SLAB 2x10 7 7 96 18•
I 45 51 (2' MIN. CONCRETE EDGE DISTANCE)
f/ (2) - A' x 2' CONCRETE
SCREW ANCHOR (TYP.)
h
EYE BOLT (3) #12xYi" S.M.S., EACH LEG AND MIN. (4)BOSSES
LONG S.M.S. INTO
(6) #12A" S.M.S. CHANNEL TO BEAM SCREW BOSSES (TYP. ALTERNATIVE)
THRU—BOLTED TO (9) SCREW TOTAL
BEAM STITCHING ® 24" O.C. �
2x2 HEADER W/ DOUBLE (TYP. TOP AND BOTTOM OF SMB J
2x3XO.O7O SEE TABLE FOR SIZES)
WASHER & NUT EACH SIDE, -
EYE SNUG AGAINST ANGLE PURLINLLJ
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1x1A" BY 2" LONG O
CABLE BRACE DETAIL ANGLE, EACH SIDE (TYP.) 2x3xO.070 GIRT/CHAIR RAIL U 0
(SEE PLAN) PH
3" LONG !_ 0
BRAKE-FORMED RECI EVING CHANNEL SIDE (TYP.)
(MIN. 0.062" MATERIAL THICKNESS) U
1" x 2 1/8" x 1" x 3" LG. z S.M.S., EACH L z
(TYP. ALTERNATIVE) LEG (6) TOTAL (TYP.) 0 Lu
MIN. (4) #10x2" LONG LU
S.M.S. INTO SCREW BOSSES N Lu
(4)SCREWS
S.M.S., ,�
2 SCREWS (TYP. ALTERNATIVE) O Z
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(5) #120/4" S.M.S.
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x2 O.B. ATTACHED TO BEAM W/ (TYP. @EACH BEAM) J Lu
S.S. THRU-BOLT }
(2)-#10X2" S.M.S. INTO SCREW BOSS
(2) Yq'0x3' LG. @ EACH ANGLE
W/Y4" NUT AND WASHER NOTE1 PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE U ~
® EACH SIDE OF BEAM ATTACHED TO HOST STRUCTURE CONSISTING OF CHAIR RAIL/GIRT TO POST
CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX. CONNECTION DETAIL DRAWN BY: DYK
(4) #12x2" S.M.S. - 1x2 O.B. / FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS OTHERWISE CHECKED BY: DYK
TO SUPER GUTTER (TYP.) OR WESTER RED CEDAR NOTED ON PLAN DWG.
2x3x0.045 EAVERAIL ATTACHED TO SCALE: AS SHOWN
STRUCTURAL GRADE 2 MIN. c.�..
BEAMS WITH (3)-#10x2" S.M.S. i S.M.B. BEAM
(4) #120/4" S.M.S.
(1) Y4'Ox2' LG. LAG SCREW @ 24' INTO SCREW BOSS. �'> MAY BE SLOPED OR FLAT DATE: 8/11/06
O.C. ENTIRE LENGTH OF GUTTER (M PURLIN X (SEE PLAN FOR SIZE)
T (MAY BE SLOPED Q R
ROOF BEAM SECURE FASCIA TO EACH RAFTER TAIL (2) #10x4" S.M.S. THRU. 2x3
OR FLAT) w
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(FLAT OR SLOPED) W/ (1) Y4'Ox4' LONG PAN HEAD LAG SCREWS SAVE RAIL INTO PURLIN SCREW 2x5x.125 ANGLE-2" WIDE WITH
BEFORE ATTACHING SUPER GUTTER BOSSES (2)-#14x1" INTO BEAM & (2)-#14x1"
INTO UPRIGHT. -}
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USE #10x1)!2" S.M.S. ® 24" O.C. — — — a DO YEON KIM,P.E.
TO CONNECT TO 1x2 O.B. TO 2x3. W
(1)-2x2A"ANGLE, EACH SIDE FLA.REG.NUMBER 49497
(2 FOR 2x8 SMB OR LARGER.) USE CONNECT
S.M.S. O.B. O.C.
TO CONNECT TO 1x2 O.B. TO 2x3.
11) Y4'Ox2' -G. LAG SCREWS — — — — DO KIM&ASSOCIATES,LLC
C❑R) (TYP. @ EACH BEAM) 1x2 O.B. FASTENED TO COLUMN/POST PURLIN FASTENED TO COLUMN/POST
(4) #12x3/4" S.M.S. f` (MAX)1 BETWEEN BEAMS oc W/(2) #10xiJ¢" S.M.S. INTO SCREW BOSSES WITH (4) #12x1" S.M.S. (EACH LEG) OF BEAM (TYP.) OR EACH SIDE ' MIN., 3 S¢' MAX. C-C CA#26887
(EACH END, TYP.) PO Box 10039
EACH LEG. USING Y8" THICK FLAT BAR BENT 6 12x%- S.M.S. EACH SIDE SPACING OF FASTENERS (TYP.)
Ys' THICK CONTINUOUS TO FIT (6063-T6 ALLOY) OF BEAM FOR 2x5 COLUMN TO Tampa,FL 33679
5' or 7' SUPER GUTTER ANGLE 2x5 BEAM Yz' MIN. BEAM EDGE
MIN. 0.090' THICK DISTANCE (TYP.)
COLUMN/POST 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 SIDEWALL POST/COLUMN TO PURLIN MAIN POST/COLUMN TO ROOF BEAM
CONNECTION DETAIL 0102' O4CS.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
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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,
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0
SEE PLAN FOR SIZE
0
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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 .
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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 �
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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 �
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• �.. :.: •'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
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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
SCREW
MAX. DISTANCE FROM Y2 MIN. EDGE D ❑ K I M
BEAM EDGE (TYP.) DISTANCE (TYP.) & ASSOCIATES, LLC
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PO Box 10039
Tampa,FL 33679
Tel:(813)374-0321
Y2" MIN., EQUALLY
SPACED (TYP.) Rev./Date Description
216 2019 ISSUED
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ROOF BEAM Genera! Notes and Specifications: 0
(MAY BE FLAT OR SLOPED)
1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate
2x2x1/8 THK. ANGLE — EACH SIDE
W/ (8)—MIN. #12x3/4" S.M.S EACH LEG 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.
BEAM TO CARRIER BEAM CONNECTION Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with ACI 318. J
3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary. = w
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4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The w
contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. If U D
there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host C: O
structure capacity. ( z
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5. Screen density shall be a maximum of 18 x 14 x 0.013" mesh. Aluminum shall be 3005-T53 Alloy, 6005-T5 Alloy; for secondary
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components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. c Z Lu
6. Unless otherwise noted, SMB shall be stitched with #10x3/4" SMS at 24"o.c., top and bottom. a
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7. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise. Z U U
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8. Unless otherwise shown, screws shall have minimum edge distance and center-to-center distances as shown in this table. U o >_
C-1022 Low Carbon Steel SMS & Self-Drilling (TEK) Screws (Industry Standard Screws) DRAWN BY: DYK
CHECKED BY: DYK
Nominal Screw Diameter Minimum Edge Distance Minimum Center to Center SCALE: ASSHOWN
Screw (in) Distance DATE: 8/11/06
#10 0.188 5/16" 1/2"
#12 0.219 3/8" 9/16"
#14 (1/4") 0.250 1/2 5/8"
DO YEON KIM,P.E.
FLA.REG.NUMBER49497
9. Structure has been designed to meet the 71h Edition FBC (2020 FBC). Project is sited where the ultimate design wind speed, Wt is DO KIM&ASSOCIATES,LLC
153 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4, CA#26887
PO Box 10039
2020 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD). Tampa,FL 33679
10. Concrete anchors may be "Large Diameter Tapcons" (LTOs), Tapcon concrete screws, Simpson Strong-Tie Anchors or Titian Screws
or approved equal.
11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming Barrier Requirements and the screen enclosure per Drawing No. -060811
454.2.17.1.11. if enclosing a pool.
SHEET 30F3