HomeMy WebLinkAboutPool Screen Enclosure PlansSPECIFICATION NOTES AND DESIGN PARAMETERS:
1. THIS OVERALL DESIGN COMPLIES WITH -THE GUIDELINES DEFINED IN CHAPTERS 16 AND 20 OF
THE FLORIDA BUILDING CODE EDITION 2004 (FBC), "GUIDE TO ALUMINUM CONSTRUCTION IN HIGH
WIND AREAS" AND IS BASED ON THE FOLLOWING PARAMETERS:
A. WIND SPEED: 140 M P.H.
B. EXPOSURE CATEGORY: `B'
C. DESIGN PRESSURES: SIMULTANEOUS LOADING WITH ROOF @ 10 PSF., WALLS @ 18 PSF.
D. MAXIMUM SCREEN HEIGHT: 16' (HIGHER JOBS REQUIRE SITE -SPECIFIC DESIGN BY THE
ENGINEER OF RECORD AND MAY BE SUBJECT TO ADDITIONAL DESIGN PARAMETERS)
E. ALLOWABLE DEFLECTION: L / 80 MINIMUM, AS SPECIFIED IN TABLE #1610.1 OF FBC.
F. CONTINUOUS LOAD PATH IS PROVIDED
2. MATERIALS (UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD)
A. ALL EXTRUSIONS: ALUMINUM ALLOY #6063-116 (NOTE: SPLICE PLATE MATERIAL MAY BE
EXTRUDED FROM ALUMINUM ALLOY #6061-T6, IF THIS ALLOY IS MORE READILY AVAILABLE)
B. FASTNERS: ALUMINUM ALLOYS #2024-T4 & #7075-T6, DOUBLE CAD-POLATED STEEL, HOT -DIPPED
GALVANIZED STEEL OR 300-SERIES STAINLESS STEEL IT IS THE RESPONIBILITY OF THE
CONTRACTOR TO PROVIDE FOR SEPARATION OF DISSIMILAR MATERIALS AS THEY ARE DEFINED
IN SECTION #2003.8.4. HE/SHE MAY IMPLEMENT ANY OF THE MEANS LISTED IN THESE SECTIONS.
ANY ALTERNATE MEANS MUST BE REVIEWED AND APPROVED IN WRITING, BY THE ENGINEER OF
RECORD, PRIOR TO ANY INSTALLATIONS UTILIZING THE SUBJECT METHOD. -
C. SCREEN CLOTH: SHALL BE VINYL -COATED, WOVEN FIBERGLASS, MAXIMUM DENSITY OF 18 X 14,
58% OPEN MIN.
3. ALL HOUSE FASCIA DETAILS, BOLTING OR SCREW SELECTIONS, BEAM SPLICE DETAILS, DIAGONAL "K"
BRACING DETAILS, COLUMN TO BEAM DETAILS, STRUCTURAL GUTTER DETAILS, WALL AND FASCIA
DETAILS, CORNER ANCHOR DETAILS, ROOF BRACING DETAILS, EAVE BRACING DETAILS, ETC., IF NOT
EXPLICITLY OUTLINED ON THIS SPECIFICATION, SHALL BE IN ACCORDANCE WITH FBC, EDITION 2004.
4. LOCATION OF ALL "K' BRACING AND CHAIR RAILS, ALONG WITH ANY OTHER DESIGN ABNORMALITY,
WILL BE SHOWN AND/OR LISTED ON SHEET 3, THE "SITE SPECIFIC DRAWING".
5. . ALL WIND BRACING SHALL USE DIAMETER THROUGH BOLTING (TOP AND BOTTOM) WITH 1-1/8" O.D.
FENDER WASHERS OR 1-3/4" SQUARE BY 0.090 THICK ALUMINUM WASHER (#6063-T6). WASHERS SHALL
BE INSTALLED ON BOTH ENDS OF THE BOLTING.
6. EXISTING FOOTERS AND SLAB SHALL BE USED: THE FOOTER AND SLAB CONSISTS OF GREATER THAN 4"
THICK CONCRETE THAT HAS BEEN INSPECTED AND SHOWN TO BE IN GOOD CONDITION WITHOUT
EXCESSIVE CRACKING. THE FOLLOWING REQUIREMENTS SHALL BE MET:
Sj.t:2' x 2' PLATE, 3/16" THICK, SHALL BE INSTALLED UNDER THE CONCRETE SLAB TO REINFORCE THE
CONCRETE SLAB AT THE CORNERS AND BENDS. THE PLATE SHALL BE LOCATED AT ALL EXTERIOR
CORNERS (OR ANY ANGLE > 45) OF THE SLAB AND SECURED THROUGH THE CONCRETE TO THE I x 2 AT
THE TOP WITH 1/2" BOLTS. NOTE: THE PLATE FOR A RIGHTANGLE WILL BE A TRIANGLE; SEE DIAGRAM
-B
ELOW.
ALL HOLD DOWN FASTENERS MUST BE 3/8" LARGE DIAMETER TAPCON (LDT) WITH A MINIMUM
EMBEDMENT OF 2-1/2" INTO THE CONCRETE.
�_ L HOLD DOWN FASTENERS MUST NO MORE THAN 12" ON CENTER
2'
2'
]MIGN FOR TRIWGULARCO S T PLATE
THEANGLE o ' SHALL BB BETWEEN 4 AND 90 . THE
SIDES OF THE TRIANGULAR SUPPORT SHALL BE VON
BOTH SIDES AND BETWEEN 2.r AND 3.7' ON THE
CHORD. THE 3/I6" THICK ALUMINUM PLATE SHALL
BE PLACED UNDER. THE CONCRETE AND SECURED
BETWEEN TO THE 1 x 2s ABOvE THE CONCRETE WITH
W BOLTS AND ALUMOM M WASHERS AS SHOWN ON
THE SKETCH.
THE FOLLOWING TABLES ARE FOR MANSARD AND HALF MANSARD ENCLOSURES WITH A
MAXIMUM WALL HEIGHT OF 8 FEET AND 16 FEET BASED ON 140 MPH WIND. THE TABLES ARE
BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE FBC, CHAPTERS 16 AND 20 AND
ASSOCIATED. REFERENCES. TABLE LIMITED TO A MAXIMUM VERTICAL RISE OF 3 FEET.
(BASED ON 140 MPH WINDS, FOR EXPOSURE CATEGORY "B", APPLIED WALL LOAD IS 18
LBSJSQ.FT., APPLIED ROOF LOAD IS 10 LBSJSQ.FT. AND LIVE LOAD IS 10. LBSJSQ.FT.)
ALLOWABLE SPANS for Primary Members In Screen Roofs (Beams) Applied Load. =18 lbs./sq.fL
FOR ALL Wind Zones of 140 mph and less Maximum Wall Height = 8 ft
(Table applies to Exposure "B") Unit Load = Design Pressure =10 lbs./sq.fL
Load Width
and Spacing
Roof Beams
1 4.0'
4.5'
1 5.0'
S.5'1
6.0'
1 ' 6.5'
1 7.0'
1 7.5'
8.0'
2 x 4 x 0.045 x 0.100 SMB
2 x 5 x 0.050 x 0.116 SMB
2 x 6 x 0.045 x 0.120 SMB
2 x 7 x 0.055 x 0.120 SMB
2 x 8 x 0.072 x 0.224 SMB
2•x 9 x 0.072'x 0.224 SMB
2 x 9 x 0.072 x 0.306 SMB
2•x 10 x 0.092 x 0.389 SMB
27 9"
23' 3"
'22' 9"
22' 4"
22' 0"
21' 8"
21' 5"
21' 2"
20' 11"
26' 10"
-26' 3"
25' 8"
25' 2'.'
24' 9"
24' 4"
24' 0"
23' 8"
23' 5"
30' 0"
29' 3"
28' 7"
28' 0"
27' 6"
27 0"
26' 7"
26' 3"
25' 10"
32' 7"
31'. 9"
31' 0"
30' 4"
29' 9"
29' 3"
28' 9"
28' 4"
27' 11"
38' 4"
37' 2"
36' 3"
35' 5"
34' 9",
34' 1"
33' 5"
32, 11"
32' 5"
41' 1"
39" 11"
38' 11"
38' 0"
37' 2"
36' 6"
35' 10'.
35' 3"
34' 8"
4T 3"
42' 0"
40' 11"
39' 11"
39' 1"
38' 4"
37' 7"
37, 0"
36' 5"
49' 0"
47 6"
46' 2"
45' 0"
44' 0"
43' 2"
42' 4"
41' 7"
40' 11"
ALLOWABLE SPANS for Primary Members In Screen Roofs (Beams) Applied Load =18 IbsJsq.fL
FOR ALL Wind Zones of 140 mph and less Maximum Wall Height =16 ft.
(Table applies to Exposure "B") Unit Load = Design Pressure =10 IbsJsq.fL
Load Width
and Spacing
Roof Beams
1 4.0'
1 4.5'
5.W
5.5'
6.0'
6.5'
1 7.0'
7.5'
8.0'
2 x 4 x 0.045 x 0.100 SMB
x x .050 x 0.91 fi SMB
2 x 6 x 0.045 x 0.120 SMB
2 x 7 x 0.055.x 0.120 SMB
2 x 8 x 0.072 x 0.224 SMB
-2 x 9 x 0.072 x 0:224 SMB
2 x 9 x 0.072 x 0.306 SMB
2 x 10 x 0.092 x 0.389 SMB
21' 11"
21' 5"
21' 0"
20' 7"
20' 3"
. 20' 0"
19' 8"
19' 6"
19' 3"
24' 10"
24' 3"
23' 9"
2T 3"
22' 10"
27 6"
22' 2"
21' 10"
21' 7"
27 10"
27' 1"
26' 6"
25' 11"
25' 5"
25' 0"
24' 7"
24' 3"
23' 11"
30" 3"
29' 5"
28' 9"
28' 1:'
27 7"
27' 1"
26' 8"
26' 3"
25' 11"
35' 7"
.34' .7"
33' 9"
132' 11"
32' 3"
31' 8"
31' 1"
30' 7"
30' 2"
38' 3"
37' 2"
36' '2"
35' 4"
34' 7"
33' 11"
33' V'
32' 9"1
3T 3"
40' 4'-
39' 2"
38' 1"
37' 2"
36' 4"
35, 8"
35' 0"
34' 5"
33' 10"
45' 8"
44' 3"
43' 0"
47 0"
41' 0"
40' 2"
39' 5"
38' 9'.
38' 1"
ALLOWABLE SPANS for Primary Members In Screen Walls (Posts/Columns) Applied Load =18 lbs./sq.fL
FOR ALL WindZones of 140 mph and less Exposure "B"
Post / Column
Load Widths
or Spacing
4.0'
1 4.5' 1
5.0' 1
5.5' 1
6.0' 1
6.5' 1
7.0' 1
7.5' 1
8.0'
2 x 4 x 0.045 x 0.100 SMB
2x5x0.050x0.116SMB
2 x 6 x 0.050 x 0.120 SMB
2 x 7 x 0.055 x 0.120 SMB
2x8x0.072x0.224SMB
9'-111.
9'-5"
8'-11"
V-6"
8'-1"
7'-10"
7'-6"
7'-3"
7. 0"
11'-7"
10'-11"
IW-5"
9'-11"
9'-6"
9'-l"
8'-9"
8'-6"
8'-3"
IV-8"
11'-0"
10'-5"
V-11"
9'-6"
9'=2"
8'-10"
8'-6"
8'-3"
12'-9"
12'-l"
11'-5"
10'-11"
10'-5"
10'-0"
9'-8"
9'-4"
9'-0"
Fly-T I
18'-9" lir-10'
16'-11"
16'-3"
15'-8" 1
15'-1"
14'-7'
14'-Its
Note: Secondary members for the walls shall be selected from the Table above.
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'PE_ CIFICATION NOTES AND DESIGN PARAMETERS:
THIS OVERALL DESIGN COMPLIES WITH THE GUIDELINES DEFINED IN CHAPTERS 16 AND 20 OF
THE FLORIDA BUILDING CODE EDITION 2004 (FBC) AND THE ALUMINUM ASSOCIATION OF FLORIDA,
2003 EDITION (AAF), "GUIDE TO ALUMINUM CONSTRUCTION IN HIGH WIND AREAS'AND IS BASED
ON THE FOLLOWING PARAMETERS:
A. WIND SPEED: 140 M.P.H.
B. EXPOSURE CATEGORY: 'B'
C. DESIGN PRESSURES: SIMULTANEOUS LOADING WITH ROOF @ 10 P.S.F., WALLS @ 18 P.S.F.
D. MAXIMUM SCREEN HEIGHT: 16' (HIGHER JOBS REQUIRE SITE -SPECIFIC DESIGN BY THE
ENGINEER OF RECORD AND MAY BE SUBJECT TO ADDITIONAL DESIGN PARAMETERS)
E. ALLOWABLE DEFLECTION: L / 80 MINIMUM, AS SPECIFIED IN TABLE #1610.1 OF FBC.
F. CONTINUOUS LOAD PATH IS PROVIDED
2. , MATERIALS (UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OF RECORD)
A. ALL EXTRUSIONS: ALUMINUM ALLOY #6063-T6 (NOTE; SPLICE PLATE MATERIAL MAY BE
EXTRUDED FROM ALUMINUM ALLOY #6061-T6, IF THIS ALLOY IS MORE READILY AVAILABLE)
B. FASTNERS: ALUMINUM ALLOYS #2024-T4 & #7075-T6, DOUBLE CAD-POLATED STEEL, HOT -DIPPED
GALVANIZED STEEL OR 300-SERIES STAINLESS STEEL IT IS THE RESPONIBILITY OF THE
CONTRACTOR TO PROVIDE FOR SEPARATION OF DISSIMILAR MATERIALS AS THEY ARE DEFINED
IN SECTION #2003.8.4. HE/SHE MAY IMPLEMENT ANY OF THE MEANS LISTED IN THESE SECTIONS.
ANY ALTERNATE MEANS MUST BE REVIEWED AND APPROVED IN WRITING, BY THE ENGINEER OF
RECORD, PRIOR TO ANY INSTALLATIONS UTILIZING THE SUBJECT METHOD.
C. SCREEN CLOTH: SHALL BE VINYL -COATED, WOVEN FIBERGLASS, MAXIMUM DENSITY OF 18 X 14,
58% OPEN MIN.
3. ALL HOUSE FASCIA DETAILS, BOLTING OR SCREW SELECTIONS, BEAM SPLICE DETAILS, DIAGONAL "K"
BRACING DETAILS, COLUMN TO BEAM DETAILS, STRUCTURAL GUTTER DETAILS, WALL AND FASCIA
DETAILS, CORNER ANCHOR DETAILS, ROOF BRACING DETAILS, EAVE BRACING DETAILS, ETC., IF NOT
EXPLICITLY OUTLINED ON THIS SPECIFICATION, SHALL BE IN ACCORDANCE WITH AAF, EDITION 2003.
GUIDE_WIRES-WILL- NOT -BE -USED-IN-THIS-SPECIFICATION; "K-BRACING -WILL-BE-USED-THROUGHOUT
4. LOCATION OF ALL "K' BRACING AND CHAIR RAILS,' ALONG WITH ANY OTHER DESIGN ABNORMALITY,
WILL BE SHOWN AND/OR LISTED ON SHEET 3, THE "SITE SPECIFIC DRAWING".
5. ALL WIND BRACING SHALL USE W DIAMETER THROUGH BOLTING (TOP AND BOTTOM) W.1TH 1-1/8" O.D.
FENDER WASHERS •OR 1-3/4" SQUARE BY 0.090 THICK ALUMINUM WASHER (#6063-T6). THE WASHERS
SHALL BE INSTALLED ON BOTH ENDS OF THE BOLTING.
6. NEW AND EXISTING FOOTERS SHALL BE CONTOLLED AS FOLLOWS:
A. ALL NEW FOOTERS WILL BE CONSTRUCTED IN ACCORDANCE WITH THE AAF GUIDELINES.
B. EXISTINGFOOTERS THAT CONSIST OF A SLAB GREATER THAN 4" AND LESS THAN 8", THAT HAS
BEEN INSPECTED AND HAS BEEN DETERMINED TO BE IN GOOD CONDITION WITHOUT EXCESSIVE
CRACKING, SHALL HAVE THE FOLLOWING REQUIREMENTS:
1. A 2' LONG PLATE SHALL BE INSTALLED ALONG THE OUTER DIAMETER UNDER THE CONCRETE.
THE 3/16" THICK PLATE SHALL BE LOCATED UNDER THE CONCRETE AT ALL EXTERIOR CORNERS
(OR ANY ANGLE > 45) OF THE SLAB AND SECURED THROUGH THE CONCRETE TO THE 1 x 2 AT THE
TOP WITH 1/2" BOLTS. NOTE: THE PLATE FOR A RIGHTANGLE WILL BE A TRIANGLE, 2' x 2' x 2.828'.
2. ALL HOLD DOWN FASTENERS MUST BE 3/8" LARGE DIAMETER TAPCON (LDT) WITH A MINIMUM
EMBEDMENT OF 2-1/2" INTO THE CONCRETE.
3. ALL HOLD DOWN FASTENERS MUST NO MORE THAN 12" ON CENTER
ADDITIONAL NOTES:
THE FOLLOWING TABLES ARE FOR MANSARD AND HALF MANSARD ENCLOSURES WITH A
MAXIMUM WALL HEIGHT OF 8 FEET AND 16 FEET BASED ON 140 MPH WIND. THE TABLES ARE
BASED ON SIMULTANEOUS LOADING AS DEFINED IN THE AAF "GUIDE TO ALUMINUM
CONSTRUCTION IN HIGH WING AREAS". TABLE LIMITED TO A MAXIMUM VERTICAL RISE OF 3
FEET. (BASED ON 140 MPH WINDS, FOR EXPOSURE CATEGORY "B", APPLIED WALL LOAD IS
18 LBSJSQ.FT., APPLIED ROOF LOAD IS 10 LBSJSQ.FT. AND LIVE LOAD 1S 10 LBSJSQ.FT.)
ALLOWABLE SPANS for Primary Members In Screen Roofs (Beams) Applied Load =18 IbsJsq.ft
FOR ALL Wind Zones of 140 mph and less Maximum Wall Height = 8 ft.
(Table applies to Exposure "B") Unit Load = Design Pressure =10 IbsJsq.fL
Load Width
and S acin
Roof Beams
4.0'
4.5'
5A'
5.5' 1
6.0'
6.5'
7.0'
7.5'
8A'
2 x 4 x 0.045 ii 0.100 SMB
2 x 5 x 0.050 x 0.116 SMB
2 x 6 x 0.045-x 0.120 SMB
5a 2 x 7 x 0.0x 0.120 SMB
2 x 8 x 0.072 x 0.224 SMB
2 x 9 x 0.072 x 0.224 SMB
2 x 9 x 0.072 x 0.306 SMB
2 x 10 x 0.092 x 0.389 SMB
23'. 9"
23, 3"
22' 9"
22' 4"
22' 0"
21' 8"
21' 5"
21' 2"
20' 11"
26' 10"
26' 3"
25' 8"
2V 2"
24' 9"
24' 4"
24' 0"
23' 8"
23' 5"
30' 0"
29' 3"
28' 7"
28' 0"
2T 6"
2T 0"
2V 7"
26' 3"
25' 10"
32' 7"
31' 9"
31' 0"
30' 4'
29' 9"
29' 3"
28' 9"
28' 4'
27' 11"
38' 4"
37" 2"
36' 3"
35' S"
34' 9"
34' 1"
33' 5"
32' 11"
32' S"
41' 1"
39' 11"
38' 11"
-38' 0"
37' 2"
36' 6"
35' 10:
35' 3"
34' 8"
43' 3"
42' 0"
40' 11"
3W 11"
39' 1"
3V 4"
37' 7"
37' 0"
36' S"
49' 0"
47' 6"
46' 2"
45' 0"
44' 0"
4T 2"
42' 4"
41' 7'
40' 11"
ALLOWABLE SPANS for Primary Members In Screen Roofs (Beams) Applied Load =18 lbs./sq.fL
FOR ALL Wind Zones of 140 mph and less Maximum Wall Height =16 ft.
(Table applies to Exposure "B") Unit Load = Design Pressure =10 lbsJsq.ft
Load Width
and S acin
Roof Beams
4.0'
4.5'
5.0'
5.5'
6.0'
6.W
7.0'
f7:5'-
? 8.0-
2-x-4-x-0:045.x-0A00-SMB--
2 x.5-x 0.050 x 0.116 SMB
�x-61z 0.045 x 0.120 SMB
2 x 7 x 0.055.x 0.120 SMB
2 x 8 x 0.072 x 0.224 SMB
2 x 9 x 0.072 x 0.224 SMB
2 x 9 x 0.072 x 0.306 SMB
2 x 10 x,0.092 x 0.389 SMB
-21 11'' -
-21'-5"
21'. V-
-20' T'
- 20'-3".
20'-0"--
-19'- 8"
=-19'-6"-
-19'-3"
24' 10"
24' T*
23' 9"
2T T,
22' 10"
22' 6"
22' 2"
21' 10"
21'. 7"
2T 10"
2T T'
26' 6"
25' 11"
25' 5"
25' 0"
24' 7"
r2�'-3";
23' 11"
30" 3"
29' 5"
28' 9"
28' 1"
27' 7"
27' 1"
2V 8"
26' 3"
2V 11"
35' 7"
34' 7"
33' 9"
32' 11"
32' 3"
31- 8"
31' 1"
30' T'
30' 2"
38' 3"
37' 2"
36' 2"
35' 4"
34' 7"
3T 11"
33' 4"
32' 9"
32' 3"
40' 4"
39' 2"
38' 1"
3T 2"
36' 4"
35' 8"
35' 0"
34' S"
33' 10"
46' 8"
44' 3"
43' 0"
42' 0"
41' 0"
40' 2"
39' 5"
3V 9"
. 38' 1"
ALLOWABLE SPANS for Primary Members In Screen Walls (Posts/Columns) Applied Load =18 lbsJsq.fL
FOR ALL Wind Zones of 140 mph and less Exposure "B"
Post 1.. Column
Load Widths or S acin
4.0'
4.5'
5.0'
6.5'
6.0-
6.5'
1 7.0-
r 7:5 =
. 8.0-
2x4x0.045:x0.100SMS
2x5x0.050x0.116SMB
2X6x0.050X0.120SMB
2x7x0.056x0.120SMB
2x8x0.072x0.224SMB
9'-11"
9'-5"
8'-11"
8'-6"
8'-1"
7'-IV
7'-6"
7'-0"
11'-7"
10'-11"
-10'-5"
9'-11"
V-6"
9'-1"
8'-W'
1 8'-6"
V-3"
11'-8"
11'-0"
10'-5"
9'-11"
9'-6"
9'-2"
8'-10"
8'=6"
8'-3"
12'-9"
12'-1"
11'-W
10'-11"
10'-5"
10'-0"
9'-8"
1 r -4'y
9'-0"
19'-11"
18'-9"
17'-10116'-11"
16'-3"
15'-8"
15'-1"
14'-7"
14'-1"
Note: Secondary members for the walls shall be selected from the Table above.
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SPECIFICATION NOTES AND DESIGN PARAMETERS
VARIOUS CONNECTIONS AND BRACING DETAILS
E E
MAXIMUM HORIZONTAL SPLICE OFFSET.,
1/2 SPAN FOR CABLES; FOR MANSARD,
TItE LESSER OF 1/3 OF SPAN OR 72'
9-
OMIT SCREWS
& BOTTOM
.
AT MITER
(TYPICAL)
.
SPLICE PLATES 6063-T6
ALLOY. THICKNESS OF SPLICE
4.
PLATES 3116•
4OW
1o4vi
O
7
W
VNx I.- ••,••, •"'••••` •'r^ OMrc SCREWS TOP &
�� AT MILER JOINT (TYP
�x
10' to,
MITERED BEAM SPLICE FASTENING DETAIL
TYPICAL SCREW PATTERN FOR SPLICE 014 SCREWS TYPICAL
BEAM SPLICE NOTES:
1) SPLICE DETAIL SHOWN MAY BE ROTATED FOR MANSARD APPLICATIONS
2) GABLE SPLICE MAXIMUM OFFSET 1/2 ALLOWABLE SPAN. VERTICAL OFFSET AT 18 DEGREES (MAXIMUM)
3) MANSARD SPLICE HORIZONTAL OFFSET 1/3 OF ALLOWABLE SPAN OR 6' - 0' (WHII7IEYER ISILESS).
VERTICAL OFFSET IS HORIZONTAL OFFSET X .577 (MAXIMUM)
4) MADITAIN 1/2- BORDER FROM SPl10E_PLATE_PEPoMETEI_TO-ROWIS1OF-SCREWS-
5)-SPUCE-PLATES ARE ALLOY 606376
6) N(V) INDICATES NUMBER OF EQUAL SPACES PARALLEL- TO BEAM MITER JOINT '
N(H) INDICATES NUMBER OF EQUAL SPACES PERPEM mom TO BEAM MRER JOINT
BEAM SPLICE DEFAB.S
Beane
Splice
Plate
Thickness
Length
dPlale
#14 ISMS
paslds
perend
Total
W14SMS
pars
Hort antal Sparing
Vertical Spacing
Nunberd
SpacesN(li)
Spacing
Distance
Nnanberd
Spaces N
Spacing
Distance
2X4Xo.045XU16oSMB
1/a•
I 20'
12
48
5
13/t
2
1Y.-
2XSXO.OSOXMI16SMB
11'r
20'
12
48
5
1'/.'
2
T/.-
2X6-XO.OWXO.12DSM8
NIB-
2(•
14
56
5
P/•
3
1)v
2X7XO.DSSXD.120SMS
UB'
20'
14
56
5
1,:
3
1-718•
2 X8 XO.D72 XO.YP4 SM8
3116`
2P
16 1
64
5
13/.'
4
1SI8'
2 X9 X0.072 X0224 :Mn
3/16'
2('
16
64
5-
tir
4
1.314'
2 X9 XQ082 X0.306 SB
ars..
ZO'
20
80
6
T/,'
5
1)r
2X1DX0.092X0.389SMB
3116'
20'
24
96
7
P/.•
6
1.318'
LAP BEAM WEBS OVER
COLUMN AND FASTEN WITH
(M4 SCREWS W. CAL)
3
EAVE CONNECTION DETAIL
(TYPICAL EAVE CONN1=ON)
COVER PLATE
1' X Y OPEN BACK FASTENED
TO 2- X 2- WITH 010 S.M.S. O
24' D.C. (TYPICAL)
2' X 4' COLUMN (SHOWN)
(COLUMN SIZED PER TABLES) SCREEN
r` J A K-BRACING DETAILS
2' x 3' x 1/4- ANGLE EACH SIDE 2- x 2- x 1/B_',,:ANGLE EACH
1/4' DIA CONCRETE ANCHOR SIDE 3 EATC�ff-1'4 S.M,SP'EACH '
04
SIDE (1' Oi. MIN.)•:-"
with/1-1/4- EMBEDMENT \ o e �aM
(MIN.)(TYPICAL) o o
- � 2' MINIMUMS
y aY e
2- X 2' K-BRACING
• (ALTERNATE TO BRACING) 0
r I ^
1/4' DIA CONCRETE ANCHOR ANCHOR EDGE DISTANCE')- 3' oia C A52• 1� z
W/1-1/4' EMBEDMENT (MIN.) (TYPICAL) ANCHOR SPACING "2' FOR -
2X4 POSTS, 3' EbR 2X5 POSTS W o i 1 z E
COLUMN ) FOUNDATION FASTENING FOR LOAD CONDI110N 2'
LOAD CONDITION 2 - CONNECTION UPLIFT CAPACITY s 1.68 .�'`
CONNECTION SHEAR CAPACTY 1,18�8jU -:tr TYPICAL SCREEN WALL ELEVATION
NOTES:- a
J1) THIS DETAIL IS FOR ALL 2X4 AND 2X5 POSTS nj
2) CONCRETE FASTENERS MUST HAVE AN ULTIMATE PULL-OUT CAPACITY-0OF C 2.110# OR A WORKING PULL-OUT CAPACITY OF 528+ l'.' / 0
3) 2 EACH X 3/8- DIA. BOLTS MAY BE SUBSTITUTED FOR THE 3 EACH ji4 SMS aw
(2 THRU BOLTS REPLACE 6 SCREWS)
,; CORNER POST 3- X 4' X 1/8- PLATE ON
' EXTERIOR - 3' LONG X 1' X 3' 0 -
t¢ X 1/8' ANGLE ON INTEROR W/
_ w. 04 SMS MTO 6RAdNG AND � W s
jr
I— SCREEN E.I
CORNER_ WAIL MEMBERS AS SHOWN t�
2-X 3- X 5/16- AN POST Q
2- x 2- x ANGLE EACH 1' X 2' PATIO
BY 3' LONG EACH SIDE SIDE 3 E 4 S.M.S. EACH �p MEW
3/8' Of
CONCRETE ANCHOR ®o SIDE (3/�0 MIN: 2' X 2' PURUN
w/2' EMBEDMENT (MIN.)
R ��AA f A
0 0w' RNER
POST Z V IK-BRAG
t.2" MINIMUM F
-.� {— '
41 ;a'"i ra O O on
O O 1X2 SOL •'�
4!', 3• ^�v ' �— K-BRACE O O %'/%'%t�WSF�K..
/ -
9 — A '— !- - --CORNER — -- - — 3' X 4' X 1/8' PLATE ON / ►� .��A I , ' q
'.ti, 4 POST EXTERIOR - 3• LONG X 1' X - �1uG 1' 20�� .
COLUMN / FOUNDATION FASTENING FOR LOAD CONDffION 3- X 1/8- ANGLE ON miTEROR ELEVATION m60F
M�y
LOAD CONDITION 3 - CONNECTION UPLIFT CAPACITY00/r` W/ j14 SMS INTO BRACING
ELEVATION AND WALL MEMBERS AS
CONNECTION SHEAR CAPACITY SHOWN K- BRACE DETAIL •C �`-� ��,.#��Jl,�•iy
ND7E5: K- BRACE DETAIL'A' - - d•�••••••• �l.�i -
1) COLUMN SIZE TO BE DETERMINED BY THE LARGER OR f+ - '� •• �:-.' �.• L/ ��
A) MINIMUM SIZE COLUMN FOR BEAM. AND ?'S • tt rZ
B) SPAN & SPACING AS DETERMINED BY COLUMN TABLES, AND '�..= i �v �" •L �.. t� i_
2) 2 EACH X 3/8' DIA. BOLTS MAY BE SUBSTITUTED FOR THE 3 EALk1 014 SUB / Z. �'� ij� OS �, • �'!
COLUMN POST • `43� f{�y
(2 THRU BOLTS REPLACE 6 SCREWS) ar h" • O ` O ;;
3) CONCRETE ANCHOR SPECIFICATIONS` ;' ..r:. Z • Z v
ANCHOR -A' (CL0 M TO EDGE) IS 31WO X 3- LONG Wt/ 2- fldBEQti NT'"" 1• X 3- X 1/8' ANGLE. 7- LONG WITH - --�L; ; •�� �( : 404
ANCHOR 'B' 15 FARTHEST FROM EDGE AND IS 3 0 X 2' LON 014 S.M.S. INTO BRACE AND INTO POST HORIZONTAL MEMBERS
/B' 4�v/ 2• EMBmM1r1r Ii -
• r� i
SUPPLEMENTAL
MUST CONFORM TO SPECLFICATIONS LLMON 'M - I ° �' ��g �•.b•oo4••o(�Y:I . CAPACITY OF
CONCRETE ANCHOR IGNG TENSION
CAPACITY
YA 50 ULTIMATE TENSION
CAPACITY OF ZODOO:SHEAR
AROCAP WORIONG Tt?LSIQN CAPACITY �'SODk R\-`
MINIMUM W9PoONC SHEAR CAPACITY 1.000/ 1 , s
--v
TOP VIEW ~J
• 014 SAS AS SHOWN * O C
SUPER GUTTERS 3 1/2• X 6- X 1/6- PLATE
NW LONG 025 ) EX7RJ D K-BRACE —� a S M.S AS SHOWN � � l- ID
EACH ROOF � 11A0 1 FaR 1�4/'m a v Qr
TM DO TOP UP OF GUTTER GIRT (CHAIR RAIL) Jr HI% 42 •,
2 x 3 x J25 ANGLE CLIP ' O
�• x 21-0' LAGS, FouR (4) (CUT 7 LONG) DY3-NCH O
LEG AGAINST I x 2. CUP ►z O 04,
00
AND AT 24 IN EAC14 o Q EIM 0�5� OFf 4 M ° W a e o
BPABIt(G) N THE FEET « 13EA4 AND TW 0) 94 x K-BRACE H' J O
of tHE GUTTER (PILOT V U9M (PEIR AW3E CUP)
ML FASaA UV SM' « TIM GUTTER AHD INTO T � O . in %a
131T to AVOID OMITTNGI GURE11: INSERT (TIP• ONE MM00 •
ANGLE CLIP, ON EACH IDE SGIRT (AKA CHAIR RAIL) (� W �/i N A
« OF EACH BEAM W 40
O i4 N
eBEAM &LAY SESLACREEN ATT
5' ST1alCRIRAL x 2 6g7EFJL 9l OPED1 COLUMN � � • O h
GUTTER (Cmi FRME (TYP) 1•a O
DETAIL B ) -K' BRACE CONNE O ' f
SITE SPECIFIC DRAWING FOR A MANAItD ROOF
TION FOR
BUILDING DIVISION 1NSP CLU ES ONLY
ALUMINUM PR®CT IONS AND DETAILS.
VISIBLE CONNE
ALL HIDDEN CONNECTIONS SA D
DETAILS ARE THE NES
OF TTy
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ND
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REQUIRED,3y ANY CORRECTIONS WORK
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