HomeMy WebLinkAboutEngineer's Framing DetailSCALE
SHEET NO.
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description
68
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 101
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
LEGEND
N.T.S.
PERSPECTIVE
VIEW
DV
NOTE: Beams are continuously
attached to Host Structure
Elevation: At Grade
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
Please Note: A Structural
Engineer, PE shall be employed
prior to the construction of this
pergola to verify that the design
meets current applicable codes
and is structually sound!
SCALE
SHEET NO.
drawn by
date
description
68
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 102
1/4" = 1'-0"
TOP VIEW
HOST STRUCTURE
C
B
A
123454'
498.00"
63.00"
121.75"
244.25" beam (tbd on site)249.75" beam (tbd on site)
124.50"124.50"127.25"
247.00" beam 247.00" beam
12
0
.
0
0
"
60
.
0
0
"
11
6
.
0
0
"
b
e
a
m
60
.
0
0
"
11
6
.
0
0
"
b
e
a
m
Perimeter
Beam
2"x10"
Perimeter
Beam
2"x10"
@ Host
Structure
Beam Chase
5.5"
Perimeter Beam 2"x10"
@ Host Structure
Perimeter Beam 2"x10"
Perimeter Beam 2"x10"
@ Host Structure
Perimeter Beam 2"x10"NOTE:See Sheet A300
"Louvers" detail
A200
1-1
A200
1-1
A1
A200
A1
A200
183.25"251.75"
DV
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
NOTE: Beams are continuously
attached to Host Structure
Elevation: At Grade
Please Note: A Structural
Engineer, PE shall be employed
prior to the construction of this
pergola to verify that the design
meets current applicable codes
and is structually sound!
NOTE 1: See Sheet A306
"Typical Beam Chase to Beam
Connection Pass Through Gutter"
detail
SCALE
SHEET NO.
drawn by
date
description
68
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 103
1/4" = 1'-0"
BEAMS &
gutter PLAN
HOST STRUCTURE
C
B
A
123454'
498.00"
63.00"
121.75"
244.25.00" beam (tbd on site)249.75" beam (tbd on site)
124.50"124.50"127.25"
183.25"251.75"
247.00" beam 247.00" beam
12
0
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0
0
"
60
.
0
0
"
11
6
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0
0
"
b
e
a
m
60
.
0
0
"
11
6
.
0
0
"
b
e
a
m
Perimeter
Beam
2"x10"
Perimeter
Beam
2"x10"
@ Host
Structure
Beam Chase
5.5"
Perimeter Beam 2"x10"
@ Host Structure
Perimeter Beam 2"x10"
Perimeter Beam 2"x10"
@ Host Structure
Perimeter Beam 2"x10"
A200
1-1
A200
1-1
A1
A200
A1
A200
P3 - Aluminum
Post 8"x8"P2 - Aluminum
Post 8"x8"
Aluminum
Gutter 7.5"
Aluminum
Gutter 7.5"
Aluminum
Gutter 7.5"
Aluminum
Gutter 7.5"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"Beam Chase
5.5"
Beam Chase
5.5"
Beam Chase
5.5"
9.50"100.00"24.50"100.00"24.50"100.00"24.50"98.00"17.00"
9.
5
0
"
9.
5
0
"
10
1
.
0
0
"
NOTE 1NOTE 1NOTE 1
NOTE 1NOTE 1NOTE 1
NOTE:See Sheet A303
"Beam Splice - 2x10 Beam" detail
NOTE:See Sheet A304
"Beam Splice - 2x10 Beam at Post" detail
Exact location TBD on site.
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11
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0
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b
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11
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b
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a
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11
6
.
0
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"
b
e
a
m
NOTE: Pergola to be fastened
into the house with LedgerLok
Ledger to House Connections
(By Others)
59.00"
60.00"
3.00"
DV
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
Please Note: A Structural
Engineer, PE shall be employed
prior to the construction of this
pergola to verify that the design
meets current applicable codes
and is structually sound!
SCALE
SHEET NO.
drawn by
date
description
68
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 200
1/4" = 1'-0"
SECTION PLANs
A1 SIDE SECTION
A200
1-1 FRONT SECTION
A200
1 2 3 4 4'5
HO
S
T
S
T
R
U
C
T
U
R
E
9.50"
Beam Chase 5.5"
Perimeter Beam 2"x10"
@ Host Structure
Gutter
Perimeter Beam 2"x10"
P2 - Aluminum Post
8"x8"
P3 - Aluminum
Post 8"x8"
113.00"9.50"115.00"9.50"115.00"9.50"115.00"2.00"
498.00"
127.25"124.50"124.50"121.75"
251.75"183.25"63.00"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Interior Beam
2"x10"
Gutter
Beam Chase 5.5"Beam Chase 5.5"Beam Chase
5.5"
Gutter Gutter Gutter Gutter Gutter GutterLouversLouversLouvers Louvers
12
0
.
0
0
"
NOTE:See Sheet A309
"Beam Chase to Host
Structure Connection"
detail
A
120.00"
60.00"60.00"
B C
HO
S
T
S
T
R
U
C
T
U
R
E
Perimeter Beam 2"x10"
@ Host Structure
Gutter
2.00"
Perimeter Beam 2"x10"
Gutter
Louvers
NOTE:See Sheet A309
"Beam to Host Structure Connection"
detail
P1 - Aluminum Post
8"x8"
12
0
.
0
0
"
116.00"2.00"
NOTE:See Sheet A310
"Functional Post Bracket to
Footer Connection" detail
NOTE:See Sheet A310
"Functional Post Bracket to
Footer Connection" detail
NOTE:See Sheet A310
"Functional Post Bracket to
Footer Connection" detail
NOTE: Pergola to be fastened
into the house with LedgerLok
Ledger to House Connections
(By Others)
59.00"
DV
PIVOT BAR CAP
TRACK BAR
BEAM
PIVOT BAR
PIVOT PIN
LOUVER
BEAM
LOUVER
TRACK BAR PIN
PUSH NUT
TRACK BAR
BEAM
TRACK PIN
5/16" DIA. S.S.
W/ 1/2"
ENGAGEMENT
MIN.
PIVOT BAR
LOUVER
PUSH NUT
TRACK BAR PIN
TRACK BAR
#10 SS TEK
SCREW @
6" O.C
PIVOT BAR CAP
LOUVERS TO BEAM CONNECTION
(2X10 BEAM)
1 1 2" = 1'-0"
SIDE VIEW
1 1 2" = 1'-0"
ISOMETRIC OUT-SIDE VIEW
1 1 2" = 1'-0"
ISOMETRIC IN-SIDE VIEW
1 1 2" = 1'-0"
LOUVERS DETAIL
1 1 2" = 1'-0"
6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.6" o.c.
12"12"12"12"
6"
1.
8
6
6
"
0.
0
6
5
"
BEAM, 2"x10"
PIVOT TRACK
PIVOT CAP
PIVOT PIN
LOUVER PROFILE FOR COMPARISON
#10 SS TEK
SCREW
@ 6" O.C
SCALE
SHEET NO.
drawn by
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description
68
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 300
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
INTERIOR BEAMPERIMETER BEAM
9" U-PROFLE
CORNER BEAM
CONNECTION
(5) #14 DIA. TEK SCREWS
PERIMETER BEAM
(5) #14 DIA. TEK SCREWS
(5) #14
DIA. TEK
SCREWS
5.5" GUTTER
11.5" COVER SHEET
10
.
0
0
"
BEAM 2" X 10"COVER SHEET
BEAM 2" X 10"
2" X 1 3/4" X 0.125" BEAM
INSERT, 9" IN LENGTH
(5) #14 TEK SCREWS THROUGH
BEAM INTO INSERT EACH SIDE
(5) #14 TEK SCREWS THROUGH INSERT
INTO PERIMETER BEAM, EACH SIDE
#14 TEK SCREWS THROUGH GUTTER
INTO BEAM EACH SIDE, SPACED 14" - 16"
O.C. (BASED ON OVERALL BEAM CHASE
LENGTH), EACH SIDE
GUTTER
(10) #14 TEK SCREWS THROUGH BEAM INTO
CORNER BEAM CONNECTION EACH SIDE
BEAM 2" X 10"BEAM 2" X 10"
5.5" GUTTER
CORNER BEAM CONNECTION - EXTRUDED WITH CAPS
2.00"5.50"2.00"
2.
0
0
"
BEAM 2" X 10"
TYPICAL CORNER ASSEMBLY
BEAM CHASE TO SINGLE BEAM - 2" X 10" BEAM / 5.5 GUTTER
1 1 2" = 1'-0"
ISOMETRIC VIEWSIDE VIEW
TOP VIEW
SCALE
SHEET NO.
drawn by
date
description
68
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 301
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
CORNER BEAM CONNECTION
PERIMETER BEAM
(8) OR (10) #14 TEK SCREWS
CORNER BEAM CONNECTION
(8) OR (10) #14 TEK SCREWS
(DEPENDING ON THE BEAM SIZE)
THROUGH BEAM INTO CORNER
BEAM CONNECTION EACH SIDE
BEAM
TOP VIEW
(8) OR (10) #14 TEK SCREWS (DEPENDING
ON THE BEAM SIZE) THROUGH BEAM INTO
CORNER BEAM CONNECTION EACH SIDE
BEAM
BEAM
SIDE VIEW
CORNER BEAM CONNECTION - EXTRUDED WITH
CAPS
BEAM
TYPICAL CORNER ASSEMBLY
3" = 1'-0"
ISOMETRIC VIEW
SCALE
SHEET NO.
drawn by
date
description
68
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10/06/22
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 302
3" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
14" U CHANNEL INSIDE PERIMETER BEAM
2" X 10" PERIMETER BEAM
1 3/4" X 3 3/4" X 0.125" SPLICE U-CHANNEL
2" X 10" BEAM(6) #14 TEK SCREWS PER BEAM
#14 TEK SCREW
[12] #14 TEK SCREWS
[12] #14 TEK SCREWS
PERIMETER BEAM
U-CHANNEL 3/4"X2"X.125 14"
PIECES - 7 - INCHES INSIDE OF
PERIMETER BEAM SCREWED
TOGETHER USING 12 TEK
SCREWS 1" O.C. IN THE TOP OF
PERIMETER BEAM SPLICE ARE
PLACED AT POST POSITIONS2"
LENGTH
1"1"1"1"1"1"1"1"1"1"1"
BEAM SPLICE - 2X10 BEAM
1 1 2" = 1'-0"
ISOMETRIC
VIEW
SIDE VIEW
TOP VIEW
3" = 1'-0"
10
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0
0
"
SCALE
SHEET NO.
drawn by
date
description
68
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10/06/22
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 303
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
TEK SCREWS
POST
BEAM CHANNEL
POST
[12] #14 TEK SCREWS
1 3/4" X 3 3/4" X 0.125" SPLICE U-CHANNEL
2" X 10" BEAM(6) #14 TEK SCREWS PER BEAM
#14 TEK SCREWS
BEAM TO POST BRACKET
CONNECTION
2"
LENGTH
1"1"1"1"1"1"1"1"1"1"1"
BEAM SPLICE - 2X10 BEAM AT POST
1 1 2" = 1'-0"
14" U CHANNEL INSIDE PERIMETER BEAM
#14 TEK SCREW
[12] #14 TEK SCREWS
PERIMETER BEAM
U-CHANNEL 3/4"X2"X.125 14"
PIECES - 7 - INCHES INSIDE OF
PERIMETER BEAM SCREWED
TOGETHER USING 12 TEK
SCREWS 1" O.C. IN THE TOP OF
PERIMETER BEAM SPLICE ARE
PLACED AT POST POSITIONS
ISOMETRIC
VIEW
SIDE VIEW
TOP VIEW
3" = 1'-0"
2" X 10" PERIMETER BEAM
[12] #14 TEK SCREWS
10
.
0
0
"
SCALE
SHEET NO.
drawn by
date
description
68
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10/06/22
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 304
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
BEAM 2" X 10"
7.5" COVER SHEET
5.5" GUTTER
BEAM 2" X 10"
10
"
2"5 1/2"2"
9 1/2"
#14 TEK SCREWS
SPACED 16" O.C.
#14 TEK SCREWS
SPACED 16" O.C.
#14 TEK SCREWS THROUGH GUTTER INTO
BEAM EACH SIDE, SPACED 14" - 16" O.C.
(BASED ON OVERALL BEAM CHASE LENGTH)
7.5" COVER SHEET
BEAM 2" X 10"
BEAM 2" X 10"
5.5" GUTTER
TYPICAL BEAM CHASE
2" x 10" BEAMS, 5.5" GUTTER
3" = 1'-0"
ISOMETRIC VIEW
1 1 2" = 1'-0"
#14 TEK SCREWS THROUGH
GUTTER INTO BEAM EACH
SIDE, SPACED 14" - 16" O.C.
(BASED ON OVERALL BEAM
CHASE LENGTH)
SCALE
SHEET NO.
drawn by
date
description
68
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10/06/22
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 305
varies
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
GUTTER ASSEMBLY 7.5"
1 1 2" = 1'-0"
TOP VIEW
BEAM
BEAM
7.5"
GUTTER
GUTTER
CORNER
CORNER BEAM
CONNECTION
7.5" GUTTER
#14 TEK SCREW
(2-PLACES)
(4) #14 TEK
SCREWS
SIDE VIEW
CORNER BEAM
CONNECTION
GUTTER CORNER
BEAM
BEAM
7.5"
3"
12.00"
1"
#14 TEK SCREW 1"
DOWN FROM TOP OF
GUTTER EVERY 12"
7.5" GUTTER
BEAM
ISOMETRIC VIEW
CORNER BEAM CONNECTION BEAM
BEAM
7.5"
GUTTER
7.5"
GUTTER
GUTTER CORNER
(2) #14 TEK
SCREWS
(2) #14 TEK SCREWS
BEAM 2" X 10"BEAM 2" X 10"
3" INSERT / U CHANNEL
BEAM 2" X 10"
NOTCHED BEAMS
5.125" X 3.125" CUT
PASS THROUGH
GUTTER COVER
PASS THROUGH GUTTER
(4) #14 TEK SCREWS
TYPICAL BEAM CHASE TO BEAM CONNECTION
PASS THROUGH GUTTER 5.5"
1 1 2" = 1'-0"
ISOMETRIC VIEW
TOP VIEW
SIDE VIEW
10
.
0
0
"
BEAM 2" X 10"COVER SHEET
BEAM 2" X 10"
2" X 1 3/4" X 0.125" BEAM INSERT,
3" IN LENGTH, EACH SIDE
(2) #14 TEK SCREWS THROUGH
BEAM INTO INSERT EACH SIDE
(2) #14 TEK SCREWS THROUGH INSERT
INTO PERIMETER BEAM, EACH SIDE
#14 TEK SCREWS THROUGH GUTTER
INTO BEAM EACH SIDE, SPACED 14" - 16"
O.C. (BASED ON OVERALL BEAM CHASE
LENGTH), EACH SIDE
GUTTER
3" BEAM INSERT
3" BEAM
INSERT
BEAM 2" X 10"BEAM 2" X 10"
2.00"5.50" OR 7.50"2.00"
#14 TEK SCREWS THROUGH
BEAM INTO INSERT EACH SIDE
#14 TEK SCREWS THROUGH
INSERT INTO BEAM
#14 TEK SCREWS THROUGH
INSERT INTO BEAM
SCALE
SHEET NO.
drawn by
date
description
68
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10/06/22
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 306
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
BEAM
GUTTER
U-CHANNEL
2”x1 ¾”x2”x0.125”
7" IN LENGTH
(4) #14 X 1" TEK
SCREWS
THRU U-CHANNEL
INTO GUTTER
(4) #14 X 1" TEK SCREWS
THRU FAN BEAM INTO INSERT
EA. SIDE
FAN BEAM
U CHANNEL
2”x1 ¾”x2”x0.125”
7" IN LENGTH
BEAM
GUTTER
FAN BEAM CONNECTION
3" = 1'-0"
(4) #14 X 1" TEK SCREWS
THRU INSERT INTO GUTTER
(4) #14 X 1" TEK SCREWS
THRU FAN BEAM INTO INSERT
EA. SIDE
SCALE
SHEET NO.
drawn by
date
description
68
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10/06/22
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154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 307
3" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
#14 TEK SCREWS
POST
CHANNEL
#14 TEK SCREWS
BOTH SIDE
PERIMETER BEAM 2"x10"
PERIMETER BEAM 2"x10"
[6] #14 x 1" TEK SCREWS THRU
CHANNEL INTO BEAM
7 3/4" x 2" x 0.125 x 7 3/4" CHANNEL
LOWER BEAM AND CHANNEL INTO POST
[3] #14 x 1" TEK SCREWS
THRU POST INTO CHANNEL
EA. SIDE
8" x 8" x 0.1875" POST
SINGLE 2X10 BEAM TO 8X8 POST
CONNECTION
3" = 1'-0"
SCALE
SHEET NO.
drawn by
date
description
68
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Ca
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d
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e
,
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8
1
6
2
3
El
a
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n
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s
o
n
10/06/22
dk
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 308
3" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
ALUMINUM BEAM
PER PLAN
9/16" HOLE DRILLED
FOR SCREW
INSTALLATION
1"
1"
16"
32" O.C.32" O.C.
9/16" HOLE DRILLED FOR
SCREW INSTALLATION
TYPICAL 16" O.C. STUDS
1"
1"
32" O.C.32" O.C.
16"16"16"
EXISTING HOST STRUCTURE SHALL BE
EITHER 3000 PSI POURED CONCRETE, OR
ASTM90 HOLLOW / GROUT-FILLED CMU OR #2
SYP WOOD (G=0.55) AS VERIFIED BY OTHERS
3"
M
I
N
.
EMBED.
TYPICAL ANCHOR PATTERN (TO WOOD STUDS SHOWN)
HOST STRUCTURE
GUTTER
PERIMETER BEAM
BEAM TO HOST STRUCTURE
CONNECTION
1 1 2" = 1'-0"
NOTE: PERGOLA TO BE FASTENED
INTO THE HOUSE WITH LEDGERLOK
LEDGER TO HOUSE CONNECTIONS
(BY OTHERS)
FOR CONCRETE ATTACHMENT:
[2] 1/4" DIAM. ITW STAINLESS STEEL TAPCON INTO WALL W/ 3" EMBEDMENT
AND 3" EDGE DISTANCE, SPACED 12" O.C. STAGGERED
FOR WOOD ATTACHMENT:
[2] 1/4" DIAM. S.S. WOOD LAG SCREWS INTO WALL W/ 3" THREAD ENGAGEMENT
AND 3/4" MINIMUM EDGE DISTANCE, SPACED 16" O.C. STAGGERED
FOR HOLLOW CMU ATTACHMENT:
[2] 1/4" DIAM. S.S. HILTI KWIK-CON II+ INTO BLOCK FACE W/ 1-3/4" EMBEDMENT
AND 3" MINIMUM EDGE DISTANCE, SPACED 12" O.C. STAGGERED
ALUMINUM BEAM
PER PLAN
9/16" HOLE DRILLED
FOR SCREW
INSTALLATION
1"
1"
16"
32" O.C.32" O.C.
9/16" HOLE DRILLED FOR
SCREW INSTALLATION
TYPICAL 16" O.C. STUDS
1"
1"
32" O.C.32" O.C.
16"16"16"
EXISTING HOST STRUCTURE SHALL BE
EITHER 3000 PSI POURED CONCRETE, OR
ASTM90 HOLLOW / GROUT-FILLED CMU OR #2
SYP WOOD (G=0.55) AS VERIFIED BY OTHERS
3"
M
I
N
.
EMBED.
TYPICAL ANCHOR PATTERN (TO WOOD STUDS SHOWN)
STANDARD GUTTER
LOUVERS MUST RUN PARALLEL
TO HOST FOR THIS DETAIL
HOST STRUCTURE
GUTTER
PERIMETER BEAM
BEAM CHASE TO HOST STRUCTURE
CONNECTION
1 1 2" = 1'-0"
SCALE
SHEET NO.
drawn by
date
description
68
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C
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8
1
6
2
3
El
a
i
n
e
G
e
r
s
o
n
10/06/22
dk
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 309
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
FUNCTIONAL POST BRACKET
TO FOOTER CONNECTION 8"x8"
1 1 2" = 1'-0"
8" x 8" POST
8" x 8" X 0.1875"
FUNCTIONAL
POST BASE
12" TALL
#14 TEK SCREWS
EACH SIDE
CONCRETE ANCHORS 1
2"
Ø RAMSET/ RED HEAD
LDT, 4 1
2" EMBEDMENT, 6"
MIN EDGE DISTANCE, 5"
SPACING
CONCRETE
ANCHORS
1.00"
1.00"
1.00"
0.50"
1.00"
1.00"
1.00"
0.50"
7.
1
2
5
"
7.625"
1.
0
0
"
5.
0
0
"
1.
0
0
"
12
.
0
0
"
36
.
0
0
"
FOOTER
3000 PSI CONCRETE MIN.
36.00" SQUARE
8" x 8" POST
8" x 8" X 0.1875"
FUNCTIONAL
POST BASE
12" TALL
#14 TEK SCREWS
EACH SIDE
SCALE
SHEET NO.
drawn by
date
description
68
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a
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Ca
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b
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a
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,
C
O
8
1
6
2
3
El
a
i
n
e
G
e
r
s
o
n
10/06/22
dk
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 310
1 1/2" = 1'-0"
DETAILS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
SCALE
SHEET NO.
drawn by
date
description
68
B
a
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d
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a
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Ca
r
b
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a
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,
C
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8
1
6
2
3
El
a
i
n
e
G
e
r
s
o
n
10/06/22
dk
154 ETHAN ALLEN DR.
DAHLONEGA, GA 30533
(800) 303-5248
A 400
N.T.S.
MOTOR
SPECIFICATIONS
ALUMINUM TYPE:
LOUVERS 6063-T5
ALL OTHER COMPONENTS 6063-T6
VALID ONLY FOR ZIP
CODE: 81601
VALID ONLY FOR:
CARBON CUSTOMS
FOR PERMIT USE
WITHIN 14 DAYS OF
DIGITAL SEAL
PE0053085
VALID ONLY FOR ZIP
CODE: 81601
VALID ONLY FOR:
CARBON CUSTOMS
FOR PERMIT USE
WITHIN 14 DAYS OF
DIGITAL SEAL
PE0053085
VALID ONLY FOR ZIP
CODE: 81601
VALID ONLY FOR:
CARBON CUSTOMS
FOR PERMIT USE
WITHIN 14 DAYS OF
DIGITAL SEAL
PE0053085
SIGNED:
04/11/2023
VALID FOR 1 PERMIT ONLY U.N.O.
RE
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COPYRIGHT ENGINEERING EXPRESS
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2
1
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
UNLOADED
OUTER
BEAM, TYP.
HOST
STRUCTURE,
BY OTHERS
LEDGER
BEAM
MID
POST,
TYP.
MAIN
BEAM,
TYP.
BEAM TO MID
POST, TYP.
1
12
LEDGER
TO HOST
MA
X
H
E
I
G
H
T
P
E
R
CO
L
U
M
N
S
C
H
E
D
U
L
E
PAN SPAN
(SEE SCHEDULES)
MAIN BEAM
(OR UNLOADED
OUTER BEAM)
BEAM TO
CORNER POST,
TYP.
GRADE
MAIN BEAM SPAN
(SEE SCHEDULES)
MAIN BEAM
(OR UNLOADED
OUTER BEAM)
MAIN BEAM SPAN
(SEE SCHEDULES)
N.T.S.SIDE ELEVATIONN.T.S.
FREESTANDING & HOST
ATTACHED (MULTI-BAY)
FRONT ELEVATION
DIAGONAL BRACING
OPTION, SEE
SEPARATE DETAIL FOR
ATTACHMENT, TYP.
CORNER
POST,
TYP.
MID POST,
TYP.
--
4
HOST ATTACHED (MULTI-BAY)
BEAM TO
CORNER
POST, TYP.
PAN SPAN
(SEE SCHEDULES)
MAIN
BEAM,
TYP.
--
10
DIAGONAL BRACING
OPTION, SEE
SEPARATE DETAIL FOR
ATTACHMENT, TYP.
CORNER
POST,
TYP.
MAIN BEAM SPAN
(SEE SCHEDULES)
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
MAIN BEAM
MAIN BEAM SPAN
(SEE SCHEDULES)
MAIN BEAM
3
3
BEAM TO
CORNER
POST
N.T.S.
HOST ATTACHED (MULTI-BAY)
PLAN
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
HOST STRUCTURE,
BY OTHERSLEDGER BEAM, TYP.
4
3
MAIN BEAM SPAN
(SEE SCHEDULES)
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
UNLOADED
OUTER
BEAM,
TYP.
MAIN BEAM
ROOF
PANS,
TYP.
MAIN BEAM SPAN
(SEE SCHEDULES)
MAIN BEAM
CORNER
POST,
TYP.
3
3
BEAM TO
CORNER
POST, TYP.
N.T.S.
FREESTANDING (MULTI-BAY)
PLAN
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
MAIN BEAM, TYP.
3
3
BEAM TO
MID POST,
TYP.
MULTI-BAY DEFINITION
A BAY IS DEFINED IN THIS DOCUMENT AS THE RECTANGULAR
REGION BETWEEN (4) NEIGHBORING POSTS OR (2) POSTS
AND A SIDE SUPPORTED BY THE HOST STRUCTURE (BY
OTHERS). SEE CIRCLED REGIONS BELOW.
THE DETAILS ON THE PREVIOUS PAGES DEPICT SINGLE-BAY
AND DOUBLE-BAY SCENARIOS. THE DETAILS ON THIS PAGE
DEPICT MULTI-BAY SCENARIOS ORGANIZED INTO A 2 x 2
MATRIX.
OTHER MULTI-BAY SCENARIOS ARE ALLOWED UP TO A
MAXIMUM OF (4) BAYS, SUBJECT TO ALL LIMITATIONS AND
SPECIFICATIONS STATED HEREIN. PLEASE CONTACT THIS
OFFICE FOR ADDITIONAL CLARIFICATIONS AND/OR
CONFIGURATIONS.
MA
X
H
E
I
G
H
T
P
E
R
CO
L
U
M
N
S
C
H
E
D
U
L
E
--
7
POST BASE
ATTACHMENT,
TYP.
--
8
SEE NOTE 1
THIS PAGE
BEAM TO
MID POST,
TYP.
MULTI-BAY LAYOUT SECTIONS & PLANS (3+ BAYS)
6
11
7
11
--
7
POST BASE
ATTACHMENT,
TYP.
--
8
6
11
7
11
UNLOADED
OUTER
BEAM,
TYP.
ROOF
PANS,
TYP.
CORNER
POST,
TYP.
BEAM TO
MID POST,
TYP.
PHOTOCOPIES NOT
TO BE USED
VALID FOR 1 PERMIT ONLY U.N.O.
RE
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SCALE:
COPYRIGHT ENGINEERING EXPRESS
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2
1
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
UNLOADED
OUTER
BEAM, TYP.
HOST
STRUCTURE,
BY OTHERS
LEDGER
BEAM
MID
POST,
TYP.
MAIN
BEAM,
TYP.
BEAM TO MID
POST, TYP.
1
12
LEDGER
TO HOST
MA
X
H
E
I
G
H
T
P
E
R
CO
L
U
M
N
S
C
H
E
D
U
L
E
PAN SPAN
(SEE SCHEDULES)
MAIN BEAM
(OR UNLOADED
OUTER BEAM)
BEAM TO
CORNER POST,
TYP.
GRADE
MAIN BEAM SPAN
(SEE SCHEDULES)
MAIN BEAM
(OR UNLOADED
OUTER BEAM)
MAIN BEAM SPAN
(SEE SCHEDULES)
N.T.S.SIDE ELEVATIONN.T.S.
FREESTANDING & HOST
ATTACHED (MULTI-BAY)
FRONT ELEVATION
DIAGONAL BRACING
OPTION, SEE
SEPARATE DETAIL FOR
ATTACHMENT, TYP.
CORNER
POST,
TYP.
MID POST,
TYP.
--
4
HOST ATTACHED (MULTI-BAY)
BEAM TO
CORNER
POST, TYP.
PAN SPAN
(SEE SCHEDULES)
MAIN
BEAM,
TYP.
--
10
DIAGONAL BRACING
OPTION, SEE
SEPARATE DETAIL FOR
ATTACHMENT, TYP.
CORNER
POST,
TYP.
MAIN BEAM SPAN
(SEE SCHEDULES)
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
MAIN BEAM
MAIN BEAM SPAN
(SEE SCHEDULES)
MAIN BEAM
3
3
BEAM TO
CORNER
POST
N.T.S.
HOST ATTACHED (MULTI-BAY)
PLAN
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
HOST STRUCTURE,
BY OTHERSLEDGER BEAM, TYP.
4
3
MAIN BEAM SPAN
(SEE SCHEDULES)
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
UNLOADED
OUTER
BEAM,
TYP.
MAIN BEAM
ROOF
PANS,
TYP.
MAIN BEAM SPAN
(SEE SCHEDULES)
MAIN BEAM
CORNER
POST,
TYP.
3
3
BEAM TO
CORNER
POST, TYP.
N.T.S.
FREESTANDING (MULTI-BAY)
PLAN
RO
O
F
P
A
N
S
P
A
N
(S
E
E
S
C
H
E
D
U
L
E
S
)
MAIN BEAM, TYP.
3
3
BEAM TO
MID POST,
TYP.
MULTI-BAY DEFINITION
A BAY IS DEFINED IN THIS DOCUMENT AS THE RECTANGULAR
REGION BETWEEN (4) NEIGHBORING POSTS OR (2) POSTS
AND A SIDE SUPPORTED BY THE HOST STRUCTURE (BY
OTHERS). SEE CIRCLED REGIONS BELOW.
THE DETAILS ON THE PREVIOUS PAGES DEPICT SINGLE-BAY
AND DOUBLE-BAY SCENARIOS. THE DETAILS ON THIS PAGE
DEPICT MULTI-BAY SCENARIOS ORGANIZED INTO A 2 x 2
MATRIX.
OTHER MULTI-BAY SCENARIOS ARE ALLOWED UP TO A
MAXIMUM OF (4) BAYS, SUBJECT TO ALL LIMITATIONS AND
SPECIFICATIONS STATED HEREIN. PLEASE CONTACT THIS
OFFICE FOR ADDITIONAL CLARIFICATIONS AND/OR
CONFIGURATIONS.
MA
X
H
E
I
G
H
T
P
E
R
CO
L
U
M
N
S
C
H
E
D
U
L
E
--
7
POST BASE
ATTACHMENT,
TYP.
--
8
SEE NOTE 1
THIS PAGE
BEAM TO
MID POST,
TYP.
MULTI-BAY LAYOUT SECTIONS & PLANS (3+ BAYS)
6
11
7
11
--
7
POST BASE
ATTACHMENT,
TYP.
--
8
6
11
7
11
UNLOADED
OUTER
BEAM,
TYP.
ROOF
PANS,
TYP.
CORNER
POST,
TYP.
BEAM TO
MID POST,
TYP.
PHOTOCOPIES NOT
TO BE USED
VALID FOR 1 PERMIT ONLY U.N.O.
RE
M
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SCALE:
COPYRIGHT ENGINEERING EXPRESS
C:
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0
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&
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6
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/
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B
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7/
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/
2
1
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
PHOTOCOPIES NOT
TO BE USED
OR SCAN
THIS CODE
ABBREVIATIONS:
HOST ATTACHED CANOPY/PATIO COVER ISOMETRIC
(TABLE 3-ROOF, OPEN WALL)
MAIN
RESIDENCE
FLAT OR
LOW ROOF
SLOPE
He
Hc
FOR TABLE 3
WIND SPEED TO PRESSURE LOAD COMBINATION
CONVERSION TABLES FOR CANOPIES & PERGOLAS WITH 50% ROOF POROSITY
ASD DESIGN LOAD COMBINATION PRESSURES CONSIDER DL= 3 PSF, LR = 20 PSF, S = 20 PSF, AND WIND LOAD, W
AS CALCULATED FOR THE SELECTED STRUCTURE USING ASCE 7-16 Vult WIND SPEED & ASD PRESSURE METHOD &
CALCULATED AT MEAN SEA LEVEL FOR OPEN-WALLED CANOPY STRUCTURES WITH AT LEAST 50% ROOF POROSITY
DESIGN NOTES
1.PRESSURES HEREIN ARE CALCULATED IN CONFORMANCE WITH
(ASD) "ALLOWABLE STRESS DESIGN METHODOLOGY" PER IBC
(2018) / FBC (2020) SECTION 1605 & ASCE 7-16 SECTION 2.4.1,
WITH WIND PRESSURES PER ASCE CHAPTER 30, AND LOADING
CONDITIONS USING THE CODES & CRITERIA AS OUTLINED.
2.'WORST CASE' CRITICAL CONDITIONS SHALL BE ASSUMED FOR
SAFE PRESSURE RATINGS.
3.TOPOGRAPHIC FACTOR Kzt=1.0 FOR FLAT TERRAIN USE ONLY.
NO HILLS SHALL BE NEARBY AREA.
4.VERIFY USE OF Kd (DIRECTIONALITY FACTOR) WITH LOCAL
BUILDING DEPARTMENT, Kd=0.85 USED HEREIN. PRESSURES
SHALL BE ADJUSTED AS REQUIRED BY USE OF ALTERNATE Kd
VALUES.
GENERAL NOTES
5.THIS DOCUMENT IS NOT A SITE-SPECIFIC DOCUMENT & DOES NOT
PERTAIN TO ANY SPECIFIC RESIDENCE.
6.THIS DOCUMENT IS ONLY VALID WITH AN ORIGINAL SIGNATURE &
RAISED SEAL OR DIGITALLY SEALED.
7.THIS DOCUMENT ILLUSTRATES ALLOWABLE DESIGN WIND
PRESSURES (ASD) AS LISTED. APPLICATION OF THESE TABLES
AND CORRESPONDING WIND VELOCITY (SPEED), EXPOSURE, &
OTHER COEFFICIENTS LISTED HEREIN SHALL BE DICTATED AND
VERIFIED BY THE GOVERNING BUILDING DEPARTMENT AND
PERMIT HOLDER.
8.NO WARRANTY FOR APPLICABILITY OF THE USE OF THESE TABLES
IS OFFERED HEREIN.
9.THIS SPECIFICATION DOES NOT OFFER ANY PRODUCT APPROVED
CERTIFICATION. REFER TO ANY SEPARATELY SUBMITTED TEST
CRITERIA AND OTHER APPROVALS FOR DESIGN & INSTALLATION
INFORMATION AND APPLICABILITY OF THESE TABLE VALUES
WHICH IS TO BE VERIFIED BY OTHERS IN ACCORDANCE WITH
GOVERNING CODES.
10.CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL
BUILDING CODE AMENDMENTS WHICH MAY APPLY.
11.IT IS RECOMMENDED THAT A LICENSED ENGINEER OR
REGISTERED ARCHITECT PREPARE SITE SPECIFIC DOCUMENTS
FOR USE IN CONJUNCTION WITH THIS DOCUMENT. SEPARATE
'SITE-SPECIFIC' SEALED ENGINEERING IS REQUIRED IN ORDER TO
DEVIATE FROM LOADS OR CONFIGURATIONS CONTAINED HEREIN.
CONTACT THIS ENGINEER OR A LICENSED PROFESSIONAL FOR
ALTERNATE CONFIGURATION CALCULATIONS AS MAY BE
REQUIRED.
12.THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE
IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO ANY
CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN
CRITERIA. ADDITIONAL ROOF LOAD CRITERIA SHALL BE
PROPERLY ANALYZED BY A PROFESSIONAL ENGINEER. RESULTS
ARE WIND ONLY.
13.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL
CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED.
14.ALTERATIONS, ADDITIONS OR OTHER MARKINGS TO THIS
DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR
CERTIFICATION.
DESIGN LOAD COMBINATION CONDITIONS
PRESSURES PROVIDED IN THE TABLES HEREIN ARE ALLOWABLE
STRESS DESIGN FACTORED LOAD COMBINATIONS PER ASCE
7-16 CHAPTER 2.4 & CORRESPONDING WIND PRESSURE
DESIGN CHAPTERS. THE WIND PRESSURES UTILIZED IN THESE
CALCULATIONS ASSUME A CANOPY OF HEIGHT = 12FT AND AN
AREA OF 100 SQFT.
ASD LOAD COMBINATIONS HEREIN ASSUME A CONSTANT DEAD
LOAD OF 2 PSF, ROOF LIVE LOAD, LR = 20 PSF, SNOW LOAD, S
= 20 PSF, AND WIND LOAD, W AS CALCULATED FOR THE
SELECTED STRUCTURE & SITE SPECIFIC CONDITIONS.
PRESSURES LISTED ARE VALID FOR DESIGN CONDITIONS
EQUAL TO OR LESS THAN THE LOAD COMBINATION
CONSIDERED.
FOR LOADING CONDITIONS EXCEEDING THE CONSTANTS
STATED ABOVE (SUCH AS A ROOF OR SNOW LOADING
EXCEEDING 20 PSF, OR THE CONSIDERATION OF SEISMIC
LOADING), USE THE ONLINE LOAD COMBINATION TOOLS
FOUND AT THE QR CODE PROVIDED.
INSTRUCTIONS FOR TABLE USE:
1.IDENTIFY THE LOCAL VULT WIND VELOCITY BASED ON 3
SECOND GUST FACTOR FROM BUILDING DEPT OR
PUBLISHED DATA. REFERENCED STANDARD WIND
INFORMATION CAN BE FOUND AT
HAZARDS.ATCOUNCIL.ORG AND AT THE QR CODE BELOW
2.CONFIRM THAT THE SITE-SPECIFIC & LOCAL MUNICIPALITY
DESIGN CONDITIONS ARE WITHIN THE LIMITATIONS OF
THIS MASTER PLAN AS STATED ABOVE. CONFIRM THAT
THESE CONDITIONS ALSO COMPLY WITH LOCAL CODE
REQUIREMENTS
3.IDENTIFY THAT THE STRUCTURE TO BE USED CONFORMS
TO THE LIMITATIONS NOTED HEREIN. THIS DOCUMENT
PROVIDES INFORMATION FOR OPEN-WALLED STRUCTURES
THAT ARE EITHER FREESTANDING OR HOST-ATTACHED,
AND HAVE A ROOF THAT IS AT LEAST 50% POROUS.
4.READ OFF POSITIVE (DOWNWARD), NEGATIVE (UPLIFT),
AND LATERAL PRESSURES AS ASD DESIGN LOAD
COMBINATIONS FOR DIRECT USE WITH CORRESPONDING
PRESSURE-DESIGNED SYSTEMS
ADDITIONAL ENGINEERING IS REQUIRED FOR DESIGN
CONDITIONS THAT EXCEED THE CONSIDERATIONS OF THIS
MASTER PLAN.
CALCULATION NOTES:
1.INTERPOLATION OF THESE RESULTS ARE NOT PERMITTED
WITHOUT SIGNED AND SEALED RESULTS.
2.PRESSURES HEREIN ARE VALID FOR CONDITIONS EQUAL
OR LESS THAN THE DESIGN CONDITIONS LISTED. FOR
CONDITIONS EXCEEDING THOSE LISTED, VISIT
ECALC.IO/WIND TO CALCULATE A SITE SPECIFIC
PRESSURE
3.TABLES USE ASCE ZONE 2 PRESSURES FOR A ROOF
$5($ )7ð$1'&$123<+(,*+7+C = 12FT, C&C
METHOD, FLAT TERRAIN. FOR MORE EXACT ANSWERS USE
THE MATCHING ONLINE CALCULATOR AT ECALC.IO/WIND.
DESIGN WIND PRESSURE (PSF)
110 MPH
120 MPH
130 MPH
140 MPH
150 MPH
160 MPH
B 23
C -10
B -10
C
B
C
B
C
B
C
B
C
OPEN-FREESTANDING PERGOLA
FOR TABLE 2
NOTE: ROOF DESIGN LOADS SHOWN HEREIN INCLUDE A
50% REDUCTION IN TOTAL WIND PRESSURE TO ACCOUNT
FOR A POROUS ROOF SURFACE AREA EXPOSED TO WIND
AND SNOW (SUCH AS A TRELLIS OR OPERABLE LOUVERED
ROOF WHEN IN THE FULLY OPENED POSITION). TO UTILIZE
THESE VALUES, ROOF STRUCTURE SHOULD BE CLEAR OF
OBSTRUCTION, AND ANY LOUVERS SHALL BE FULLY OPENED
BEFORE ANY NAMED STORM OR SIMILAR HIGH-WIND
EVENT. IF NOT, THE DESIGN PRESSURES SHOWN ABOVE
SHALL BE DOUBLED BEFORE INSTALLATION & USE.VISIT ECALC.IO/WIND
TO ORDER ENGINEER-CERTIFIED
ORIGINALS FOR PERMIT
USE OUR ONLINE CALCULATIONS
WITH BETTER ANSWERS
HELPFUL EXPLANATIONS &
MORE WIND RESOURCES
TABLE 3 - ATTACHED CANOPY:
TABLE 1:
LATERAL
PRESSURES
TABLE 2:
ROOF
PRESSURES
(WIND PRESSURE AGAINST SIDE OF
FREESTANDING OR HOST ATTACHED
STRUCTURES WITH OPEN WALLS)
(WIND, AND LISTED GRAVITY LOADING AGAINST
ROOF OF FREESTANDING STRUCTURE
(+ = GRAVITY; - = UPLIFT)
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-11
-10
-13
-10
-14
23
23
23
23
23
23
23
23
24
23
25
23
23
23
23
23
23
23
23
23
24
23
25
VALID FOR 1 PERMIT ONLY U.N.O.
RE
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SCALE:
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
PHOTOCOPIES NOT
TO BE USED
OR SCAN
THIS CODE
ABBREVIATIONS:
ɽс^>KW ͕ 'Z ^
(+) = POSITIVE (DOWNW-IN) PRESSURE
(-) = NEGATIVE (UP-OUT) PRESSURE
Hc = CANOPY HEIGHT
He = EAVE HEIGHT
PSF = POUNDS PER SQUARE FOOT (ASD)
MPH = MILES PER HOUR (Vult)
HOST ATTACHED CANOPY/PATIO COVER ISOMETRIC
(TABLE 3-ROOF, OPEN WALL)
MAIN
RESIDENCE
FLAT OR
LOW ROOF
SLOPE
He
Hc
FOR TABLE 3
WIND SPEED TO PRESSURE LOAD COMBINATION
CONVERSION TABLES FOR CANOPIES & PERGOLAS WITH 50% ROOF POROSITY
ASD DESIGN LOAD COMBINATION PRESSURES CONSIDER DL= 3 PSF, LR = 20 PSF, S = 20 PSF, AND WIND LOAD, W
AS CALCULATED FOR THE SELECTED STRUCTURE USING ASCE 7-16 Vult WIND SPEED & ASD PRESSURE METHOD &
CALCULATED AT MEAN SEA LEVEL FOR OPEN-WALLED CANOPY STRUCTURES WITH AT LEAST 50% ROOF POROSITY
DESIGN NOTES
1.PRESSURES HEREIN ARE CALCULATED IN CONFORMANCE WITH
(ASD) "ALLOWABLE STRESS DESIGN METHODOLOGY" PER IBC
(2018) / FBC (2020) SECTION 1605 & ASCE 7-16 SECTION 2.4.1,
WITH WIND PRESSURES PER ASCE CHAPTER 30, AND LOADING
CONDITIONS USING THE CODES & CRITERIA AS OUTLINED.
2.'WORST CASE' CRITICAL CONDITIONS SHALL BE ASSUMED FOR
SAFE PRESSURE RATINGS.
3.TOPOGRAPHIC FACTOR Kzt=1.0 FOR FLAT TERRAIN USE ONLY.
NO HILLS SHALL BE NEARBY AREA.
4.VERIFY USE OF Kd (DIRECTIONALITY FACTOR) WITH LOCAL
BUILDING DEPARTMENT, Kd=0.85 USED HEREIN. PRESSURES
SHALL BE ADJUSTED AS REQUIRED BY USE OF ALTERNATE Kd
VALUES.
GENERAL NOTES
5.THIS DOCUMENT IS NOT A SITE-SPECIFIC DOCUMENT & DOES NOT
PERTAIN TO ANY SPECIFIC RESIDENCE.
6.THIS DOCUMENT IS ONLY VALID WITH AN ORIGINAL SIGNATURE &
RAISED SEAL OR DIGITALLY SEALED.
7.THIS DOCUMENT ILLUSTRATES ALLOWABLE DESIGN WIND
PRESSURES (ASD) AS LISTED. APPLICATION OF THESE TABLES
AND CORRESPONDING WIND VELOCITY (SPEED), EXPOSURE, &
OTHER COEFFICIENTS LISTED HEREIN SHALL BE DICTATED AND
VERIFIED BY THE GOVERNING BUILDING DEPARTMENT AND
PERMIT HOLDER.
8.NO WARRANTY FOR APPLICABILITY OF THE USE OF THESE TABLES
IS OFFERED HEREIN.
9.THIS SPECIFICATION DOES NOT OFFER ANY PRODUCT APPROVED
CERTIFICATION. REFER TO ANY SEPARATELY SUBMITTED TEST
CRITERIA AND OTHER APPROVALS FOR DESIGN & INSTALLATION
INFORMATION AND APPLICABILITY OF THESE TABLE VALUES
WHICH IS TO BE VERIFIED BY OTHERS IN ACCORDANCE WITH
GOVERNING CODES.
10.CONTRACTOR SHALL INVESTIGATE AND CONFORM TO ALL LOCAL
BUILDING CODE AMENDMENTS WHICH MAY APPLY.
11.IT IS RECOMMENDED THAT A LICENSED ENGINEER OR
REGISTERED ARCHITECT PREPARE SITE SPECIFIC DOCUMENTS
FOR USE IN CONJUNCTION WITH THIS DOCUMENT. SEPARATE
'SITE-SPECIFIC' SEALED ENGINEERING IS REQUIRED IN ORDER TO
DEVIATE FROM LOADS OR CONFIGURATIONS CONTAINED HEREIN.
CONTACT THIS ENGINEER OR A LICENSED PROFESSIONAL FOR
ALTERNATE CONFIGURATION CALCULATIONS AS MAY BE
REQUIRED.
12.THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE
IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED TO ANY
CONCENTRATED LOADS WHICH MAY JUSTIFY GREATER DESIGN
CRITERIA. ADDITIONAL ROOF LOAD CRITERIA SHALL BE
PROPERLY ANALYZED BY A PROFESSIONAL ENGINEER. RESULTS
ARE WIND ONLY.
13.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL
CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED.
14.ALTERATIONS, ADDITIONS OR OTHER MARKINGS TO THIS
DOCUMENT ARE NOT PERMITTED AND INVALIDATE OUR
CERTIFICATION.
DESIGN LOAD COMBINATION CONDITIONS
PRESSURES PROVIDED IN THE TABLES HEREIN ARE ALLOWABLE
STRESS DESIGN FACTORED LOAD COMBINATIONS PER ASCE
7-16 CHAPTER 2.4 & CORRESPONDING WIND PRESSURE
DESIGN CHAPTERS. THE WIND PRESSURES UTILIZED IN THESE
CALCULATIONS ASSUME A CANOPY OF HEIGHT = 12FT AND AN
AREA OF 100 SQFT.
ASD LOAD COMBINATIONS HEREIN ASSUME A CONSTANT DEAD
LOAD OF 2 PSF, ROOF LIVE LOAD, LR = 20 PSF, SNOW LOAD, S
= 20 PSF, AND WIND LOAD, W AS CALCULATED FOR THE
SELECTED STRUCTURE & SITE SPECIFIC CONDITIONS.
PRESSURES LISTED ARE VALID FOR DESIGN CONDITIONS
EQUAL TO OR LESS THAN THE LOAD COMBINATION
CONSIDERED.
FOR LOADING CONDITIONS EXCEEDING THE CONSTANTS
STATED ABOVE (SUCH AS A ROOF OR SNOW LOADING
EXCEEDING 20 PSF, OR THE CONSIDERATION OF SEISMIC
LOADING), USE THE ONLINE LOAD COMBINATION TOOLS
FOUND AT THE QR CODE PROVIDED.
INSTRUCTIONS FOR TABLE USE:
1.IDENTIFY THE LOCAL VULT WIND VELOCITY BASED ON 3
SECOND GUST FACTOR FROM BUILDING DEPT OR
PUBLISHED DATA. REFERENCED STANDARD WIND
INFORMATION CAN BE FOUND AT
HAZARDS.ATCOUNCIL.ORG AND AT THE QR CODE BELOW
2.CONFIRM THAT THE SITE-SPECIFIC & LOCAL MUNICIPALITY
DESIGN CONDITIONS ARE WITHIN THE LIMITATIONS OF
THIS MASTER PLAN AS STATED ABOVE. CONFIRM THAT
THESE CONDITIONS ALSO COMPLY WITH LOCAL CODE
REQUIREMENTS
3.IDENTIFY THAT THE STRUCTURE TO BE USED CONFORMS
TO THE LIMITATIONS NOTED HEREIN. THIS DOCUMENT
PROVIDES INFORMATION FOR OPEN-WALLED STRUCTURES
THAT ARE EITHER FREESTANDING OR HOST-ATTACHED,
AND HAVE A ROOF THAT IS AT LEAST 50% POROUS.
4.READ OFF POSITIVE (DOWNWARD), NEGATIVE (UPLIFT),
AND LATERAL PRESSURES AS ASD DESIGN LOAD
COMBINATIONS FOR DIRECT USE WITH CORRESPONDING
PRESSURE-DESIGNED SYSTEMS
ADDITIONAL ENGINEERING IS REQUIRED FOR DESIGN
CONDITIONS THAT EXCEED THE CONSIDERATIONS OF THIS
MASTER PLAN.
CALCULATION NOTES:
1.INTERPOLATION OF THESE RESULTS ARE NOT PERMITTED
WITHOUT SIGNED AND SEALED RESULTS.
2.PRESSURES HEREIN ARE VALID FOR CONDITIONS EQUAL
OR LESS THAN THE DESIGN CONDITIONS LISTED. FOR
CONDITIONS EXCEEDING THOSE LISTED, VISIT
ECALC.IO/WIND TO CALCULATE A SITE SPECIFIC
PRESSURE
3.TABLES USE ASCE ZONE 2 PRESSURES FOR A ROOF
$5($ )7ð$1'&$123<+(,*+7+C = 12FT, C&C
METHOD, FLAT TERRAIN. FOR MORE EXACT ANSWERS USE
THE MATCHING ONLINE CALCULATOR AT ECALC.IO/WIND.
DESIGN ROOF PRESSURES FOR
HOST ATTACHED CANOPY
ULTIMATE
WIND
SPEED
ASCE
EXPOSURE
CATEGORY
CANOPY ATTACHED
1FT OR MORE
BELOW EAVE
(hc/he)<0.9)
CANOPY ATTACHED
1FT OR LESS
BELOW EAVE
;Ϭ͘ϵч;ŚĐͬŚĞͿчϭͿ
DESIGN WIND PRESSURE (PSF)
110 MPH
120 MPH
130 MPH
140 MPH
150 MPH
160 MPH
B 23
C -10
B -10
C
B
C
B
C
B
C
B
C
OPEN-FREESTANDING PERGOLA
MONOSLOPE ROOF ONLY
WITH 50% POROSITY (MIN)
(SUCH AS TRELLIS OR LOUVERED ROOF)
FOR TABLE 2
NOTE: ROOF DESIGN LOADS SHOWN HEREIN INCLUDE A
50% REDUCTION IN TOTAL WIND PRESSURE TO ACCOUNT
FOR A POROUS ROOF SURFACE AREA EXPOSED TO WIND
AND SNOW (SUCH AS A TRELLIS OR OPERABLE LOUVERED
ROOF WHEN IN THE FULLY OPENED POSITION). TO UTILIZE
THESE VALUES, ROOF STRUCTURE SHOULD BE CLEAR OF
OBSTRUCTION, AND ANY LOUVERS SHALL BE FULLY OPENED
BEFORE ANY NAMED STORM OR SIMILAR HIGH-WIND
EVENT. IF NOT, THE DESIGN PRESSURES SHOWN ABOVE
SHALL BE DOUBLED BEFORE INSTALLATION & USE.
ULT WIND
SPEED
(MPH)
ASCE
EXPOSURE
CATEGORY
ɽфϳ͘ϱΣ
(+) (-)
110 MPH 24 -10
28 -10
120 MPH 25 -10
28 -10
130 MPH 26 -10
29 -11
140 MPH 27 -10
31 -14
150 MPH 28 -10
33 -16
160 MPH 30 -12
36 -20
MONOSLOPE (PSF)
DESIGN ROOF PRESSURE
WITH OPEN WALLS
ULT WIND
SPEED
(MPH)
ASCE
EXPOSURE
CATEGORY
110 MPH
30
36
120 MPH
14
17
130 MPH
17
20
140 MPH
20
24
150 MPH
23
27
160 MPH
26
31
LATERAL
PRESSURE
(PSF)
DESIGN LATERAL
PRESSURE
VISIT ECALC.IO/WIND
TO ORDER ENGINEER-CERTIFIED
ORIGINALS FOR PERMIT
USE OUR ONLINE CALCULATIONS
WITH BETTER ANSWERS
HELPFUL EXPLANATIONS &
MORE WIND RESOURCES
TABLE 3 - ATTACHED CANOPY:
TABLE 1:
LATERAL
PRESSURES
TABLE 2:
ROOF
PRESSURES
(WIND PRESSURE AGAINST SIDE OF
FREESTANDING OR HOST ATTACHED
STRUCTURES WITH OPEN WALLS)
(WIND, AND LISTED GRAVITY LOADING AGAINST
ROOF OF FREESTANDING STRUCTURE
(+ = GRAVITY; - = UPLIFT)
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
B
C
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-10
-11
-10
-13
-10
-14
23
23
23
23
23
23
23
23
24
23
25
23
23
23
23
23
23
23
23
23
24
23
25
VALID FOR 1 PERMIT ONLY U.N.O.
RE
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S
DR
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SCALE:
COPYRIGHT ENGINEERING EXPRESS
C:
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PHOTOCOPIES NOT
TO BE USED
MAIN BEAM SPAN SCHEDULE NOTES:
1.A MAIN BEAM SHALL BE CONSIDERED AN
INTERIOR BEAM IF THERE ARE ROOF PANS
ON BOTH SIDES OF THE BEAM (BEYOND
THE ALLOWED OVERHANG ON SHEET 8).
OTHERWISE, THE BEAM IS CONSIDERED
AN END BEAM.
2.DEFLECTION LIMIT OF L/80 USED FOR
DETERMINATION OF ALLOWABLE BEAM
SPANS PER THE INTERNATIONAL BUILDING
CODE.
3.LARGER SPANS AND ALTERNATE
CONFIGURATIONS ARE POSSIBLE AND MAY
BE SUBSTITUTED FOR THE ABOVE WITH
ADDITIONAL, CERTIFIED, SITE-SPECIFIC
ENGINEERING.
MAIN BEAM SPAN SCHEDULE (END BEAM)MAIN BEAM SPAN SCHEDULE (INTERIOR BEAM)
BEAM TYPE
ROOF PAN SPAN 8 FT 10 FT 12 FT 14 FT
FACTORED ASD
LOAD COMBO
PRESSURE (PSF)
ALLOWABLE BEAM SPAN (FT-IN)
BEAM TYPE
ROOF PAN SPAN 8 FT 10 FT 12 FT 14 FT
FACTORED ASD
LOAD COMBO
PRESSURE (PSF)
ALLOWABLE BEAM SPAN (FT-IN)
SINGLE
2" X 10"
20 20' - 0"20' - 0"20' - 0"20' - 0"
25 20' - 0"20' - 0"20' - 0"19' - 0"
30 20' - 0"20' - 0"18' - 8"17' - 3"
35 20' - 0"18' - 10"17' - 3"N/A
40 19' - 8"17' - 8"16' - 2"N/A
45 18' - 7"16' - 8"N/A N/A
50 17' - 7"15' - 9"N/A N/A
55 16' - 10"15' - 1"N/A N/A
60 16' - 1"N/A N/A N/A
DOUBLE
2" X 10"
20 24' - 0"24' - 0"24' - 0"24' - 0"
25 24' - 0"24' - 0"24' - 0"24' - 0"
30 24' - 0"24' - 0"24' - 0"24' - 0"
35 24' - 0"24' - 0"24' - 0"N/A
40 24' - 0"24' - 0"22' - 10"N/A
45 24' - 0"23' - 7"N/A N/A
50 24' - 0"22' - 5"N/A N/A
55 23' - 10"21' - 4"N/A N/A
60 22' - 9"N/A N/A N/A
SINGLE
2" X 10"
20 20' - 0"17' - 9"16' - 3"15' - 0"
25 17' - 9"15' - 11"14' - 6"13' - 5"
30 16' - 3"14' - 6"13' - 3"12' - 3"
35 15' - 0"13' - 5"12' - 3"N/A
40 14' - 0"12' - 6"11' - 5"N/A
45 13' - 3"11' - 9"N/A N/A
50 12' - 6"11' - 2"N/A N/A
55 11' - 11"10' - 7"N/A N/A
60 11' - 5"N/A N/A N/A
DOUBLE
2" X 10"
20 24' - 0"24' - 0"22' - 2"20' - 6"
25 24' - 0"21' - 9"20' - 2"18' - 7"
30 22' - 2"20' - 0"18' - 5"17' - 2"
35 20' - 8"18' - 6"17' - 2"N/A
40 19' - 5"17' - 6"16' - 1"N/A
45 18' - 5"16' - 7"N/A N/A
50 17' - 6"15' - 10"N/A N/A
55 16' - 9"15' - 1"N/A N/A
60 16' - 2"N/A N/A N/A
1/8"
10"
2"
N.T.S.
2" X 10" BEAM
6063-T6 ALUM
LOUVER SPAN SCHEDULE
LOUVER SPAN SCHEDULE NOTES:
1.DEFLECTION REQUIREMENT SHALL BE DETERMINED BASED
ON THE INTERNATIONAL BUILDING CODE ALONG WITH ANY
LOCAL JURISDICTION REQUIREMENTS.
2.LARGER SPANS AND ALTERNATE CONFIGURATIONS ARE
POSSIBLE AND MAY BE SUBSTITUTED FOR THE ABOVE WITH
ADDITIONAL, CERTIFIED, SITE-SPECIFIC ENGINEERING.
DESIGN
PRESSURE
ALLOWABLE LOUVER SPAN (FT-IN)
L/180
DEFLECTION
CRITERIA
20 PSF 12' - 0"
30 PSF 12' - 0"
40 PSF 11' - 1"
50 PSF 10' - 4"
60 PSF 9' - 4"
L/80
DEFLECTION
CRITERIA
12' - 0"
12' - 0"
12' - 0"
12' - 0"
11' - 0"
25 PSF
35 PSF
45 PSF
55 PSF
12' - 0"
12' - 0"
12' - 0"
11' - 6"10' - 0"
10' - 8"
11' - 8"
12' - 0"
6" TYP.
6" TYP.
N.T.S.
LOUVER SECTION
DETAIL
VALID FOR 1 PERMIT ONLY U.N.O.
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PHOTOCOPIES NOT
TO BE USED
MAIN BEAM SPAN SCHEDULE NOTES:
1.A MAIN BEAM SHALL BE CONSIDERED AN
INTERIOR BEAM IF THERE ARE ROOF PANS
ON BOTH SIDES OF THE BEAM (BEYOND
THE ALLOWED OVERHANG ON SHEET 8).
OTHERWISE, THE BEAM IS CONSIDERED
AN END BEAM.
2.DEFLECTION LIMIT OF L/80 USED FOR
DETERMINATION OF ALLOWABLE BEAM
SPANS PER THE INTERNATIONAL BUILDING
CODE.
3.LARGER SPANS AND ALTERNATE
CONFIGURATIONS ARE POSSIBLE AND MAY
BE SUBSTITUTED FOR THE ABOVE WITH
ADDITIONAL, CERTIFIED, SITE-SPECIFIC
ENGINEERING.
MAIN BEAM SPAN SCHEDULE (END BEAM)MAIN BEAM SPAN SCHEDULE (INTERIOR BEAM)
BEAM TYPE
ROOF PAN SPAN 8 FT 10 FT 12 FT 14 FT
FACTORED ASD
LOAD COMBO
PRESSURE (PSF)
ALLOWABLE BEAM SPAN (FT-IN)
BEAM TYPE
ROOF PAN SPAN 8 FT 10 FT 12 FT 14 FT
FACTORED ASD
LOAD COMBO
PRESSURE (PSF)
ALLOWABLE BEAM SPAN (FT-IN)
SINGLE
2" X 10"
20 20' - 0"20' - 0"20' - 0"20' - 0"
25 20' - 0"20' - 0"20' - 0"19' - 0"
30 20' - 0"20' - 0"18' - 8"17' - 3"
35 20' - 0"18' - 10"17' - 3"N/A
40 19' - 8"17' - 8"16' - 2"N/A
45 18' - 7"16' - 8"N/A N/A
50 17' - 7"15' - 9"N/A N/A
55 16' - 10"15' - 1"N/A N/A
60 16' - 1"N/A N/A N/A
DOUBLE
2" X 10"
20 24' - 0"24' - 0"24' - 0"24' - 0"
25 24' - 0"24' - 0"24' - 0"24' - 0"
30 24' - 0"24' - 0"24' - 0"24' - 0"
35 24' - 0"24' - 0"24' - 0"N/A
40 24' - 0"24' - 0"22' - 10"N/A
45 24' - 0"23' - 7"N/A N/A
50 24' - 0"22' - 5"N/A N/A
55 23' - 10"21' - 4"N/A N/A
60 22' - 9"N/A N/A N/A
SINGLE
2" X 10"
20 20' - 0"17' - 9"16' - 3"15' - 0"
25 17' - 9"15' - 11"14' - 6"13' - 5"
30 16' - 3"14' - 6"13' - 3"12' - 3"
35 15' - 0"13' - 5"12' - 3"N/A
40 14' - 0"12' - 6"11' - 5"N/A
45 13' - 3"11' - 9"N/A N/A
50 12' - 6"11' - 2"N/A N/A
55 11' - 11"10' - 7"N/A N/A
60 11' - 5"N/A N/A N/A
DOUBLE
2" X 10"
20 24' - 0"24' - 0"22' - 2"20' - 6"
25 24' - 0"21' - 9"20' - 2"18' - 7"
30 22' - 2"20' - 0"18' - 5"17' - 2"
35 20' - 8"18' - 6"17' - 2"N/A
40 19' - 5"17' - 6"16' - 1"N/A
45 18' - 5"16' - 7"N/A N/A
50 17' - 6"15' - 10"N/A N/A
55 16' - 9"15' - 1"N/A N/A
60 16' - 2"N/A N/A N/A
1/8"
10"
2"
N.T.S.
2" X 10" BEAM
6063-T6 ALUM
LOUVER SPAN SCHEDULE
LOUVER SPAN SCHEDULE NOTES:
1.DEFLECTION REQUIREMENT SHALL BE DETERMINED BASED
ON THE INTERNATIONAL BUILDING CODE ALONG WITH ANY
LOCAL JURISDICTION REQUIREMENTS.
2.LARGER SPANS AND ALTERNATE CONFIGURATIONS ARE
POSSIBLE AND MAY BE SUBSTITUTED FOR THE ABOVE WITH
ADDITIONAL, CERTIFIED, SITE-SPECIFIC ENGINEERING.
DESIGN
PRESSURE
ALLOWABLE LOUVER SPAN (FT-IN)
L/180
DEFLECTION
CRITERIA
20 PSF 12' - 0"
30 PSF 12' - 0"
40 PSF 11' - 1"
50 PSF 10' - 4"
60 PSF 9' - 4"
L/80
DEFLECTION
CRITERIA
12' - 0"
12' - 0"
12' - 0"
12' - 0"
11' - 0"
25 PSF
35 PSF
45 PSF
55 PSF
12' - 0"
12' - 0"
12' - 0"
11' - 6"10' - 0"
10' - 8"
11' - 8"
12' - 0"
6" TYP.
6" TYP.
N.T.S.
LOUVER SECTION
DETAIL
VALID FOR 1 PERMIT ONLY U.N.O.
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=
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P
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S
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+
PA
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E
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H
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G
CORNER POST
SUPPORT AREA = W X L
W = 1/2 BEAM SPAN
+ BEAM OVERHANG
CORNER
POST
L
=
R
O
O
F
P
A
N
S
P
A
N
INTERNAL POST
SUPPORT AREA = W X L
W = BEAM SPAN
INTERNAL
POST
EDGE POST
SUPPORT AREA = W X L
W = 1/2 BEAM SPAN
+ BEAM OVERHANG
EDGE
POST
LOUVER OVERHANG
3' - 0" MAX
BEAM OVERHANG
3'-0" MAX (SINGLE BEAM)
4'-0" MAX (DOUBLE BEAM)
POST SUPPORT AREA CALCULATION
NOT TO SCALE PLAN
ALL ROOF
PANS NOT
SHOWN FOR
CLARITY
NOTE: POST SUPPORT AREA MAY BE CALCULATED SEPARATELY FOR EACH POST. EACH
POST MAY UTILIZE DIFFERENT POST AND FOOTER SELECTIONS FROM THE TABLES
HEREIN BASED ON THE SITE DESIGN CONDITIONS & ITS SUPPORT AREA
APPLICABLE FOR
HOST ATTACHED OR
FREESTANDING
COLUMN NAME
AREA
SUPPORTED
BY COLUMN
(SQ. FT)
MAX LATERAL WIND PRESSURE (PSF)
10 PSF 20 PSF 30 PSF 40 PSF 50 PSF
ALLOWABLE COLUMN HEIGHT (FT-IN):
6 x 6 x 1/8
(6063-T6)
)7ð 14' - 0"14' - 0"12' - 6"10' - 6"N/A
)7ð 14' - 0''14' - 0''12' - 0"10' - 0"N/A
)7ð 14' - 0''12' - 6"10' - 0"N/A N/A
)7ð 14' - 0''10' - 0"N/A N/A N/A
)7ð 13' - 0"10' - 0"N/A N/A N/A
)7ð 13' - 0"10' - 0"N/A N/A N/A
)7ð 12' - 0"N/A N/A N/A N/A
)7ð 11' - 0"N/A N/A N/A N/A
8 x 8 x 3/16
(6063-T6)
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"12' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"12' - 0"
)7ð 14' - 0"14' - 0"14' - 0"13' - 6"11' - 6"
ALLOWABLE POST HEIGHT SCHEDULE
VALID FOR 1 PERMIT ONLY U.N.O.
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=
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2
R
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P
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P
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N
+
PA
N
O
V
E
R
H
A
N
G
CORNER POST
SUPPORT AREA = W X L
W = 1/2 BEAM SPAN
+ BEAM OVERHANG
CORNER
POST
L
=
R
O
O
F
P
A
N
S
P
A
N
INTERNAL POST
SUPPORT AREA = W X L
W = BEAM SPAN
INTERNAL
POST
EDGE POST
SUPPORT AREA = W X L
W = 1/2 BEAM SPAN
+ BEAM OVERHANG
EDGE
POST
LOUVER OVERHANG
3' - 0" MAX
BEAM OVERHANG
3'-0" MAX (SINGLE BEAM)
4'-0" MAX (DOUBLE BEAM)
POST SUPPORT AREA CALCULATION
NOT TO SCALE PLAN
ALL ROOF
PANS NOT
SHOWN FOR
CLARITY
NOTE: POST SUPPORT AREA MAY BE CALCULATED SEPARATELY FOR EACH POST. EACH
POST MAY UTILIZE DIFFERENT POST AND FOOTER SELECTIONS FROM THE TABLES
HEREIN BASED ON THE SITE DESIGN CONDITIONS & ITS SUPPORT AREA
APPLICABLE FOR
HOST ATTACHED OR
FREESTANDING
COLUMN NAME
AREA
SUPPORTED
BY COLUMN
(SQ. FT)
MAX LATERAL WIND PRESSURE (PSF)
10 PSF 20 PSF 30 PSF 40 PSF 50 PSF
ALLOWABLE COLUMN HEIGHT (FT-IN):
6 x 6 x 1/8
(6063-T6)
)7ð 14' - 0"14' - 0"12' - 6"10' - 6"N/A
)7ð 14' - 0''14' - 0''12' - 0"10' - 0"N/A
)7ð 14' - 0''12' - 6"10' - 0"N/A N/A
)7ð 14' - 0''10' - 0"N/A N/A N/A
)7ð 13' - 0"10' - 0"N/A N/A N/A
)7ð 13' - 0"10' - 0"N/A N/A N/A
)7ð 12' - 0"N/A N/A N/A N/A
)7ð 11' - 0"N/A N/A N/A N/A
8 x 8 x 3/16
(6063-T6)
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"14' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"12' - 0"
)7ð 14' - 0"14' - 0"14' - 0"14' - 0"12' - 0"
)7ð 14' - 0"14' - 0"14' - 0"13' - 6"11' - 6"
ALLOWABLE POST HEIGHT SCHEDULE
VALID FOR 1 PERMIT ONLY U.N.O.
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-
-
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-
-
-
(4) ANCHORS
W/ 5" SPACING
(SEE ANCHOR
SCHEDULE)
SEE FOOTING SCHEDULE
N.T.S.
6"X6" POST BRACKET
DETAIL
157.500
33.750 90.000 33.750
16.875 61.875 61.875 16.875
15
7
.
5
0
0
33
.
7
5
0
90
.
0
0
0
33
.
7
5
0
16
.
8
7
5
61
.
8
7
5
61
.
8
7
5
16
.
8
7
5
(8) ANCHORS W/ 5.5"
SPACING (SEE ANCHOR
SCHEDULE)
[8] 1/4" THICK GUSSETS
3/8" THICK ALUM.
BASE FLANGE
1/4" TYP.
8" X 8" POST
8" X 8" POST
N.T.S.
8"X8" WELDED FLANGE BASE
DETAIL
6" X 6" POST
135.000
33.750 67.500 33.750
16.875 50.625 50.625 16.875
13
5
.
0
0
0
33
.
7
5
0
67
.
5
0
0
33
.
7
5
0
16
.
8
7
5
50
.
6
2
5
50
.
6
2
5
16
.
8
7
5
GUSSET
BASE FLANGE
8X 0.563 THRU
6" X 6" POST
(8) ANCHORS W/ 4.5"
SPACING SEE ANCHOR
SCHEDULE)
[8] 1/4" THICK GUSSETS
N.T.S. 3/8" THICK
ALUM. BASE FLANGE
FULL WELD
1/4" TYP.
WELDED FLANGE
BASE COVER
BASE COVER
N.T.S.
6"X6" WELDED FLANGE BASE
DETAIL
CONCRETE
ANCHOR
COLUMN NAME
AREA
SUPPORTED BY
COLUMN
(SQ. FT)
MAX LATERAL WIND PRESSURE (PSF)
10 PSF 20 PSF 30 PSF 40 PSF 50 PSF
ALLOWABLE COLUMN HEIGHT (FT-IN):
6 x 6 x 1/8
(6063-T6)
)7ð (A) (1)(B) (1)(B) (1)(B) (2)N/A
)7ð (B) (1)(B) (1)(B) (1)(B) (2)N/A
)7ð (B) (1)(B) (1)(B) (2)N/A N/A
)7ð (B) (1)(B) (1)N/A N/A N/A
)7ð (B) (1)(B) (2)N/A N/A N/A
)7ð (B) (1)(B) (2)N/A N/A N/A
)7ð (B) (2)N/A N/A N/A N/A
)7ð (B) (2)N/A N/A N/A N/A
8 x 8 x 3/16
(6063-T6)
)7ð (A) (1)(A) (2)(B) (1)(B) (1)(B) (2)
)7ð (A) (1)(A) (2)(B) (1)(B) (2)(B) (3)
)7ð (A) (2)(B) (1)(B) (2)X X
)7ð (A) (2)(B) (1)(B) (2)X X
)7ð (B) (1)(B) (1)(B) (2)X X
)7ð (B) (1)(B) (2)X X X
)7ð (B) (1)(B) (3)X X X
)7ð (B) (1)X X X X
N.T.S.
8"X8" POST BRACKET
DETAIL
6.0"
6.
0
"
1/8"
8.0"
8.
0
"
3/16"
N.T.S.
6063-T6 ALUM
BASEPLATE AND ANCHOR SCHEDULE NOTES:
1.8-BOLT FLANGE BASEPLATE MAY BE USED
WHERE 4-BOLT POST BRACKET IS PERMITTED
2.ALL ANCHOR CONNECTIONS ARE TO MIN.
3000 PSI CONCRETE
3.SEE PG. 5 FOR CALCULATING AREA
SUPPORTED BY COLUMNS
4.SEE TABLE 1-12 FOR LATERAL WIND
PRESSURES
5. ADDITIONAL ENGINEERING IS REQUIRED FOR
VALUES OUTSIDE OF THIS SCHEDULE
LEGEND:
(A): 4-BOLT POST BRACKET
(B): 8-BOLT FLANGE BASEPLATE
X: POST EMBEDMENT REQUIRED (SEE DETAIL 1/12)
$77$&+86,1*6632:(5678'6':
EMBEDMENT AND 7 1/2" MINIMUM EDGE DISTANCE.
(SPACING VARIES WITH COLUMN SIZE)
$77$&+86,1*6632:(5678'6':
EMBEDMENT AND 9 1/2" MINIMUM EDGE DISTANCE.
(SPACING VARIES WITH COLUMN SIZE)
$77$&+86,1*6632:(5678'6':
EMBEDMENT AND 11" MINIMUM EDGE DISTANCE.
(SPACING VARIES WITH COLUMN SIZE)
BASEPLATE AND ANCHOR SCHEDULE
6" x 6" POST
STAMPED ALUMINUM POST
BRACKET W/2" LEGS
(3) #14 TEK SCREWS
EACH SIDE
8" x 8" POST
8" x 8" x 0.1875"
STAMPED ALUMINUM
POST BRACKET W/2" LEGS
(4) #14 TEK SCREWS
EACH SIDE
SEE FOOTING
SCHEDULE
(4) ANCHORS
W/ 5" SPACING
(SEE ANCHOR
SCHEDULE)
CONCRETE
ANCHOR
GUSSET
BASE FLANGE
8X 0.563 THRU
FULL WELD
BASE COVER
WELDED FLANGE
BASE COVER
8" SQ POST
DETAIL
N.T.S.
6063-T6 ALUM
6" SQ POST
DETAIL
VALID FOR 1 PERMIT ONLY U.N.O.
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6
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B
AE
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7/
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
PHOTOCOPIES NOT
TO BE USED
(4) ANCHORS
W/ 5" SPACING
(SEE ANCHOR
SCHEDULE)
SEE FOOTING SCHEDULE
N.T.S.
6"X6" POST BRACKET
DETAIL
157.500
33.750 90.000 33.750
16.875 61.875 61.875 16.875
15
7
.
5
0
0
33
.
7
5
0
90
.
0
0
0
33
.
7
5
0
16
.
8
7
5
61
.
8
7
5
61
.
8
7
5
16
.
8
7
5
(8) ANCHORS W/ 5.5"
SPACING (SEE ANCHOR
SCHEDULE)
[8] 1/4" THICK GUSSETS
3/8" THICK ALUM.
BASE FLANGE
1/4" TYP.
8" X 8" POST
8" X 8" POST
N.T.S.
8"X8" WELDED FLANGE BASE
DETAIL
6" X 6" POST
135.000
33.750 67.500 33.750
16.875 50.625 50.625 16.875
13
5
.
0
0
0
33
.
7
5
0
67
.
5
0
0
33
.
7
5
0
16
.
8
7
5
50
.
6
2
5
50
.
6
2
5
16
.
8
7
5
GUSSET
BASE FLANGE
8X 0.563 THRU
6" X 6" POST
(8) ANCHORS W/ 4.5"
SPACING SEE ANCHOR
SCHEDULE)
[8] 1/4" THICK GUSSETS
N.T.S. 3/8" THICK
ALUM. BASE FLANGE
FULL WELD
1/4" TYP.
WELDED FLANGE
BASE COVER
BASE COVER
N.T.S.
6"X6" WELDED FLANGE BASE
DETAIL
CONCRETE
ANCHOR
COLUMN NAME
AREA
SUPPORTED BY
COLUMN
(SQ. FT)
MAX LATERAL WIND PRESSURE (PSF)
10 PSF 20 PSF 30 PSF 40 PSF 50 PSF
ALLOWABLE COLUMN HEIGHT (FT-IN):
6 x 6 x 1/8
(6063-T6)
)7ð (A) (1)(B) (1)(B) (1)(B) (2)N/A
)7ð (B) (1)(B) (1)(B) (1)(B) (2)N/A
)7ð (B) (1)(B) (1)(B) (2)N/A N/A
)7ð (B) (1)(B) (1)N/A N/A N/A
)7ð (B) (1)(B) (2)N/A N/A N/A
)7ð (B) (1)(B) (2)N/A N/A N/A
)7ð (B) (2)N/A N/A N/A N/A
)7ð (B) (2)N/A N/A N/A N/A
8 x 8 x 3/16
(6063-T6)
)7ð (A) (1)(A) (2)(B) (1)(B) (1)(B) (2)
)7ð (A) (1)(A) (2)(B) (1)(B) (2)(B) (3)
)7ð (A) (2)(B) (1)(B) (2)X X
)7ð (A) (2)(B) (1)(B) (2)X X
)7ð (B) (1)(B) (1)(B) (2)X X
)7ð (B) (1)(B) (2)X X X
)7ð (B) (1)(B) (3)X X X
)7ð (B) (1)X X X X
N.T.S.
8"X8" POST BRACKET
DETAIL
6.0"
6.
0
"
1/8"
8.0"
8.
0
"
3/16"
N.T.S.
6063-T6 ALUM
BASEPLATE AND ANCHOR SCHEDULE NOTES:
1.8-BOLT FLANGE BASEPLATE MAY BE USED
WHERE 4-BOLT POST BRACKET IS PERMITTED
2.ALL ANCHOR CONNECTIONS ARE TO MIN.
3000 PSI CONCRETE
3.SEE PG. 5 FOR CALCULATING AREA
SUPPORTED BY COLUMNS
4.SEE TABLE 1-12 FOR LATERAL WIND
PRESSURES
5. ADDITIONAL ENGINEERING IS REQUIRED FOR
VALUES OUTSIDE OF THIS SCHEDULE
LEGEND:
(A): 4-BOLT POST BRACKET
(B): 8-BOLT FLANGE BASEPLATE
X: POST EMBEDMENT REQUIRED (SEE DETAIL 1/12)
$77$&+86,1*6632:(5678'6':
EMBEDMENT AND 7 1/2" MINIMUM EDGE DISTANCE.
(SPACING VARIES WITH COLUMN SIZE)
$77$&+86,1*6632:(5678'6':
EMBEDMENT AND 9 1/2" MINIMUM EDGE DISTANCE.
(SPACING VARIES WITH COLUMN SIZE)
$77$&+86,1*6632:(5678'6':
EMBEDMENT AND 11" MINIMUM EDGE DISTANCE.
(SPACING VARIES WITH COLUMN SIZE)
BASEPLATE AND ANCHOR SCHEDULE
6" x 6" POST
STAMPED ALUMINUM POST
BRACKET W/2" LEGS
(3) #14 TEK SCREWS
EACH SIDE
8" x 8" POST
8" x 8" x 0.1875"
STAMPED ALUMINUM
POST BRACKET W/2" LEGS
(4) #14 TEK SCREWS
EACH SIDE
SEE FOOTING
SCHEDULE
(4) ANCHORS
W/ 5" SPACING
(SEE ANCHOR
SCHEDULE)
CONCRETE
ANCHOR
GUSSET
BASE FLANGE
8X 0.563 THRU
FULL WELD
BASE COVER
WELDED FLANGE
BASE COVER
8" SQ POST
DETAIL
N.T.S.
6063-T6 ALUM
6" SQ POST
DETAIL
SIGNED:
04/11/2023
VALID FOR 1 PERMIT ONLY U.N.O.
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6"
T
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3KSI CONCRETE FOOTING PER FOOTING
SCHEDULE. POST MAY BE EMBEDDED DIRECTLY
INTO CONCRETE AS AN ALTERNATIVE TO
SURFACE MOUNTING. PROVIDE 18"
EMBEDMENT & A KEY HOLE FOR (1)#5 REBAR
12" LONG IN EACH DIRECTION, TYP.
EMBEDDED
POST, TYP
WIDTH PER
DESIGN SCHEDULE
POST EMBED DETAIL
NTS ELEVATION
SEE FOOTING SCHEDULE
ALUMINUM COLUMN &
CONNECTION PER SEPARATE
DETAIL. PLACE OVER MIDDLE 1
3 OF
FOOTING CLOSEST TO CENTER
SEE PAD FOOTING
DIMENSIONS ABOVE
PAVERS TO BE OVERLAID AFTER
PLACEMENT OF POST
(IF APPLICABLE)
REINFORCING STEEL
PER TABLE 12.2
VISIT ECALC.IO/FOOTING
FOR ENGINEER-CERTIFIED ORIGINALS, HELPFUL
TOOLS & RESOURCES & SITE-SPECIFIC ORDERING
VISIT ENGINEERINGEXPRESS.COM/STORE
FOR MORE MANUFACTURER MASTER PLANS
TO USE WITH THIS DOCUMENT
THIS DOCUMENT IS ONLY VALID WITH
ORIGINAL ENGINEER CERTIFICATION
FOOTING DETAILS: USE FOOTING PER # FOUND IN TABLE ABOVE
#WIDTH LENGTH DEPTH VOLUME WEIGHT REINFORCEMENT
1 24''24''18''6.0 CUFT 900 LBS 2
#4 TOP &
BOT EACH
WAY
-
2 30''30''18''9.4 CUFT 1406 LBS 4 -
3 30''30''24''12.5 CUFT 1875 LBS 4 & 5
#4
VERTICAL
TIES
4 36''36''24''18.0 CUFT 2700 LBS 4 & 6
5 36''36''30''22.5 CUFT 3375 LBS 4
#5 TOP &
BOT EACH
WAY
& 6
6 42''42''30''30.6 CUFT 4594 LBS 4 & 8
7 42''42''36''36.8 CUFT 5513 LBS 5 & 8
8 48''48''36''48.0 CUFT 7200 LBS 6 & 11
FOOTING TABLE NOTES:
1.F.S. AGAINST UPLIFT OF 33% HAS BEEN APPLIED
TO ALL LOADS.
2.AT 2000PSF SOIL BEARING PRESSURE, GRAVITY
DOES NOT GOVERN IN ANY CASE. ENSURE
PROPER COMPACTION & EMBEDMENT FOR FROST
& HEAVE REQUIREMENTS.
3.FOOTING WEIGHT CALCULATED PER 150 PCF
STANDARD WEIGHT CONCRETE
4.FOOTINGS OF ALTERNATE SIZE & EQUAL OR
GREATER VOLUME & WEIGHT
ACCEPTABLE WITH SEPARATE FOOTING
ENGINEERING
5.SITE SPECIFIC ENGINEERING REQUIRED FOR ANY
VALUES, SIZES, CONCRETE TYPES, OR SOIL
BEARING PRESSURES NOT COINCIDING WITH
LIMITS OF THIS MASTER PLAN.
TABLE 8.1 - FOOTING SELECTION
TABLE 8.2 - FOOTING DETAILS
FOOTER SCHEDULE NOTES:
1.FOOTERS SHALL BE 3000 PSI MINIMUM CONCRETE,
BEARING ON SOIL WITH A MINIMUM BEARING
CAPACITY OF 2000 PSF AS VERIFIED BY OTHERS.
2.IN LIEU OF THE FOOTERS DETAILED HEREIN, POSTS
MAY BE ANCHORED TO EXISTING CONCRETE SLABS
DESIGNED AND VERIFIED BY OTHERS TO SUPPORT THE
CANOPY SYSTEM AS DETAILED HEREIN.
3.FOOTERS SHALL HAVE THE MINIMUM REINFORCEMENT
INDICATED IN THE SCHEDULES HEREIN.
4.ALL REINFORCEMENT SHALL BE DEFORMED BARS OF
INTERMEDIATE GRADE NEW BILLET STEEL
CONFORMING TO CURRENT REQUIREMENTS OF ASTM
A615, GRADE 60 (U.O.N.), FREE FROM OIL, LOOSE
SCALE AND LOOSE RUST AND BENT, LAPPED, PLACED,
SUPPORTED AND FASTENED ACCORDING TO THE "ACI
DETAILING MANUAL" (SP-66) AND THE "BUILDING
CODE REQUIREMENTS FOR REINFORCED CONCRETE"
(ACI 318).
5.MINIMUM REBAR COVER FOR CONCRETE FOOTINGS IS
3" FOR CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH AND 2" FOR CONCRETE EXPOSED
TO EARTH OR WEATHER.
6.ALLOW 3 DAYS CURE TIME BEFORE INSTALLING
ANCHORS INTO CONCRETE.
7.ALL CONCRETE WORK SHALL CONFORM TO ALL
REQUIREMENTS AND RECOMMENDATIONS OF ACI 318
"SPECIFICATION FOR STRUCTURAL CONCRETE FOR
BUILDINGS". A CERTIFICATE OF MANUFACTURER'S MIX
AND STRENGTH IS TO BE PROVIDED TO THE
INSPECTOR UPON REQUEST. NO WATER TO BE ADDED
AFTER TRUCK LEAVES PLANT WITHOUT APPROVAL OF
ENGINEER OR PLANT ENGINEER. PLANT CONTROL IS
REQUIRED. MAXIMUM MIX TIME AT POINT OF DEPOSIT
IS 90 MINUTES.
8.THESE TABLES REPRESENT EMPIRICAL UPLIFT
CALCULATIONS FOR FOOTING SIZES BASED ON
STANDARD WEIGHT (150PCF) CONCRETE. THEY
NEGLECT THE BENEFIT OF SKIN FRICTION AND OTHER
BENEFICIAL SURCHARGE LOADING. NO WARRANTY,
EXPRESSED OR IMPLIED, IS CONTAINED HEREIN AS TO
ANY INFORMATION OTHER THAN THAT WHICH IS
PUBLISHED HEREIN.
9.ALL FOOTINGS ARE TO BE INSTALLED LOWER THAN
CODE REQUIRED FROST LINE. GENERAL CONTRACTOR
IS RESPONSIBLE FOR ADHERENCE TO LOCAL FROST
LINE REQUIREMENTS. ADDITIONALLY, TOP OF
FOOTINGS ARE TO BE 8" MINIMUM BELOW GRADE IN
HVHZ (DADE & BROWARD COUNTIES, FL).
9 48''48''48''64.0 CUFT 9600 LBS 8 & 14
DESIGN UPLIFT
PRESSURE (-)
POST SUPPORT AREA
36 FT2 50 FT2 75 FT2 100 FT2 125 FT2 150 FT2 175 FT2 200 FT2 250 FT2
-10 PSF 1 1 2 3 3 4 4 5 6
-15 PSF 1 2 3 4 5 5 6 6 8
-20 PSF 2 3 4 5 6 6 7 8 9
-25 PSF 2 3 5 6 7 8 8 9 9
-30 PSF 3 4 5 6 8 8 9 9 N/A
-35 PSF 4 4 6 7 8 9 9 N/A N/A
-40 PSF 4 5 6 8 9 9 N/A N/A N/A
-45 PSF 4 5 7 8 9 N/A N/A N/A N/A
POST-BASE ATTACHMENT AND FOOTINGS
L
=
1
/
2
J
O
I
S
T
S
P
A
N
+
JO
I
S
T
O
V
E
R
H
A
N
G
CORNER POST
SUPPORT AREA
= W X L
L
=
J
O
I
S
T
S
P
A
N
W = BEAM SPAN
EDGE POST
SUPPORT AREA
= W X L
W = 1/2 BEAM SPAN
+ BEAM OVERHANG
DECKING
NOT SHOWN
FOR CLARITY
NOTE: POST SUPPORT AREA MAY BE CALCULATED SEPARATELY FOR
EACH POST. EACH POST MAY UTILIZE DIFFERENT POST AND FOOTER
SELECTIONS FROM THE TABLES HEREIN BASED ON THE SITE DESIGN
CONDITIONS & ITS SUPPORT AREA
APPLICABLE FOR
HOST ATTACHED OR
FREESTANDING
POST SUPPORT AREA CALCULATION
NTS ELEVATION
TYP FOOTING INSTALLATION
NTS ELEVATION
CALL 811
BEFORE
YOU DIG
OR VISIT
WWW.CALL811.COM
INTERNAL POST
SUPPORT AREA
= W X L
W = 1/2 BEAM SPAN
+ BEAM OVERHANG
USE POST SUPPORT AREA (CALCULATED FOR POST
SELECTION) TO DETERMINE FOOTING # TO DETERMINE
SIZE & REINFORCEMENT REQUIRED FOR EACH POST
8.2
VALID ONLY FOR ZIP
CODE: 81601
VALID ONLY FOR:
CARBON CUSTOMS
FOR PERMIT USE
WITHIN 14 DAYS OF
DIGITAL SEAL
PE0053085
SIGNED:
04/11/2023
VALID ONLY FOR ZIP
CODE: 81601
VALID ONLY FOR:
CARBON CUSTOMS
FOR PERMIT USE
WITHIN 14 DAYS OF
DIGITAL SEAL
PE0053085
SIGNED:
04/11/2023
VALID FOR 1 PERMIT ONLY U.N.O.
RE
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
PHOTOCOPIES NOT
TO BE USED
2" X 1 3/4" X 2" X 0.125"
U-CHANNEL INSERT TO FIT SNUG,
ATTACH CHANNEL TO BEAM W/ (4)
#14 TEK SCREWS EQ SPACED
((5) SCREWS FOR 10" BEAM)
(4) #14 TEK SCREWS
EQ SPACED, BOTH
SIDES OF BEAM
INTERIOR
BEAMPERIMETER BEAM
2"x8" BEAM INTERIOR
CONNECTION
DOUBLE 2" X 1 3/4" X 2" X 0.125"
U-CHANNEL INSERT TO FIT SNUG,
ATTACH EA CHANNEL TO BEAM W/
(4) #14 TEK SCREWS EQ SPACED
((5) SCREWS FOR 10" BEAM)
(4) #14 TEK SCREWS
EQ SPACED, BOTH
SIDES OF BEAM
PERIMETER
BEAM
INTERIOR
BEAM [2]
[4] #14 x 1" TEK
SCREWS THRU POST
INTO CHANNEL EA. SIDE
6" x 6" x 0.125" POST
LOWER BEAM AND CHANNEL INTO POST
5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL
[4] #14 x 1" TEK
SCREWS THRU POST
INTO CHANNEL EA. SIDE
6" x 6" x 0.125" POST
DOUBLE PERIMETER BEAM
LOWER BEAM AND CHANNEL INTO POST
[6] #14 x 1" TEK SCREWS THRU
CHANNEL INTO EACH BEAM
5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL
N.T.S.
SINGLE BEAM TO 6"X6" POST
ISOMETRIC N.T.S.
DOUBLE BEAM TO 6"X6" POST
ISOMETRIC
PERIMETER BEAM
POST
CHANNEL
#14 TEK SCREWS
BOTH SIDE
#14 TEK SCREWS
POST
CHANNEL
DOUBLE PERIMETER BEAM
#14 TEK SCREWS
BOTH SIDE
#14 TEK SCREWS
N.T.S.ISOMETRIC
DOUBLE BEAM
INTERIOR CONNECTION
N.T.S.ISOMETRIC
PERIMETER BEAM
[6] #14 x 1" TEK SCREWS THRU
CHANNEL INTO EACH BEAM
USE APPROPRIATELY SIZED
CONNECTION CHANNELS WITH
SAME HARDWARE LISTED
ABOVE FOR 8"X8" POST
USE APPROPRIATELY SIZED
CONNECTION CHANNELS WITH
SAME HARDWARE LISTED
ABOVE FOR 8"X8" POST
INSERT / U CHANNEL
BEAM 2" X 8"
BEAM 2" X 8"
BEAM 2" X 8"
BEAM 2" X 8"COVER SHEET
BEAM 2" X 8"
GUTTER
BEAM INSERT
(8) #14 TEK SCREWS
N.T.S.
DOUBLE CHASE BEAM CONNECTION
ISOMETRIC
VALID FOR 1 PERMIT ONLY U.N.O.
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
PHOTOCOPIES NOT
TO BE USED
2" X 1 3/4" X 2" X 0.125"
U-CHANNEL INSERT TO FIT SNUG,
ATTACH CHANNEL TO BEAM W/ (4)
#14 TEK SCREWS EQ SPACED
((5) SCREWS FOR 10" BEAM)
(4) #14 TEK SCREWS
EQ SPACED, BOTH
SIDES OF BEAM
INTERIOR
BEAMPERIMETER BEAM
2"x8" BEAM INTERIOR
CONNECTION
DOUBLE 2" X 1 3/4" X 2" X 0.125"
U-CHANNEL INSERT TO FIT SNUG,
ATTACH EA CHANNEL TO BEAM W/
(4) #14 TEK SCREWS EQ SPACED
((5) SCREWS FOR 10" BEAM)
(4) #14 TEK SCREWS
EQ SPACED, BOTH
SIDES OF BEAM
PERIMETER
BEAM
INTERIOR
BEAM [2]
[4] #14 x 1" TEK
SCREWS THRU POST
INTO CHANNEL EA. SIDE
6" x 6" x 0.125" POST
LOWER BEAM AND CHANNEL INTO POST
5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL
[4] #14 x 1" TEK
SCREWS THRU POST
INTO CHANNEL EA. SIDE
6" x 6" x 0.125" POST
DOUBLE PERIMETER BEAM
LOWER BEAM AND CHANNEL INTO POST
[6] #14 x 1" TEK SCREWS THRU
CHANNEL INTO EACH BEAM
5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL
N.T.S.
SINGLE BEAM TO 6"X6" POST
ISOMETRIC N.T.S.
DOUBLE BEAM TO 6"X6" POST
ISOMETRIC
PERIMETER BEAM
POST
CHANNEL
#14 TEK SCREWS
BOTH SIDE
#14 TEK SCREWS
POST
CHANNEL
DOUBLE PERIMETER BEAM
#14 TEK SCREWS
BOTH SIDE
#14 TEK SCREWS
N.T.S.ISOMETRIC
DOUBLE BEAM
INTERIOR CONNECTION
N.T.S.ISOMETRIC
PERIMETER BEAM
[6] #14 x 1" TEK SCREWS THRU
CHANNEL INTO EACH BEAM
USE APPROPRIATELY SIZED
CONNECTION CHANNELS WITH
SAME HARDWARE LISTED
ABOVE FOR 8"X8" POST
USE APPROPRIATELY SIZED
CONNECTION CHANNELS WITH
SAME HARDWARE LISTED
ABOVE FOR 8"X8" POST
INSERT / U CHANNEL
BEAM 2" X 8"
BEAM 2" X 8"
BEAM 2" X 8"
BEAM 2" X 8"COVER SHEET
BEAM 2" X 8"
GUTTER
BEAM INSERT
(8) #14 TEK SCREWS
N.T.S.
DOUBLE CHASE BEAM CONNECTION
ISOMETRIC
VALID FOR 1 PERMIT ONLY U.N.O.
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-
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-
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-
-
PHOTOCOPIES NOT
TO BE USED
14" U CHANNEL INSIDE
PERIMETER BEAM
PERIMETER BEAM
[12] #14 TEK
SCREWS
TEK SCREWS
#14 TEK SCREWS
BEAM TO POST
BRACKET
CONNECTION
POST
BEAM CHANNEL
PERIMETER BEAM
POST
[12] #14 TEK SCREWS
1 3/4" X 3 3/4" X 0.125"
SPLICE U-CHANNEL
2" X 8" BEAM(6) #14 TEK SCREWS
PER BEAM
TOP VIEW
U-CHANNEL 3/4"X2"X.125
14" PIECES - 7 - INCHES
INSIDE OF PERIMETER BEAM
SCREWED TOGETHER USING
12 TEK SCREWS 1" O.C. IN
THE TOP OF PERIMETER
BEAM SPLICE ARE PLACED
AT POST POSITIONS
#14 TEK SCREW
SIDE VIEW
[12] #14 TEK SCREWS
1" (TYP.)
N.T.S.
SINGLE BEAM SPLICE
ISOMETRIC
14" U CHANNEL
INSIDE PERIMETER
BEAM
DOUBLE
PERIMETER
BEAM
[12] #14
TEK SCREWS
TEK SCREWS
#14 TEK SCREWS
BEAM TO POST
BRACKET
CONNECTION
POST
BEAM
CHANNEL
DOUBLE PERIMETER BEAM
POST
[12] #14
TEK SCREWS
1 3/4" X 3 3/4" X 0.125"
SPLICE U-CHANNEL
[2] 2" X 8" BEAM
(6) #14 TEK
SCREWS PER
BEAM
TOP VIEW
U-CHANNEL 3/4"X2"X.125 14"
PIECES - 7 - INCHES INSIDE OF
PERIMETER BEAM SCREWED
TOGETHER USING 12 TEK
SCREWS 1" O.C. IN THE TOP OF
PERIMETER BEAM SPLICE ARE
PLACED AT POST POSITIONS
SIDE VIEW
[12] #14 TEK SCREWS
#14 TEK
SCREW
1" (TYP.)
N.T.S.
DOUBLE BEAM SPLICE
ISOMETRIC
PERIMETER BEAMPERIMETER BEAM
(CORNER BEAM
CONNECTION ON A
SEPARATE DETAIL)
POST
(BEAM TO POST
CONNECTION ON
A SEPARATE
DETAIL)
KNEE BRACEKNEE BRACE
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO BEAM.
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO BEAM.
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO POST.
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO POST.
EXPLODED
ISOMETRIC VIEW
ISOMETRIC
VIEW
POST
KNEE BRACE
PERIMETER BEAMS
KNEE BRACE
N.T.S.
KNEE BRACE (OPTIONAL)
ISOMETRIC
PERIMETER BEAM
PERIMETER BEAM PERIMETER BEAM
POST
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO BEAM.
(2) #14 X 1" TEK SCREWS
THROUGH KNEE BRACE INTO
INSERT. BOTH SIDES
KNEE BRACE CUT FROM BEAM.
2" X 1 3/4" X 2" X 0.125"
BEAM INSERT
(3) #14 X 1" TEK SCREWS
THROUGH KNEE BRACE INTO
INSERT. BOTH SIDES
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO POST.
SIDE VIEW
ALUMINUM BEAM PER PLAN
PIVOT TRACK
PIVOT CAP
TRACK PIN 5/16" DIA. S.S. PIN
LOUVER PROFILE FOR COMPARISON
LOUVER
TRACK BAR
PIVOT BAR CAP
PIVOT BAR
BEAM
TEK SCREW #14 (ATTACHMENT
OF PIVOT BAR TO BEAM) AT ALL
PIVOT PIN LOCATIONS.
TOP VIEW SIDE VIEW ISOMETRIC OUT-SIDE VIEW
TEK SCREW #14
LOUVER
PIVOT BAR
PIVOT PIN
BEAM
PUSH NUT
TRACK BAR PIN
PIVOT BAR CAP
TRACK BAR
TRACK BAR
PUSH NUT
TRACK BAR PIN
LOUVER
BEAM
PIVOT BAR CAP
TRACK BAR
BEAM
PIVOT BAR
PIVOT PIN
LOUVER
ISOMETRIC IN-SIDE VIEW
PIVOT TRACK
#14 SS TEK SCREW @
6" O.C AND 3" FROM
END
USE (1) #12 X 1" TEK SCREW
8" O.C., STAGGERED FOR
NON-STRUCTURAL GUTTER
N.T.S.
LOUVER ASSEMBLY
DETAIL
6" TYP.
6" TYP.
N.T.S.
LOUVER SECTION
DETAIL
CORNER BEAM CONNECTION
(8) #14 TEK SCREWS THROUGH
BEAM INTO CORNER BEAM
CONNECTION EACH SIDE
BEAM
TOP VIEW
(8) #14 TEK SCREWS THROUGH BEAM
INTO CORNER BEAM CONNECTION EACH
SIDE
BEAM
BEAM
SIDE VIEW
CORNER BEAM CONNECTION
- EXTRUDED WITH CAPS
BEAM
CORNER BEAM
CONNECTION
PERIMETER BEAM
(8) #14 TEK SCREWS
N.T.S.
SINGLE BEAM CORNER CONNECTION
ISOMETRIC
CORNER BEAM
CONNECTION
(8) #14 DIA. TEK SCREWS
BEAM 2
BEAM 1
PERIMETER BEAM
U-PROFLE
TOP VIEW
(8) #14 TEK SCREWS THROUGH
BEAM INTO CORNER BEAM
CONNECTION EACH SIDE
BEAM
DOUBLE BEAM
8&+$11(/´[ô´[´[´
(8) #14 TEK SCREWS
THROUGH BEAM INTO
CORNER BEAM
CONNECTION EACH SIDE
CORNER BEAM CONNECTION
BEAM
DOUBLE BEAM
SIDE VIEW
CORNER BEAM CONNECTION
- EXTRUDED WITH CAPS
N.T.S.
DOUBLE BEAM CORNER CONNECTION
ISOMETRIC
VALID FOR 1 PERMIT ONLY U.N.O.
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-
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-
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-
-
-
-
-
PHOTOCOPIES NOT
TO BE USED
14" U CHANNEL INSIDE
PERIMETER BEAM
PERIMETER BEAM
[12] #14 TEK
SCREWS
TEK SCREWS
#14 TEK SCREWS
BEAM TO POST
BRACKET
CONNECTION
POST
BEAM CHANNEL
PERIMETER BEAM
POST
[12] #14 TEK SCREWS
1 3/4" X 3 3/4" X 0.125"
SPLICE U-CHANNEL
2" X 8" BEAM(6) #14 TEK SCREWS
PER BEAM
TOP VIEW
U-CHANNEL 3/4"X2"X.125
14" PIECES - 7 - INCHES
INSIDE OF PERIMETER BEAM
SCREWED TOGETHER USING
12 TEK SCREWS 1" O.C. IN
THE TOP OF PERIMETER
BEAM SPLICE ARE PLACED
AT POST POSITIONS
#14 TEK SCREW
SIDE VIEW
[12] #14 TEK SCREWS
1" (TYP.)
N.T.S.
SINGLE BEAM SPLICE
ISOMETRIC
14" U CHANNEL
INSIDE PERIMETER
BEAM
DOUBLE
PERIMETER
BEAM
[12] #14
TEK SCREWS
TEK SCREWS
#14 TEK SCREWS
BEAM TO POST
BRACKET
CONNECTION
POST
BEAM
CHANNEL
DOUBLE PERIMETER BEAM
POST
[12] #14
TEK SCREWS
1 3/4" X 3 3/4" X 0.125"
SPLICE U-CHANNEL
[2] 2" X 8" BEAM
(6) #14 TEK
SCREWS PER
BEAM
TOP VIEW
U-CHANNEL 3/4"X2"X.125 14"
PIECES - 7 - INCHES INSIDE OF
PERIMETER BEAM SCREWED
TOGETHER USING 12 TEK
SCREWS 1" O.C. IN THE TOP OF
PERIMETER BEAM SPLICE ARE
PLACED AT POST POSITIONS
SIDE VIEW
[12] #14 TEK SCREWS
#14 TEK
SCREW
1" (TYP.)
N.T.S.
DOUBLE BEAM SPLICE
ISOMETRIC
PERIMETER BEAMPERIMETER BEAM
(CORNER BEAM
CONNECTION ON A
SEPARATE DETAIL)
POST
(BEAM TO POST
CONNECTION ON
A SEPARATE
DETAIL)
KNEE BRACEKNEE BRACE
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO BEAM.
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO BEAM.
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO POST.
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO POST.
EXPLODED
ISOMETRIC VIEW
ISOMETRIC
VIEW
POST
KNEE BRACE
PERIMETER BEAMS
KNEE BRACE
N.T.S.
KNEE BRACE (OPTIONAL)
ISOMETRIC
PERIMETER BEAM
PERIMETER BEAM PERIMETER BEAM
POST
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO BEAM.
(2) #14 X 1" TEK SCREWS
THROUGH KNEE BRACE INTO
INSERT. BOTH SIDES
KNEE BRACE CUT FROM BEAM.
2" X 1 3/4" X 2" X 0.125"
BEAM INSERT
(3) #14 X 1" TEK SCREWS
THROUGH KNEE BRACE INTO
INSERT. BOTH SIDES
(3) #14 X 1" TEK SCREWS
THRU INSERT INTO POST.
SIDE VIEW
ALUMINUM BEAM PER PLAN
PIVOT TRACK
PIVOT CAP
TRACK PIN 5/16" DIA. S.S. PIN
LOUVER PROFILE FOR COMPARISON
LOUVER
TRACK BAR
PIVOT BAR CAP
PIVOT BAR
BEAM
TEK SCREW #14 (ATTACHMENT
OF PIVOT BAR TO BEAM) AT ALL
PIVOT PIN LOCATIONS.
TOP VIEW SIDE VIEW ISOMETRIC OUT-SIDE VIEW
TEK SCREW #14
LOUVER
PIVOT BAR
PIVOT PIN
BEAM
PUSH NUT
TRACK BAR PIN
PIVOT BAR CAP
TRACK BAR
TRACK BAR
PUSH NUT
TRACK BAR PIN
LOUVER
BEAM
PIVOT BAR CAP
TRACK BAR
BEAM
PIVOT BAR
PIVOT PIN
LOUVER
ISOMETRIC IN-SIDE VIEW
PIVOT TRACK
#14 SS TEK SCREW @
6" O.C AND 3" FROM
END
USE (1) #12 X 1" TEK SCREW
8" O.C., STAGGERED FOR
NON-STRUCTURAL GUTTER
N.T.S.
LOUVER ASSEMBLY
DETAIL
6" TYP.
6" TYP.
N.T.S.
LOUVER SECTION
DETAIL
CORNER BEAM CONNECTION
(8) #14 TEK SCREWS THROUGH
BEAM INTO CORNER BEAM
CONNECTION EACH SIDE
BEAM
TOP VIEW
(8) #14 TEK SCREWS THROUGH BEAM
INTO CORNER BEAM CONNECTION EACH
SIDE
BEAM
BEAM
SIDE VIEW
CORNER BEAM CONNECTION
- EXTRUDED WITH CAPS
BEAM
CORNER BEAM
CONNECTION
PERIMETER BEAM
(8) #14 TEK SCREWS
N.T.S.
SINGLE BEAM CORNER CONNECTION
ISOMETRIC
CORNER BEAM
CONNECTION
(8) #14 DIA. TEK SCREWS
BEAM 2
BEAM 1
PERIMETER BEAM
U-PROFLE
TOP VIEW
(8) #14 TEK SCREWS THROUGH
BEAM INTO CORNER BEAM
CONNECTION EACH SIDE
BEAM
DOUBLE BEAM
8&+$11(/´[ô´[´[´
(8) #14 TEK SCREWS
THROUGH BEAM INTO
CORNER BEAM
CONNECTION EACH SIDE
CORNER BEAM CONNECTION
BEAM
DOUBLE BEAM
SIDE VIEW
CORNER BEAM CONNECTION
- EXTRUDED WITH CAPS
N.T.S.
DOUBLE BEAM CORNER CONNECTION
ISOMETRIC
VALID FOR 1 PERMIT ONLY U.N.O.
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-
N.T.S.
HOST LEDGER CONNECTION
DETAIL
N.T.S.
ROOF PIVOT HOST CONNECTION
DETAIL
FOR CONCRETE ATTACHMENT:
[2] 1/4" DIAM. ITW STAINLESS STEEL TAPCON INTO
WALL W/ 3" EMBEDMENT AND 3" EDGE DISTANCE,
SPACED 16" O.C
FOR WOOD ATTACHMENT:
30 PSF GRAVITY LOAD OR LESS:
[2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL
W/ 3" THREAD ENGAGEMENT AND 3/4" MINIMUM
EDGE DISTANCE, SPACED 16" O.C.
30 TO 40 PSF GRAVITY LOAD:
[2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL
W/ 3" THREAD ENGAGEMENT AND 3/4" MINIMUM
EDGE DISTANCE, SPACED 12" O.C.
40 TO 60 PSF GRAVITY LOAD:
[2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL
W/ 3" THREAD ENGAGEMENT AND 3/4" MINIMUM
EDGE DISTANCE, SPACED 8" O.C.
FOR GROUT-FILLED CMU ATTACHMENT:
[2] 1/4" DIAM. S.S. HILTI KWIK-CON II+ INTO
BLOCK FACE W/ 1-3/4" EMBEDMENT AND 3"
MINIMUM EDGE DISTANCE, SPACED 16" O.C.
ALUMINUM BEAM PER PLAN
9/16" HOLE DRILLED FOR
SCREW INSTALLATION
1"
1"
16"
9/16" HOLE DRILLED FOR
SCREW INSTALLATION
TYPICAL 16" O.C. STUDS
1"
1"
16"16"16"
EXISTING HOST STRUCTURE SHALL BE
EITHER 3000 PSI POURED CONCRETE, OR
ASTM90 GROUT-FILLED CMU OR
#2 SYP WOOD (G=0.55 OR BETTER)
AS VERIFIED BY OTHERS
3"
M
I
N
.
EMBED.TYPICAL ANCHOR PATTERN (TO WOOD STUDS SHOWN)
HOST STRUCTURE
GUTTER
PERIMETER BEAM
2
3
4"
4 1 4"
6"6"
2 3 4"
1 8" THICK
PERIMETER BEAM
GUTTER
ROOF BRACKET
ROOF
DIAMETER: R 2.00"
MATERIAL: AISI 304
[3] 5
16/$*6&5(:6:1
2"
MIN. THREAD PENETRATION
3
"
LOCKING PIN
5/16" DIA. S.S.
PIVOT PIN
NOTE: PERIMETER BEAM ATTACHED TO PIVOT MOUNT BY [4] #14 X 1" SS TEK SCREWS.
PIVOT MOUNT ATTACHED TO ROOF RAFTERS BY [3] 5/16" DIAMETER STAINLESS STEEL LAG
SCREWS WITH MINIMUM 2-1/2" THREAD PENETRATION, 0.75" EDGE DISTANCE, 1.25" APART
MIN., INTO SOUTHERN YELLOW PINE #2 WOOD (G=0.55) OR BETTER. PIVOTS MAY BE
SPACED AT A MAXIMUM OF 48" O.C.
PHOTOCOPIES NOT
TO BE USED
VALID FOR 1 PERMIT ONLY U.N.O.
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-
-
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-
-
-
-
-
-
-
-
-
-
-
-
N.T.S.
HOST LEDGER CONNECTION
DETAIL
N.T.S.
ROOF PIVOT HOST CONNECTION
DETAIL
FOR CONCRETE ATTACHMENT:
[2] 1/4" DIAM. ITW STAINLESS STEEL TAPCON INTO
WALL W/ 3" EMBEDMENT AND 3" EDGE DISTANCE,
SPACED 16" O.C
FOR WOOD ATTACHMENT:
30 PSF GRAVITY LOAD OR LESS:
[2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL
W/ 3" THREAD ENGAGEMENT AND 3/4" MINIMUM
EDGE DISTANCE, SPACED 16" O.C.
30 TO 40 PSF GRAVITY LOAD:
[2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL
W/ 3" THREAD ENGAGEMENT AND 3/4" MINIMUM
EDGE DISTANCE, SPACED 12" O.C.
40 TO 60 PSF GRAVITY LOAD:
[2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL
W/ 3" THREAD ENGAGEMENT AND 3/4" MINIMUM
EDGE DISTANCE, SPACED 8" O.C.
FOR GROUT-FILLED CMU ATTACHMENT:
[2] 1/4" DIAM. S.S. HILTI KWIK-CON II+ INTO
BLOCK FACE W/ 1-3/4" EMBEDMENT AND 3"
MINIMUM EDGE DISTANCE, SPACED 16" O.C.
ALUMINUM BEAM PER PLAN
9/16" HOLE DRILLED FOR
SCREW INSTALLATION
1"
1"
16"
9/16" HOLE DRILLED FOR
SCREW INSTALLATION
TYPICAL 16" O.C. STUDS
1"
1"
16"16"16"
EXISTING HOST STRUCTURE SHALL BE
EITHER 3000 PSI POURED CONCRETE, OR
ASTM90 GROUT-FILLED CMU OR
#2 SYP WOOD (G=0.55 OR BETTER)
AS VERIFIED BY OTHERS
3"
M
I
N
.
EMBED.TYPICAL ANCHOR PATTERN (TO WOOD STUDS SHOWN)
HOST STRUCTURE
GUTTER
PERIMETER BEAM
2
3
4"
4 1 4"
6"6"
2 3 4"
1 8" THICK
PERIMETER BEAM
GUTTER
ROOF BRACKET
ROOF
DIAMETER: R 2.00"
MATERIAL: AISI 304
[3] 5
16/$*6&5(:6:1
2"
MIN. THREAD PENETRATION
3
"
LOCKING PIN
5/16" DIA. S.S.
PIVOT PIN
NOTE: PERIMETER BEAM ATTACHED TO PIVOT MOUNT BY [4] #14 X 1" SS TEK SCREWS.
PIVOT MOUNT ATTACHED TO ROOF RAFTERS BY [3] 5/16" DIAMETER STAINLESS STEEL LAG
SCREWS WITH MINIMUM 2-1/2" THREAD PENETRATION, 0.75" EDGE DISTANCE, 1.25" APART
MIN., INTO SOUTHERN YELLOW PINE #2 WOOD (G=0.55) OR BETTER. PIVOTS MAY BE
SPACED AT A MAXIMUM OF 48" O.C.
PHOTOCOPIES NOT
TO BE USED