HomeMy WebLinkAboutREDLINED PLANS - 23-00698 - 1050 Widdison Ln - ShopAuthor Name Author Email Author Phone No.:
Larry Beesley Larry.Beesley@rexburg.org 208-372-2176
Description : 1050 Widdison Ln - Shop
Address : 1050 Widdison Ln
Application Type :
Document Filename : VREX93591300_Vaccarella_Drawings_SEALED_08042023.pdf Array
Comment Author Contact Information:
Corrections in the following table need to be applied before a permit can be issued
Review Report
Revisions Required
Page Reference Annotation
Type
Author : Department Status Page Review Comments Applicant Response Comments
Pg 1 Free Text Larry Beesley : Building Open 1 This building is all enginered and all of the engineered specks
followed. Also provide special inspection of the bolt tighting as
required for building designed and following the IBC 2018
code.
Pg 1 Free Text Larry Beesley : Building Open 1 If the building is going to be insulated provide the Com check.
Pg 1 Free Text Larry Beesley : Building Open 1 The plan is for the concrete and shell only. Any interior
finishes must be reviewed and permited.
# 23-00698
Residential Accessory Structure
Please digitally re-submit all pages of the plan set in response to requested revisions
for our next review cycle, with noted items resolved.
All special inspection reports will need to be sent to the Rexburg city building department, or the building Inspector so it can be attached to your file.
Report Date: 10.06.2023
Approval of plans does not constitute approval of variance from code
Page 1 of 1
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IMPORTANT: IN ADDITION TO THESE
ENGINEERING PLANS (WHICH ALWAYS TAKE
PRECEDENCE), YOU SHOULD HAVE THE
FOLLOWING FROM ACT BUILDING SYSTEMS:
- CONSTRUCTION PACKAGE
- INSTALLATION MANUALS
- CONSTRUCTION VIDEOS
PLEASE CONTACT YOUR SALES REP IF YOU
HAVE NOT RECEIVED THESE PRIOR TO
STARTING CONSTRUCTION.
PROJECT DESIGN CRITERIA
ROOF DEAD LOAD: 3 psf
ROOF COLLATERAL LOAD: 1 psf
GROUND SNOW LOAD: 50 psf Ct = 1.0
ROOF SNOW LOAD: 35 psf
ROOF LIVE LOAD: 20 psf
WIND SPEED: 115 mph
WIND EXPOSURE: C
Ss: 0.360 Sds: 0.363
S1: 0.141 Sd1: 0.218
SEISMIC DESIGN CATEGORY:
C (for both periods)
R transverse: 3.0 R longitudinal: 3.0
RISK CATEGORY: II
WIND DESIGN OF LATERAL FORCE-RESISTING SYSTEMS IS BASED
ON THE DIRECTIONAL DESIGN PROCEDURE OF ASCE 7-16, CHAPTER
27
SEISMIC DESIGN OF LATERAL FORCE-RESISTING SYSTEMS ARE AS
FOLLOWS:
-- TRANSVERSE: ORDINARY STEEL MOMENT FRAME (SEISMIC
DESIGN IS BASED ON ASCE 07-16, SECTIONS 12.1 - 12.13)
-- LONGITUDINAL: ORDINARY STEEL BRACED FRAME. (SEISMIC
DESIGN IS PERFORMED USING THE SIMPLIFIED DESIGN PROCEDURE
(ASCE 07-16, SECTION 12.14).
DESIGN BASE SHEAR: IS SHOWN ON CALCULATION SHEET M2.
COMPONENT DIAGRAM
CEE
WE
B
FLANGE
STIFFENER LIP
ZEE
WE
B
FLANGE
CHANNEL
WE
B
FLANGE
TYP. = TYPICAL U.N.O. = UNLESS NOTED OTHERWISE
WALL OPENING SCHEDULE
DOOR WIDTH HEIGHT
OPENING
TYPE
HEADER
GIRT
OPENING
JAMBS
1 12'-0"14'-0"SECTIONAL DOOR
SEE
NOTE #4
C6X4X14
2 12'-0"14'-0"SECTIONAL DOOR
SEE
NOTE #4
C6X4X12
3 3'-0"7'-0"PERSONNEL DOOR SINGLE
CHN6X
3X14
4 - 6 4'-0"3'-0"WINDOW SINGLE
CHN4X
3X16
7 3'-0"3'-0"WINDOW SINGLE
CHN6X
3X14
NOTES:
1) JAMB MEMBERS SHOWN AS "CHN" ARE CHANNEL MEMBERS
(WITHOUT STIFFENER LIPS) AND THOSE SHOWN AS "C" ARE
CEE MEMBERS. FIRST NUMBER IS WEB DEPTH IN INCHES,
SECOND NUMBER IS FLANGE WIDTH IN INCHES, AND THIRD
NUMBER IS MATERIAL THICKNESS (GAUGE).
2) SEE DETAILS J/8 AND K/8 FOR OPENING FRAMING
INFORMATION.
3) SIZE OF HEADER GIRT MEMBER TO BE SAME AS
SIDEWALL OR ENDWALL GIRT, AS APPROPRIATE, PER
ELEVATIONS. AT WINDOWS, INSTALL HEADER GIRT
SPECIFIED ABOVE AND BELOW WINDOWS, U.N.O.
4) AT OPENINGS NOTED, INSTEAD OF ATTACHING DOOR
JAMBS TO HEADER GIRT PER DETAIL L1/9 ATTACH DOOR
JAMBS TO UNDERSIDE OF KNEE BRACE PER DETAIL L2/9,
ENDWALL RAFTER PER DETAIL L3/9.
5) ALL OPENINGS AND ACCESSORIES SHALL BE CAPABLE
OF SUPPORTING ALL WIND PRESSURES PERPENDICULAR TO
THE SURFACE (GENERATED BY WINDS AT THE SPEED AND
EXPOSURE INDICATED ABOVE) BY SPANNING BETWEEN THE
JAMBS.
DEFLECTION LIMITS
PURLINS:L/150 (STD)
GIRTS:L/90 (STD)
EW WIND COLUMNS:L/120 (STD)
WALL PANEL:L/60 (STD)
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
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S
S
:
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VREX93591300
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8/4/2023
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If the building is going to be
insulated provide the Com
check.
T he plan is for the concrete and
shell only . A ny interior finishes must
be review ed and permited.
T his building is all enginered and all of
the engineered specks follow ed. A lso
provide special inspection of the bolt
tighting as req uired for building
designed and follow ing the IB C 2 0 1 8
code.
A TYP. @ (4)
LOCATIONS1
2
3
4 5 6
7
40'-0" (SIDEWALL B)
1 6
FRAME LINE # -->
BAY # -->
8'-0"
2
1
OPEN
BAY
8'-0"
3
2
OPEN
BAY
8'-0"
4
3
OPEN
BAY
8'-0"
5
4
OPEN
BAY
8'-0"
5
OPEN
BAY
50
'
-
0
"
(
E
N
D
W
A
L
L
'
A
'
)
15
'
-
0
"
(L
E
A
N
T
O
'
A
'
)
19
'
-
0
"
1
19
'
-
0
"
2
12
'
-
0
"
3
17
'
-
2
"
1
15
'
-
8
"
2
17
'
-
2
"
3
OP
E
N
B
A
Y
OP
E
N
B
A
Y
X-BRACING X-BRACING
X-BRACING X-BRACING
X-
B
R
A
C
I
N
G
1
3
2
3
1
5
1
4
NOTE : DESIGN OF CONCRETE
FOUNDATION TO SUPPORT BUILDING
SHOWN IS TO BE PROVIDED BY
OTHERS.
BRAND, TYPE, AND EMBEDMENT OF
ANCHORAGE OF BUILDING
COMPONENTS TO CONCRETE REFER
TO COLUMN BASE DETAILS FOR
ANCHOR LOCATIONS AND DIAMETER
NOTE: SEE "TYP. FRAME CROSS-SECTION"
DETAIL ON SHEET 4 FOR SPECIFIC
FRAME DETAIL INFORMATION.
NOTE: EXCEPT AT DOOR OPENINGS,
INSTALL L4x2x16G ANGLE TO
FOUNDATION (FOR ATTACHMENT OF
BOTTOM OF WALL SIDING) WITH 1/4in X 1
1/4in NAIL DRIVE MASONRY ANCHOR
ANCHORS AT 48" O.C. (6" MAX. FROM
ANY END).
SCALE:
BUILDING LAYOUT PLAN1
2 3/32" = 1'-0"
A ENDWALL COLUMN (SEE DETAIL C/7 FOR TOP
CONNECTION AND G1/8 FOR BASE CONNECTION)
FOUNDATION DETAIL KEYS
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
E
S
S
:
11
VREX93591300
2
KM
8/4/2023
CM
10
5
0
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ROOF PURLINS PER ROOF
FRAMING PLAN 1/6
4in x 2/2in 16G ZEE MAIN
BUILDING SIDEWALL GIRTS
SPACED AT 5'-4" O.C.
MAIN BUILDING
X-BRACING PER
DETAIL M/9
MAIN BUILDING COLUMN
FLYBRACING PER DETAIL P/10
AT (8) LOCATIONS SHOWN
SCALE:
SIDEWALL 'A' EXTERIOR ELEVATION1
3 3/32" = 1'-0"
ROOF PURLINS PER ROOF
FRAMING PLAN 1/6
456
4in x 2/2in 16G ZEE
SIDEWALL GIRTS
SPACED AT 5'-4" O.C.
X-BRACING PER
DETAIL M/9
COLUMN FLYBRACING PER
DETAIL P/10 AT (8)
LOCATIONS SHOWN
SCALE:
SIDEWALL 'B' EXTERIOR ELEVATION2
3 3/32" = 1'-0"
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
E
S
S
:
11
VREX93591300
3
KM
8/4/2023
CM
10
5
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1 2
3
7 16
'
-
0
"
4'
-
2
"
T.O. CONCRETE
TO EAVE
TO PEAK
A
7
Q
10
O
9
13
'
-
6
"
2'
-
6
"
R
10
O
9
B
7C
7
E7
ADD SGL. KNEE BRACES
PER DETAIL A/7 AT THIS
ENDWALL
6in x 2.125/2.375in 12G
ZEE ENDWALL GIRTS
SPACED AT 6'-8Þ" O.C.
ENDWALL COLUMN
FLYBRACING PER
DETAIL P/10
GIRT FLANGE BRACING
PER SCHEDULE AND
DETAIL N/9
FRAME #1SCALE:
ENDWALL 'A' INTERIOR ELEVATION1
4 3/32" = 1'-0"
A
7
Q
10
O
9
R
10
O
9
APEX BRACEB7
F
8
S
10
KNEE BRACES
2:12 ROOF PITCH AT
MAIN ROOF
2:12 ROOF PITCH AT
LEANTO 'A' ROOF
FRAMES 2-5SCALE: 3/32" = 1'-0"
TYP. FRAME CROSS-SECTION2
4
GIRT FLANGE
BRACING SCHEDULE
Endwall 'A'
BAY #1 BAY #2
M/S 1/3 PTS.
M/S = MIDSPAN
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
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S
S
:
11
VREX93591300
4
KM
8/4/2023
CM
10
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16
'
-
0
"
4'
-
2
"
T.O. CONCRETE
TO EAVE
TO PEAK
A
7
O
9 Q
10
OPP.
13
'
-
6
"
2'
-
6
"
R
10
OPP.
O
9
OPP.
B
7C
7
E7
6in x 2.125/2.375in 12G
ZEE ENDWALL GIRTS
SPACED AT 6'-8Þ" O.C.
GIRT FLANGE BRACING
PER SCHEDULE AND
DETAIL N/9
ENDWALL COLUMN FLYBRACING
PER DETAIL P/10 AT (2)
LOCATIONS SHOWN
X-BRACING PER
DETAIL M/9
FRAME #6SCALE:
ENDWALL 'B' INTERIOR ELEVATION1
5 3/32" = 1'-0"
GIRT FLANGE
BRACING SCHEDULE
Endwall 'B'
BAY #1 BAY #2 BAY #3
M/S M/S M/S
M/S = MIDSPAN
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
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S
S
:
11
VREX93591300
5
KM
8/4/2023
CM
10
5
0
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40'-0" (SIDEWALL B)
1 6
FRAME LINE # -->
BAY # -->
8'-0"
2
1
8'-0"
3
2
8'-0"
4
3
8'-0"
5
4
8'-0"
5
50
'
-
0
"
(
E
N
D
W
A
L
L
'
A
'
)
15
'
-
0
"
(L
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A
N
T
O
'
A
'
)
C
7
ROOF
PEAK
A
7
O
9
B7
R
10
4in x 2/2in 16G ZEE MAIN
BUILDING ROOF PURLINS
SPACED AT 4'-0î" O.C.
RAFTER FLYBRACING PER
DETAIL P/10 AT (10)
LOCATIONS SHOWN
6in x 3.5in x 14G
EAVE PURLIN PER
DETAIL O/9
X-BRACING TYP.,
SEE DETAIL M/9
4in x 2/2in 16G ZEE LEANTO
ROOF PURLINS SPACED AT
3'-9ð" O.C.
SCALE:
ROOF FRAMING PLAN1
6
3/32" = 1'-0"
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
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S
S
:
11
VREX93591300
6
KM
8/4/2023
CM
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A
HAUNCH
CONNECTION
NOTE: SEE DETAIL F/8
FOR BASE DETAIL.
NOTE: ALL COMPONENTS NOTED AS 'DBL.' SHALL BE 'SGL.' AT ENDWALLS.
DBL. 14in x 4in 12G
CEE FRAME RAFTER
DBL. 8in x 4in 16G
CEE KNEE BRACE (OMIT
AT ENDWALLS, U.N.O.)
10
'
-
0
1
/
4
"
TO
T
O
P
O
F
CO
N
C
R
E
T
E
FO
U
N
D
A
T
I
O
N
2'-7"
INDICATES 5/8"ø
A325 BOLT
INDICATES EMPTY
HOLE IN BRACKET
COPE BRACE FLANGES TO
WITHIN 1/2" OF FRAME
MEMBER FLANGES, TYP.
(4) 5/8"ø A325 BOLTS
AT EACH END OF KNEE
BRACE (PLACE
SYMMETRICAL ABOUT
BRACE C.L.)
DBL. 14in x 4in 12G
CEE FRAME COLUMN
SGL. 1/4" 2:12 HAUNCH
BRACKET
B
APEX
CONNECTION
COPE BRACE FLANGES
TO WITHIN 1/2" OF
FRAME MEMBER
FLANGES, TYP.
DBL. 8in x 4in 16G CEE
APEX BRACE (OMIT AT
ENDWALLS), CENTER ON
BUILDING PEAK
(3) 5/8"ø A325 BOLTS AT EACH
END OF APEX BRACE (PLACE
SYMMETRICAL ABOUT BRACE C.L.)
9'-8 3/8"
DBL. 14in x 4in 12G
CEE FRAME RAFTER
SGL. 1/4" 2:12 APEX
BRACKET, WITH (8) 5/8"ø
A325 BOLTS PER BRACKET
NOTE: ALL COMPONENTS NOTED AS 'DBL.' SHALL BE 'SGL.' AT ENDWALLS.
C
ENDWALL COLUMN
TO RAFTER
ATTACH WEB OF ENDWALL RAFTER
TO OUTSIDE FLANGE OF ENDWALL
COLUMN WITH (2) 5/8"ø A325
BOLTS AT 2" FROM TOP AND
BOTTOM OF RAFTER
14in x 4in 12G CEE
ENDWALL RAFTER
SGL. 14in x 4in 12G CEE
(OPEN SIDE OF CEE MAY FACE
EITHER DIRECTION, U.N.O.)
NOTE: SEE DETAIL
G1/8 FOR BASE
CONNECTION OF
ENDWALL COLUMN.
D
ZEE PURLIN/GIRT
CONNECTION
ZEE PURLIN OR GIRT
3" MIN. LAP OVER
INTERIOR FRAME
COLUMN OR RAFTER
CEE COLUMN OR
RAFTER (SINGLE
SHOWN, DOUBLE
AT SIM.)
INSTALL 1/2"ø
A307 BOLT INTO
EACH COLUMN OR
RAFTER MEMBER
AT PURLINS OUTER MOST
FLANGE POINTS UP SLOPE
E
ENDWALL GIRT AT
CORNER COLUMN
(4) #14 SCREWS AT
EACH LEG OF
CONNECTION ANGLE
CORNER COLUMN
ENDWALL EDGE OF
SLAB (OR OUTSIDE
OF WALL GIRTS)
SIDEWALL EDGE OF
SLAB (OR OUTSIDE
OF WALL GIRTS)
6in ZEE
ENDWALL GIRT
NOTE: UNLESS NOTED
OTHERWISE, USE THIS
CONNECTION DETAIL FOR
ALL CEE AND ZEE
MEMBER-TO-MEMBER
CONNECTIONS.
2"
7.
3
7
5
"
4"
3.
7
5
"
2"2"
14G
TYP. CONNECTION ANGLE
ENDWALL
GIRT
BRACE
BEND CLIP AND
ATTACH PER E/7
E2
END GIRT
TO BRACE
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
E
S
S
:
11
VREX93591300
7
KM
8/4/2023
CM
10
5
0
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F
FRAME COLUMN
BASE DETAIL
1.
3
7
5
"
6"
8"
CONCRETE SLAB EDGE
SGL. 14in x 4in 12G
CEE FRAME COLUMN
L3x3x0.375,
9.625in LONG
COLUMN ANCHOR
BRACKET(S)
(2) 5/8" DIAM.
A325 BOLTS
AT 8" O.C.
(2) 5/8" DIAM.
ANCHORS (BY OTHERS)
PER BRACKET AT 6" O.C.
2.
9
6
"
NOTE: CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LENGTHS.
AT SINGLE FRAME COLUMN, BRACKET MAY BE PLACED ON EITHER SIDE
OF COLUMN. EXCEPT AT CORNER COLUMN, BRACKET MUST BE
INSTALLED ON SIDE OF COLUMN SHOWN.
SINGLE CEE
CORNER COLUMN
DOUBLE CEE
FRAME COLUMN
G1
ENDWALL COLUMN
BASE DETAIL
1.
3
7
5
"
6"
10
"
CONCRETE SLAB EDGE
SGL. 14in x 4in 12G
CEE ENDWALL COLUMN
L3x3x0.375,
9.625in LONG
COLUMN ANCHOR
BRACKET
(2) 5/8" DIAM.
A325 BOLTS
AT 8" O.C.
(2) 5/8" DIAM.
ANCHORS (BY OTHERS)
PER BRACKET AT 6" O.C.
NOTE: CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LENGTHS. BRACKET
MAY BE PLACED ON EITHER SIDE OF COLUMN.
H
ROOF
SHEETING
NOTE: ONLY STRUCTURAL INFORMATION IS INCLUDED IN THIS DETAIL. CONSULT
PANEL MANUFACTURER FOR ADDT'L WEATHERTIGHTNESS RECOMMENDATIONS.
6"
TOP PURLIN AND EAVE PURLIN
36"
1.
2
5
"
NOTE: ONLY STRUCTURAL INFORMATION IS INCLUDED IN THIS DETAIL. CONSULT
PANEL MANUFACTURER FOR ADDT'L WEATHERTIGHTNESS RECOMMENDATIONS.
AT SIDE LAP INSTALL #14 STITCH
SCREWS AT 12" O.C. MAXIMUM
12"
#12-14 1 1/2in SHEETING SCREW ADJACENT TO HIGH
RIBS AT ALL PURLINS AT SPACING SHOWN
INTERIOR PURLINS
1.
2
5
"
Cornerstone
PBR-Panel 26G
Ix(t) = 0.0367 In^4/ft
Sx(t) = 0.0367 In^3/ft
Ix(b) = 0.0317 In^4/ft
Sx(b) = 0.0458 In^3/ft Fy = 80 ksi
I
WALL
SHEETING
NOTE: ONLY STRUCTURAL INFORMATION IS INCLUDED IN THIS DETAIL. CONSULT
PANEL MANUFACTURER FOR ADDT'L WEATHERTIGHTNESS RECOMMENDATIONS.
6"
TOP AND BOTTOM OF SHEETING
36"
1.
2
5
"
NOTE: ONLY STRUCTURAL INFORMATION IS INCLUDED IN THIS DETAIL. CONSULT
PANEL MANUFACTURER FOR ADDT'L WEATHERTIGHTNESS RECOMMENDATIONS.
AT SIDE LAP INSTALL #14 STITCH
SCREWS AT 12" O.C. MAXIMUM
12"
#12-14 1 1/2in SHEETING SCREW ADJACENT TO HIGH
RIBS AT ALL GIRTS AT SPACING SHOWN
INTERIOR GIRTS
1.
2
5
"
Cornerstone
PBR-Panel 26G
Ix(t) = 0.0367 In^4/ft
Sx(t) = 0.0367 In^3/ft
Ix(b) = 0.0317 In^4/ft
Sx(b) = 0.0458 In^3/ft Fy = 80 ksi
1/2" DIAM. ANCHOR
(BY OTHERS)
INSTALL MIN.
2in x 2in
14G ANGLE
WITH (3) #10
PANHEAD
SCREWS TO
JAMB WEB
'DOOR JAMB' PER OPENING
SCHEDULE (MAY BE
TURNED With OPEN SIDE
TO DOOR)
CEE JAMB
1/2" DIAM. ANCHOR
(BY OTHERS)
INSTALL MIN.
2in x 2in
14G ANGLE
WITH (3) #10
PANHEAD
SCREWS TO
JAMB WEB
CHANNEL 'OPENING JAMB'
PER OPENING SCHEDULE
CHANNEL JAMB
J
OPENING JAMB BASE
CONNECTIONS
K
OPENING JAMB GIRT
CONNECTION
MIN. 16G CEE OPENING HEADER (MATCH
WEB DEPTH AND FLANGE WIDTH OF WALL
GIRT), CONNECT MIN. 2in x 2in 14G ANGLE
WITH (4) #14 SCREWS AT EACH LEG
WALL GIRT
ATTACHED
TO JAMB
WITH 2in x
2in 14G
CLIP ANGLE
(SCREW TO
JAMB
STIFFENER
LIPS)
'DOOR JAMB' PER OPENING
SCHEDULE (MAY BE TURNED
WITH OPEN SIDE TO DOOR)
CEE JAMB
WALL GIRT
ATTACHED TO
EACH DOOR
JAMB CHANNEL
FLANGES WITH
#10 PANHEAD
SCREW
CHANNEL 'OPENING JAMB'
PER OPENING SCHEDULE
CHANNEL JAMB
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
E
S
S
:
11
VREX93591300
8
KM
8/4/2023
CM
10
5
0
W
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L
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L1
JAMB TO HEADER
GIRT CONNECTION
ZEE 'HEADER GIRT' PER OPENING SCHEDULE, BEND OUT
STIFFENER LIP ON HEADER GIRT FLANGE AT JAMB.
CONNECT ENDS TO FRAME COLUMNS PER DETAIL D/7
MIN. 2in x 2in 14G ANGLE
WITH (3) #14 SCREWS AT
EACH LEG
OPENING JAMB PER
OPENING SCHEDULE
L2
JAMB TO BRACE
CONNECTION
KNEE BRACE
MIN. 2in x 2in 14G ANGLE
WITH (3) #14 SCREWS AT
EACH LEG
OPENING JAMB PER
OPENING SCHEDULE
L3
JAMB TO CEE
CONNECTION
ENDWALL RAFTER
MIN. 2in x 2in 14G ANGLE
WITH (3) #14 SCREWS AT
EACH LEG
OPENING JAMB PER
OPENING SCHEDULE
ENDWALLS: SGL. 1.5in 16G STRAP WITH (3) #14 SCREWS AT EACH END
SIDEWALLS & ROOF: DBL. 1.5in 16G STRAP WITH (3) #14 SCREWS AT EACH END
OF EACH STRAP
CLEARSPAN FRAME
(OR ENDWALL)
COLUMN OR RAFTER,
OR CORNER COLUMN
OUTSIDE FACE OF
FOUNDATION AND/OR
WALL GIRTS
X-BRACING STRAP PER
NOTE ABOVE, ATTACH TO
OUTSIDE FACE OF
COLUMNS AND TOP OF
RAFTERS WITH # OF END
SCREWS SPECIFIED ABOVE
2"
M
A
X
.
M
ROOF AND WALL
X-BRACING CONNECTION
NOTES:
1) CONNECT STRAP AT TOP OF ADJACENT COLUMN OR RAFTER IN SAME MANNER.
2) IF DOUBLE STRAPS ARE SPECIFIED ABOVE, INSTALL SIDE-BY-SIDE, NOT ON
TOP OF EACH OTHER.
N
GIRT FLANGE
BRACING
ENDWALL
RAFTER
BEND OVER GIRT STRAP AND ATTACH TO CONCRETE FDN.
WITH 1/2" DIAMETER ANCHOR (BY OTHERS) WITH WITHIN
1/4" CLEAR TO BEND
NOTE: IF WALL STRAP CANNOT BE CONTINUOUS FROM FDN.
TO EAVE BECAUSE OF DOOR OR WINDOW USE MIN. 1.5in 16G
ANGLE IN LIEU OF STRAP.
MIN. 1.5in 16G STRAP AT INSIDE FLANGE OF GIRTS
FROM FDN. TO ENDWALL RAFTER (SEE ELEVATIONS FOR
LOCATIONS) WITH #10 SCREW AT EACH GIRT AND TO
ENDWALL RAFTER
ENDWALL
GIRT
O
EAVE PURLIN
BRACKET
EAVE PURLIN WITH
SLOPED TOP FLANGE
(2) #14 SCREWS AT
EACH EAVE PURLIN
MEMBER TO BRACKET
*
WALL GIRT
DEPTH
DBL. CEE FRAME
COLUMN
1/2"ø A307
BOLT AT 1in
FROM TOP AND
BOTTOM OF
BRACKET (BOLTS
AT FLANGE
CENTERLINE)
4in x 3.5in 14G
BRACKETS (4 1/2" TALL)
EAVE PURLIN
*
SIDEWALL 'B': 4 1/2"
LEANTO 'A': 5"
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
E
S
S
:
11
VREX93591300
9
KM
8/4/2023
CM
10
5
0
W
i
d
d
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s
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L
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P
FLYBRACING
CONNECTION
WALL GIRT OR
ROOF PURLIN
WALL GIRT OR
ROOF PURLIN
COLUMN OR
RAFTER
COLUMN OR
RAFTER
(2) #14 SCREWS
PER CONNECTION
(2) #14 SCREWS
PER CONNECTION
INSTALL SAME
STRAPPING AS USED
FOR X-BRACING (OR
MIN. 1 1/2" X 16G)
MIN. 16G 2-LEGGED FLYBRACING
MEMBER WITH 2" MIN. LEGS,
COPE ENDS FOR ATTACHMENT
1
"
M
A
X
.
T
Y
P
.
40°-50°
typ.
NOTE: SEE ROOF FRAMING PLAN AND
ELEVATIONS FOR LOCATIONS OF FLYBRACING.
Q
LEANTO RAFTER
CONNECTION
14
'
-
8
7
/
8
"
TO
T
O
P
O
F
CO
N
C
R
E
T
E
FO
U
N
D
A
T
I
O
N
3"
NOTE: ALL COMPONENTS NOTED AS 'DBL.' SHALL BE 'SGL.' AT ENDWALLS.
DBL. MAIN BUILDING
FRAME COLUMN
11 ga. BENT PLATE
(#MFA8-8"V:4"H) WITH (4)
#14 SCREWS FOR EACH
COLUMN MEMBER, (4)
#14 SCREWS INTO EACH
RAFTER MEMBER (O.K. TO
CUT PLATE BACK TO 4"
WIDE AT SINGLE RAFTER)
DBL. CEE LEANTO
RAFTER PER DETAIL
R/10 SET TIGHT
INTO CORNER OF
BENT PLATE
BEND PLATE TO
LEANTO ROOF
PITCH PER R/10
1'-3 3/16" LONG CHANNEL/CEE
CONNECTOR PER DETAIL T/10
FLATTEN HIGH RIB OF
WALL SHEETING AT
VERT. LEG OF BENT
PLATE (IF NECESSARY)
DBL. MAIN BUILDING
FRAME RAFTER
R
LEANTO HAUNCH
CONNECTION
NOTE: SEE DETAIL S/10
FOR BASE DETAIL.
NOTE: ALL COMPONENTS NOTED AS 'DBL.' SHALL BE 'SGL.' AT ENDWALLS.
DBL. 8in x 4in 14G
CEE LEANTO RAFTER
INDICATES 5/8"ø
A325 BOLT
INDICATES EMPTY
HOLE IN BRACKET
DBL. 8in x 4in 14G
CEE LEANTO COLUMN
SGL. 1/4" 2:12 HAUNCH
BRACKET
S
LEANTO COLUMN
BASE DETAIL
1.
3
7
5
"
3"
6.
5
"
CONCRETE SLAB EDGE
SGL. 8in x 4in 14G
CEE LEANTO COLUMN
L3x3x0.375,
5.6875in LONG
COLUMN ANCHOR
BRACKET(S)
(2) 5/8" DIAM.
A325 BOLTS
AT 4" O.C.
(2) 5/8" DIAM.
ANCHORS (BY OTHERS)
PER BRACKET AT 3" O.C.
2.
8
9
"
NOTE: CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LENGTHS.
AT SINGLE LEANTO COLUMN, BRACKET MAY BE PLACED ON EITHER
SIDE OF COLUMN. EXCEPT AT LEANTO CORNER COLUMN, BRACKET
MUST BE INSTALLED ON SIDE OF COLUMN SHOWN.
SINGLE CEE
LEANTO COLUMN
DOUBLE CEE
LEANTO COLUMN
T
CHANNEL/CEE
LEANTO CONNECTOR
6in x 3in 14G CHANNEL
1/2" MIN.
#14 SCREWS AT 1"
AND 2" DOWN FROM
TOP OF CHANNEL, AT
1" AND 2" UP FROM
BOTTOM OF CHANNEL,
AND AT 6" O.C. MAX.
IN BETWEEN
DBL. CEE FRAME
COLUMN
(2) #14 SCREWS AT 1" FROM
TOP OF CEE AND 1" FROM
BOTTOM OF CEE
6in x 4in 16G CEE
CENTERED ON COLUMN
CONNECT EAVE
PURLIN TO
CHANNEL/CEE
CONNECTOR WITH
CLIP ANGLE PER
DETAIL E/7
NOTE: FIRST ATTACH CEE TO COLUMN FLANGE(S),
THEN ATTACH CHANNEL TO CEE.
SGL. CEE FRAME OR
CORNER COLUMN
V
BOLT
OPTIONS
NOTES
1. AT HOLE-TO-HOLE CONNECTIONS, NO
WASHER IS REQUIRED FOR ANY SPECIFIED
BOLT ASSEMBLY WHERE SLOTS ARE NOT
USED.
2. WHERE ANY CONNECTION USES A
SLOTTED HOLE/S ANY ONE OF THE THREE
BOLT ASSEMBLY OPTIONS SHOWN IN THIS
DETAIL ARE REQUIRED TO BE USED OVER
THE SLOTTED HOLE SIDE OF THE
CONNECTION.
NOTE: NO ADDITIONAL WASHER REQUIRED
STANDARD
BOLT NUT
NOTE: NO ADDITIONAL WASHER REQUIRED
OPTION 3
FLANGED
BOLT NUT
FLANGED
BOLT HEAD
OPTION 1
WASHER
WASHER
STANDARD
BOLT HEAD
OPTION 2
HEAVY HEX
BOLT NUT
HEAVY HEX
BOLT HEAD
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
DI
S
T
R
I
B
U
T
O
R
:
JO
B
N
A
M
E
:
JO
B
A
D
D
R
E
S
S
:
11
VREX93591300
10
KM
8/4/2023
CM
10
5
0
W
i
d
d
i
s
o
n
L
a
n
e
Ul
t
i
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a
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S
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V
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a
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b
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g
,
I
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8
3
4
4
0
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:
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S
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2
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6
4
4
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1. GOVERNING CODE: 2018 INTERNATIONAL BUILDING CODE
2. DRAWING OWNERSHIP:
THESE DRAWINGS ARE JOINTLY OWNED BY CORNERSTONE (COR) AND METAL BUILDING ENGINEERING, LLC. DRAWINGS ARE
PROVIDED FOR THE SOLE PURPOSE OF OBTAINING BUILDING PERMITS. ENGINEERING SEAL IS VALID FOR THE CONSTRUCTION
OF A SINGLE BUILDING AT THE JOB ADDRESS SHOWN IN DRAWING TITLEBLOCK. ANY OTHER USE OF THESE DRAWINGS WITHOUT
WRITTEN AUTHORIZATION FROM COR AND METAL BUILDING ENGINEERING, LLC IS PROHIBITED.
3. DRAWING SEAL REQUIREMENTS:
THESE DRAWINGS ARE NOT VALID UNLESS 1) THE SEAL (STAMP) ON A PAPER COPY IS WET SIGNED IN INK BY THE
ENGINEER, OR 2) THE PAPER COPIES ARE OF A DRAWING DIGITALLY SIGNED BY THE ENGINEER, OR 3) THE ELECTRONIC FILE
OF THE DRAWING IS DIGITALLY SIGNED BY THE ENGINEER. IF A COPY OF THESE DRAWINGS IS DISTRIBUTED WITHOUT EITHER A
PROPER WET SIGNATURE OR A DIGITAL SIGNATURE, THE DRAWING IS CONSIDERED INVALID. IF A COPY OF THESE DRAWINGS IS
DISTRIBUTED WITHOUT EITHER A PROPER WET SIGNATURE OR A DIGITAL SIGNATURE, THE DRAWING IS CONSIDERED INVALID. THE
ENGINEER ACCEPTS NO LIABILITY OR RESPONSIBILITY FOR DRAWINGS CONSIDERED INVALID AS NOTED ABOVE.
4. CONTRACTOR RESPONSIBILITIES:
CONTRACTOR SHALL VERIFY AND CONFIRM ALL EXISTING CONDITIONS AND DIMENSIONS. METAL BUILDING ENGINEERING, LLC
(ENGINEER) SHALL BE NOTIFIED OF ANY DISCREPANCIES BETWEEN DRAWINGS AND EXISTING CONDITIONS PRIOR TO START OF
WORK.
CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATION TO THE PLANS AND/OR SPECIFICATIONS AND NO
STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS, PRIOR TO MAKING CHANGES,
WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW DO NOT
CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF CHANGES ARE MADE
WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR
SUB-CONTRACTORS INVOLVED AND IT SHALL BE THEIR FULL RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS
DIRECTED BY THE ENGINEER.
CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE
STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE TEMPORARY PROVISIONS SHALL REMAIN
IN PLACE UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF PARTIALLY ERECTED STRUCTURES.
CONTRACTOR IS RESPONSIBLE FOR MEETING ALL LAWS REGULATING THE ERECTION OF STEEL BUILDINGS.
THESE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. BUILDING IS NOT CONSIDERED
COMPLETE UNTIL THE INSTALLATION OF ALL COMPONENTS AND DETAILS SHOWN HEREIN ARE INSTALLED ACCORDING TO THE
DRAWINGS.
5. ENGINEERING:
THE SUPPLYING OF STAMPED ENGINEERING CALCULATIONS AND DRAWINGS FOR THIS METAL BUILDING DOES NOT IMPLY OR
CONSTITUTE AN AGREEMENT THAT METAL BUILDING ENGINEERING, LLC IS ACTING AS THE ENGINEER OR ARCHITECT OF RECORD
OR THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE FOR THE WHOLE OF THE PROJECT.
THIS BUILDING HAS BEEN REVIEWED BY METAL BUILDING ENGINEERING, LLC FOR CONFORMITY ONLY TO THE STRUCTURAL
DESIGN PORTIONS OF THE GOVERNING CODE. THE BUILDING OWNER IS RESPONSIBLE TO SEEK PROFESSIONAL ADVICE IN
ADDRESSING ANY OTHER CODE REQUIREMENTS (INCLUDING, BUT NOT LIMITED TO, FIRE AND LIFE SAFETY, ENVIRONMENTAL,
ACCESSIBILITY, OR ELECTRICAL) THAT MAY APPLY TO THIS PROJECT.
DRAWINGS SCALES INDICATED ON DRAWINGS ARE APPROXIMATE AND INTENDED TO BE USED FOR REFERENCE ONLY. DO
NOT SCALE DRAWINGS FOR CONSTRUCTION PURPOSES.
THESE DOCUMENTS ARE STAMPED ONLY AS TO THE COMPONENTS FURNISHED BY COR. IT IS THE RESPONSIBILITY OF THE
PURCHASER TO COORDINATE DRAWINGS PROVIDED BY METAL BUILDING ENGINEERING, LLC WITH OTHER PLANS AND/OR OTHER
COMPONENTS THAT ARE PART OF THE OVERALL PROJECT. IN CASES OF DISCREPANCIES, DRAWINGS PROVIDED BY METAL
BUILDING ENGINEERING, LLCSHALL GOVERN. THE UNDERSIGNED ENGINEER WILL NOT SUPERVISE THE FABRICATION OR
ERECTION OF THIS STRUCTURE. ANY OBSERVATION VISITS TO THE PROJECT SITE BY THE UNDERSIGNED ENGINEER ARE NOT
TO BE CONSTRUED AS BEING INSPECTIONS FOR THE CONSTRUCTION OF ANY COMPONENT OF THIS BUILDING.
6. INSPECTIONS:
NO SPECIAL INSPECTIONS ARE REQUIRED BY THE GOVERNING CODE ON THIS JOB. ALL SPECIAL INSPECTIONS AND ANY
OTHER ADDITIONAL INSPECTIONS REQUESTED BY BUILDING DEPARTMENT SHALL BE AT OWNER'S EXPENSE.
7. SOIL REQUIREMENTS:
ALLOWABLE SOIL BEARING VALUE INDICATED ON DRAWING SHEET 1 OCCURS AT 12" BELOW FINISH GRADE, OR EXISTING
NATURAL GRADE, OR AT FROST DEPTH SPECIFIED BY BUILDING DEPARTMENT, WHICHEVER IS THE LOWEST ELEVATION.
FOUNDATION DESIGN SHOWN ASSUMES BOTTOM OF FOOTING BEARS ON NATIVE SOILS.
FOUNDATION DESIGN SHOWN DOES NOT ACCOUNT FOR EXPANSIVE SOIL CONDITIONS OR FOR CONCRETE THAT WILL BE
EXPOSED TO SULFATE CONTAINING SOLUTIONS OR CHLORIDES. OWNER SHALL CONTACT ENGINEER PRIOR TO CONSTRUCTION IF
ANY OF THESE CONDITIONS EXIST.
8. CONCRETE REQUIREMENTS:
COR AND & METAL BUILDING ENGINEERING, LLC ARE NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE
FOUNDATION DESIGN IS THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER. THIS IS NOT DETERMINED OR
COORDINATED BY COR AND METAL BUILDING ENGINEERING, LLC, AS THE FOUNDATION DESIGN FOR THIS PROJECT IS 'BY
OTHERS'. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO VERIFY THAT SUFFICIENT EDGE DISTANCE IS PROVIDED
FOR ALL ANCHORS.
9. STRUCTURAL STEEL REQUIREMENTS:
ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy MIN. OF 36000 psi), U.N.O. ALL BOLTS SHALL CONFORM TO
ASTM A325, U.N.O. BOLT HOLE DIAMETERS SHALL BE 1/16" LARGER THAN NOMINAL BOLT DIAMETER. ALL INSTALLATION
SHALL BE IN ACCORDANCE WITH AISC "CODE OF STANDARD PRACTICE".
NO WELDING IS REQUIRED ON THIS JOB.
10. LIGHT GAUGE STRUCTURAL STEEL REQUIREMENTS:
ALL LIGHT GAUGE STEEL FRAMING MATERIAL AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE
AMERICAN IRON AND STEEL INSTITUTE (AISI) "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERS".
ALL LIGHT GAUGE STEEL MATERIAL SHALL CONFORM TO ASTM A653 HAVING A MINIMUM YIELD STRENGTH OF 55000 psi.
THE GRADE AND ASTM SPECIFICATION NUMBER SHALL BE INDICATED BY PAINTING, DECAL, TAGGING, OR OTHER SUITABLE
MEANS, ON EACH LIFT OR BUNDLE OF FABRICATED ELEMENTS.
UNLESS NOTED OTHERWISE, CEE, ZEE, AND CHANNEL MEMBERS' WEB AND FLANGE DIMENSIONS (IN INCHES) SHALL BE AS
NOTED IN DETAILS IN THE FOLLOWING FORMAT: [WEB DEPTH]in x [FLANGE WIDTH]in [GAUGE]G. FOR ZEES WITH UNEQUAL
FLANGES, THE WIDTHS FOR BOTH FLANGES WILL BE LISTED, SEPARATED BY A " /". MIN. FLANGE STIFFENER LIPS SHALL BE
0.885" FOR 12G CEES, 0.800" FOR 14G CEES, 0.773" FOR 16G CEES, 0.900" FOR 12G ZEES, 0.750" FOR 14G ZEES, AND
0.750" FOR 16G ZEES. ALL BEND RADIUSES SHALL BE .1875". FOR ANGLES, THE FIRST TWO NUMBERS ARE THE LEG
DIMENSIONS.
DECIMAL THICKNESS OF THE DELIVERED LIGHT GAUGE STEEL MATERIAL, ACCORDING TO NOMINAL GAUGES, SHALL MEET OR
EXCEED 95% THE FOLLOWING DESIGN VALUES
GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN.
10 0.135 14 0.070 18 0.048
12 0.105 16 0.059 20 0.036
EXCEPT AS SHOWN ON DRAWINGS, CEE COLUMN AND RAFTER MEMBERS SHALL NOT BE DRILLED OR NOTCHED WITHOUT
PRIOR APPROVAL OF THE ENGINEER. DOOR JAMB, ROOF PURLIN, AND WALL GIRT ENDS MAY HAVE FLANGES COPED 3" MAX. IF
CONNECTION IS MADE TO PERPENDICULAR MEMBER PER DETAIL E/7. ROUND HOLES MAY BE DRILLED THROUGH ANY GIRT OR
PURLIN MEMBER WITHIN THE MIDDLE THIRD OF THE DEPTH OF THAT MEMBER AND NOT WITHIN 24" OF MEMBER END
(FIELD-DRILLED BOLT HOLES INDICATED AT ENDS OF KNEE OR APEX BRACE WEBS AND SHOP-PUNCHED HOLES IN BRACE
FLANGES EXCEPTED).
ALL BOLTS USED TO CONNECT LIGHT GAUGE MATERIAL SHALL CONFORM TO ASTM A325. BOLTS TO BE SNUG TIGHT PER
THE RCSC AND AISC SPECIFICATIONS, UNLESS SPECIFICALLY NOTED OTHEREWISE. BOLTS SHALL BE SPACED NO LESS THAN 3
BOLT DIAMETERS BETWEEN CENTERS. DISTANCE FROM BOLT CENTER TO THE END OR EDGE OF ANY LIGHT GAUGE MEMBER
SHALL BE A MIN. OF 1.5 BOLT DIAMETERS. ALL SCREWS USED TO CONNECT LIGHT GAUGE MATERIAL SHALL BE
SELF-DRILLING SCREWS AND SHALL HAVE A MIN. TENSILE BREAKING STRENGTH OF 100,000 psi. SCREWS SHALL BE
SPACED NO LESS THAN 1" O.C. AND EDGE OR END DISTANCE SHALL NOT BE LESS THAN 1". UNLESS NOTED OTHERWISE,
ALL REFERENCES TO 'SCREWS' CONNECTING MATERIAL THICKER THAN 20 ga. SHALL BE MIN. #14 SCREWS AND SHALL HAVE
MIN. 14 THREADS PER INCH.
SCREW ROOT DIAMETERS SHALL NOT BE LESS THAN: #14 SCREW: .200" #12 SCREW: .177" #10 SCREW:
.153"
11. STEEL ROOF AND WALL PANELS (CLADDING):
LIGHT GAUGE STEEL ROOF AND WALL PANELS SHALL CONFORM TO ASTM A653 AND THE STEEL DECK INSTITUTE
SPECIFICATIONS AND HAVE A MIN. YIELD STRENGTH OF 80000 psi.
DECIMAL THICKNESSES, ACCORDING TO NOMINAL GAUGES, SHALL MEET OR EXCEED THE FOLLOWING:
GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS,
IN.
22 0.0299 26 0.0179 29 0.0135
24 0.0239 28 0.0149 30 0.0120
SEE DETAILS H/8 AND I/8 FOR ROOF AND WALL PANEL FASTENER TYPES AND SPACINGS.
STRUCTURAL GENERAL NOTES
SHEET
OF
JOB NO.
DRAWN
DATE
CHECKED
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11
VREX93591300
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8/4/2023
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