HomeMy WebLinkAboutB17-0617 068-130-14200
OD
PK ASSOCIATES, LLC W a17.
■ Q
v7434 E. McDonald Drive
Scottsdale, Arizona 85250 ot
CCpID
354 \I(InIIy nap' Ei92237920'x24'=2"x10'SiEerra Email: Clife@pkastructural-com
Phone: (480)
Website: www.pkastructural.com O
PK Job #: 15299 W a
■ `°
With Lean=To
coo).0110)
■� ;�
79 Duke Lane, Oroville, CA 95966 n� �1�0LLIGo
mo o� * * L7
Q\A\_ P
CFC
O
a ��a
a 7
L
Project Site Q
W
J
W
W (D �
Sharp Rd
_� cu 02- W JQ
F- 9 IIIT U
Z)❑ OC o u'
OW3:�°
U o
Q
X
N
tt
N
X
Project Information BuildingCode Notes DrawingIndex N�
F
ner: Code Information:
2016 California Building Code Sheet C Cover Sheet
Woody Wilson 2007 AISI S100 c,?c ��Cl �'�� = � �d�, Sheet 1 Foundation Plan &
79 Duke Lane, Oroville, CA 95966 General Information: Framing Plan cf)
Phone:(530)680-9040 Email: Wood .com Construction Type: 5B Sheet 2 Elevatsons (D Woody@advantagewelding.com g g Sheet 3 Profiles &Details >
Occupancy Category. U (Utility & Misc.) p
Engineer: Use: Private Garage/Shed U
PK Associates, LLC
Square Foota es:
7434 E McDonald Drive, Scottsdale, AZ 85250
Phone: (480) 922-8854 Fax: (480) 922-3739
Email: www.pkastructural.com
Main Structure
483
SF
Lean -To Structure
242
1725
SF
Grand Total
SF
Scope Of Work:
Construct a 20'x24' -2"x10' Sierra Metal Building
w
M
�
117
fD
with 12'x24' -2"x9'-6" Lean -To at 79 Duke Lane
PERMIT d
BUTTE COUNTY DEVELOPMENT SERVICES
2 = Y
REVIEWED FOR
CODE COMPLIANCE
Z0 W
¢¢
DATE S/ ?i % BY
o Q U
B 17-0617 oC,R-1 C-14= .A7
r
CD
M
\PR11. (k,. N1 7
L_4=1- 4t2 (48"J/ CDV Q4J, p.pi ELIC
w /
= m
rn O
III II Ili III I I III i I I I I .. 4i I
/\
m
z
0
r
m
m
O
z
12'-6" OVERALL PEAK HT
10'-4" LEAN-TO PEAK HT. 10'-4" LEAN-TO PEAK HT. (FRONT)
10'-0" MAIN STRUCTURE EAVE HT.
I 4 4 11—
9'-6" LEAN-TO EAVE HL
'-9" '-9" 9'-6" LEAN-TO EAVE HT
A. O
. W
t . w. r- n . IN I r
m
z
O
m
z
0
r
m
m
D
O
z
12'-6" PEAK HT.
10'-0" EAVE HT.
4'-9" 4'
0AJ1 rF- "I fm
z
U)
t
ll
C
Zm
V/
`m
r
r
m
O
z
N
n
m
Z
x
ru
77i
�.4
G)
wGO
JI I—
0�
o„v
0momo
;U 00
c
m
m
o
•i
m
w
CA
O
°
W
G)
WCil
z
v
c
n
a
Z
o
t
c')
CA C.0
W
0
O
,I
el •.
'^
I:.
Ir .
..
�.
O
0
c
n
'.L
C)
X
m
o
Z
z
Z
n
v
m
z
-4
4
6 CSI.
o
/V
G) G)
;D ,D
m
0
l
11
A
c
4'-9"
?
C
n
c
m
z
x
.p
�..
°..°.E'
I .v
�.4
G)
wGO
JI I—
0�
o„v
0momo
;U 00
c
m
m
O=
m
0
CA
O
°
W
G)
WCil
z
v
c
n
a
Z
v
0
O
,I
el •.
'^
I:.
to
�.
O
0
c
n
C)
.. I:.
m
o
Z
z
Z
n
v
m
z
o
•, :j
'
G) G)
;D ,D
m
0
l
11
A
c
z
71
r
m
D
z
0
/
Vl
0
m
r
—1
O
z
O
0
It
C (j)
rr�^^ m
V, v
m
-n
WR
:-I
M 0
X
c
m
n 0
- z
-
_ Z
O
z
G? z
0°
c:m
m
m
oD
a z
nv
030
C-) 0
0
D
z
Q
0
U)
G7
-i
X
c
10'-0" EAVE HT. c
12'-6" PEAK HT. (FRONT) m
65
O
0
0
c
D
z
n m 0
c
m r O 0)
mm,o) �
QO� O
t 00
m�. O Al 7C' W O N
7F
o m C C (n W
m 17-
m ti p O
F]DATE:
ABSOLUTE STEEL
ESIGN: HC 1 _ _
RAWN: HC 4 _- - 20'x24'-2" x 10' SIERRA BLDG W/LEAN-TO
ELEVATIONSWilson ��
OFHECK: KM 6 9�Du a Lane � ?T' IE � 1L
12/6/16 OPOVIll@ CA 95966
e 5806 East Mineral Road Guadalupe, AZ 85283:480-768-1618
0
O0OOOOCc;0co
�.4
JI I—
0�
Z
c
m
m
O=
m
0
D
z
W
c
WCil
z
v
c
n
a
Z
v
0
m
m
O
0
c
n
m
m
Z
z
Z
n
v
m
z
m
0
l
11
A
c
N
z
In
Wi
W
�
I
\
00
N
0
X
X
W
-
IV
N
X-
X
�O
c
m
XW
�
X
en
X
cn
I°
X
6)
D
.///VVVTV/V/V''������JJJ///
G)
s>>>
G)
G)
0
x
v
�?
W
Ow
v
W
m
oho
m
�
m
e
m
0
0
L7
m
z
-n
1<
-n
1<
-n
1<
-n
l<
G�)7
z
N
m
v
�
n
cn
Ln
m
u
rn
cn
n
v,
cn
u
cn
-4
-1
p
m
n
0
r
c
z
W
O
0
It
C (j)
rr�^^ m
V, v
m
-n
WR
:-I
M 0
X
c
m
n 0
- z
-
_ Z
O
z
G? z
0°
c:m
m
m
oD
a z
nv
030
C-) 0
0
D
z
Q
0
U)
G7
-i
X
c
10'-0" EAVE HT. c
12'-6" PEAK HT. (FRONT) m
65
O
0
0
c
D
z
n m 0
c
m r O 0)
mm,o) �
QO� O
t 00
m�. O Al 7C' W O N
7F
o m C C (n W
m 17-
m ti p O
F]DATE:
ABSOLUTE STEEL
ESIGN: HC 1 _ _
RAWN: HC 4 _- - 20'x24'-2" x 10' SIERRA BLDG W/LEAN-TO
ELEVATIONSWilson ��
OFHECK: KM 6 9�Du a Lane � ?T' IE � 1L
12/6/16 OPOVIll@ CA 95966
e 5806 East Mineral Road Guadalupe, AZ 85283:480-768-1618
0
O0OOOOCc;0co
co
0
0�
Z
c
m
m
O=
m
Z
D
z
W
N
z
v
c
n
a
Z
0
m
cn
c
D
r
Z
0
O
n
v
z
m
l
11
A
W
N
N
\
00
N
X
X
W
-
IV
N
X-
X
�O
XW
�
X
en
X
cn
j
1
i=
X
6)
D
.///VVVTV/V/V''������JJJ///
G)
s>>>
G)
G)
0
x
G)
D
z
W
G)c�
D
v
W
m
oho
m
�
m
L7
m
l<
-n
1<
-n
1<
-n
1<
-n
l<
G�)7
ro
a
-
N
m
v
�
n
cn
Ln
n
w
cn
u
rn
cn
n
v,
cn
u
cn
-4
-1
p
m
L
i
GENERAL STRUCTURAL NOTES
W.
1 CODE: o
co
2016 California Building Code. `r
2007 AISI North American Specification for the Design of Cold -Formed Steel Structural Members.
* DpWD/17 * 8 Light Gauge Structural Steel Framing.
j qV� P All structural steel framing material and its erection shall be in accordance with the latest edition of
97�C� the American Iron and Steel Institute "Specifications for the Design of Cold Formed Steel Structural
Members".
All welding to be performed at Absolute Steel's fabrication shop by welders holding valid certificates,
and having current experience in welding as required. Certificates shall be those issued by an
accepted testing agency. All welding per American Welding Society Standards.
DO NOT DRILL, NOTCH, OR FIELD WELD ANY STEEL MEMBERS WITHOUT PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER,
1$"3-
314"
37 3/4" FORMED WIDTH ❑ 'M
36" COVERAGE
2" x 2" x 15 GA. TS 2"x 3" x 15 GA. TS 1 5/8" x 1" x 16 GA. 1 1/2"x1 1/2"x 18 GA. TUBE
29 GA., GRANDRIB 3 Ix=.335 in A4/ft. Ix=0.896 in.A4/ft. Ix=.0572 in:14/ft. Ix=0.088 in.A4/ft. 3" X 3" X 14 GA. TUBE
Ix=.010 in A4/ft. Sx=.335 in.A3/ft. Sx=0.598 in "3/ft. Sx=.1101 in.13/ft. Sx=0.117 in A3/ft. Ix=1.25 in "4 Sx=O.83 in.13
Sx=.0160 in A3/ft. Fy--65 ksi Fy=65 ksi. Fy--57 ksi. Fy=55 ksi• Fy=55 ksi.
Fy--80 ksi. ASTM A572 ASTM A572 ASTM A607 ASTM A529 ASTM A529
DECK PROFILE TUBE 2 TUBE 3 PURLIN GIRT COLUMN
SCHEDULE:
1 1.2X3 FRAME.
1 1.2X2 FRAME.
GRADE 80
PURLIN
15/8" x 1" x 16 GA. SUB GIRTS
Fy = 57 ksi.
2
2 2. TUBE STEEL 1 3/4"x 2 3/4"x
14 GAUGE x 12" TALL
2 2. TUBE STEEL 1 3/4'x1 3/4"x
FRAME TUBE
2" x 2" x 15 GA. TUBE
1. COLUMN TUBE
1 1.3/4"0 HOLE - 4 PLACES.
2" X 3"X 15 GA TUBE
3
3 14 GAUGE x 6" TALL
3" X 3" X 14 GA. TUBE
Fy = 55 ksi.
3"x3"x14 GAGE WITH
WIDTH
DEPTH
(BASE RAIL PIN).2
(BASE RAIL PIN).
(4) #12 TEK SCREWS
CONCRETE CAISSON
ANCHOR PLATE (1)10"x10"x1/4"
2. COLUMN TUBE
C.C
4 3. (4) #12 TEK SCREWS FOR
4 3. (4) #12 TEK SCREWS FOR
FOR FRAME TO
Observation visits to the site by the structural engineer shall not include inspection of the above items.
1
O 3"x3"x14 GA.
be their responsibility to replace
g COLUMN TO BASE
5 COLUMN TO BASE
BASE CONNECTION
2.4 - 5/8"0 x 5" WEDGE
3
_ %v i` 3. BASE PLATE 10"x10"x1/4"
" 6 CONNECTION.
6 CONNECTION.
• e
2 ANCHOR x 3 3/8" EMBEDDED
(Fy = 50ksi).
DATE BY
e e 7 4. (2) #12 TEK SCREWS..
7 4. (2) #12 TEK SCREWS..
° e
Seismic Force -Resisting System:
- (ICCES #ESR -2818).
o
5.2X3 BASE RAIL.
5. 2x2 BASE RAIL.
v
(BASE RAIL PIN)
Transverse: Light framed walls with shear panels.
- - _ -
� c
O
4. 1/4" FILLET WELD TO
_
6. 2"X2"X2"X6'X12 GA.
e °:
"
a. 6.2X2 X2 X6 X12 GA.
1" s>
- < 0 I =I -
- - a
1 1/2" 3e BASEPLATE, ALL SIDES
°v 4" MIN.
A: '" a e Z -CLIP (2) 3/80 "
o POWERS POWER -STUDS
4- IN, e Z CLIP 2 3/80"
v a ° O
• '
r��� ° ° < _
- �- I
5.4 - 5/8"0 x 5" WEDGE
a ....
+SDI W/2 5/8"EMBEDDED
a .. a POWERS POWER -STUDS
'
BASERAIL
c77 TjII-1Ul, IIL, II
° ° • "iT
3 1/2 „
ANCHOR x 3 3/8" EMBEDDED
_
q e -I I - (ICC -ES ESR -2818)
ae I -_I T +SD1 W/2 5/8" EMBEDDED
n
(ICC ESR
a a a' 3. FINISHED GRADE.
°
10" (ICCES #ESR -2818).
9
° I I I -I AT 5' 0" O.C.
9 ° I - I -ES -2818)
v . :°e
TOP VIEW
w
° d 8 10
N a d 8 10 7.4" CONCRETE SLAB.
2" x 2" x 2" x 6" x 12 GA. Z -CLIP
4 `e s 4. CONCRETE IN SONA-TUBE.
(
�`
a 7.4" CONCRETE SLAB.
a
wl (2) #12 TEK SCREWS &
r ° ;
° 3" CLR. 8. (2) #4 BARS CONTINUOUS
-'b- 8. (2) #4 BARS CONTINUOUS
° 3" CLR. TOP AND BOTTOM.
(2) 3/80" POWERS POWER-STUDS+SDI
d °
d
3
--h TOP AND BOTTOM.
--$
x 2 5/8" EMBEDDED (ICCES #ESR -2818) *rs
" ' : , ` Q
ae
2
9 . FINISHED GRADE.
1"
a e°
4
3" CLR.
3" CLR. 9. FINISHED GRADE.
3" CLR. 3,. CLR. 10. FILL
5
10.4" COMPACTED FILL
12"
A.B.OMPACTED
12" A.or CINDER
,•- ,. .-
..
A.B. or CINDER
Z
18„0
, °; °
°
SLAB/FOOTING
... • , A.%. •a
COLUMN
Q
4
Concrete:
BASE CONNECTION AT SIDEWALL
2 COLUMN BASE CONNECTION AT ENDWALL-
3 BASE CONNECTION DETAIL
4 COLUMN CONNECTION AT CAISSON FOOTING
5 COLUMN BASE PLATE
SCALE. 1" =1#41SCALE:
1 - 1._0
SCALE: 1"= 1-0
SCALE: 1"= V-0"
2" x 2"x 12 GA. ANGLE
1.2x3 RAFTER.
BRACKET (3) #12 TEK
modifications:
1
J
TUBE 3 SCREWS PER LEG (EACH
1.2x2 VERTICAL.
2. COLLAR TIE BRACKET
RAFTER SIDE OF RAFTER)
W
. WITH (12) #12 TEK SCREWS
TUB 3 RAFTER
Cement shall comply with CBC C150, Type 11, and shall contain no flyash.
2. ANGLE BRACKET
e e • PER CONNECTION
a
LEAN-TO
TUBE 3
1 2"x2'x12 GAGE WITH
3. (6) #12 TEK SCREWS PER
e.2
BRACKET
2" x 2" x 12 GA. ANGLE BRACKET
(3) #12 TEK SCREWS PER LEG3
PEAKBEND
#12 SCREWS PER LEG.
CONNECTION.
ee
•
I I .3.2x3 HEADER.
CD
Reinforcing shall be new billeted steel complying with ASTM A615, Grade 40.
4.2x3 FRAME.
_ j
(6) #12 TEK SCREWS
I I 4.2x3 DOOR JAMB.
° • #12 TEK SCREWS
PER CONNECTION \
CO
�_ a
o f PER CONNECTION
(ESR -1976)
3
worked around reinforcement and embedded fixtures and into corners of the forms.
TUBE 3 RAFTER
TUBE 3 TUBE 3
TUBE 3
I l
V
DOUBLE RAFTER
RAFTER
3
l
TUBE 3
HEADER •
I 4 I I
4
FRAME
��//
ry
O 0
I
5
ASSEMBLY
(2) 2" x 4" x 12 GA. 3x3 COLUMN
(�
I
FOR DOOR OPENING L 3"
0
W
.
FLAT BRACKETS
°
SIZE, SEE PLAN
All pipe shall be ASTM A 501 (Fy= 36,000 PSI) or ASTM A53, Type or grade
(6) #12 TEK SCREWS
TUBE 3
(@ FRONT & BACK)
RAFTER
'^
V
6 TRUSS &RAFTER CONNECTION AT EAVE
7 LEAN-TO CONNECTION DETAIL
8 RAFTER CONNECTION @ EAVE HEADER
9 FRAME CONNECTION AT PEAK
DOOR FRAME DETAIL
SCALE: I"= 1'-0"
SCALE: 1" = 1'-0"
SCALE: 1" =1' 0"
SCALE: 1"= l'-0"
SCALE: 1" _ V-0"
1. (3) PLATES 2"x4"x14 GAUGE
SINGLE GIRT DOUBLE GIRT
WITH (6) #12 TEK SCREWS
BRACKET BRACKET
ASTM A607 (Fy=57,000 PSI). All bolts shall be ASTM A325. Latest AISC and AWS codes apply.
PER CONNECTION.
Q
T_
X
1x19"x16 GA.
2 . TUBE 2.
PK ASSOCIATES, LLC
suBGIRT
s. TUBE s.
1
7434 E. McDonald Drive
All welding to be performed at Absolute Steel's fabrication shop by welders holding valid certificates,
Scottsdale, Arizona 85250
(2)#12 TEK SCREWS
3
Phone: (480) 922 8854
PER CONNECTION
(2) - # 12 TEK
d -
EACH FLANGE
Fax: (480) 922-3739
2
N
Email Cliff @ pkastructural.com
All welding by E70 series low hydrogen rods. (Use E90 for ASTM A706 - grade 40 reinforcing bars).
Website: www.pkastructural.com
X
PK Job #: 15299
DO NOT DRILL, NOTCH, OR FIELD WELD ANY STEEL MEMBERS WITHOUT PRIOR APPROVAL OF THE
0
N
e
TUBE 3 RAFTER
(2) - # 10 PAN
6
Drawing sealing requirement
HEAD TEKS
These drawings are to be wet sealed by the engineer. All copies shall bear wet seals.
.� PURLIN TO RAFTER CONNECTION DETAIL
12 TRUSS CONNECTION DETAIL
n13 GIRT CONNECTION DETAIL���
SCALE: 1"= 1'-0"
SCALE: 1" = V.O.
SCALE: 1" = 1'-0"
50390
* DpWD/17 * 8 Light Gauge Structural Steel Framing.
j qV� P All structural steel framing material and its erection shall be in accordance with the latest edition of
97�C� the American Iron and Steel Institute "Specifications for the Design of Cold Formed Steel Structural
Members".
All welding to be performed at Absolute Steel's fabrication shop by welders holding valid certificates,
and having current experience in welding as required. Certificates shall be those issued by an
accepted testing agency. All welding per American Welding Society Standards.
DO NOT DRILL, NOTCH, OR FIELD WELD ANY STEEL MEMBERS WITHOUT PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER,
1$"3-
314"
37 3/4" FORMED WIDTH ❑ 'M
36" COVERAGE
2" x 2" x 15 GA. TS 2"x 3" x 15 GA. TS 1 5/8" x 1" x 16 GA. 1 1/2"x1 1/2"x 18 GA. TUBE
29 GA., GRANDRIB 3 Ix=.335 in A4/ft. Ix=0.896 in.A4/ft. Ix=.0572 in:14/ft. Ix=0.088 in.A4/ft. 3" X 3" X 14 GA. TUBE
Ix=.010 in A4/ft. Sx=.335 in.A3/ft. Sx=0.598 in "3/ft. Sx=.1101 in.13/ft. Sx=0.117 in A3/ft. Ix=1.25 in "4 Sx=O.83 in.13
Sx=.0160 in A3/ft. Fy--65 ksi Fy=65 ksi. Fy--57 ksi. Fy=55 ksi• Fy=55 ksi.
Fy--80 ksi. ASTM A572 ASTM A572 ASTM A607 ASTM A529 ASTM A529
DECK PROFILE TUBE 2 TUBE 3 PURLIN GIRT COLUMN
SCHEDULE:
ROOF DECK & WALL DECK
29 GA. GRANDRIB 3
GRADE 80
PURLIN
15/8" x 1" x 16 GA. SUB GIRTS
Fy = 57 ksi.
2
Loads
Fy = 55 ksi.
TUBE 2
2" x 2" x 15 GA. TUBE
F-7
°0°
2" X 3"X 15 GA TUBE
Roof Live Load = 20 PSF
COLUMN
3" X 3" X 14 GA. TUBE
Fy = 55 ksi.
FOUNDATIONS:
WIDTH
DEPTH
CONTINUOUS TURNDOWN
12"
12"
CONCRETE CAISSON
18"0
24"
C.C
10.017910.013510.0120
Basic Wind Speed = 115 mph, Importance Factor (1) = 1.0 , 'Ex Exposure = C
P P P P
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
Observation visits to the site by the structural engineer shall not include inspection of the above items.
a CO)
r'
of the contractor or sub -contractors involved and it shall
be their responsibility to replace
foo
REVIEWED FOR
U U
Inn
m
The above notes and specifications shall meet or exceed all state and local code requirements before
Risk Category = II, Seismic Design Category = D
.,
•
DATE BY
erection.
Seismic Force -Resisting System:
c
Transverse: Light framed walls with shear panels.
The undersigned engineer will not supervise the fabrication or erection of this structure.
_
b
Longitudinal' Light framed walls with shear panels & Cantilever Steel Columns.
co
• '
Analysis Procedure: Equivalent Lateral Force Procedure
-II i , , �T I I,III
-
c77 TjII-1Ul, IIL, II
3
Foundations:
w
Allowable soil bearingvalue is 1500 PSF at 12" below finish rade or existing natural rade, whichever
9 9 9
(
�`
is the lower elevation. Round or square caisson footing embedment depths for footings do not apply
0
to locations where walls of the hole will not stand without supplemental support, or where
UNCOMPACTED fill of organic fill material exists. Design lateral soil pressure per CBC section 1804.2
for Class 5 soils.
O
Note:
F..
In lieu of 4" A.B.C., the slab may be built upon an adequate base material that is properly compacted.
Z
Undersigned Engineer assumes no responsibility for the adequacy of the sub base.
Q
4
Concrete:
W
All concrete herein required shall be done in accordance with ACI Standard 318-11, for Building Code
Requirements for Structural Concrete, which is hereby made a part of these documents, with the following
modifications:
J
W
Cement shall comply with CBC C150, Type 11, and shall contain no flyash.
W0
rn
F'c shall be 3,000 PSI minimum for all concrete at 28 days for all concrete.
C)'(1)
(0
The use of earth cuts for forms is permitted.
t--
CD
Reinforcing shall be new billeted steel complying with ASTM A615, Grade 40.
_ j
p C
Lo
CO
�_ a
0
Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly
worked around reinforcement and embedded fixtures and into corners of the forms.
N
V
Curing of concrete shall be in accordance with sections 1905.11.1 through 1905.11.3.
Structural Steel'
��//
ry
O 0
5
All structural steel shall be ASTM A36 (Fy=36,000 PSI) or ASTM A 572 GRADE 50 (Fy=50,000PSI);
"E' 'S' "B"
0
W
.
f-
°
All pipe shall be ASTM A 501 (Fy= 36,000 PSI) or ASTM A53, Type or grade
U)0
(Fy= 36,000 PSI).
'^
V
M)
W
0
All tubular steel shall be ASTM A572 (Fy=65,000 PSI), ASTM A529 (Fy=55,000 PSI), or
ASTM A607 (Fy=57,000 PSI). All bolts shall be ASTM A325. Latest AISC and AWS codes apply.
Q
T_
X
All construction per latest AISC handbook. All expansion bolts to have current ICC -ES approval.
N
All welding to be performed at Absolute Steel's fabrication shop by welders holding valid certificates,
and having current experience in welding as required. Certificates shall be those issued by an
d -
accepted testing agency. All welding per American Welding Society Standards.
N
All welding by E70 series low hydrogen rods. (Use E90 for ASTM A706 - grade 40 reinforcing bars).
X
DO NOT DRILL, NOTCH, OR FIELD WELD ANY STEEL MEMBERS WITHOUT PRIOR APPROVAL OF THE
N
STRUCTURAL ENGINEER.
6
Drawing sealing requirement
These drawings are to be wet sealed by the engineer. All copies shall bear wet seals.
If a copy of this drawing is disturbed without the proper wet seal the drawing is considered invalid.
The duplication or copying of this drawing could mean the original drawing has been modified from its
original content. All liability is removed from the below wet sealed.
7
Steel Decking / Screw Fasteners:
Steel roof deck shall conform to the specifications of the steel deck institute. FY = 80 KSI.
U)
v
Screw connections to framing members shall be not less than noted below:
W
W
J
1. All Panel End Laps use (6) #12-14 screws per sheet. All Panel Intermediate supports
use (3) #12-14 screws per sheet.
2. To all panel laps stitch screws #14-3/4" screws @ 18" o.c.
LL
t-
3. Panel to run continuous over minimum two spans
O
W
4. Minimum spacing of screws shall not be less than 3 diameters.
Q
5. The head of the screw or washer shall have a diameter, dw of not less
than 5/16" washers shall be at least 0.05 "thick"
Q.
„x
6. Wall Construction: #12 screws @ 12" o.c. field, 6" o.c. edges, and #12 screws
@ 18" o.c. (seams) (ICC -ES APPROVED).
All screws shall conform to SAE J78 provisions of structural screws.
* DpWD/17 * 8 Light Gauge Structural Steel Framing.
j qV� P All structural steel framing material and its erection shall be in accordance with the latest edition of
97�C� the American Iron and Steel Institute "Specifications for the Design of Cold Formed Steel Structural
Members".
All welding to be performed at Absolute Steel's fabrication shop by welders holding valid certificates,
and having current experience in welding as required. Certificates shall be those issued by an
accepted testing agency. All welding per American Welding Society Standards.
DO NOT DRILL, NOTCH, OR FIELD WELD ANY STEEL MEMBERS WITHOUT PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER,
1$"3-
314"
37 3/4" FORMED WIDTH ❑ 'M
36" COVERAGE
2" x 2" x 15 GA. TS 2"x 3" x 15 GA. TS 1 5/8" x 1" x 16 GA. 1 1/2"x1 1/2"x 18 GA. TUBE
29 GA., GRANDRIB 3 Ix=.335 in A4/ft. Ix=0.896 in.A4/ft. Ix=.0572 in:14/ft. Ix=0.088 in.A4/ft. 3" X 3" X 14 GA. TUBE
Ix=.010 in A4/ft. Sx=.335 in.A3/ft. Sx=0.598 in "3/ft. Sx=.1101 in.13/ft. Sx=0.117 in A3/ft. Ix=1.25 in "4 Sx=O.83 in.13
Sx=.0160 in A3/ft. Fy--65 ksi Fy=65 ksi. Fy--57 ksi. Fy=55 ksi• Fy=55 ksi.
Fy--80 ksi. ASTM A572 ASTM A572 ASTM A607 ASTM A529 ASTM A529
DECK PROFILE TUBE 2 TUBE 3 PURLIN GIRT COLUMN
SCHEDULE:
ROOF DECK & WALL DECK
29 GA. GRANDRIB 3
GRADE 80
PURLIN
15/8" x 1" x 16 GA. SUB GIRTS
Fy = 57 ksi.
GIRT
1 1/2" x 1 1/2" x 18 GA. TS
Fy = 55 ksi.
TUBE 2
2" x 2" x 15 GA. TUBE
Fy = 65 ksi.
TUBE 3
2" X 3"X 15 GA TUBE
Fy = 65 ksi.
COLUMN
3" X 3" X 14 GA. TUBE
Fy = 55 ksi.
FOUNDATIONS:
WIDTH
DEPTH
CONTINUOUS TURNDOWN
12"
12"
CONCRETE CAISSON
18"0
24"
Structural steel members are furnished to a specified minimum yield point greater than 55 KSI. The
grade and the ASTM specification number or other specification designation shall be indicated by
painting, decal, tagging or other suitable means on each lift or bundle of fabricated elements. '
Gage No.
1 12
1
1141
116
1
118
1
120
1
22
1
24
stresses and to hold structural elements in place during erection. The provisions shall remain in
1 26
o
29
specifications
130
position until sufficient permanent members are erected to insure the safety of the partially erected
Design Thickness, Inches
1 0.1046
10.0747
10.0598
10.0478
10.0359
10.0299
10.0239
10.017910.013510.0120
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
NOTE: THE USE AND OCCUPANCY OF THIS STRUCTURE IS OCCUPANCY
the condition as directed by the engineer.
GROUP'U' (Per 2016 CBC).
Contractor shall provide all temporary bracing, shoring, guying or other means to avoid excessive
m
9 Contractor.
stresses and to hold structural elements in place during erection. The provisions shall remain in
a
o
The contractor must submit in writing any requests for modifications to the plans and
specifications
position until sufficient permanent members are erected to insure the safety of the partially erected
and no structural changes from the approved plans shall
be made in the field, unless
prior to making
PERMIT u
changes, written approval is obtained from the engineer.
Shop drawings submitted 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
Observation visits to the site by the structural engineer shall not include inspection of the above items.
a CO)
r'
of the contractor or sub -contractors involved and it shall
be their responsibility to replace
or repair
REVIEWED FOR
U U
NOTE: THE USE AND OCCUPANCY OF THIS STRUCTURE IS OCCUPANCY
the condition as directed by the engineer.
GROUP'U' (Per 2016 CBC).
Contractor shall provide all temporary bracing, shoring, guying or other means to avoid excessive
m
stresses and to hold structural elements in place during erection. The provisions shall remain in
a
o
0 00
position until sufficient permanent members are erected to insure the safety of the partially erected
PERMIT u
structures. The contract structural drawings and specifications represent the finished structure.
"-
BUTTECOUNTYDEVELOPMENTSERVICES
Observation visits to the site by the structural engineer shall not include inspection of the above items.
REVIEWED FOR
CODE COMPLIANCE
The above notes and specifications shall meet or exceed all state and local code requirements before
.,
•
DATE BY
erection.
The undersigned engineer will not supervise the fabrication or erection of this structure.
_
m
co
-II i , , �T I I,III
-
c77 TjII-1Ul, IIL, II