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Steele Line 1365 S 12th W
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ROOF PANEL
FIELD CUT PANEL AT FRAMING (NOT BY IPS
MEMBER. FILL VOID WITH LOOSE
INSULATION (NOT BY IRS)
PANEL KIC71 I ID WWOA 7n) 41
WALL TRIM
SF -1
FIELD CUT TO FIT PROFILE
OF CANOPY RAFTER
SOFFIT PANEL
(NOT BY IRS) ........
SOFFIT TRIM
(NOT BY IRS)
IPP WALL PANEL
DETAIL
IPP WALL PA
GIRT
S0) W/
EK-3
S.D. SCREWS (SCO085)
HEAD TRIM
FL-2626
1/4-14 X 7/8" SELF DRILLING-
SCREW (SCO540) AT 12" O.C.
DETAIL
AT ACCESSORY HEAD
IPP WALL PANEL--/
1/4-14 X 7/8" SELF-DRILL SCREW
(SCO540) AT 12" O.C.
DETAIL
INSIDE CORNER TRIM
FL-2516
ATTACH W/ 1/8" RIVETS
(HWO056) AT 12" O.C.
3/32 X 3/8 TAPE SEALANT
(HW0001) CONTINUOUS
IPP WALL PANEL
PANEL CLIP (HW0430) W/
(2) 1/4-14 X S' TEK-3
S.D. SCREWS (SCO085)
. . . . . . ... . . . . . . . . . .
I PP OD WAL PAN
WALL PAN
SEE PLAN
— AT OZS CORNER
1/8" X 3/4" FOAM TAPE
(HWO315) CONTINUOUS
JAMB TRIM
FL-2666
DETAIL ( G � AT ACCESSORY JAMB
1/8 X 3/4 FOAM TAPE
(HW0315) CONTINUOUS
BASE ANGLE
(1 BY IPS)
F CONCRETE
3/8" DIA DEAD OF BI)TYL
SEALANT (HW0301) CONTINUOUS
DETAIL L D AT WALL
36"
IPP WAL
JOINT SEALANT -
PANEL CLIP
INTERIOR FACE
EXTERIOR FACE
SEE DETAIL "A"
JOINT SEALANT APPLICATION
(2) 1/4-14 X 3" TEK-3
S.D. SCREWS (SCO085)
COLD FORM FRAMING
(NOT BY IRS)
1/4-14 X 7/8" S.D. SCREWS
(SCO540) AT 12" O.C.
REF. PLAN
AT EAVEWZ CANOPY
00
FIELD CUT PANEL AT FRAMING
MEMBER. FILL VOID WITH LOOSE ROOF PANEL
INSULATION (NOT BY IPS) (NOT BY IPS)
,-PURLIN FLASHING
SF-2
FIELD CUT TO FIT
FRAMING MEMBER
SOFFIT PAN
(NOT BY IRS)
SOFFIT TRIM
(NOT BY IPS)
1/4-14 X 7/8" S.D. SCREW
(SCO540) AT 12" O.C.
IPP WALL PANEL--
DETAIL
... rr
.4011 PURLIN
''A611 om> (NOT BY IRS)
RAKE ANGLE
(NOT BY IRS)
... PANEL CLIP (HW0430) W/
S 1/4-14 X 3" TEK-3
S.D. SCREWS (SCO085)
REF. PLAN
AT RAKE W/ PURLIN EXT,
IPP WALL PANEL--
Lu
w
co
1/4-14 X 7/8" S.D. SCREWS -J
(SCO540) AT 12" O.C. BETWEEN
SUPPORT SCREWS
#1 4 X 4" SCREWS (SC 9012
AT EACH FRAMING MEMBER
OUTSIDE CORNER TRIM
FL-2601
IPP WALL PANEL
PANEL CLIP (HW0430)'W/ CHANNEL JAMB
S (2D 3 (NOT BY IRS)
.
2 3/4" X 1 1/4" X 14 GA. GALV. ANGLE "C" SECTION CLIP (HW0356) AT 24" O.C.
SF -3 1/8" X 3/4" FOAM TAPE ATTACH W/ 5/16" X 1 3/8" FAB-LOK
ATTACH TRIM AND ANGLE WITH FASTENERS (HWO360)
(HW0315) CONTINUOUS
"T" RIVETS (HW0211) AT 12" O.C.
SILICONE SEALANT . ...... CHANNEL HEADER
. . . . . . . . . . . . .
(HWO313) (CONT.) (NOT BY IRS) . . . . . . . . .
SILL TRIM
FL - 2716
3 112" X 1 1/4" X 14 GA. GALV. ANGLE
3
ATTACH TRIM AND ANGLE WITH
"T" RIVETS (HW0211) AT 12" O.C. 3 1 /nz"
I
RAKE TRIM AND PEAK BOX INSTALLATION
APPLY CAULKING TO RAKE TRIM AS SHOWN PRIOR TO FINAL INSTALLATION. RAKE
TRIM AND/OR PEAK BOX SHOULD LAP OVER RAKE TRIM A MINIMUM OF 2 INCHES.
ATTACH TO WALL PANEL WITH FASTENERS AS SHOWN, ON RWP AND EIAIP WALL
PANELS USE AN OUTSIDE CLOSURE TO SEAL PEAK BOX TO WALL PANEL. ATTACH
PEAK TO ROOF PANEL WITH FASTENERS AND STITCH TO TRIM WITH BLIND RIVETS
AS SHOWN. SEAL THE CONNECTION AT THE ROOF PANEL WITH TAPE SEALANT.
SPLCE RAKE TRIM TOGETHER WITH BLIND RIVETS AS SHOWN AT PEAK BOX
(1" O.C. MAX.) SEAL ALL RAKE TRIM LAPS WITH SEALANT TO ASSURE A
WATER- TIGHT SEAL.
,
I
:'EAK BOX
;.D. SCREW
CREW
FAIR
, IFAIJIM
APPLY CAULKING TO RAKE TRIM AS SHOWN PRIOR TO FINAL INSTALLATION, RAKE
TRIM AND/OR PEAK BOX SHOULD LAP OVER RAKE TRIM A MINIMUM OF 2 INCHES.
ATTACH TO WALL PANEL WITH FASTENERS AS SHOWN. ON RWP AND EWP WALL
PANELS USE AN OUTSIDE CLOSURE TO SEAL PEAK BOX TO WALL PANEL. ATTACH
PEAK TO ROOF PANEL WITH FASTENERS AND STITCH TO TRIM WITH BLIND RIVETS
AS SHOWN. SEAL THE CONNECTION AT THE ROOF PANEL WITH TAPE SEALANT.
SPLICE RAKE TRIM TOGETHER WITH BLIND RIVETS AS SHOWN AT PEAK BOX
(1" O.C. MAX.) SEAL ALL RAKE TRIM LAPS WITH SEALANT TO ASSURE A
WATER- TIGHT SEAL.
01 P1
1
) EAK BOX
�.D- SCREW
CREW
CUTTER
CAULKING
- CORN -- -R BOX INS
CAULK ANC INSTALL AN ENDCAP IN THE END OF A SECTION OF GUTTER AND
FASTEN WITH BLIND RIVETS. POST - ION THE GUTTER AND RAKE TRIM ALLOWING
A MINIMUM OF 3" OVERLAP WITH THE CORNER BOX. THE CORNER BOX LAPS
OVER THE GUTTER AND UNDER THE RAKE TRIM, AN ALTERNATE METHOD IS TO
ASSEMBLE THE CORNER BOX TO A SECTION OF RAKE OR GUTTER AND LIFT
INTO POSIT ON. ALIGN THE CORNER BOX FOR GOOD APPEARANCE AND FASTEN
WITH BLIND RIVETS. SEAL CONNECTION WITH CAULK, CLCSURE AND SEALANT
AS SHOWN, CAULK OVER RIVETS LOCATED ON SOP SIDE OF CORNER BOX.
3"
CAJI
Z ENDCAP
- ( - "AULKING
CORNER BOX
1-1 IV
RAKE AND SAVE T - ;RIM ENDCAP INSTALLATION
FOR BUILDINGS WITH EAVE TRIM INSTEAD OF GUTTER, INSTALL RAKE AND EAVE
TRIM EAVE ENDCAPS AS SHOWN. ATTACH ENDCAPS WITH (10) BLIND RIVETS.
GUTTER OUTLET,
SEAL WITH GUTT
FASTEN WITH BL
DOW
DOWNSPOUT DETAIL
E P
PANEL
................... �71.1.11.1.'_.'."
EAVE TRIM
D OWNSPOUT STRAP
EAVE GUTTER
5
\-DOWNSPOUT
ESP
PANEL
I
PEAK BOX
22
BLIND RIVET
IPF
PANEL
- 4
CORNER BOX
20
BLIND RIVET
RWP
PANEL
--------- ------ ......... .... ..... . .
TADC*
L.FIL-mill I
>
EAVE TRIM
BLIND RIVETS AT
o'-i" O.C. (MAX.)
TAPE SEALANT
TAf
(6) BLIND RIVE
3LIND RIVETS AT
)'-l" O.C. (MAX.)
TAPE SEALANT
.............
CORNER TRIMS
(8) BLIND RIVETS
FLASHINC CAULK AND LAP DETAI-S
RAKE TRIM
HI-LO FLASHING
BLIND RIVETS AT
0'-1" O.C. (MAX.)
3LIND RIVETS AT
)'-l" O.C. (MAX.)
SUGGESTED QUANTITY OF POP RIVETS AT TRIM ENDLAPS
(I
TRIM ENDCAP LOCATIONS
NC. OF RIVETS REQ'D PER LAP
EAVE TRIM
8
EAVE GUTTER
5
GUTTER ENDCAPS
5
RAKE TRIM
I
PEAK BOX
22
R IDGE CAP (INSIDE)
8
RIDGE CAP (OUTSIDE)
- 4
CORNER BOX
20
DOWNSPC'UTS
'2
ELBOWS
2
SLEEVES
2
CORNER TRIM (INSIDE)
7
CORNER TRIM (OUTSIDE)
5
HEAD & JAMB TRIM SPLICES
AS REO'D
NO REVISIONS PRWN I CHK,:) DATE 13202 MURNY RD.
IV P.O. Box era
STAMORD, TEXAS 77497-(W
11-20 14 % 6 0PIPS (2al)499-21505
' f INSULATED PANEL SYSTrMS
A DVASION Or NCI BUILDING SYSTEMS. L.P.
STANDARD DETAILS
DATE SCALE DRAWN CHECKED APPROVED JOP. NO. C WG. NO.
N.T.S KM
UVT1l'4%Jl VV I d IlNr•l
EAVE GUTTER
r-TAPE SEALANT
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Right Elevation
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10'-9 3/4' 10'-3 1
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4' -
I j 6040 5040 1
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IU'-U 10
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16'-0'
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5040 60
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TOTAL AREA
2400 sq ft
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CONCRETE FOOTING SCHEDULE
20' --0' 20' -0' 20' -0`
DEPTH
WIDTH
LENGTH
TOP OF FTC .
ELEVATION
REINFORCEM T
FE
\11 �_ Z
LONGITUDINAL
-
TRANSVERSE
F1.9
PJF. F1.9 P IER 1
F3.0
1' -9`
CONT
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F3.0 O
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i
-
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0
,
3' -0"
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-
F5.0
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5' -0"
I
6 - #
6 - 0
-
!
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I
0
1.
PiER 2 "
Co
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F5.0 �
Reinforcing Steel (Rebar) ASTM A615 - Grade 60
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- PIER 2 -
F5.0
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frozen earth. +
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I PIER 3 I
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F3.0
PEIR 3 J
F3.0
0)
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, oil reinforcement shall be continuous through
a
'3�
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
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CONCRETE FOOTING SCHEDULE
MARK
DEPTH
WIDTH
LENGTH
TOP OF FTC .
ELEVATION
REINFORCEM T
REMARKS
LONGITUDINAL
-
TRANSVERSE
F1.9
g"
1' -9`
CONT
SEE PLAN
2 - #
-
-
F3.0
9"
3' -0"
3' -0"
SEE PLAN
4 - 14
4 - 1 4
-
F5.0
9"
5' -0`
5' -0"
SEE PLAN
6 - #
6 - 0
-
SHt
# CON T. ® OPENING
#4 NOSING
CONCRETE S.O.G.
(SEE FDN PLAN)
SLOPE TO DRAIN
41
Y2" PREMOLDED
JOINT FILLER
14 x 24` ® 2' -0" O.C.
24" F_
CONCRETE S.O.G.
(SEE FDN PLAN)
SLOPE T O D RAIN
Q Y
4 : x
J11 14
8" CONCRETE WALL
(SEE DWG NOTES
FOR REQ'D REINF)
D OOR OPENING DETAIL 1
DO NOT SCALE S1
0
100'-0"
T O. S.
0
SECTION A -A
0
LN
C
PIER 1
SECTION A -A
►1
_ --Ai 96' -0"
T. 0. S.
SEE SCHED,
1 L•
SEE SCHED
(4) #4 VERT
#3 TiES 0 10` O.C.
(TRIPLE 0 A.B.)
SECTION 4
DO NOT SCALE Si
(2) #4 TOP & BOTTOM
14 0 3O" O.C. VFRT
1. 100' -0"
-- /
T.O.S.
-- f ! . r
SECTION B- B
(10) #4 VERT
f3 TIES 0 12` 0.C.
'TRIPLE 0 A.B.)
RT
10` O.C.
A.B.)
(4) #4 VERT
#3 TiES ® 10" 0. C.
• (TRIPLE ® A.B.)
J f (10) #4 VERT
#3 TIES 0 12" O.C.
(TRIPLE 0 A.B.)
S ECTION A -A
SECTION B -B
NOTE:
VERIFY ALi_ PIER
LAYOUTS BETORE
CONS TRO TiON
PiER 3
SECTION 88
0) #4 VE_R T
3 TIES @ 12" O.0
RIPLE 0 A.B )
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1
A.
0
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B. DESIGN LOADS
1.
Design loads provided by others.
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2.
Footing and pier sizes based on steel building reactions provided by steel building
zcn
°rte °ZE
manufacturer.
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tn o
1.
cn m ")
Lt.
gravel and /or gravel (Table 18 -1 - -A, Class of Materials #3). Notify Engineer if conditions
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rt
2.
Bear footing on some type of undisturbed soil or rock throughout the entire structure.
?_
1.
Concrete f'c- (28 days) Ftgs & Walls 3000 PSI
Co
Slabs 3500 PSI
co
Reinforcing Steel (Rebar) ASTM A615 - Grade 60
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J.
-
E-
W
1.
Cr
m
2.
1
expected to drop below 40E F for 3 or more successive days. Place no concrete against
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frozen earth. +
J.
Conduct all compression tests according to ACI Standard Recommended Practice
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C7
0)
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
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1
A.
q�
XLLJ
1. International Building Code (IBC) - 2000 Edition
Q
2. ACI 718 -99 Building Code Requirements for Reinforced Concrete
B. DESIGN LOADS
1.
Design loads provided by others.
2.
Footing and pier sizes based on steel building reactions provided by steel building
zcn
°rte °ZE
manufacturer.
tn o
1.
cn m ")
t
gravel and /or gravel (Table 18 -1 - -A, Class of Materials #3). Notify Engineer if conditions
encountered are different.
rt
2.
Bear footing on some type of undisturbed soil or rock throughout the entire structure.
D. MATERIALS
1.
Concrete f'c- (28 days) Ftgs & Walls 3000 PSI
Co
Slabs 3500 PSI
2.
Reinforcing Steel (Rebar) ASTM A615 - Grade 60
a �
J.
Anchor Bolts ASTM A307 (Minimum)
E. REINFORCED CONCRETE
1.
Concrete shall be of ready mix type conforming to ASTM C94.
vi
2.
1
expected to drop below 40E F for 3 or more successive days. Place no concrete against
z
frozen earth. +
J.
Conduct all compression tests according to ACI Standard Recommended Practice
C7
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, oil reinforcement shall be continuous through
a
'3�
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
=�
placed at mid- height of the slabs and shall have an O.D. less than one -third the slab
thickness.
F. REINFORCING STEEL
1.
All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual
o
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
°
m
Provide corner bars at all intersecting corners. use some size bar and spacing as
cs
horizontal wall reinforcement.
V)
J.
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Minimum lap for splices shall be 40 bar diameters for masonry and 30 bar diameters for
concrete, unless otherwise noted.
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4.
All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar.
5.
All vertical reinforcement in columns and wails shall be doweled from the footing or
Y)
structure below with rebor of the some size and spacing as required above.
6.
Minimum concrete cover for reinforcing bars shall be as specified in Building Code
Requirements for Reinforced Concrete (ACI 318).
7.
Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
the Engineer.
8.
All reinforcement to be supported in the forms and spaced with wire or plastic bar
�
0
y
reinforced concrete structures (ACi 315). Reinforcement in footing shall be supported on
Q>
r-2 p
precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual
of Standard Practice.
�#
Cow 6 ,
MISCELLANEOUS NOTES
1.
Orient pier details to match building layout.
2.
Refer to steel building manufacturer's anchor bolt plan for anchor bolt size and layout.
J.
Contractor to verify all dimensions with steel building manufacturer before construction
0 0 C11
C)
r
4.
p Q
+ W
NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION
OF ENGINEER.
O
H.
DEFERRED SUBMITTALS
List of deferred submittals (shop drawings) that require Architectural and /or
O Wo
Engineering review and approval before fabrication or installation begins:
1. Anchor Bolt Plan.
f0.
W W
CD
PROA_ C T NC,
2043
SHE T NO. -
�1
OF ONE
7
S1
FOUNDATION PLAN
SCALE: 114" = 1' -0"
96'-0"
T.O. w.
SEE SCHED
S ECTION 3
DO NOT SCALE S1
100'--0'
T. 0. S.
GENERAL STRUCTURAL NOTES
A.
CODES AND SPECIFICATIONS
1. International Building Code (IBC) - 2000 Edition
2. ACI 718 -99 Building Code Requirements for Reinforced Concrete
B. DESIGN LOADS
1.
Design loads provided by others.
2.
Footing and pier sizes based on steel building reactions provided by steel building
manufacturer.
C. FOOTING & PIERS
1.
Bearing pressure taken as 2000 PSF for column and wall footings, based on a sandy
gravel and /or gravel (Table 18 -1 - -A, Class of Materials #3). Notify Engineer if conditions
encountered are different.
2.
Bear footing on some type of undisturbed soil or rock throughout the entire structure.
D. MATERIALS
1.
Concrete f'c- (28 days) Ftgs & Walls 3000 PSI
Slabs 3500 PSI
2.
Reinforcing Steel (Rebar) ASTM A615 - Grade 60
J.
Anchor Bolts ASTM A307 (Minimum)
E. REINFORCED CONCRETE
1.
Concrete shall be of ready mix type conforming to ASTM C94.
2.
Comply with ACi 306 Cold Weather Concrete standards if the mean daily temperature is
expected to drop below 40E F for 3 or more successive days. Place no concrete against
frozen earth. +
J.
Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACi 214).
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, oil reinforcement shall be continuous through
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
placed at mid- height of the slabs and shall have an O.D. less than one -third the slab
thickness.
F. REINFORCING STEEL
1.
All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual
o
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
°
2.
Provide corner bars at all intersecting corners. use some size bar and spacing as
cs
horizontal wall reinforcement.
V)
J.
Splices of reinforcement at points of maximum stress shall be avoided wherever possible.
w
Minimum lap for splices shall be 40 bar diameters for masonry and 30 bar diameters for
concrete, unless otherwise noted.
ds
4.
All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar.
5.
All vertical reinforcement in columns and wails shall be doweled from the footing or
Y)
structure below with rebor of the some size and spacing as required above.
6.
Minimum concrete cover for reinforcing bars shall be as specified in Building Code
Requirements for Reinforced Concrete (ACI 318).
7.
Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
the Engineer.
8.
All reinforcement to be supported in the forms and spaced with wire or plastic bar
�
supports conforming to requirements of the ACi Manual of Standard Practice for detailing
reinforced concrete structures (ACi 315). Reinforcement in footing shall be supported on
Q>
precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual
of Standard Practice.
G.
MISCELLANEOUS NOTES
1.
Orient pier details to match building layout.
2.
Refer to steel building manufacturer's anchor bolt plan for anchor bolt size and layout.
J.
Contractor to verify all dimensions with steel building manufacturer before construction
begins. Steel building dimensions have precedence.
4.
Do not scale drawings.
5.
NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION
OF ENGINEER.
H.
DEFERRED SUBMITTALS
List of deferred submittals (shop drawings) that require Architectural and /or
Engineering review and approval before fabrication or installation begins:
1. Anchor Bolt Plan.
SECTION A -A
n
60'-0"
M
W
r
hM
CONCRETE FOOTING SCHEDULE
20' - 20' -
DEP TH
WIDTH
LENG
TOP OF FTG
ELEVATION
REINFORCEMEN T
REMARKS
Z
TRANSVERSE
F1.9
9"
F1.9 p iFff_l
IF
CONT
SEE PLA
2 - #4
F J. 0 _/�Z
F3. 0
F3.
9"
3' -0"
3'-0*
SEE PLAN
4 - #4
4 #4
F5.0
9.
5 ' -0
5' -0"
SEE PLAN
6 - #4
6 14
C:)
D. MATERIALS
1.
* Q1
PIER 2
F5
Slobs 3500 PSI
St
Reinforcing Steel (Rebor) ASTM A615 - Grade 60
PIER 2 -
F5.0
j.
Anchor Bolts ASTM A307 (Minimum)
E.
REINFORCED CONCRETE
1.
Concrete shall be of ready mix type conforming to ASTM C94.
Q
Comply with ACI 306 Cold Weather Concrete standards ' 'f the mean daily temperature is
expected to drop below 40F F for 3 or more successive days. Place no concrete against
PIER 3
frozen earth.
J.
PEIR J F3.0
I
for Evaluation of Compression Test Results of Field Concrete (ACI 214).
F3.
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
ZE
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous through
L
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
placed at mid-height of the slabs and shall hove on O.D. less than one-third the slob
W
r
hM
CONCRETE FOOTING SCHEDULE
MARK
DEP TH
WIDTH
LENG
TOP OF FTG
ELEVATION
REINFORCEMEN T
REMARKS
LONGITUDINAL
TRANSVERSE
F1.9
9"
1'-9*
CONT
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6 - #4
6 14
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14 NOSING
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(SEE FDN PLAN)
SLOPE TO DRAIN
PREMOLDED
JOIN FILLER
14 x 24" 0 2'-0" O.C.
24" F_
CONCRE TE S. 0. G.
(SEE FDN PLAN)
SLOPE TO DRAIN
V 4
8 CONCRETE WALL
(SEE D WG NOTES
FOR REQD REINE)
DOOR OPENING DETAIL
DO NOT SCALE
FOUNDATION PLAN
SCALE: 114 " = 1 , - 0"
PIER DETAIL r2_'�
DO NOT SCALE S1
1-1-1
100'--0"
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SECTION A-A
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S[CTiON A---A
96
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r
GENERAL STRUCTURAL NOTES
A.
CODES AND SPECIFICATIONS
q
1. International Building Code (13C) --- 2000 Edi tion
ZZI "I L, Q CL
i. (:5 UJ
Ck
B. DESIGN LOADS
0
6
Zn LZ
2.
Footing and pier sizes based on steel building reactions provided by steel building
rnonufacturet.
C.
FOOTING& PIERS
1.
Bearing pressure taken as 2000 PSF for column and wall footings, based on 0 sandy
gravel andlor grovel (Table 18-- /--A, Class of Materials #3). Notify Engineer if conditions
encountered are different.
2.
C:)
D. MATERIALS
1.
Concrete f , c- (28 days) Ftgs & Walls 3000 PSI
Slobs 3500 PSI
2.
Reinforcing Steel (Rebor) ASTM A615 - Grade 60
j.
Anchor Bolts ASTM A307 (Minimum)
E.
REINFORCED CONCRETE
1.
Concrete shall be of ready mix type conforming to ASTM C94.
Q
Comply with ACI 306 Cold Weather Concrete standards ' 'f the mean daily temperature is
expected to drop below 40F F for 3 or more successive days. Place no concrete against
(
frozen earth.
J.
Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACI 214).
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
ZE
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous through
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
placed at mid-height of the slabs and shall hove on O.D. less than one-third the slob
thickness.
F. REINFORCING STEEL
M
All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
2.
Provide corner bars at all intersecting corners. use some size bar and spacing as
horizontal wall reinforcement.
J.
Splices of reinforcement at points of maximum stress shall be avoided wherever possible.
to
Minimum lop for splices shall be 40 bar diameters for masonry and 30 bar diameters for
concrete, unless otherwise noted.
L-Q
All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar,
5.
All vertical reinforcement in columns and walls shall be doweled from the footing or
structure below with rebor of the some size and spacing as required above.
6.
Minimum con ' crete cover for reinforcing bars shall be as specified in Building Code
V)
Z
Requirements for Reinforced Concrete (ACI 318).
7
Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
the Engineer.
8.
All reinforcement to be supported in the forms and spaced with wire or plastic bar
00
n
supports conforming to requirements of the ACI Manual of Standard Practice for detailing
reinforced concrete structures (ACI 315). Reinforcement in footing shall be supported on
Q..)
CN
n
of Standard Practice.
Lin
G. MISCELLANEOUS NOTES
i > 7
1.
0
J
0
J.
Contractor to verify all dimensions with steel building manufacturer before construction
7)
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4.
Do not scale drawings.
5.
NO CHANGES PERMITTED WFHOUT EXPRESS WITTEN PERMISSION
%f %
PRO1 CT , !V('
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Of ONF
r
GENERAL STRUCTURAL NOTES
A.
CODES AND SPECIFICATIONS
1. International Building Code (13C) --- 2000 Edi tion
2. ACi 718--99 Building Code Requirements for Reinforced Concrete
B. DESIGN LOADS
0
Design loods provided by others.
2.
Footing and pier sizes based on steel building reactions provided by steel building
rnonufacturet.
C.
FOOTING& PIERS
1.
Bearing pressure taken as 2000 PSF for column and wall footings, based on 0 sandy
gravel andlor grovel (Table 18-- /--A, Class of Materials #3). Notify Engineer if conditions
encountered are different.
2.
Bear tooting ng on some type of undisturbed soil or rock throughout the entire structure.
D. MATERIALS
1.
Concrete f , c- (28 days) Ftgs & Walls 3000 PSI
Slobs 3500 PSI
2.
Reinforcing Steel (Rebor) ASTM A615 - Grade 60
j.
Anchor Bolts ASTM A307 (Minimum)
E.
REINFORCED CONCRETE
1.
Concrete shall be of ready mix type conforming to ASTM C94.
2.
Comply with ACI 306 Cold Weather Concrete standards ' 'f the mean daily temperature is
expected to drop below 40F F for 3 or more successive days. Place no concrete against
frozen earth.
J.
Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACI 214).
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
lengths not to exceed 20 feet in any direction.
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous through
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
placed at mid-height of the slabs and shall hove on O.D. less than one-third the slob
thickness.
F. REINFORCING STEEL
1.
All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
2.
Provide corner bars at all intersecting corners. use some size bar and spacing as
horizontal wall reinforcement.
J.
Splices of reinforcement at points of maximum stress shall be avoided wherever possible.
to
Minimum lop for splices shall be 40 bar diameters for masonry and 30 bar diameters for
concrete, unless otherwise noted.
4.
All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar,
5.
All vertical reinforcement in columns and walls shall be doweled from the footing or
structure below with rebor of the some size and spacing as required above.
6.
Minimum con ' crete cover for reinforcing bars shall be as specified in Building Code
V)
Z
Requirements for Reinforced Concrete (ACI 318).
7
Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
the Engineer.
8.
All reinforcement to be supported in the forms and spaced with wire or plastic bar
supports conforming to requirements of the ACI Manual of Standard Practice for detailing
reinforced concrete structures (ACI 315). Reinforcement in footing shall be supported on
Q..)
precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual
of Standard Practice.
G. MISCELLANEOUS NOTES
1.
Orient pier details to match building layout.
2.
Refer to steel building manufacturer's anchor bolt pion for anchor bolt size and layout.
J.
Contractor to verify all dimensions with steel building manufacturer before construction
begins. Steel building dimensions hove precedence.
4.
Do not scale drawings.
5.
NO CHANGES PERMITTED WFHOUT EXPRESS WITTEN PERMISSION
OF ENGINEER.
H.
DEFERRED SUBMITTALS
List of deferred submittals (shop drawings) that require Architectural and /or
Engineering review and approval before fabrication or installation begins:
1. Anchor Bolt Plan,
NO TE.
VLRIFY AI- PIER
LAYOUTS BEFORE,
CONS Tf?UC TION
i SEE SCHED
�, SEE SCHED �,
SECTION A-A
An
0
LNG
CONCRETE FOOTING SCHEDULE
20 20'-0'
DEP TH
WIDTH
LENGTH
TOP OF FTC
ELEVA TION
REINFORCEMENT
REMARKS
LONGITUDINAL
TRANSVERSE
F_
9-
1'-9
CONT
F1. F_ PIER 1
F3.
2 - #4
2.
Z
FJ,O
9
3 1 -0 .
3I-0.
SEE PLAN
o
4 #4
1.
F5,0
9
5'- 0'
5'-0"
SEE PLAN
6 - #4
6 14
2.
Hear footing on some type of undisturbed soil or rock throughout the entire structure,
A 2
co
Concrete f'c- (28 day-,' Figs & Walls 3000 PSI
Q
PIER 2
PIER 2 -
2.
Reinforcing Steel (Debar) ASTM A615 Grade 60
F5.0
J.
Anchor Botts ASTM A307 (Minimum)
E. REINFORCED CONCRETE
o
cry
Concrete shall be of ready mix type conforming to ASTM C94.
2.
Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is
PIER 3
FS 0
expected to drop below 40E F for 3 or more successive days. Place no concrete against
PEIR J
FJ, 0
J.
Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACI 214),
L
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
(A)
lengths not to exceed 20 feet in any direction.
LNG
CONCRETE FOOTING SCHEDULE
MARK
DEP TH
WIDTH
LENGTH
TOP OF FTC
ELEVA TION
REINFORCEMENT
REMARKS
LONGITUDINAL
TRANSVERSE
F1.9
9-
1'-9
CONT
SEE PLA
2 - #4
2.
Z
F3.
9
3 1 -0 .
3I-0.
SEE PLAN
4 - #4
4 #4
1.
F5,0
9
5'- 0'
5'-0"
SEE PLAN
6 - #4
6 14
WALL REINF CONT
THRU PIER (NO F
SHOWN FOR CLARITY)
A
#4 CON T, 0 OPENING
#4 NOSING
CONCRE TE S. 0. G.
(SEE FDN PLAN)
SLOPE TO DRAIN
4
lei" PREMOLDED
JOINT FILLER
14 x 24" @ 2' - 0. C.
24 [_
- CONCRETE S.O.G.
(SEE FDN PLAN)
SLOPE TO DRAIN
8" CONCRETE WALL
(SEE DWG NOTES
FOR REQD REINF)
DOOR OPENING DETAIL I
DO NOT SCALE S,
FOUNDATION PLAN
SCALE 114" =
STEEL BUILDING
FRAME BY OTHERS
)A
100'-0'
T.O.S.
-1d
SECTION A-A
\4&
I
Ma�
i 11
SECTION A-A
8'
--Ai 96'- 0
T, O.S.
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SEE SCHED
SECTION B-B
100' -`0"
T. O. S.
(4) #4 VER T
#J nES a 10 ac
(TRIPLE 0 A.8.)
SECTION r4
DO NOT SCALE Si
(1 #4 VER T
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10" O.C.
A.H.)
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• (TRIPL @ A. B.)
----- -(10) #4 VERT
#3 TIES 0 12 O. C.
F (TRIPLE @ A.B.)
SECTION B-B
SECTION A--A
44
SEC TION B -- B
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20437,3
AJO,
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TOM
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100'-0"
T. O. S. .
SEE SCHED
SECTION
DO NOT SCALE Si
GENERAL STRUCTURAL NOTES
A.
CODES AND SPECIFICATIONS
4" Vi
1. International Building Code (113C) 2000 1 dition
2. ACI 718--99 Building Code Requirements for Reinforced Concrett
B. DESIGN LOADS
1.
Design loads provided by others_
Z)
2.
Z
J!
Q)
manufacturer.
C.
FOOTING& PIERS
1.
Rearing pressure taken as 2000 PSF for column and wall footings, based or) 0 sandy
gravel ondlor gravel (Table 18 -I --A, Class of Materials #3). Notify Engineer i conditions
encountered are different.
2.
Hear footing on some type of undisturbed soil or rock throughout the entire structure,
D. MATERIALS
co
Concrete f'c- (28 day-,' Figs & Walls 3000 PSI
Slobs 3500 PSI
2.
Reinforcing Steel (Debar) ASTM A615 Grade 60
J.
Anchor Botts ASTM A307 (Minimum)
E. REINFORCED CONCRETE
cry
Concrete shall be of ready mix type conforming to ASTM C94.
2.
Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is
expected to drop below 40E F for 3 or more successive days. Place no concrete against
frozen earth.
J.
Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACI 214),
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
1
lengths not to exceed 20 feet in any direction.
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous through
the joints. Each construction joint shall be keyed.
6.
Z:_
placed at mid-height of the stabs and shall hove on O.D. less than one-third the slab
thickness.
F. REINFORCING STEEL
1.
All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
2.
Provide corner bars at all intersecting corners. use some size bar and spacing as
horizontal wall reinforcement.
al
J.
Splices of reinforcement at points of maximum stress shall be avoided wherever possible.
Minimum lop for splices shall be 40 bar diameters for masonry and JO bor diameters for
concrete, unless otherwise noted.
4.
All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar.
5.
All vertical reinforcement in columns and walls shall be doweled from the footing or
structure below with rebor of the some size and spacing as required above,
6.
Minimum concrete cover for reinforcing bars shall be as specified in Building Code
Requirements for Reinforced Concrete (ACI 318).
7.
C)
the Engineer.
8,
All reinforcement to be supported in the forms and spaced with wire or plastic bar
c
supports conforming to requirements of the ACI Manual of Standard Practice for detailing
reinforced concrete structures (ACI 315). Reinforcement in footing shall be supported on
U
precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual
of Standard Practice.
G. MISCELLANEOUS NOTES
1.
Orient pier details to match building layout.
2.
Refer to steel building manufacturer's anchor bolt plan for anchor bolt size and layout.
co
0
3.
Contractor to verify all dimensions with steel building manufacturer before construction
begins. Steel building dimensions have precedence.
4.
Do not scale drawings.
c"
5.
NO CHANGES PERMITTED W THOU T EXPRESS WRITTEN PERMISSION
u')
0
H.
DEFERRED SUBMITTALS
W 0
I -K
C)
0
Engineering review and approval before fabrication or installation begins:
C)
E --- 4
7. Anchor Bolt Plan.
Ilk)
PROJ[
C T �40
1
20437,3
AJO,
�1
OF ONF
TOM
T
100'-0"
T. O. S. .
SEE SCHED
SECTION
DO NOT SCALE Si
GENERAL STRUCTURAL NOTES
A.
CODES AND SPECIFICATIONS
1. International Building Code (113C) 2000 1 dition
2. ACI 718--99 Building Code Requirements for Reinforced Concrett
B. DESIGN LOADS
1.
Design loads provided by others_
2.
Footing and pier sizes based on steel building reactions provided by steel building
manufacturer.
C.
FOOTING& PIERS
1.
Rearing pressure taken as 2000 PSF for column and wall footings, based or) 0 sandy
gravel ondlor gravel (Table 18 -I --A, Class of Materials #3). Notify Engineer i conditions
encountered are different.
2.
Hear footing on some type of undisturbed soil or rock throughout the entire structure,
D. MATERIALS
I-
Concrete f'c- (28 day-,' Figs & Walls 3000 PSI
Slobs 3500 PSI
2.
Reinforcing Steel (Debar) ASTM A615 Grade 60
J.
Anchor Botts ASTM A307 (Minimum)
E. REINFORCED CONCRETE
1.
Concrete shall be of ready mix type conforming to ASTM C94.
2.
Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is
expected to drop below 40E F for 3 or more successive days. Place no concrete against
frozen earth.
J.
Conduct all compression tests according to ACI Standard Recommended Practice
for Evaluation of Compression Test Results of Field Concrete (ACI 214),
4.
Control joints in large areas of slab on grade shall be placed in checkerboard fashion in
1
lengths not to exceed 20 feet in any direction.
5.
All construction joints shall be located so as not to impair the strength of the
structure. Unless noted on the drawings, all reinforcement shall be continuous through
the joints. Each construction joint shall be keyed.
6.
No aluminum products shall be embedded in the concrete. Electrical conduit shall be
placed at mid-height of the stabs and shall hove on O.D. less than one-third the slab
thickness.
F. REINFORCING STEEL
1.
All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual
of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315).
2.
Provide corner bars at all intersecting corners. use some size bar and spacing as
horizontal wall reinforcement.
J.
Splices of reinforcement at points of maximum stress shall be avoided wherever possible.
Minimum lop for splices shall be 40 bar diameters for masonry and JO bor diameters for
concrete, unless otherwise noted.
4.
All continuous reinforcement shall terminate with 90 degree return or hook or separate
corner bar.
5.
All vertical reinforcement in columns and walls shall be doweled from the footing or
structure below with rebor of the some size and spacing as required above,
6.
Minimum concrete cover for reinforcing bars shall be as specified in Building Code
Requirements for Reinforced Concrete (ACI 318).
7.
Welding or tack welding of reinforcing bars is prohibited unless specifically approved by
the Engineer.
8,
All reinforcement to be supported in the forms and spaced with wire or plastic bar
c
supports conforming to requirements of the ACI Manual of Standard Practice for detailing
reinforced concrete structures (ACI 315). Reinforcement in footing shall be supported on
U
precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual
of Standard Practice.
G. MISCELLANEOUS NOTES
1.
Orient pier details to match building layout.
2.
Refer to steel building manufacturer's anchor bolt plan for anchor bolt size and layout.
3.
Contractor to verify all dimensions with steel building manufacturer before construction
begins. Steel building dimensions have precedence.
4.
Do not scale drawings.
5.
NO CHANGES PERMITTED W THOU T EXPRESS WRITTEN PERMISSION
OF ENGINEER.
H.
DEFERRED SUBMITTALS
List of deferred submittals (shop drawings) that require Architectural and/or
Engineering review and approval before fabrication or installation begins:
7. Anchor Bolt Plan.
NO TE:
VERIFY AL L PIER
LA YOU TS BEFORE
CONS TRUC F/ON
SEC HON A-A
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Site Plan
Steele Line 1365 S 12th W
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GRAPHIC SCALE
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NOTE: SEWER AND WATER SERVICES CONNECT
TO EXISTING WELL AND SEPTIC DRAIN FIELD.
CONNECTION TO CITY UTILITIES WILL OCCUR
WHEN AVAILABLE.
431.E
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4 , Ong R. o%
"" DRAWN DEM -05 17 CHECKED
DATE
This document or any part thereof In detall DESIGNED WRD -05/17 _
or daetgn aoncspt Is tfy pe
Of the r Group land hd be copied DATE pIM
without Written author(wtlon of APPROVEo
the Dyer Group. DATE poi
TRI —STEEL CONSTRUCTION
REXBURG, IDAHO
DYER
oROUpt&
E NGINEERING • PLANNING • MAN
PROJECT NO.
04039
SITE PLAN I SH EET 1
1
BUILDER / CONTRACTOR RESPONSIBILITIES
IT IS THE RESPONSIBILITY OF THE BUILDER /CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS
COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED
ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT
THAT METALLIC BUILDING COMPANY OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN
PROFESSIONAL FOR A CONSTRUCTION PROJECT.
THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS
REQUIRED.
APPROVAL OF METALLIC'S DRAWINGS AND CALCULATIONS INDICATE THAT METALLIC BUILDING COMPANY
CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS.
(SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.)
WHERE DISCREPANCIES EXIST BETWEEN METALLIC'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER
TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 13 AISC CODE OF STANDARD PRACTICE 9TH ED.)
DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY
METALLIC BUILDING COMPANY ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN
METALLIC BUILDING COMPANY'S ENGINEERS UNLESS SPECIFICALLY INDICATED,
THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH
METALLIC BUILDING COMPANY'S "FOR CONSTRUCTION" DRAWINGS.
PRODUCTS SHIPPED TO BUILDER OR HIS CUSTOMER SHALL BE INSPECTED BY BUILDER IMMEDIATELY UPON ARRIVAL.
CLAIMS FOR SHORTAGES OR DEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO METALLIC IN
WRITING WITHIN FIVE (5) DAYS AFTER RECEIPT OF THE SHIPMENT. HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT
REASONABLE VISUAL INSPECTION WOULD FAIL TO DISCLOSE IT, THEN THE CLAIM MUST BE MADE WITHIN FIVE (5) DAYS
AFTER THE BUILDER LEARNS OF THE DEFECT. METALLIC WILL NOT BE LIABLE FOR ANY DEFECT UNLESS
CLAIM IS MADE WITHIN ONE (1) YEAR AFTER DATE OF THE ORIGINAL SHIPMENT BY METALLIC TO BUILDER
OR HIS CUSTOMER. METALLIC WILL BE GIVEN A REASONABLE OPPORTUNITY TO INSPECT DEFECTIVE
MATERIALS UPON RECEIPT OF CLAIM BY BUILDER.
IF A DEFECT IS OF SUCH NATURE THAT IT CAN BE REMEDIED BY A FIELD OPERATION AT THE JOB SITE WITHOUT
THE NECESSITY OF RETURNING THE MATERIAL TO METALLIC, THEN UPON WRITTEN AUTHORIZATION OF
METALLIC THE BUILDER MAY REPAIR OR CAUSE THE MATERIAL TO BE REPAIRED AND METALLIC
WILL REIMBURSE THE BUILDER FOR THE COST OF THE REPAIR IN ACCORDANCE WITH THE WRITTEN AUTHORIZATION.
ALL BRACING AS SHOWN AND PROVIDED BY METALLIC FOR THIS BUILDING IS REQUIRED AND SHALL BE
INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE.
TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED
FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE
TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST
LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND,
SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY
OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION.
(SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.)
DESIGN OF GUTTER AND DOWNSPOUT IS A FUNCTION OF THE RAINFALL INTENSITY AND AREA TO BE DRAINED.
DESIGN PARAMETERS UTILIZED ARE IN ACCORDANCE WITH THE 1986 LOW RISE BUILDING SYSTEMS MANUAL AND /OR
THE 9TH EDITION OF THE ARCHITECTURAL GRAPHIC STANDARDS, AS APPLICABLE. PROPER OWNER MAINTENANCE
DICTATES THAT THE DRAINAGE SYSTEM BE KEPT FREE AND CLEAR OF DEBRIS AND /OR ICE AT ALL TIMES TO ENSURE
PROPER FUNCTION OF THE GUTTER AND DOWNSPOUT. IN THOSE CASES WHERE THE OWNER /TENANT OF A PROPERTY
IS UNWILLING OR UNABLE TO PROVIDE PROPER MAINTENANCE, ELIMINATION OF GUTTER SHOULD BE CONSIDERED
AS AN ALTERNATIVE.
PRODUCT CERTIFICATIONS
METALLIC BUILDING COMPANY IS A MEMBER OF THE METAL BUILDING MANUFACTURERS ASSOCIATION.
METALLIC BUILDING COMPANY'S FABRICATION AND PRODUCTS ARE COVERED BY ONE OR MORE OF THE FOLLOWING
CERTIFICATIONS:
1. APPROVED FABRICATOR OF PREFABRICATED BUILDINGS AND COMPONENTS. REFERENCE ICBO REPORT NO. FA -337
2. SBCCI COMPLIANCE REPORT NO. 9461A
3. AISC METAL BUILDING CERTIFICATION PROGRAM
4. CITY OF HOUSTON APPROVED FABRICATOR (REGISTRATION NO. 164)
5. WISCONSIN PRODUCT APPROVAL NUMBER 200231 -M
6, CLARK COUNTY, NEVADA APPROVED FABRICATOR
7. CITY OF LOS ANGELES, CALIFORNIA APPROVED TYPE 1 FABRICATOR (LA #1604)
8. CANADIAN WELDING BUREAU CERTIFICATION TO CSA STANDARD W47.1 IN DIVISION 1 (SYMBOL PY72(HOUSTON, TX))
9. TEXAS DEPT. OF INSURANCE PRODUCT EVALUATION RC -15
APPROVAL NOTES
THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS:
A) IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS:
1) BE MADE IN CONTRASTING INK.
3) HAVE ALL INSTANCES OF CHANGE CI FART Y INDICATED.
2) BE LEGIBLE AND UNAMBIGUOUS.
B) DATED SIGNATURE IS REQUIRED ON ALL PAGES.
C) MANUFACTURER RESERVES THE RIGHT TO RE- SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED
TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE.
D) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT METALLIC HAS CORRECTLY
INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS
DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED
BY MANUFACTURER.
E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE
CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS
SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE
DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING
APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER
DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH
USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO
MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE
CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE
CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER.
GENERAL NOTES
THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS
STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR
REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE
DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER.
METALLIC BUILDING COMPANY WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED.
THIS METAL BUILDING IS DESIGNED WITH METALLIC BUILDING COMPANY'S STANDARD PRACTICES WHICH ARE BASED
ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES.
1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION
OF STRUCTURAL STEEL FOR BUILDINGS"
2. AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS"
3. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE" AWS D1.1.
4. METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE BUILDING SYSTEMS MANUAL"
5. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "UNIFORM BUILDING CODE"
6. SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL "STANDARD BUILDING CODE"
7. BUILDING OFFICIAL AND CODE ADMINISTRATORS INTERNATIONAL: "BOCA NATIONAL BUILDING CODE"
8. NATIONAL BUILDING CODE OF CANADA.
MATERIAL PROPERTIES OF STEEL PLATE USED IN THE FABRICATION OF PRIMARY RIGID FRAMES, AND OTHER PRIMARY
STRUCTURAL EXCLUSIVE OF COLD- FORMED SECTIONS, CONFORM TO ASTM -A529 OR A -572 . FLANGES WITH
THICKNESS OF ONE INCH OR LESS AND WIDTH OF 12" OR LESS CONFORM TO A -529 WITH A MINIMUM YIELD POINT OF
55,000 psi. FLANGES GREATER THAN 1" IN THICKNESS OR 12" IN WIDTH CONFORM TO A -572 WITH A MINIMUM YIELD
POINT OF 50,000 psi. FLANGES WITH THICKNESS OF 2" 1 WIDTH OR LESS AND A WIDTH GREATER THAN 12" CONFORM
TO 136 WITH A MINIMUM YIELD POINT OF 42,000 psi. WEB MATERIAL CONFORMS TO ASTM -A36 MODIFIED WITH A
MINIMUM YIELD POINT OF 46,000 psi. OR ASTM -A1011 GR 50.
MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM -A53 TYPE E, GRADE B WITH A MINIMUM YIELD POINT
OF 35,000 psi.
MATERIAL PROPERTIES OF HOT ROLLED STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM -A992
WITH A MINIMUM YIELD POINT OF 50,000 psi.
MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO ASTM -A1011
GRADE 55 MODIFIED WITH A MINIMUM YIELD POINT OF 57,000 psi.
MATERIAL PROPERTIES OF ROOF /WALL SHEETING, BASE METAL CONFORM TO ASTM -A792 GRADES 50 OR 80 WITH
MINIMUM YIELD POINTS OF 50,000 psi AND 80,000 psi RESPECTIVELY, AS REQUIRED BY DESIGN. COATING OF BASE
MATERIAL IS 55% ALUMINUM -ZINC ALLOY IN ACCORDANT -E WITH AZ55 FOR UNPAINTED OR AZ50 FOR PAINTED
SPECIFICATIONS.
CABLE UTILIZED FOR BRACING CONFORMS TO ASTM A475.
ROD AND ANGLE UTILIZED FOR BRACING MEMBERS CONFORM TO ASTM A36.
STRUCTURAL JOINTS WITH A.S.T.M. A -325 HIGH STRc_NGTH BOLTS, WHERE INDICATED ON THE DRAWINGS, SHALL BE
ASSEMBLED AND THE FASTENERS TIGHTENED IN ACCORDANCE WITH "TURN -OF -NUT" METHOD AS DESCRIBED IN THE
SPECIFICATION FOR STRUCTURAL JOINTS USING A.S.T.M. A -325 OR A -490 BOLTS (11- 13 -85), UNLESS OTHERWISE
NOTED. ALL JOINTS WILL BE ASSEMBLED WITHOUT WASHERS UNLESS OTHERWISE NOTED.
ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS ANT' CABLE SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE
CORROSION INHIBITIVE PRIMER, MEETING THE PERFORMANCE REQUIREMENTS OF TTP -636.
SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS
STIPULATED OTHERWISE IN THE CONTRACT.
BUILDING DESCRIPTION: END FRAME TYPE
BASIC SIZE: WIDTH LENGTH HEIGHT ROOF PITCH L RIGHT
BLDG. "A" HS 60' -0 40' -0 12' -0 E.H. 2:12 (RS) NON - EXP. M. FRAME NON - EXP. M. FRAME
WARNING IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND
COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH
GALVALUME STEEL PANELS. EVEN RUN -OFF FROM COPPER FLASHING, WIRING, OR TUBING O NTO GALVALUME SHOULD BE AVOIDED.
BASE CONDITION: SHEETING: BLANK TYPE INSULATION:
NO SHEETING RECESS 24 Gu ULTRA -DEK" PANEL CLASSIC GREEN ROOF NONE BY MANUFACTURER O B OTHERS EX ROOF Er WALL N A UL
26 Ga NO PANELS WALL SELF DRIL SCREWS * ZINC CA
TAPE SEAL: r* TRIM: (1/8" POP RIVETS AT SPLICES) MEMBER ROOF( t+ ) STITCH ROOF( e. ) ANCHOR BOLTS
3/8" O 26 Go CLASSIC GREEN RAKE MEMBER WALL( N/A ) STITCH WALL( N/A ) BYO S
1" 26 G3 CLASSIC GREEN EAVE RAKE TO ROOF: *a RAKE TO WALL: N/A
ING
WARRANTIES 26 Go N/A GUTTER GUTTER TO ROOF: N/A G UTTER STRAPS: N/A MBNUBACT REf
U.L. 90 No 26 Ca N/A DOWNS. CORNER TRIM: N/A R AKE ANGLE: ME MBER O
20 YR ROOF NO 26 Ga N/A CORNER PRIMARY: ® RED = GRA O GALV,
20 YR WALL I NO 26 Ca N/A ACCESS SECONDARY. ® RED 0 GRA O GALV.
** SEE MANUAL "ULTRA -DEK"
CLIP: HIGH FLOATING
BUILDING LOADS
THIS IS TO CERTIFY THAT THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS
INDICATED AND APPLIED AS REQUIRED BY IBC -2000
THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS
MANUFACTURED BY THE BUILDING MANUFACTURER AND AS SPECIFIED IN THE CONTRACT, ACCESSORY ITEMS SUCH AS
DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS, VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER
PARTS OF THE PROJECT NOT PROVIDED BY THE BUILDING MANUFACTURER SUCH AS FOUNDATIONS, MASONRY WALLS,
MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHOULD BE ERECTED
ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE BUILDING MANUFACTURER'S DESIGN MANUAL, THE
ATTACHED DRAWINGS, AND GOOD ERECTION PRACTICES.
THE CONTRACTOR AND /OR ENGINEER OF RECORD IS TO CONFIRM THAT
THESE LOADS COMPLY WITH REQUIREMENTS OF THE LOCAL BUILDING DEPT.
ROOF DEAD l CAD 2.5 PSF ( FOR ROOF PANELS AND PURLINS) DRAWING INDEX
COLLATERAL DEAD I OAD - PSF BASED ON TRIBUTARY AREAS: ISSUE PAGE DESCRIPTION
ROOF I IVF I naD 0 -200 SQ. FT.___20PSF 0 CI of 1 COVER SHEET
201 -600 SO. FT. ---- IBC2000 (EQ. 16 -6)
PRIMARY FRAMING 20 PSF OVER 600 SQ. FT.____12 PSF
SECONDARY FRAMING 20 PSF 0 ES -1 INSTALLATION PROCEDURES
AUXll IARY I IVF I CAD - PSF
GROUND SNOW I CAD 50 PSF ( C e = 0.9 ) 0 F1 of 2 ANCHOR BOLT PLAN
0 F2 of 2 BASE E DETAILS AND REACTIONS
ROOF SNOW I OAD - PSF Thermal Factor, Ct = 1.10
WIND I OAF) 90 MPH, EXPOSURE C 0 Et of 4 ROOF FRAMING PLAN
SEISMIC 7 0NF - A A, 0 E2 of 4 SIDEWALL &ENDWALL FRAMING
Seismic Seismic Seismic Special Response Special Response D E3 of 4 CROSS SECTION
Use Site Design Aceleration at Aceleration at 0 E4 of 4 CROSS SECTION
SAFETY COMMITMENT Group I Class D Cate D Short period, Ss= 58.8 % 1.- Second period, S1= 17.6 %
METALLIC BUILDING COMPANY HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE
SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE
CONTROL OF METALLIC BUILDING COMPANY.
IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP
PRIORITY OF ANY JOB SITE.
LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE
WORKER SAFETY.
MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING.
EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES.
DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER
SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLICABLE,
ARE RECOMMENDED.
RAIN FALI INTENSITY IS EQUAL TO 4 INCHES PER HOUR FOR A 5 MIN DU A110N (F YEAR MEAN RECURRCNCCI Basic Estructural System Ordinary Moment Frames (OMRF), R= 4.0 00 =3.0
IMPORTANCF FACTORS
WIND LOAD 1.0
SNOW LOAD 1.0 Response Modification Factor (R)
SEISMIC LOAD 1.0 Deflection Amplification Factor (Cd)
Analysis Procedure - Equivalent Lateral Force
M 77ANIN GADS
LIVE LOAD N/A PSF DEAD LOAD N/A PSF
CRANE INFORMATInN N/A
1 0 1 S -1 to S -4 I STANDARD DETAILS
NOTES
_ _ 7 ROOF SNOW LOAD HAS BEEN UTILIZED FOR DETERMINATION OF SEISMIC DESIGN FORCES.
DRAWING STATUS
FOR APPROVAL NO. DATE
THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT 0
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT - 0 11
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE.
FOR PERMIT
THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE.
[: fl FOR f.ONSTRN('TION�
FINAL DRAWINGS.
OVERALL PROJECT.
DESCRIPTION BY CK'D metallic building company
FOR CONSTRUCTION
FOR CONSTRUCTION ZAV DVB ZIP FAIRVIEW •HOUSTON, TEXAS • P.O. BOX 40338
ZIP 77041 (713) 466 -7788 ZIP 77240
DESCRIPTION COVER SHEET
SIZE SEE BUILDING DESCRIPTION AB _
CUSTOMER TRI -STEEL CONSTRUCTION CO. INC. _ SAME _
LOCATION REXBURG ID. 1 CAD BY LFC
ORN. BY CK D BY DATE SCALE JOB NO. PH BLDG,DESC. SHEET NO ISSL
NONE 3305 - 220165 A Cl of 1 0
0500158
Steele Line 1365 S 12th W
In order to give you prompt services and keep problems to a minimum, please handle any shortages or
back charges in the following manner:
Carefully check your packing list while unloading. Mark any items, which appear to be missing and notify
the Customer Service Deportment at 1 -800- 777 -9378 as soon as possible. Calling someone else could
delay the proper response.
I. SHORT MATERIALS - Immediately upon delivery of material, quantities are to be verified by the
Customer against quantities that are billed on the shipping document. Neither the Manufacturer nor the
carrier is responsible for the material shortages against the quantities billed on shipping document if such
shortages are not noted on shipping documents when the material is delivered, and then acknowledged by
the carrier's agent. If the carrier is the Manufacturer, claims for shortages are to be made by the customer
to the common carrier. If the material quantities received are correct according to the quantities that are
billed on the shipping documents, but are less than the quantities ordered or the quantities that are
necessary to complete the metal building according to the Order Documents, claim is too be made of the
Manufacturer.
IL DAMAGED OF DEFECTIVE MATERIAL - Damaged or defective material regardless of the degree of
damage, must be noted on the shipping documents by the Customer and acknowledged in writing by the
carrier's agent. The Manufacturer is not responsible for material damaged in unloading of packaged or
nested materials, including, but not limited to: fasteners, sheet metal, "C" & "Z" sections & covering panels
that become wet and /or damaged by water while in the possession of others. Packaged or nested material
that becomes wet in transit must be unpacked, unstacked and dried by the Customer.
If the carrier is the Manufacturer, the Customer must make claim for damage directly to the Manufacturer.
If the carrier is a common carrier, the Customer must make the claim for damage to the common carrier.
The Manufacturer is not liable for any claim whatsoever including, but not limited to labor charges of
consequential damages resulting from the Customer's use of damaged of defective materials that can be
detected by visual inspection.
III. EXCESSIVE MATERIAL The Manufacturer reserves the right to recover any material delivered in
excess or those required by the Order Documents.
IV, INITIAL CLAIM - In the event of error the Customer must promptly make a written or verbal "Initial
Claim" to the Manufacturer for the correction of design, drafting, Bill of Materials of fabrication error
The "Initial Claim" includes:
1. Description of the nature and extent of the errors, including quantities.
2. Description of the nature and extent of proposed corrective work including estimated man - hours.
3. Material to be purchased from other than the Manufacturer, including estimated quantities and cost.
4. Maximum total cost of proposed corrective work and material to be purchased from other than the
Manufacturer.
ES01
In Orden de darle on mejor servicio y reducir los problemos at minima, par favor dingla cuolquier falla o
exceso de material de to siguiente manero:
Cheque cuidadosomente sus paquetes mieniras son descargados. Marque cualquier objeto que parezco
no encontrarse, si asi es, Rome y notifique al Departamento de Servicio at cliente el numero es
1- 800 -777 -9378 tan pronto como le sea posible. Llamando podria ahorrarse tiempo at encontor un
responsable de la folta de material.
1. FALTA DE MATERIAL - Inmediatamente despues de to entrego del material, el cliente debe verificar
que sus cantidades seen los mismas que aparecen facturadas en to Orden de compra. Ni el fabricante , ni
el transportisto son responsobles del material foltante que aparece facturado en el recibo, si la folta es
rich icado en el documento cuando el material es entregado y es admitido par el transportista. Si el
trans ortista es el fabricante las r
ue as fa to de material reran hechas or el cliente e tr
p q j par p me a l ansporfista.
Si las cantidades de moteriales recibidos son correctos de acuerdo a las cantidades facturadas en to
recibo , pero el material ordenado es menos del requerido para completer la construccion de acuerdo a la
Orden de compra, las quejas seran hechas at fabricante.
II. MATERIAL DANADO 0 DFFECTUOSO - Material donado a defectuoso, de acuerdo al grado
defectuosidad en que se encuentre, debe ser notificado en el recibo par el cliente y admitido par escrito
par el transportista. El fabricante no se hose responsable par el material donado en to descargo de los
paquetes o mientras estos son empocados, inluyendo, pero no limitodo solo a eso, fasteners, laminas ,
secciones de "C" y "Z" y cubiertas que se Trojan o donan par el aqua mieniras se encuentron en posesion
de olros. Material empocado que se moje mienras se troslada, debero ser desempocado, separado y
secado par el cliente.
Si el fabricante es el transportsto, el cliente debero hater la queja par defectuosidad directomente at
fabricante. Si el transportisto es el agente transportisto o el encorgado del translado del moterial, el cliente
debero baser to queja al antes mencionodo. El fabricante no es responsable de ningun tipo de queja, no
se limits a los danos consecuentes resultado del use de material donado o defectuoso par el cliente ,si
esas danos son detectodos par inspeccion visual.
III. MATERIAL EN EXCESO - El fabricante se reserva el derecho de recover o recobror cuolquier material
que foe entregodo en exceso de acuerdo at requerido en to Orden de compra.
IV. OUEJA INITIAL - Al percatarse del error el cliente rapidamente debero hater, ya sea par escrito 0
verbal Una queja inicial at fabricante porn to correcion del diseno, dibujo, facturacion del material o error
de fabrication. Lo queja inicial incluye:
i. Lo description de to noturolezo y grado de error, incluyendo contidades.
2. Description de to naturalezo y el grado de correcion del trabajo propuesto, incluyendo estimation hombre -horn.
3. Material que sera comprodo a otro que no sea el fabricante, incluyendo cantidades estimadas y costos.
4. Costo total maximo propuesto de la correcion del trabajo y material que sera comprodo a otro que no
sea el fabricante.
ES01
AUTHORIZATION FOR CORRECTIVE WORK If the error is the fault of the Manufacturer, an
"Authorization for Corrective Work" must be issued in writing by the Manufacturer to authorize the
corrective work at a cost not to exceed the maximum total cost set forth.
Alternative corrective work other than that proposed in the "Initial Claim" may be directed by the
Manufacturer in the "Authorization of Corrective Work." Only the Customer Service Department may
authorize corrective work.
y. FINAt CLAIM - The 'Final Claim" in writing must be forwarded by the Customer to the Manufacturer
within ten (10) days of completion of the corrective work authorized by the Manufacturer.
The "Final Claim" must include:
1. Actual number of man –hours by date of direct labor use on corrective work and actual hourly rates of pay
2. Taxes and insurance an total actual direct labor.
3. Other direct costs on actual direct labor.
4. Cost of material (not minor supplies) authorized by the Manufacturer to be purchased from other than
the Manufacturer, Including copies of paid Invoices.
5. Total actual direct cast of corrective work (sum of 1, 2, 3 & 4). The "Final Claim" must be signed and
certified true and correct by the Customer. "Final Claims" are credited to the Customer by the
Manufacturer in on amount not to exceed the lesser of the maximum total cost set forth in writing in the
"Authorization for Corrective Work" or total actual direct cost of corrective work.
6. Cost of equipment (rental or depreciation), small tools, supervision, overhead and profit are not
subjected to claims.
VI. STRU FRAMING SHOP PRIMER The Primers supplied by NCI are not intended to provide the uniformity
of appearance of a finish coal nor to provide extended protection if subjected to prolonged exposure. If
immediate erection of steel is not possible, it must be protected from exposure to atmospheric and /or
environmental conditions that may be detrimental to paint performance. These conditions would include, but
not be limited to, prolonged exposure to ultra - violet light due to possible fading and or spotting or standing
water resulting in spotting, peeling or localized surface oxidation.
The MBMA Commentary states that:
"...the manufacturer is not responsible for the deterioration of the shop coat of primer or
corrosion that may result from exposure to atmospheric and environmental conditions, nor
the compatibility of the primer to any field applied coating...
The AISC, Code of Standard Practice further states that:
"...the shop coat of paint is the prime coat of the protective system. It protects the steel
for only a short period of exposure...
Primer touch -up due to transit abrasions and /or scratching during loading and unloading is to be expected.
Primer touch -up is not the responsibility of NCI. Additional guidelines for the handling and storage of steel
components can be found in both the MBMA Commentary and the ASC Code of Standard Practice.
VIL SHIPMENT ARRIVAL TIME – Every effort will be made to see that the carrier arrives at the jobsite on
the requested day and at the requested hour. Manufacturer makes no warranty and accepts no
responsibility for costs associated with a shipment not arriving at a requested time unless a separate
agreement has been made in writing for a guaranteed arrival time.
ES02
S TRUCTURAL - A great amount of time and trouble can be saved if the building parts are unloaded at the
building site according to a pre- orronged plan. Proper location and handling of components will eliminate
unnecessary handling.
NOTE: Piece marks are stenciled on primary structural members at lower end, V -0" from end.
Inspect all shipments prior to releasing the tie –downs for loads that may have shifted during transit!
REMEMBER, SAFETY FIRST(
Blocking under the columns and rafters protects the splice plates and the slab from damage during the
unloading process. It also facilitates the placing of slings or cables around the members for later lifting and
allows members to be bolted together into sub - assemblies while on the ground. Extra care should always
be exercised in the unloading operation to prevent injuries from handling the steel and to prevent damage
to materials and the concrete slab.
DRAINAGE
ELEVATE
TARP —;—
AIR CIRCULATION
If water is allowed to remain for extended periods in bundles of primed parts such as girts, purins, etc., the
pigment will lade and the paint will gradually soften reducing its bond to the steel. Therefore, upon receipt
of a job, all bundles of primed parts should be stored at an angle to allow any trapped water to drain away
and permit air circulation for drying. Puddles of water should not be allowed to collect and remain on
columns or rafters for the same reason.
The coat of shop primer is intended to protect the steel framing for only a short period of exposure to
ordinary atmospheric conditions. The coat of shop primer does not provide the uniformity of appearance,
or the durability and corrosion resistance of a field applied finish coat of paint over a shop primer.
The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that may
result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to
any field applied coating. Minor abrasions to the shop coat caused by handling, loading, shipping,
unloading and erection after painting are unavoidable.
ES03
UESGARGA, MANED Y ALMACEN DE MATERIAL
ESTHUCTURA - Una gran contidad de tiempo y problemas pueden ahorrarse si las piezas son
descargodas en el lugar de to construccion de acuerdo a on plan pre arreglado. Lugar y manejo
apropiado de los componentes eliminaron monejos o movimientos inecesarios.
NOTA Jos pezas deberan ester marcadas en los demenlos principales de to estructura en to parte inferior de Jos mismos, a l' -0" del final.
Inspeccione primeramente todos los emborques antes de descargar y desatar los elementos ya que
pudieron haberse movido durante el recorrido. B£Ctl£BO£ S£6UB1DAD £S Pk1xl£NO
Las separaciones o calzas de madera que se colccan bajo Jos columnar y rafters evitan un dano en las
planchas de coneccion al descargar los materiales. Esto tombien facilita to localization de slings o cables
alrededor de los miembros Para despues levantor y permitir a Jos miembros ser atornillados juntos dents
de sub- montojes, mieniras estan en tierra. Extra- cuidodo debero ser siempre aplicado en la operation de
descargo Para prevenir danos par el manejo del acero asi como porn prevenir donor Jos materiales y el
concreto. DRENAR
rte'
ELEVAR
CUBIERTA
/ ` ° - CIRCULACION DE AIRE
Si el aguo puede permanecer par periodos considerables en nervaduras o hendiduras de las portes
principoles como girts, purlins, etc. el pigmento follara y to pinturo se suavizaro groduatmente reduciendo
to union con el acero, par to tonto recibido el material todos as hendiduras de estos piezas deberon ser
almocenados en un angulo que permits que cuolquier aqua Puerto drenarse y permitir to circulation de
aire Para secorse. No debera permitirse que el aqua se colocte y estanque en los columnas y rafters par
to misma razon .
Lo capa de shop primer intenta proteger at marco de acero par on determinado tiempo de exposition a
condiciones atmosfericas ordinarias. Lo capa de shop primer no proporciona uniformidad de apariencia,
durabilidad y resitencio a la corrosion como one capa final de pintura hecha en el compo sabre el shop
primer.
El fabricante no se responsobiliza del deterioro de to cape de de primer o de to corrosion que puede
resultor de la exposition a las condiciones otmosfericas y of media ambiente, ni to compatibilidod del
primer a cualquier capa de pintura oplicado en to obra. Menores abrosiones de to ultima capa cousadas
par monejo, cargo, embarque, descargo y erection del material despues de la Jointure son inevitables.
Retoques de estas abrosiones menores son responsabilidad del cliente final. El acero primario el cual es
almacenado en to obra durante la erection del edificio, debero mantenerse libre de tierra asi como en on
ES03
Touch -up of these minor abrasions is the responsibility of the End Customer. Shop primed steel which is
stored in the field pending erection should be kept free of the ground, and so positioned as to minimize
water - holding pockets, dust, mud, and other contamination of the primer film. Repairs of damage to primed
surfaces and /or removal of foreign material due to improper field storage or site conditions are not the
responsibility of the Manufacturer.
All primer should be touched up as required before erection!
Manufacturer's wall and roof panels including color cooled, galvalume & galvanized, provide excellent
service under widely varied conditions. All unloading & erection personnel should fully understand that
these panels oie quolity merchondlse, which merits cautious core in handlinq .
Under no circumstance should panels be handled roughly Packages of sheets should be lifted off
the truck with extreme care taken to insure that no damage occurs to ends of the sheets or to side ribs.
The packages should be stored off the ground sufficiently high to allow air circulation underneath the
packages. This avoids ground moisture & deters people from walking on the packages. One end of the
package should always be elevated to encourage drainage in case of rain.
All stacked metal panels are subject, to some degree, to localized discoloration or stain when water is
trapped between their closely nested surfaces. NCI exercises extreme caution during fabricating and
shipping operations to insure that all panel stock is kept dry. However, due to climatic conditions, water
formed by condensation of humid air can become trapped between stacked sheets. Water can also be
trapped between the stacked sheets when exposed to rain. This discoloration caused by trapped moisture
is often called wet storage stain.
The stain is usually superficial & has little effect on the appearance or service life of the panels as long as
it is not permitted to remain on the panels. However, moisture in contact with the surface of the panels
over an extended period can severely attack the finish & reduce the effective service life. It is imperative
that all panels are inspected for moisture upon receipt of the order. If moisture is present, dry the panels at
once & store in a dry, warm place.
CAUTION: Care should always be token when walking on panels. Use safety lines and nets when
necessary! Panels are slippery. Oil or wax applied to the roof & wall panels for protection against weather
damage will make them a very slippery surface. Wipe dry any oil that has puddled from bundles stored on
a slope. Dew, frost, or other forms of moisture greatly increase the slipperiness of the panels. Always
assume panel surface is slippery & act accordingly. Never walk or step on skylights or translucent panels!
Think safely!!
Use wood blocking to elevate & slope the panels in a manner that will allow moisture to drain. Wood
blocking placed between bundles will provide additional air circulation. Cover the stacked bundles with a
tarp or plastic cover leaving enough opening at the bottom for air to circulate.
When handling or uncrating the panels, lift rather than slide them apart. Burred edges may scratch the
ESO4
sitio con minima aqua, polvo , lodo y otros contominantes que afecten la primers cape. Reparaciones de
danos a to primera superficie y/o to elimination de materiales ajenos a estos ,debido of incorrecto
almocenamiento en obm o a las condiciones del lugar no son responsabilidad del fabricante.
Todo acero primario debero ser retocado como se requiero antes de la construccion
Cubiedas de Techos y Paredes
Paneles de paredes y techos del fabricante incluyendo capa de color galvalume y golvanizado
proporciona un servicio excelente bajo Una extensa variedad de condiciones. Todo personal de descargo
y erection de material debero entender completamente que estos paneles son pioductos de calidod ,
los cuoles amenton cuidodo of manejorse.
Bola ninguna circunstancia d b a monejarse de manera aspen a accidentado Los paquetes de
lamina deben ser levantodos del carrion con extremo cuidado asegurandose que ningun dano ocurra , ni
a las un
p tar ni a las nervoduras de las mismas.los paquetes deberan almacenorse to suficientemente
alejados de to superficie de tierra pora permitir to circulation de aire bajo los paquetes, esto evita la
humedod de la tierra e impide que to genie amine sabre los paquetes. Una de las extremos del paquete
de laminas debero ester siempre elevado pars drenor el aguo en caso de Iluvia
Todo paquete o monton de paneles metal estan sujetos en aigun grado a sufrir ciertas decoloraciones o
manchas cuando el ague esto atropodo entre sus superficies mas cerconas. NCI provee extreme
precaution durante to fabrication y el periodo de embarque asegurandose que todo panel apilodo se
mantengo seco. De cualquier manera debido a !as condiciones climaticas y a to condensation de aire
hurredo , el aqua puede quedarse atropodo entre las laminas apiladas y to mismo sucedera si estos se
exponen a la Juvia. Lo decolarocion cousodo par to humedod atrapado es frecuentemente Ilamada
mancha de humedod guardada.
Lo mancho es usualmente superficial y tiene un pequeno efecto en to oporiencia o duration del panel
siempre y cuando no se permits que In mancho permanezca en el panel. De cualquier manera el contacto
de to humedod con to superficie de los paneles durante on periodo largo puede donor severamente el
acabodo y reducir to duration de villa. Par to tanto es necesori que todos los paneles sean
inspeccionodos par humedod al recibir el embarque. Si se presents humedod procedo a secar los paneles
inmediatomente y almocenelos en un lugar seco y colido.
PRECAUCION: Siempre debe tenerse cuidado cuando se amine sabre los paneles, use redes y lineal
de seguridad cuando sea necesariH Los paneles son resbaladizos. Aceite o sera oplicados a los paneles
del fecha a Paredes Para protegerlos contra danos cousados por el ciima los haran superficies muy
resbaladizas. Seque cualquier aceite que se pudo haberse acamulodo par aimacenarse en declive. Rocio,
hielo o cualquier otra forma de humedod ineremento que las superficies de los paneles se vuelvan mas
resbaladizos. Asuma siempre que to superficie del panel es resbaloza y acfue de ocuerdo a esto. Nunca
pise o amine sabre skylights a paneles tronslucidos, Piense seguro!!!!!!!
Use bloques de madera Para elevar a inclinor los paneles de manera que permits drenar to humedod.
Colzos de madera entre las picas ce paneles permitiro circulation de aire adicionol. Cubra las picas con
una cubierta plostica dejando suficientemente obierto el Tondo pars permitir to circulation de afire.
Cuando se manejan o separen los paneles, no los deslize de manera que se separen mejor levantelos, el
sobrante en los orillas podria rallor Ins superficies cuando las laminas se deslizon separandose Una
ESO4
coated surfaces when sheets are slid over one another. Never allow panels to be walked on while on the
ground.
Rough & improper handling of a panel is inexcusable & a prime example of poor job supervision.
Correct fastener installation is one of the most critical steps when installing roof panels. Drive the fastener
in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene
around the washer is a good visual tightness check.
Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700 -2000
should be used for self - drilling screws. A 500 -600 RPM fastener driver should be used for self- tapping
screws. Discard worn sockets, these can cause the fastener to wobble during installation.
9;;U P:
�� :__
CORRECT DEGREE OF TOO TIGHT TOO LOOSE
NOTE S LIGH T IGHTNE OF SEALANT SQUEEZED TOO THIN SEALANT IS NOT
SEALANT EXTRUDES FAR BEYOND COMPRESSED TO
FASTENER FEAD FORM SEAL
NOTE: Aiwa remove emove metal filings from surface of panels at the end of each work period. Rusting filings can destroy
the ,JA ST finish SEALANT warranty.
Proper mastic application is critical to the weather tightness of a building. Mastic should not be stretched
when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be
installed in a day. During warm weather, store mastic in a coal dry place. During cold weather (below 60')
mastic must be kept warm (60' -90') until application. After mastic has been applied, keep protective paper
in place until panel is ready to be installed.
ALIGNING THE GIRTS
Installation of the building walls is generally done before the roof. Before starting the wall installation,
check to be sure that the eave strut and girts are straight and plumb. One method of aligning the girts is to
cut temporary wood blocking to the proper length and install between the lines of girts. This blocking can
be moved from bay to bay which will reduce the number of pieces required. Normally, one line of blocking
per bay will be sufficient. Bonding can also be used to hold the girts straight and plumb.
NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks
after panel installation will cause oil canning.
FRAME
STRUT —,,/
ES05
WOOD BLOCKING
de otra. Nunca permits que pisen sabre los paneles mien Is estan sabre tierra. Un rudo e inapropiodo
manejo de JOS paneles es imperdonoble y on buen ejemplo de male supervision de trabajo.
INSTA A .ION DE HAS
Lo correcto colococion de pijas es one de los pesos mas mportantes en la instalocion de un techo. Gire la
pija haste que este opretado y to arandela o washer este firmemente asentada. No sobregire o opriete en
exceso las pijas. Para shear de manero de visual que los elementos esten correctamente colocados use
Una sellador de neopreno alrededor de to orendela.
Siempre use las herramientas opropiodas pars instalar pijas. Un destornillador electrico con on RPM de
1700 -2000 debero utilizarse pars self - drilling screws. Un 500 -600 tornillodor se usam en el caso de Jos
pijas self- taping. Descarge y remueva Jos empoques usados en el atornillador, estos pueden causar que
to pieta tien a Traverse a mantenerse inconstante durante to instalocion. _
LQ LLD W 0 Tff = T
BANGULO CORRECTO MUY AJUSTADO MUY HOLGADO
DE AJUSTE EL SELLADOR ESTA MUY APRETADO Y EL SEUADOR NO ESTA
NOTE EL DEL GADO SOBRESALE FUERA DE FUERA DE LA COMPRIMIDO PARA FORMAR
CIRCULO DE SELLADOR CABESA DE U% PIJA EL SELLO
NOTA! Siempre remueva las limaduras de metal que quedan sabre la superficie de los paneles al final de cads
periodo de trabajo. Las limaduras pueden destruir el ocabodo final y anular cualquier garantio.
SELLAD
AD OR
Lo apropiado oplicocion del sellador es de gran importoncio en to impermiabilidad de un edificio. EI
sellador no debe estirarse cuando se esto instolando. Aplique solomente sabre superficies limpias y
secas. Mantenga solamente to contidad de sellador que se colocara ese dia. Durante clama colienle,
olmacenelo en un lugar f6o y seco. Durante clima f6o (abajo de 60' el sellador debe mantenerse caliente
(60' -90') hasta su oplicacion. Despues de que el sellador hallo side oplicado, mantengo to cubierta o
papel protector haste que el panel este listo porn instalorse.
ALINIAMIENTO DE LOS AMARRES
Lo instalocion de las Paredes de el edificio es generalmente hecho antes que el techo. Antes de empezor
con to instalocion de los poredes, asegurese que el olero y el amarre esten erguidos y nivelados. Un
methoo porn alinear los amarres es cortor calzas de manero del mismo largo de los amorres estas
estaron temporalmente instaladas entre los ellos . Estes bloques de madera podron ser removidos de Una
bohio y vueltos a user en otra to cuol reduciro el numero de piezas requeridas. Normalmente, uno linea de
bloques de madera par bohia serion suficiente. Estas ataduras podran ser solo usadas porn mantener o
sostener los amarres rectos y nivelados.
NOTA! Calzas o bloques de madera temporales entre los amorres no son recomendables en paneles con pijas
ocuitas. El movimiento de estos bloques despues de to instalocfon del panel podria causar hendiduras
en los amarres. 1\ —
ES0
ALLTORIZACION PARA C.ORRECCION OF TRABAJOS – Si el error es culpa del fabricante, Una
autorizacion Para correcion de trabajo, debero ser emitida en escrito par el fabricante , Para autorizar to
correcion siempre y cuando no excedo el costo total maxima esfablecido.
El fabricante en to autorizocion de correcion de trabajo, puede corregir el trabajo de acuerdo y solamente
en to estoblecido en la queja inicial, El Departamento de Servicio al cliente es el unico que puede
outorizar la correcion de on trobojo.
V OUEJA FINAL - La queja final escrito debe ser enviada par el cliente at fabricante con 10 Bias de
anticipocion antes de completer to correcion del trabajo. Lo queja final incluye:
1. Numero real de hombre -horns par fecha de trabajo directo usadas en corregir el trabajo y pago real de
porcentoje de horns.
2. Impuestos y aseguranza real y total del trabajo
3. Otros costos directos, de trabajo real directo
4. Costo del material (no suplementos menores) autorizacion del fabricante Para compror a otro que no
sea el mismo. Incluyendo copies de facturas.
5. Costo real directo total de trabajo corregido (incises 1,2,3,4,5). La queja final debera ser firmado y
certificada verdadero y correctamente par el cliente. Quejas finales son acreditados at cliente par el
fabricante en uno contidad que no excedo el minima de costo total maximo esfablecido y inscrito en la
autorizacion de correcion de trabajo a costo total real directo de trabajo corregtoo.
6. Costo del equipo (olquiler o depresiocion) herramientas pequenos, supervision, pequenos sobregiros y
beneficios no sujetos a quejos.
VLMARCO ESTRUCTURAL (SHOP PRIMER) - Los primers que NCI provee no intentan proporcianor una apariencia
uniforme como to horio una capa final de pintura ni tampoco pretende una protection excesiva especialmente
si el material se expone prolongadamente al media ambiente. Si la erection del acero no es posible
inmediotamente, debe protegerse a to expocision de las condiciones atomosfericas y/o ambientoles que podrian
perjudicar el funcionomiento de la pintura. Estas condiciones induran, pero no se limitaron solo a las
condiciones antes mencionadas to exposition prolongodo a to luz ultrovioleto puede producir destenimiento
o monchas y to ocumulacion de aqua, manchos, coida de to pinturo y oxidocion en ciertas superficies.
Lo MBMA declare:
"...el fabricante no es responsable del deterioro de to capa de primer o la corrosion que resulte de to
exposition a la atmosfera y a las condiciones ambientales, ni tompoco a to (alto de compatibilidad del
primer con cuolquier otro capa de pintura oplicadc en obro..."
Lo AISC. Codigo de las practices standar dice:
"...la colon de pintura primer es la primers capa del sistema de protecction. Este protege el Otero
par un corto periodo a to exposition..."
Debe esperarse que retoques de pinturas seen necesorios debido a la abrasion y/o ralloduras que se produzcon
durante el proceso de cargo y descargo. Estos retoques no son responsabilidad de NCI. Guios adicionoles
del manejo y almocenamiento de los componentes de acero pueden ser encontrodas en Comentanos del
MBMA asi como en el AISC Codigo de practices standar.
VII. HORA OF LL FGADA D MBARO I - Se hara on esfuerzo par logror qu el transportisto Ilegue at
lugar de trabajo el die y a to hors solicitada. El fabricante no garontiza y no acepto ninguna
responsabilidad par el costo osociado con el embarque que no Ilegue a la hora solicitodo excepto, que on
arreglo se holla hecho par separodo, garantizando la hora de Ilegoda.
ES02
NOTE:
1. These Installation Procedures are intended to depict general installation as described above. Consult your installation manual or additional NS– Sheets for further clarifications.
NOTA:
1. Estos Procedimientos de Instolocion describir de manero general to instalocion de el objeto coma se menciona arriba. Consulte su manual de instalacon o sus Nuevos Dibujos Standort Para uno presentation mas tiara.
AMARRE
MADERA
REMSIONS
N O.
O Fl- FOR — CONSTRUCTION ZAV DVB B C n JU
\:., n P Customer: TRI -STEEL CONSTRUCTION CO. INC.
End User: SAME
Location: REXBURG, D.
Det. By Chk By Date Scale Building ID dab Number Sheet Number Issue
N.T.S.
3305 - 220165 1 ES -1 I 0
N
NI
0
o�
_t
o�
i
t
N
0
t
I A
i ( P
A Z-',,—
i
t
A o
N
q
QI
N
40' -0 0/0 STEEL
18' -s
I ()
-
.o
Io
t
ANCHOR
BOLT SETTING PLAN
i
ALL BASE PLATES AT ELEVATION 0' -Q"
UNLESS NOTED.
18'•-3
ANCHOR BOLT DIAMETERS HAVE BEEN DESIGNED BY THE METAL PROJ DRAW NG STATUS
40' -0 0/0 STEEL
18' -s
I ()
-
.o
Io
t
ANCHOR
BOLT SETTING PLAN
ALL BASE PLATES AT ELEVATION 0' -Q"
UNLESS NOTED.
ANCHOR BOLT DIAMETERS HAVE BEEN DESIGNED BY THE METAL PROJ DRAW NG STATUS
BUILDING MANUFACTURER BASED ON AISC METHOD WITH COMBINED
ANCHOR BOLT PROJECTION
DIA.
SHEAR AND TENSION.
FnR APPRAVAI•
THESE DRAWINGS, BEING FOR
NO.
DATE
DESCRIPTION
ANCHOR BOLT
1/2"
1 1 / 2 "
APPROVAL, ARE BY DEFINITION NOT
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
0
10 /26/04
FOR CONSTRUCTION
DEVELOPMENT, EMBEDMENT AND HOOK LENGTH OF ANCHOR BOLTS
' "
5 /8"
2"
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
IN THE CONCRETE ARE DESIGN RESPONSIBILITY OF OTHERS. ALSO
a
BOTTOM OF
3/4"
2 1/2"
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
DESIGN OF SHEAR ANGLES, TENSION PLATES, HAIRPINS, AND ANY
OTHER EMBEDDED MATERIAL IN THE CONCRETE SHALL
a
BASE PLATE
`
7/8"
3 1/2"
CONSIDERED AS COMPLETE.
FC1R PERMIT•
BE DESIGNED
a a °
1"
3 1/2"
, FIN
DRAAS
AND PROVIDED BY OTHERS,
',: •
t 1/8"
3 1/2"
A
UM, P ECE ERMIT, MARKINGS ARE NOT I DEFINI TI ON
iN TSH NTINOT
ONLY
DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS
9011_ ANCHOR BOLT PROJECTION IS FROM BOTTOM OF BASE PLATE.
- '
1 1/4"
3 1/2"
X
COMPLETE.
Eaz_ rnwas?uCnnn-
FINaL DRAWINGS.
ANCHOR BOLTS BY OTHERS
metallic building company
7301 FAIRVIEW -) HOUSTON, TEXAS • P.O. BOX 40338
ZIP 77041 (713) 466 -7788 ZIP 77240
DESCRIPTION ANCHOR BO PLAN
SIZE SEE BUILDING DESCRIPTION SHEET Ct
CUSTOMER TRI -STEEL CONSTRUCTION CO. INC. SAME
LOCATION REXBURG, ID. Y LFC
DRN. BY D BY DATE SCALE J08 NO.� PH BLDG. SHEET NO, ISSUE
NONE 3305- 220165 1 4r F1 Of 2 0
16� -s -s
_
i
I
2 1/2"
CL
c o
r�
Ll c
m
vs
a
Addlell, mini side 1 3,
room r"ired
5/8" Dia,
W / washer
3
�F w rctth ,B•4 - sheeting notch
n dt h if required
QTY.
I.D.
width
Re marks
ONE
0
7' x 7'
O.H. DOOR (B OT HERS) FI LOCATED
A negative value, indicates
If
opposite direction
Front Sw
Front SW
8
Back SW
Hor +
f
Hor
+
Ba se Pl D etail _ A _ Base Plate Detail B Base Plate Detail Framed Opening Framed Opening
A. Bolts 3 4 Base PL Thk. 3/8' A. Bolts 3/4 "� Base PL Thk. 3/8 A. Bois 5/8 Base PL Thk. 1/4 C A. Bolts 5 8'1� Bose PL Thk. 1/4" Base Detail
Notice:
A minimum of 1/4" space should be
allowed from the sheet end to any
surface.
3"
Mox
-• Steel Line
/� Fin. Floor
C d 4
a
d A
q .
Steel Line
Wall Panel
Member Screw
12 -14 x 1 1/4"
at 12° O.C.
R
d
OazecLAalLS=haa I SEC. B I
�1111r11 V1
Not by Bldg.Mfg.
h� ! Base Angie
/-Finished Floor
�) I ps
Notice:
Base Trim [ Ifinsulotion is req'd install trim first.
Base aIe Scapa
w/o Panel Recess w/ Base Trim SEC 4
DL + LL DL + Wt.
INTERIOR COLUMNS
2 ,86
10
SEISE
175 5.77 K
14.5 K
5.1 K
PORTAL FRAME REACTIONS at LINE A & d
0.9 DL + Em /1.4
DRAWING STATUS
FOR APPROVAi
THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE.
FOR PFRMIT-
THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE.
F R FOR CONCTRl1r:TION:
FINAL DRAWINGS.
DA _ DESCRIPTION _
/26/04 FOR CONSTRUCTION
Main Frame Reactions at Unes: 1 AND 3 (NON -EXP FRAMES)
C , " \ NOTE:
D
�J All reoctbns are shown in Kips
A negative value, indicates
If
opposite direction
Front Sw
Front SW
Rack SW
Back SW
Hor +
Hor +
Hor
+
Hor
{`\ Mom +
Mom +
+�
y +
Idom i
y
Condition
Grfd
Ver
Hor
Mom
DL
A
1.8
1.1
0.0
OL
0
1.8
-1.1
OA
DL + LL
A
8.8
5.9
0.0
BL + LL
D
118
-5.9
0.0
OL +S.
A
119
9.5
0.0
OL + SL
D
119
-9.5
0.0
OL + UBL
A
9.2
9.5
0.0
BL + UBL
0
18.7
-9.5
0.0
DL + UBR
A
18.7
9.5
0.0
OL + UBR
D
9.2
-9.5
0.0
0,6 + WLL
A
-3.6
-24
0.0
0.6 + WLL
D
-2.1
1.2
0.0
0.6'01. + WL2
A
-1.8
-1.4
0.0
0.6 + WI-2
D
-0.4
0.3
0.0
0.6 + WLR
A
-2.1
-1.2
0.0
0001. + WLR
0
-3.6
14
0.0
0.6"DL + WR2
A
-0.4
-0.3
0.0
0.6 + WR2
D
-1.8
1.4
0.0
DL + 0.7571. + 0.75 *WLL
A
3.6
2.5
0.0
DL + 0.75*LL + 0.75*WLL
0
4.6
-3.3
0.0
OL + a75*% + 0.75 *WLL
A
7.4
5.1
0.0
01. + 0.75"5. + 0.75*WLL
D
8.5
-6.0
0.0
DL + 035*U8L + 0.75 *WLL
A
18
5.1
0.0
OL + 0.75*UBL + 0.75 *WLL
D
111
-6.0
0.0
DL + 0.75"UBR + 0.75*WLL
A
11.0
5.1
0.0
DL + 0.75*UBR + 0.75*WU.
D
4.9
-6.0
0.0
DL + 0.75*LL + 0.75
A
4.9
3.2
0.0
OL + 0.75 + Q75
D
5.9
-4.0
0.0
DL + 0.75*% + 0.75 *WL2
A
117
5.8
0.0I
DL + 0.75*% + 0.75'WL2
0
9.8
-6,7
0.0'
DL + 0.75*UBL + 0.75*WL2
A
5.1
5.8
0.0
OL + 0.75*UBL + 035 *WL2
0
13.4
-6.7
0.0
DL + 0.75*UOR + 0.75*WL2
A
12.3
5.8
0.0
DL + 0.75*UBR + 0.75*WL2
D
6.2
-6.7
0.0
DL + 0.75 + 0.75*YAR
A
4.6
3.3
0.0
OL + 0.75*11 + 0.75 *WLR
0
3.6
-Z5
0.0
OL + 0.75% + 0.75 *WLR
A
8.5
6.0
0.0
DL + 0.75*% + 0.75
D
7.4
-5.1
0.0
DL + a75 + 0.75*WIR
A
4.9
6.0
0.0
DL + 0.75*UBL + 035*BLR
D
11.0
-5.1
0.0
OL + 0.75*U8R + 0J5*WLR
A
12.1
6.0
0.0
OL + 0.75*UBR + 0.75*WLR
0
3.8
-5.1
0.0
OL + 0.75*LL + 0.75*02
A
5.9
4.0
0.0
DL + 0.75*LL + 0.75
D
4.9
-3.2
0.0
DL + 075*S. + 0.75 *WR2
A
9.8
6.7
0.0
OL + 0.75 + 0.75 *WR2
0
83
-5.8
0.0
OL + 0.75 + 0.75 *WR2
A
6.2
6.7
0.0
OL + 0.75*UBL + 0.75*WR2
0
12.3
-5.8
0.0
OL + O.75 + 0.75 *WR2
A
13.4
6.7
0.0
BL + 0.75*UBR + 0.75 *WR2
D
5.1
-5.8
0.0
Main Frame Reactions at Unes: 2 (FULL RAY)
NOTE;
A
D
AD reactions ore shown in Kips
A negative value, indicates
opposite direction
Front Sw
Rack SW
t
Hor +
Hor
+
{`\ Mom +
Mom +
Condition
Grid
Yer
Nor
Mom
DL
A
3.2
2.0
0.0
DL
0
3.2
-210
0.0
DL + I
A
18.7
12.6
0.0
DL + LL
0
18.7
-12.6
0.0
DL + SL
A
30.0
20.3
0.0
OL + SL
0
30.0
-20.3
0.0
DL + UBL
A
19.5
20.4
0.0
DL + IJBL
0
40.6
-20.4
0.0
DL + IIBR
A
40.6
20.4
0.0
DL + UBR
D
19.5
-20.4
0.0
0.6 *DL + WLL
A
-8.3
-5.5
0.0
0.6'01. + WLL
0
-5.2
2.9
0.0
0.6 + W12
A
-4.5
-3.4
0.0
0.6'01. + WL2
D
-1.4
0.8
0.0
0.6 + WLR
A
-5.2
-.2.9
0.0
0.6 + WLR
D
-8.3
5.5
0.0
0001. + WR2
A
-1.4
-0.8
0.0
0.6'01. + WR2
0
-4.5
3.4
0.0
DL + 0.75 "LL + 0.7544.
A
7.1
4.9
0.0
OL + 0.75 + 0.75
D
9.5
-6.8
0.0
DL + 0.75 + 0.75*WLL
A
15.6
10.8
0.0
DL + 0.75 *SL + 0.75*WLL
0
18.0
-12.7
0.0
OL + 0.75 *USL + 0.75
A
7.7
10.8
0.0
BL + 0.75"U81. + 0.75
0
25.9
-12.7
0.0
DL + 0.75 "UBR + 0.75*YA.L
A
23.6
10.8
0.0
OL + 0.75 + 0.754LL
D
10.1
-12.7
0.0
OL + 0.75*Ll. + 0.75 *WL2
A
10.0
6.5
OA
DL + 0.75*LL + 0,75 1.2
D
12.3
-8.4
0.0
OL + 0.75*SL + 0.75
A
1115
12.3
0.0
DL + 0.75 + 0.75*WL2
D
20.8
-14.2
0.0
OL + 0.75 + 0.75*WL2
A
10.6
12.3
0.0
OL + 0.75 *1181. + 0.75 %2
D
28.7
-14.2
0.0
DL + 0.75*UBR + 0.75*VA.2
A
26.4
12.3
0.0
DL + 0.75*UBR + 0.75*WL2
D
12.9
-141
9.0
DL + 0.75*LL + 0.75 *WLR
A
9.5
6.8
0.0
DL + 0.75*U. + 0.75*WLR
D
7.1
-4.9
0.0
DL + 0.75*SL + 0.75
A
18.0
12.7
010
DL + 0.75 *SL + 0.75 *ri1R
0
15.6
-10.8
0.0
DL + 0.75*08L + 0.7540
A
10.1
12.7
0.0
DL + 0.75*UBL + 0.75*KR
D
23.6
-10.8
0.0
DL + 0.75*1.181? + 0.75*WLR
A
25.9
12.7
0.0
DL + 0.75*UBR + 0.75 *WLR
0
7.7
-10.8
0.0
DL + 0.75 *LL + 0.75*WR2
A
12.1
8.4
0.0
DL + 0.75'11 + 0.75*WR2
0
10.0
-6.5
0.0
OL + 0.75 *SL + 0.75*WR2
A
20.8
14.2
0.0
DL + D.75'Sf. + 0,75*02
D
18.5
-12.3
0.0
DL + 035 "U81. + 0.75 *WR2
A
119
14.2
0.0
DL + 035 "UBL + 0.75 *WR2
0
26.4
-123
0.0
DL + 0.75*UBR + 0.75*WR2
A
23.7
14.2
0.0
OL + 0.75*UBR + 0.75*WR2
D
10.6
-12.3
D.0
Eat is metal • •
7301 F
ZI P 7
oEscRIPTioN BASE PLATE DETAILS AND REACTION:
SIZE SEE BUILDING DESCRIPTION SHEET C1
CUSTOMER TRI -STEEL CONSTRUCTION CO. INC.
LOCADON REXBURG, ID.
lIC Wilding Company
AIRVfEW " HOUSTON, TEXAS • P.O. BOX 40338
41 (713) 466 - -7788 ZIP 77240
NONE I 3305 - 220165
SAME
CAD BY LFC
LD0 SHEET N0. ISSL
A F2of2 0
ELEVATION @ LINE "A" � '2 " "0" M. BOLTS
FRONT' SIDEWALL GIRT CONN, LONG CUP
I
/— TYP) i (I� x .019)
-IG_ U�Si's{.2 N "2L _ U435'EI"'irN41 — _ G}ySfL�HI'{'IG
Q 37oY� (TYP) I I
W 240 TYf' 1I^I UT'I P�)
7' - S' -0 7' -6 7'6 5' -0 7' -6
f 3 1' -3
3' -0 20' -0 20' -0 _ U
PL' UN EXT. PURtJ EXT.
ELEVATION @ LINE "D 9'
BACK SIDEWALL
SCREW FOR INSULATED PANELS
SPACED 0 42" O.C. MAXIMUM if
SYMBOL I QTY, LOCATION DESCRIPTION
O 6 COL. / RAF. 5/8" DIA. X 1 1/4" A3 5 BOLTS WITHOUT WASHERS
0 RAF. ; RAF. 5/8" DIA. X 1 3/4" A325 BOLTS WITHOUT WASHERS
O.H. DOOR
JAMB
2 12 C B
D 1 A
(rn I 7i�i(orofa►� I I TR T?
- iJg -� � 4 X.019) °
- SC97
°
111 011423N
DRAWING S TATUS AEVXSOW
FOR APPROVAL - NO. DAT DESCRIPTION
THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT 0 1/ - p4 FOR CONSTR
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR - - -- - - - --
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
SIDEWALL FRAMING BOLTS CONSIDERED AS COMPLETE.
QTY DESCRIPTION SIZE FOR PFRMIT. —
THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
GIRT LAP BOLTS DIA. x 1 M8. IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
4 GIRT TO FRAME k° DIA, x 1" M8. DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE.
X FOR CONSTRUCTION,
FINAL DRAWINGS.
,TM metallic building company
7307 FAIRIAEW a HOUSTON, TEXAS * P.O. BOX 40336
ZIP 77041 (713) 466 -7788 ZIP 77240
DESCRIPTION SIDEWALL & ENDWALL FRA MING
SIZE SEE BUILDING DESCRIPTION SHEET C1
CUSTOMER TRI —STEEL CONSTRUCTION CO. INC. SAME —�
LOCATION REXBURG, ID. I CAD BY V C
DRN. BY I CK D BY DATE SCALE JOB N0. PH 81.D SC. SHEET NO. ISSUE
'ZAV I z>Vj s- -I_ ¢..oyo NONE 3305 - 220165 A i E2 Of 4 0
ELEVATION @ LINE "119
LEFT ENDWALL
TD
(�') I -'* - "'-- �'L (y ! ^�{ T�rP) (I x .019) °
r ; --_-
i �i2lny5 -to 1 ;` 0
I
F'Ft BASE MNGLE
R AT '240 i
ELEVATION @ LINE "3
RIGHT ENDWALL
0
M
m
PORTAL FRAME DETAIL
ENDWALL F RAMIN G BOLTS
OESCRtPTiO SIZE
qR7 t AP D OLTS �" D tA. _ .1"
GIRT TO FRAME I ti" DIA. x 1"
F. Ft R4 ' � Ii3ASt 2 I Lt
, -RA1 - 0 I
f I2S -8
MAIN FRAME MAIN FRAME
(4) 1" x 1 A325\
"
\
(8) °" $ 2•
LIAP
WBx10
A325 BOLTS x /'�" C's.
BRKT.
01
RAFIER
a
6" x It " FLNG's
I l
`12" x 10Q. WE
Z
\ \ COLUMN
FLNG's
i
/
10" x Ift. WEB
/
,TM metallic building company
7307 FAIRIAEW a HOUSTON, TEXAS * P.O. BOX 40336
ZIP 77041 (713) 466 -7788 ZIP 77240
DESCRIPTION SIDEWALL & ENDWALL FRA MING
SIZE SEE BUILDING DESCRIPTION SHEET C1
CUSTOMER TRI —STEEL CONSTRUCTION CO. INC. SAME —�
LOCATION REXBURG, ID. I CAD BY V C
DRN. BY I CK D BY DATE SCALE JOB N0. PH 81.D SC. SHEET NO. ISSUE
'ZAV I z>Vj s- -I_ ¢..oyo NONE 3305 - 220165 A i E2 Of 4 0
ELEVATION @ LINE "119
LEFT ENDWALL
TD
(�') I -'* - "'-- �'L (y ! ^�{ T�rP) (I x .019) °
r ; --_-
i �i2lny5 -to 1 ;` 0
I
F'Ft BASE MNGLE
R AT '240 i
ELEVATION @ LINE "3
RIGHT ENDWALL
0
M
m
PORTAL FRAME DETAIL
ENDWALL F RAMIN G BOLTS
OESCRtPTiO SIZE
qR7 t AP D OLTS �" D tA. _ .1"
GIRT TO FRAME I ti" DIA. x 1"
F. Ft R4 ' � Ii3ASt 2 I Lt
, -RA1 - 0 I
f I2S -8
MAIN FRAME MAIN FRAME
MEMBER DATA
Column data is lis ted fa Base to Eow - Rafter dote is list from E ave to Peak _
-
41or'x �Oe tside f 7 Web
I I nside no
5/16 x 0 -10 10 CA x 15
5/16 x 0-10
1/4 x 6 3/16 x 30 to 18
1/4 x 6
1/4x6x20 -0 10CAx18x20 -0
1 /4x6x7..0 -0
OC PANEL 11��
, $4
A <8
1/2 x o-f0 x 2 -10 11/16 Plate N11h (12) 3/4 D'a. x 2 A325 1/2 x 6 x 2 -2 1/4 Plate With (8) 5/8 Dio. x 2 /325
DRAWING STATUS
EM APPROVAI , R0. DATE
THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT 0 11..3 .0
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE.
Fj EOL PERMIT!
THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE.
X EOB. r_�I.STRI.FCnnN�
FINAL DRAWINGS.
ASM800 DESCI8PTi0N BY CK'D
metallic building company
FOR CONSTRUCTION V 7301 FAIRV+EW • HOUSTON, TEXAS • P.O. BOX 40338
ZIP 77041 (713) 466 -7788 ZIP 77240
DESCRIPTION CROSS SECTI
Sim SEE BUILDI DESCRI PTION SHEET C1 -
wsTONER TRI -STEEL CONSTRUCTION CO. INC. SAME
LOCATION REXBURG, ID. I CAD BY LFC
RN. BY CK O BY ATE SCALE J06 PH BLDG O�Se. SREE N . ISSUE
ZAy D� 11_,4 -d� NONE 3305 - 220165 A E3 of 4 0
L 31-0 _.1 60' -0' Out /Out of Sted
CANOPY PRJ.
Main Frame Cross Section at Frame Lines: t &3 (N.T.S)
u7
<r
ti N
A307 Bolt w/o
Washer
Hot Roll or Built Up
Connection
Flanae Brac
INS0006G
y � _ 2 _� y__ 2 _ y
1 3/4 I I 11 3/4
3"
Pu in / Girt Clip
PL 3/16" x 6"
R
Lap Pattern "G"
B
N
Rafter
2 Bolts Unless Noted
on Erection Drawings
^? All Bolts are 1/2" x 1"
A307 M. Bolts
2 Bolts Unless Noted
on Erection Drawings
2' -4"
Purlin -Girt
Clip
U
o - - -- ----- -- - - - - -¢ ------ - --- - - - -- --
ZEE A
\a � e ol e °c e�� Ql o° B " 2 „
0
12" 4"
O Se � ° o
With Out Liner
2' - 4"
r Purlin -Girt
Clip
G�
` \ QQ
F Liner Clip
uv a„
F ": -�1
Field Bend
Cold Form Connection
na Web Bolted
o W
---- - -- -- ------- - -- - -- ¢_ -------- ----------
M
Zee Clip d Field Bend
8" SC -22
F.46 �eR 1 < o°e o if req'd.
/l F�on9e 2 , X � 49�
10" SC -77 / o \- 2 ��
12" SC -78
See `0oobor
With Liner
By —Pass Web Bolted Flange Brace Detail
NS0006U
3 3/4
2 2
3/16" 3" Exa mple:
Diameter Length Head Type Material Finish
,
Purlin / Girt -- Clip #12 -14 x 1 -1/4" Type 3 HWH, Self- Drilling,Carbon Steel, .0005 Minimum Zinc Plate
PL 3/16" x 6"
I Threads Tpoint Fastener Type
All Bolts are 1/2" x 1" Per Inch
A307 M. Bolts
Lap Pattern "S"
B
Self- drilling fasteners are designed to drill the material and tap the hole.
Material thickness is an important consideration when determining the proper
point diameter. The point diameter is described as the point TYPE.
Point types Are as follows:
TYPE 1: Light gauge application
TYPE 2: Medium light gauge application
TYPE 3: Medium gauge application
TYPE 4: Medium heavy gauge application
TYPE 5: Heavy gauge application
The point diameter allows the threads to tap into the material without excessive
force which can break the shank, or very low force which con easily strip -out the
material during seating torque. Each point type has a specific FLUTElength which
allows the chip to escape from the hole during the drilling operation. Depending on
the application, some drill screws require a special PILOTsection. The pilot section
is the area that is unthreaded on the drill point. The pilot area is important to the
performance of the fastener, The reason for the pilot area is so that the drilling of
the hole is completed before the threads engage. If the threads engage before the
drilling is completed, the drill point will have a tendency to burn because the threads
will force the point into the material. Rake Angle
Material Thickness: Drilling Point Capabilities
.500
.312
.250
.110
.098
Point Type:
Type 1
Type 2
Type 3
Type 4
Type 5
Light Duty
Medium Duty
Medium Duty
Heavy Duty
Heavy Duty
#10 (.035 -.090)
#6 (.035 -.098)
#8 (.100 -.140)
#12 (.145 -.312)
#12 (.250 -.500)
#12 (.035 -.090)
#8 (.035 -.100)
#10 (.110 -.175)
1/4" (.035-,090'#10
(.090-A10)1#12
(.090 -.210)
Girt
#18 (.035 -.098)
#12 (.050- .140)1/4"
(.110 -.250)
Self —Dri
Endwall Column
(Shape Varies)
(6) 5/8 x 1 1/4" A325 Bolts
with (1) washer each
Section Thru Rake at Main Frame Flush Endwall
NSO013
The length of the tip required on a drilling fastener is determined by adding the
thickness of the top material, any insulation or void between the top material and
bottom material, and the thickness of the bottom material. If a hole larger than the
screw thread has been pre - drilled or punched into the top material, only the
thickness of the bottom material need be considered. (The threaded portion of the
shank must be long enough to extend into and through the bottom material drilled.)
Predrilled Hole Diameter
Drilled or Punched
Void or
f
Total Thickness
to be ( Drilled
Lap Detail
By—Pass Purlin f Girt Lap Details Self Drilling Fastener Terminology Drilling Tip Length Determination
NS0006S NS0007 NS0007B
NOTE:
1. These drawings are intended to depict general installation of item(s) described above. Some item(s) may have been omitted for clarity of presentation. Consult your erection manual or additional S- Sheets for further guidelines and /or clarifications
tiro.,, u \rne\c n.nw nn \n.nW;nn \NCn.nmfnne e"i N; 1 A1
FFnvp Crrnt
I- 1' -0" - I Width
Minimum r
Floor To Eave Strut
Framed Opening Framing Details
(Welded Clips — No Liner
Steel Line
Steel Line
Eave Strut
a-
Girt ----------- �.
Door Jamb Door Jamb
Jamb To Girt Conn. Jamb To Eave Strut Conn.
All connection bolts are 1/2" x 1" mach. bolts
1/4" 4,
Ic N O N
C c
Jamb Jamb Girt
oc Header a
Header To Jamb Conn. Girt To Jamb Conn.
olts
Framed Opening with Welded Clips
No Liner or Liner below the Header
BOLT PER ENGR.
LR DISTANCE
1/2 X 1 VE CANOPY RAFTER
EAVE BUTT
CHANNEL BOLTON HEAD S UT S
1/2" X 1 M.F. RAFTER
MACH. BOLTS
(2) 5/8" x 1 1/2" A325
PROJECTION BOLTS UNLESS NOTED ON
Y -PASS ERECTION DWG.
EAVE CANOPY AT MAIN FRAME
4" 4"
EAA
STRI
Y RAFTER
SECTION "A
EAVE CANOPY FRAMING DETAIL
NS0017 NS0029
REVISIONS
N0. DATE DESCRIPTION BY CK'D S t an da r d D e Q u � S
11 -04 -04 FOR CONSTRUCTION u � Customer: TRI- STEEL CONSTRUCTION CO. INC
End User: SAME
Location: REXBURG, ID
Det. By I !!111_04 _04 Date Scale Building ID Jab Number Sheet Number Issue
N.T.S. 3305 - 220165 NS -1
relate
Column
Width
Minimum
Floor To Zee Girt
Head Threads
Type Per Inch
_ - 1 tn.
Girt
Girt
Header
c
�I
o�
Girt
Girt
E
6
E
�
Fin.
Flr.
I- 1' -0" - I Width
Minimum r
Floor To Eave Strut
Framed Opening Framing Details
(Welded Clips — No Liner
Steel Line
Steel Line
Eave Strut
a-
Girt ----------- �.
Door Jamb Door Jamb
Jamb To Girt Conn. Jamb To Eave Strut Conn.
All connection bolts are 1/2" x 1" mach. bolts
1/4" 4,
Ic N O N
C c
Jamb Jamb Girt
oc Header a
Header To Jamb Conn. Girt To Jamb Conn.
olts
Framed Opening with Welded Clips
No Liner or Liner below the Header
BOLT PER ENGR.
LR DISTANCE
1/2 X 1 VE CANOPY RAFTER
EAVE BUTT
CHANNEL BOLTON HEAD S UT S
1/2" X 1 M.F. RAFTER
MACH. BOLTS
(2) 5/8" x 1 1/2" A325
PROJECTION BOLTS UNLESS NOTED ON
Y -PASS ERECTION DWG.
EAVE CANOPY AT MAIN FRAME
4" 4"
EAA
STRI
Y RAFTER
SECTION "A
EAVE CANOPY FRAMING DETAIL
NS0017 NS0029
REVISIONS
N0. DATE DESCRIPTION BY CK'D S t an da r d D e Q u � S
11 -04 -04 FOR CONSTRUCTION u � Customer: TRI- STEEL CONSTRUCTION CO. INC
End User: SAME
Location: REXBURG, ID
Det. By I !!111_04 _04 Date Scale Building ID Jab Number Sheet Number Issue
N.T.S. 3305 - 220165 NS -1
relate
Column
Width
Minimum
Floor To Zee Girt
Head Threads
Type Per Inch
NOTE: No More Than (4) Purlin Peak
PBR „g,. Eove Strut Straight Wind Bent Column and
Inside Spaces Before Criss - Cross.
Roof Member Screw Inside Closu - -- Rafter Preferred (Column may be
5 1 --
Panel Tapered) _
of 12' O.C. f - ----= �--- - - -- - --
Building Column Building Column C nstallation For More Than - - ----- L� Purlins '\- Strapping Peak
Wind Bent I 6
Member ;� � (1 1/2" x .019)
Cap "C' -� -
Offset Panel Ca Trim
Screw Main Frame - --
- - -
- - -
(BFL271 ) Column Strut Purlin Peak
Section A' Bay Spacing C.L. Wind Bent ` t _ �' •.,
Frame I -- - -- - --
Eave Strut 1'.
Fastener #14 Wind Bent Elevation f - ___- ______
1/8' x 3/16' Pop Rivet Eave Strut Wall Panel C --- -�- -- -� -�
At 10 - 0' O.C. E O O Installation For (6) or Less Purlins
E O O
Eave Canopy Detail w/o Soffit Panels g Roof Uplift Strap Installation
�+ (a) {Refer fo Roof Plan for Locations)
5/8" x 1 1/2" Wind Bent
A325 Bolts roc e
NOTE. 1) Attach Straps w Member Screws
( w/o Washer at Purlins or Girls.
PBR Member Screw 5/8" x 1 1/2" 2) Do Not Criss -Cross Straps in Walls.
ROOF At 12" O.C. A325 Bolts ct
Panel Section " B " `Rake Angle Eave Strut
Member Bracket
Outside Closure Screw
SC -169 A -325 Bolts !, 1
(Tm )
Soffit Panel 6 1/2"
b Main Frame Anchor
Main Frame Column Bolts
Column Strapping (Typ.)
Eave Strut Girt Girt ✓ (1 1 /2" x .019)
Bevel Cap Trim Girt
(BFL142) Fastener #4
Lop Low Girt
Wall Panel # 14 x 7/8" L p Tek wind Bent formed Base Trim
J
at 12" O.C, / Formed Base Trim Formed Base Trim
Column f (M ay Vary) (M ay Vary)
(May Vary)
Eave Canopy Detail w /Soffit Panels -X � Endwall Law Girt Sidewall
6 1/2" -X( Bo y Boy Steel Line Wall Suction Strap Installation
Wind Bent at Main Frame Section " C " (Refer to Wall Elevation For Location)
Eave Canopy Trim Sections Section "A"
PBR Roof - 1 1 /4' Wall Panels Flush Wind Bent �ESee Anch Bolt P lan Roof Uplift and Wall Suction Strap Details
(for Peak Buildings)
NS0030A NS0052A NS0058
PROJECTION +3" W SOFFIT V - 3
1/4 PROJECTION W10 SOFFIT Strut Spacer Strut Purlin Ridge Tie Bldg. Ridge
PURLIN (Beyond) ----1• (SYMM.)
�EACH �_ o a 1
RAKE `MAIN FRAME
RAFTER
8" Purlin
RAKE ANGLE
ANGLE
12" Purlin
5/8" X 1 1/4
RT -08 A
RT -10 A
RT -12 A
A325 BOLTS
RT -08 B
RT -10 B
o
FLANGE BRACE
RT -08 C
RT -10 C
RT -12 C
(IF REO'D)
RT -08 D
RT -10 D
ENDWALL
4
RT -08 E
ENDWALL
COLUMN
.911
16
GIRT
7.759
1.081
1.
FLUSH GIRT ENDWALL W/
PURLIN EXTENSION
2'a
2�e
PROJECTION +3" W /SOFFIT
V -11 1/4
0.976
9.177
1/44 PROJECTION W/O SOFFIT
2.137
8 Z 13
8
2's
PURLIN
.956
3/1
Hillside Washer -
SCREW AT
EACH MEMBER
r
°
° o
1.577
2.724
Flat Washer -
Eave Strut) Knock-in -/
Bridging (KBA -XXXX)
At Strut Purlin
Fastener #1B
Eave 1/4 " -14 x 1 -1/4" Driller
Strut w/o Washer
(` Purlin
LL1 "xI "x14 Go.
Cable Brace (KBB -XXXX)
Low Side Eave Strut
ut
Knock -In Bridging - L 1" x 1" x 14 Go.
(KBA -XXXX) (KBB -XXXX)
High Side Eave Strut
1 - \- MAIN FRAME
RAKE RAKE RAFTER Hex Nut Eye Bolt
ANGLE ANGLE
5/8" X 1 1/4 Step 1 Step 2
KiEL A325 BOLTS Web of Frame Insert Tab Bend Tab
DIMENSIONS WILL VARY WHEN USED o FLANGE BRACE Into Slot
IN CONJUNCTION W /AN EAVE CANOPY
EN WALL (IF REO'D) P
Back U Plate 90 Degrees
CO MN Note
ENDWALL I `
GIRT
Bend Line
B 1/4 1' - RgkL The bridging must be inserted into the pre - punched slot
in the Purlin, as shown, and the tab bent side ways for
BY -PASS GIRT ENDWALL W/ PURLIN EXTENSION proper Installation. The process must be complete for
Cable Brace to Frame Connection the bridging to function as designed.
NOTE: ALL CONN. BOLTS ARE 1/2" x 1" MACH. BOLTS UNLESS NOTED
Note: Shop welded Back Up Plate may be located Knock -In Bridg Installation
MAIN FRAME (If Requied By Design)
PURLIN EXTENSION FRAMING DETAILS ENDWALL side web. 9 g
( � (For Roof Slopes Below 3:12)
NS0033 NS0053 NS0059
NOTE:
1. These drawings are intended to depict general installation of item(s) described above. Some item(s) may have been omitted for clarity of presentation. Consult your erection manual or additional S- Sheets for further guidelines and /or clarifications.
i:1..,..... u. \/�,.a \c n......:.,,..\ h ......:.,..,. \nicn.,....:..,... a..i ht..._:_., n t\
N
Roof 12 I 12 R
Slope r - / -- I Si(
/ (3) Fos ner #1B \ ,�
�° /4 " - 14 xl 1 1/4" Driller
Ridge Tie
Line
WP Ridge Tie Pre -Set to W. P.
Line Up with Bottom
Ridge Tie of Purlins
Roof slope
8" Purlin
10" Purlin
12" Purlin
1/2
RT -08 A
RT -10 A
RT -12 A
1
RT -08 B
RT -10 B
RT -12 B
2
RT -08 C
RT -10 C
RT -12 C
3
RT -08 D
RT -10 D
RT -12 D
4
RT -08 E
RT -10 E
RT -12 E
Ridge Tie Installation
IF--
w
Ridge Tie
Knock - In Bridging (Typ.)
(Typ.)
(LI" x 1" x 14Ga.) E0
E
° See: 1 2
KBA -XXXX
E NS59, NS59A
See Erection Dwgs
& NS598
For marks 0
See:
NS59 Or
Low Love Lave Strut Eave
5-0" 5' -0" 10' -0" 7' -6" 5-0" 7'-
20'-0" 20' -0"
End Bay Interior Bay
Knock -In- Bridging Layout
Double Slope Roof - 20' Bays
Standina Seam Roof
NS0059C
REVISIONS
N0. I DATE DESCRIPTION
11 -04-041 FOR CONSTRUCTION
Notice:
A minimum of 1/4" space should be
allowed from the sheet end to any
surface.
Remove insulation
from vinyl backing. U
Insuation must not u Fold
be exposed to o n
1 1j4" weather. o
Max.
Steel Line Member Screw
12 -14 x 1 1/4"
Wall Panel at 12" O.C.
Anchor
Not by BIdg,Mfg.
1/4" Dia. Anchor (min.)
at 60" 0. C. (min.)
not by Bldg Mfr.
Base Angle
Notice:
Base Trim If insulation is req'd install trim first.
BFL161
Base Angle Section
w/o Panel Recess w/ Base Trim
NS0062E
Cold Formed Steel Components Yield Strength = 57.0 K.S.I. (Typ.)
8
Dimensions
nT
P_
16
0.82 ?.
Member
Pro ernes
1.668
shape
y
Bt
�' L
D X
D
B1
82
Li
Ga.
Area
Ix
I
Sx off
8 Z 16
8
2'a
2�a
See:
NS59 Or
Low Love Lave Strut Eave
5-0" 5' -0" 10' -0" 7' -6" 5-0" 7'-
20'-0" 20' -0"
End Bay Interior Bay
Knock -In- Bridging Layout
Double Slope Roof - 20' Bays
Standina Seam Roof
NS0059C
REVISIONS
N0. I DATE DESCRIPTION
11 -04-041 FOR CONSTRUCTION
Notice:
A minimum of 1/4" space should be
allowed from the sheet end to any
surface.
Remove insulation
from vinyl backing. U
Insuation must not u Fold
be exposed to o n
1 1j4" weather. o
Max.
Steel Line Member Screw
12 -14 x 1 1/4"
Wall Panel at 12" O.C.
Anchor
Not by BIdg,Mfg.
1/4" Dia. Anchor (min.)
at 60" 0. C. (min.)
not by Bldg Mfr.
Base Angle
Notice:
Base Trim If insulation is req'd install trim first.
BFL161
Base Angle Section
w/o Panel Recess w/ Base Trim
NS0062E
Cold Formed Steel Components Yield Strength = 57.0 K.S.I. (Typ.)
8
Dimensions
2
.773
16
0.82 ?.
Member
Pro ernes
1.668
shape
y
Bt
�' L
D X
D
B1
82
Li
Ga.
Area
Ix
I
Sx off
8 Z 16
8
2'a
2�a
.911
16
0.822
7.759
1.081
1.
8 Z 14
8
2'a
2�e
.930
14
0.976
9.177
1.289
2.137
8 Z 13
8
2's
2�s
.956
13
1.185
11.095
1.577
2.724
8 Z 12
8
2'
2
.990
12
1.463
13.624
1.967
3.347
10 x 2 Z 14
10
2
2aa
.930
14
1.116
15.642
1.290
2.858
10 x 2 Z 13
10
2
2 J
.956
13
1.355
18.933
1.578
3.727
10 x2 Z 12
10
2
2�a
.990
12
1.673
23.285
1.968
4.586
N
10
3
3sa
.930
1
-1.256
19.094
3.077
2.907
10 x 13
10
3
3�a
.956
13
1.525
23.112
3.759
3.933
10 x 3 Z 12
10
3 t;
3
.990
12
1.883
28.427
4.681
4.932
12 Z 14
12
3'a
3�a
.930
14
1.396
29.321
3.078
3.470
12 Z 13
12
3'a
3�
.956
13
1.69
35.515
3.760
4.733
12 Z 12
12
3
3�a
.990
12
2.093
43.722
4.682
6.374
d
v
r
d
W
NS0067
Sta n dun r
Customer: TRI- STEEL CONSTRUCTION CO. INC
End User: SAME
Location: REXBURG, ID
Det. By Chk By Dote I Scale . Building ID I Job Number I Sheet Number Issue
11 -0a -04 I N.T S 3305 - 220165 NS -2
Peak' Purlins
L 1" x 1" x 14go (KBA -XXXX)
Typical Unless Noted
At Ridge
Section Nam
8
Dimensions
2
.773
16
0.82 ?.
Member
Pro ernes
1.668
shape
y
Bt
�' L
D X
D
B1
82
Li
Ga.
Area
Ix
I
Sx off
8 Z 16
8
2'a
2�a
.911
16
0.822
7.759
1.081
1.
8 Z 14
8
2'a
2�e
.930
14
0.976
9.177
1.289
2.137
8 Z 13
8
2's
2�s
.956
13
1.185
11.095
1.577
2.724
8 Z 12
8
2'
2
.990
12
1.463
13.624
1.967
3.347
10 x 2 Z 14
10
2
2aa
.930
14
1.116
15.642
1.290
2.858
10 x 2 Z 13
10
2
2 J
.956
13
1.355
18.933
1.578
3.727
10 x2 Z 12
10
2
2�a
.990
12
1.673
23.285
1.968
4.586
10 x 3 Z 14
_3Z
10
3
3sa
.930
1
-1.256
19.094
3.077
2.907
10 x 13
10
3
3�a
.956
13
1.525
23.112
3.759
3.933
10 x 3 Z 12
10
3 t;
3
.990
12
1.883
28.427
4.681
4.932
12 Z 14
12
3'a
3�a
.930
14
1.396
29.321
3.078
3.470
12 Z 13
12
3'a
3�
.956
13
1.69
35.515
3.760
4.733
12 Z 12
12
3
3�a
.990
12
2.093
43.722
4.682
6.374
8 x 2 C 16
8
2
2
.773
16
0.82 ?.
7.791
0.675
1.668
Y
8 x 2 C 14
8
2
2
.800
14
0.97(1
9.210
0.800
2.049
Y
Bt
8 x 2'2 C 12
8
2'2
2'2
.885
12
1.463
13.649
1.196
3.412
10 E.S. 14
�
8 x 3 C 16
8
32
__
312
.773
16
0.940
9.652
1.523
1.712
8 3'z C 14
8
1.200
3
.800
14
1.116
11.411
1.808
2.251
D
l
t
8 x 3 C 12
8
3's
1
.885
12
1.673
16.921
2.712
3.574
�L
10 x 3'z C 12
10
s
31
.885
12
1.883
28.456
2.912
4.861
12 x 3 C 12
12
3
3
.885
12
2.093
43.758
3.071
6.293
82
8 E.S. 16
g
3�
5
1,088
16
1.058
10.936
2.902
1.890
8 E.S. 14
8
3
5
1.114
14
1.256
12.924
3.440
2.499
Y
8 E.S. 12
8
3
5
1.200
12
1.883
19.143
5.142
4.001
�L
10 E.S. 14
10
3
5
1.114
14
1.396
21.670
3.697
3.161
10 E. 2
10
3'
5
1.200
12
2.093
32.195
5.537
5.458
p X
12 E.S. 14
12
3
5
1,114
14
1.536
33.201
3.907
3.815
12 E.S. 12
12
3
5
1.200
12
2.303
49.422
5.855
7.067
�L
CEES
PROFILE GAGE LEFT
RIGHT COUNTER
DEPTH FLANGE
PROFILE GAGE
LEFT RIGHT COUNTER
8 3
C 4
G_ G - 1
Depth Code
Profile Code
Left / Right End Punch
8 = 8"
C = Cee
NP = No Holes
10 = 10"
Gage Code
G = Simple
12 = 12"
2 = 12 go.
S = Multi Holes
Flange Code
3 = 13 ga.
Counter
3 = 3 1/2"
4 = 14 ga.
A numerical part
3 = 3 1/2"
6 = 16 ga.
number from 1 to 999
ZEES
G = Simple
DEPTH FLANGE
PROFILE GAGE LEFT
RIGHT COUNTER
8 3
Z 4 G
G - 1
2"
a e Code
Counter
8 = 8"
2 = 12 ga.
A numerical part
10 = 10"
3 = 13 ga.
number from 1 to 999
12 =12"
4 =14 go.
6 1/8"
SC -57
6 =16 ga.
Flange Code
2 = 2 1/2"
Left / Right End Punch
3 = 3 1/2"
NP = No Holes (once)
G = Simple
Profile Code
S = Multi Holes
Z = Zee
L = Long
X = Extra Long
U = Super Lap
Y = Simple Span
EAVE STRUTS
DEPTH FLANGE
PROFILE GAGE LEFT
RIGHT COUNTER SLOPE
8 3
EL 4 H
H - 1 A
Depth Code
Gage Code
Counter
8 = 8"
2 = 12 go.
A numerical part
10 = 10"
4 = 14 ga.
number from 1 to 999
12 =12"
6 =16 ga.
Flange Code
Left / Right End Punch
Slope Code
A = 1/2:12
3 = 3 3/8"
NP = No Holes (once)
B = 1:12
5 = 4 1/2" or 5"
H = Simple
C = 2:12
Profile Code
M = Old Multi Holes
D = 3:12
EL = Eave Low
d = New Multi Holes
E = 4 : 12
EH = Eave High
NS0067A
RIDGE FLASH FIXED EXPANSION RIDGE ROLL
(13FL212) (BFL156)
(18) STITCH SCREWS (16) STITCH SCREWS
(2) BEADS TUBE (2) BEADS TUBE
SEAL (36 ") SEAL (60 ")
NOTE: 2" MIN. LAP
NOTE: 2" MIN. LAP
FASCIA CAP TRIM
(BFL90)
(5) STITCH SCREWS
(5) POP RIVETS
(2) BEADS TUBE
SEAL (28 ")
NOTE: 2" MIN. LAP
FASCIA SILL TRIM
(BFL92 -122)
(4) POP RIVETS (2) BEADS TUBE
SEAL (10 ")
NOTE: 2" MIN. LAP
Main Frame
Wall Panel Thickness, Plus A" Column
Rake Trim Projection,
No Plus 1 /16" Tube Sealant
Fold insulation back onto itself for 1/8 Pop Rivet Expansion Ridge Roll 8
-- compression between Eave Strut and
roof panel, it must not be exposed outside Closure
to the weather.
Expansion At Ridge
Ridge Cap a
I O Ultra - Dek
Roof Panel -rr— MEMBER FASTENER — D I
® 12" O.C. 0
---- --- --- -------- ---- ----
Fastener #IE
- - - - -- EAVE MEMBER
-----------
-- - Peak Box -
.....:::..::: (8C2 1/2 CHANNEL)
Rake Support Parapet Rake Cleat BFL290 -8
;Q
Angle (Locate Directly In Front l S Insuation FASTENER # 12A 8" Girt
„ Of Roof Panel And Against Rake
(by others Support Angle W/ (3) Fasteners #1E It
Stitch Screw # 2 PHILLIPS # 12x1'
CANOPY EAVE : 0- - O j
Wall Panel I II Fastener p5 TRIM BFL96- --
— Double Sided Tape (by Others) outside Closure ; - -
ll (to be used to secure insulation.) Rake Angle
PBR','PBA" Sldewall
Wall Panel B" Rake Trim Proj. + 1/16" --- 1 4"
Section ARTISAN PANEL 1' -3" 4"
FASTENER # 1 POP Angle x x 1 a
1/8 "x3/16" POP RIVET 9 L 4" 2" 6 9 ( g )
® 12" O.C. Required From Floor To Eave Strut
t For Midwest Rake Trim (Dim. "A" = 4 7/8 ")
Eave Strut For Midwest Rake Trim (Dim. "B" = 3 5/8 ") O = 1/2" x 1" A307 Bolt
For Metallic Rake Trim (Dim. "A" = 3 11/16")
For Metallic Rake Trim (Dim. "B" = 2 7/16 • = Open Hole
Blanket Insulation Detail at Eave
NS0094B
(
2 ) 1�2'Ox1" N303
M Bolts
Purlin
A
Purlin
1
3p C 1ploteP
Rafter
P CI'ip
3 16' plate
of Rafter
Purlin Clip
3/16" Plate
C
Anti -Roll Clip
• 3/16" Plate
Main Frame Rafter
Section A
Purlin Anti —Roll Clip
3/ 16 3
3/16 3
Ultra —Dek /Double —Lok Expansion Ridge End Cap
NS0105B
Support Member
Fastener #6A
12 -24 x 1 1/4"
Tek 4.5
At 24" O.C.
Fastener #12A
12 x 1" Pancake
Driller, At 12" O.C.
Panel Splice Trim -'
BFL572 1 1 1 /4" 1 1/4"
Fastener # 14
1/8 "0 x 3/16"
Pop Rivets
at 12" O.C.
Note: Artisan Panel 20' -0
Maximum Length
RIDGE PARAPET & FASCIA TRIM LAPS (at Built -up /Hot - Rolled Rafter Artisan Panel Soffit End
NS0082 NS0099 NS0115
NOTE:
1. These drawings are intended to depict general installation of item(s) described above. Some item(s) may have been omitted for clarity of presentation. Consult your erection manual or additional S— Sheets for further guidelines and /or clarifications.
SAVE OVERHANG SOFFIT SECTION (ARTISAN PANEL)
(FOR 8C2 1/2 EAVE CHANNEL)
NS0116
Wall Panel
Sheeting Angle
(SA2- )
Member Fastener
12 -14 x 1 1/4"
At 12" O.C.
Fastener #12A
12 -14 x 1'
Pancake Head
Self Driller _
Artisan Panel
Panel Cap
8FL571
Fastener # 14
1/8 x 3/16"
Pop Rivet
at 12" O.C.
Corner Detail at Main Frame Endwall
8" Flush Sidewall and 8" Endwall
Columns shown (is hot rolled for
demonstration only. They may be
Built Up or Cold Form also.
Outside I 2 BOLT FLUSH GIRT CONNECTION
Closure NOTE: USE 1/2" DIA, X 1" A307 BOLTS AS SHOWN
, i.
Artisan Panel Soffit Section At Wall
NS0117
REVISIONS
DATE DESCRIPTION
11 -04 -04 1 FOR CONSTRUCTION
Column
Flange
A
8
2 Bolt
Clip
2 Bolt
Clip
up to 8"
2"
4 1/8"
SC -3
SC -16
up to 10"
3"
5 1/8"
SC -56
SC -72
up to 12"
4"
6 1/8"
SC -57
SC -73
4 BOLT FLUSH GIRT CONNECTION
NOTE: USE 1/2" DIA. X 1" A307 BOLTS AS SHOWN
SIDEWALL or ENDWALL INTERIOR FLUSH GIRT CONNECTION DETAIL
NS0125
Stainft
Customer: TRI— STEEL CONSTRUCTION CO. INC
End User: SAME
Location: REXBURG, ID
Det. By Chk By Date Scale Building ID Job Number Sheet Number I Issue
11 -04 -0a N.T.S. 3305 - 220165 NS -3
3rary: n: \uoo \� urawings \urawings \rvzurowmgs.axi iversion y.�t
NS0124
, 7 r,,,
Note: Refer to Technical Installation Manuals for
the installation of the roof panels at the ridge.
Expansion Ridge Flashing
BFL156 a
a
Fastener # a
1/4 " -14 x 7/8" e
Lap Tek At 6" O.C.
Min.
a
Outside Panel Closure
rM
(required if ribbed panel)
Soffit Ponel * Soffit Panel
e
a
Soffit Peak Trim Fastener #4
1/4 -14 x 7/8"
a
a
BFL84 3" Lop Tek
p
h*
3" at 12" O.C.
¢ � 0
(typical)
C /os�re
9 ck
hyy Up
p �Ofe
¢0
Roof Panel
Soffit Peak Trim Detail
UltraDek / DoubleLok Roof Expansion Ridge Detail
NS0
NS0759
Fastener #14
Note: Refer to Technical Installation Manuals for
at 10' -0" O.C. Eave Plate
the installation of the roof panels at the ridge.
Ultra -Dek Or NW -7610
Double -Lok Roof
BFL156 Fastener #
1/4 " -14 x 7/8" LL Lop Tek
At 6" O.C.
Tri -Bead Tape Sealant
L 4 x 2 x 16 Ga.
------- --- --- HW -504
cc)
I
RAt -240
- -- _ Outside Metal Closure
Fastener #
® HW -430
1/4 " -14 x 1"
„`j, Back Up Plate
Driller at 12" O.C.
HW -7740
Eave Cover Trim Fastener #1
Tri -Bead Tape Sealant
8" BFL106O 1/4 " -14 x 1"
HW -504
10" BFL1063 Driller at 12" O.C.
Fastener #1E
12" BFL1066
1/4"-14 x 1 1/4" LL
Eave Channel
(9) per Panel
7"
Expansion Ridge Flashing
2 CEISYm, BFL156
Roof Panel
= - -- -- - -- -- --
--
Artisan Soffit
Fastener #12A
12 x 1" Pancake Head
Peak Purlin
Fastener #4
1/4 -14 x 7/8
Long Life Lap Tek
1' -4" Blanket Insulation
Eave Canopy Low Eave
Fixed Eave - High System - Artisan Soffit
UltraDek f DoubleLok Roof Expansion Ridge Detail
NS0529 INS0759A
NOTE:
REVISIONS
N0.
DATE
DESCRIPTION
BY
CK'0
I. These drowings are intended to depict general installation of item s) described above. Some item(s) may have been omitted for clarity of presentation. Consult your erection manual or additional S- Sheets for further guidelines and /or clarifications.
Q
Sfandar I
11 -04 -04
FOR CONSTRUCTION
u T a i
s
Customer. TRI- STEEL CONSTRUCTION CO. INC
End User: SAME
Location: REXBURG, ID
Det. By
Chk By
Date
Scale
Building ID
Job Number
Sheet Number
Issue
11 -04 -04
N.T.S.
3305 - 220165
NS -4