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PROJECT NUMBER: S2008154A
PROJECT NAME: JOHN W. WILSON METAL BUILDING
PROJECT LOCATION: FT.
CUSTOMER: JOHN W. WILSON
BUILDING LOADS
DESIGN CODE FRO 17
ROOF LIVE LOAD; 20.00 PSF MBMA DCC. CUSS: )1
LIVE LOAD REDUCIBLE Yee
PRIMARY AND SECONDARY STEEL PRIMER COLOR: RED
❑
X
FASCIA, PROJECTION: TOP OF FASCIA HEIGHT:
GROUND SNOW LOADJQ,Q.Q_PSF SNOW EXP. FACTOR, Ce: 1_00
ROOF SHEETING, TYPE OR 28 GAUGE, FINISH: Galwhi m ,
)) An m IASFD OR RIE IeNUM ROOF SxNpauoe ta&) M PER HUMM CODE Of
R2 wNmwT 013Flm SN)W UAD, WlpaevER m oI¢ATER. Tws vNUe hn, m axn
❑
FACE PANEL, TYPE —GAUGE, FINISH:
SNOW IMPORTANCE FACTOR, Is: 1.00
ROOF PANEL CUP TYPE: 1,{/A
MANUFACTURER.
SOFFIT PANEL. TYPE: —GAUGE. FINISH:
BACK PANEL, TYPE —GAUGE, FINISH:
❑
THERMAL BLOCKS: No EPS FOAM SPACER: No
INSULATION (NOT BY MBS), ROOF: INCH WALLS: INCH
PROTECTS AND BE IMPACT RESISTANT.
CAP TRIM PAINTED: BASE TRIM PAINTED:
WIND: 190 / 124 MPH
11111111/IA
N A
FL6961.1
LONG SPAN III SKYLIGHT PANEL
CAN /
COMPOSITE CFR DECK, TYPE N/A GAUGE, FINISH:
—
RAKE EXTENSION, PROJECTION:
BppDWC
2
❑ CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM:
C k C PRESSURES (PSF): 52 / -89
ROOF UNE TRIM, PAINTED: Potor White SP
SOFFIT PANEL TYPE—GAUGE,FINISH:EXPOSURE:
C
EXTERIOR WALL SHEETING, TYPE CW 2B GAUGE, FINISH: Aztec Blue SP
X
MEZZANINE (SEE MEZZANINE PLM! FOR AODRIONAL MEZZANINE INFO)
SOFFIT TRIM AT BUILDING UNE PAINTED:
UL 90 NO
EXTERIOR WALL CORNER TRIM FINISH: Polar White SP
DEAD 1 100 - •\ G E N S' ., QG
❑ OPEN SYSTEM, (NO SOFFIT PANEL PROVIDED)
Goods Roal-Oona(. No.te1 :Clo•la Roof e/ Translucent Pane -Corot W.1e7
CFR Itsaf-Con.l Nodal ; CFR Root e/ Taoducnd ParohCan.L No.600
EXTERIOR BASE TRIM, PAINTED: Aztec Blue SP
SOFFIT TRIM AT BUILDING LINE PAINTED:
CLEAR UNDER FASCIA;
Canpeaa CFR Pool-Oan.L NO55M ;VRte u Ref-Can.t N.= .
FRAMED OPENING TRIM, PAINTED: Polar White SP
❑
PARAPET SYSTEM
SEISMIC INFORMATION Ss:0.058 SI:0.030
Design Sde/Sdt: 0.082 / 0.048 Site Claes: D
WALL FRAMED OPENING, SIZES: FSW (2) 12'-0' x le -0'
❑
�j[
❑ STRUCTURAL PARAPET ❑ NON-STRUCTURAL PARAPET
Seismic Imp. Factor. i3OO Seismic Design Category: A
BSW (1) 12'-0' x 14'-0'
PARTITION WALL SHEETING
SNOWNO 80721
TOP OF PARAPET HEIGHT:
Analysis Procedure: Equivalent Loteml Foma Method
LEW (1) N-4' x 7'-2'
BACKER PANEL TYPE: —GAUGE, FINISH:
Basic -SERB' Not DAdW for Sehendo
REW none
❑
X
CANOPY, PROJECTION:
NOSES,
INTERIOR WALL SHEETING, TYPE GAUGE, FINISH:
AT EAVE UNE BELOW SAVE
❑ ❑
1) caLt DFyO IDADS. uMF59 OIIRRWl1E Norm. ASSUMED TO
—
INTERIOR CEILING LINER, TYPE —GAUGE, FINISH:
ROOF PANEL TYPE: —GAUGE, FINISH:
)SE
uNFOP1ILY 05RmuRD. WHEN StbpkNpm SiN)XIOEA St51Fb4 1IL11nHa. H1:IC
Ly D al A
RmHSTM� �� 4M t 53DITENDED FROMROOF
( M80154WF�11MAT � M
INTERIOR WALL TRIM, PAINTED:
SOFFIT PANEL, TYPE; CAUCE, FINISH:
—
OR 200 POIRlW (ASND RIE FLWCE MOUTH )mAIU. OR IF WONOVN. MEMBQm NE
tpa�A)m NGaRGNILY MORE RIM OTHERS.
YES NO
SOFFIT TRIM AT BUILDING UNE PAINTED:
TME WREiRf11G1LaF�ROoF oR
❑ X DOWNSPOUTS PAINTED: GUTTERS PAINTED:
CLEAR UNDER CANOPY BEAM:
BY INERamo 91or1 tdD, As
xRRMwm m ntE yPaucatd cccE.
El
X
WAIXDOORS, QUANTITY: PAINTED;
❑
tlaa t
EAVE EXTENSION, PROJECTION:
)) An m IASFD OR RIE IeNUM ROOF SxNpauoe ta&) M PER HUMM CODE Of
R2 wNmwT 013Flm SN)W UAD, WlpaevER m oI¢ATER. Tws vNUe hn, m axn
❑
fWm Pr y Catle
MOD Try. i Nary xa
WINDOWS: PAINTED:
FL4891.1
MANUFACTURER.
SOFFIT PANEL. TYPE: —GAUGE. FINISH:
11=NG I=DDOMG 6NDEERwHW�ED FER WE WmF® WRONG CODE 9xOW W mHFA
❑
DESIGN WIND PRESSURE FOR THE ELEMENT THAT IT
INSULATION (NOT BY MBS), ROOF: INCH WALLS: INCH
PROTECTS AND BE IMPACT RESISTANT.
22 a. k 24 o.
SOFFIT TRIM AT BUILDING LINE PAINTED:
11111111/IA
N A
FL6961.1
LONG SPAN III SKYLIGHT PANEL
❑
X
RAKE EXTENSION, PROJECTION:
BppDWC
2
❑
CRANES (SEE CRANE PLAN FOR ADDITIONAL CRANE INFORMATION)
`������NY
❑
X
MEZZANINE (SEE MEZZANINE PLM! FOR AODRIONAL MEZZANINE INFO)
SOFFIT PANEL. —GAUGE. FINISH:ROOF
DEAD 1 100 - •\ G E N S' ., QG
SOFFIT TRIM AT BUILDING LINE PAINTED:
,`.. %\
Q' : \'SECF •, J.
Pg. COL 1 1.00
❑
j(Q
WALL TRANSLUCENT PANELS:
`
❑
�j[
ROOF TRANSLUCENT PANELS:
❑
X
PARTITION WALL SHEETING
SNOWNO 80721
INSULATED PANELS YES [3 NO❑
❑ X PIPE JACKS, SIZE: QUANTITY:
❑ X ROOF FRAMED OPENINGS, SEE ROOF FRAMING PUN FOR SIZES
❑ X RIDGE VENTS, 10'-0' LONG X 9' THROAT. QUANTITY:
FOR OCCUPANCY (RISK) CATEGORY 1 OR 11, IBC PROVISIONS INDICATE THAT SINGLE -STORY
BUILDINGS SHALT. HAVE 'NO DRIFT LIMN' PROVIDED THAT INTERIOR WALLS, PARTITIONS. CEILINGS,
AND EXTERIOR WALL SYSTEMS HAVE BEEN DESIGNED TO ACCOMMODATE THE SEISMIC STORY
DRIFTS. INTERIOR WALLS. PARTITIONS, CEILINGS. OR EXTERIOR WALL SYSTEMS NOT PROVIDED BY
THE METAL BUILDING MANUFACTURER SHALL BE DESIGNED AND DETAILED BY OTHERS TO
ACCOMMODATE THE SEISMIC STORY DRIFTS. SEISMIC ORIFI' VALUES MAY BE OBTAINED FROM THE
METAL BUILDING MANUFACTURER.
OF A
ACCESSORIES (DOORS, WINDOWS, ETC.) NOT PROVIDED BY THE METAL BUILDING MANUFACTURER
MUST BE DESIGNED AS 'COMPONENTS AND CLADDING' IN ACCORDANCE WITH THE SPECIFIC WINO
PROVISIONS OF THE REFERENCED BUILDING CODE DISPUTED ON THE COVER PAGE OF THIS
DRAWING PACKET.
FRAMED OPENINGS HAVE BEEN DESIGNED TO SUPPORT WIND LOAD NORMAL TO THE WALL
BASED ON THE STANDARD BUILDING CODE CRITERIA. FRAMED OPENINGS HAVE NOT BEEN
DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY FORCES FROM THE DOOR. ANY
CHANGE TO THE INFORMATION SHOWN HERE WILL REQUIRE AN ENGINEERING INVESTIGATION AND
POSSIBLE BUILDING REINFORCEMENT.
THE BUILDING HAS BEEN DESIGNED WITH THE EXTERIOR
I.59 Tar ImA9 Gas t) ar Aeel CmY be
PANEL TYPE: —GAUGE, FINISH:
PARTITION WALL TRIM COLOR:
X WAINSCOT
WALL PANEL,' TYPE: _GAUGE, FINISH:
BASE TRIM PAINTED: JAMB TRIM PAINTED:
TRANSITION TRIM PAINTED:
ERECTOR NOTE.
ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING.
WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER,
H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED.
WHERE THE DRAWINGS INDICATE AN HIOGO TRIM FASTENER,
H1051 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED.
STATE OF FLORIDA
PRODUCT APPROVAL NUMBERS
GLAZED OPENINGS BEING PROTECTED. THESE OPENINGS ARE
ACCENT WALL
PROVIDED BASED ON THE FOLLOWING CRRERLk'
tlaa t
- OPENINGS ARE PROTECTED FROM THE WIND AND WIND
OYa t n rope God. W. GGaa t
BORNE MISSILES BY A PROTECTIVE COVERING.
fWm Pr y Catle
MOD Try. i Nary xa
- COVERING IS NOT BY THE METAL BUILDING
FL4891.1
MANUFACTURER.
24 G.
- COVERING MUST BE CAPABLE OF SUPPORTING THE
CLASSIC ROOF
DESIGN WIND PRESSURE FOR THE ELEMENT THAT IT
FL4813.3
PROTECTS AND BE IMPACT RESISTANT.
PANEL TYPE: —GAUGE, FINISH:
PARTITION WALL TRIM COLOR:
X WAINSCOT
WALL PANEL,' TYPE: _GAUGE, FINISH:
BASE TRIM PAINTED: JAMB TRIM PAINTED:
TRANSITION TRIM PAINTED:
ERECTOR NOTE.
ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING.
WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER,
H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED.
WHERE THE DRAWINGS INDICATE AN HIOGO TRIM FASTENER,
H1051 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED.
STATE OF FLORIDA
PRODUCT APPROVAL NUMBERS
FL2686.1
ACCENT WALL
26 o.
FL2686.2
CLASSIC WALL
28 a.
FL2686.3
REVERSE CLASSIC WALL
26 o.
FL4891.1
CFR STANDING SEAM ROOF
24 G.
FL4891.2
CLASSIC ROOF
26 a.
FL4813.3
VR16-II ROOF PANEL
22 a. k 24 o.
1`15614.1
C1A551C ROOF ALL TRANSLUCENT PANEL
N A
FL6961.1
LONG SPAN III SKYLIGHT PANEL
N A
SNVN 1.00
*�
ROOF MOA' Pa
ROOF 3FON Pm 1 0.00
wemBJGmRI€: Clwod S ATE
GI k
SESVD R 3.00 : T '.'C O
sFmper:0.010 �iF'•� R(O•^•'\•��`
BASE SNFAR f5. 0.1s '',,�'S/ONA'
ER(E(FCCRTION MANUALS REQUIRED
aUpDmWO INMA SOUSE PACKWGG QPAM
❑CFR ROOF 13 H960 OR 0H8250113 SINGLE CURB (140850)
®CLASSIC ROOF 13 H9420 OR HH8201 10DOUBLE CURB (119800)
❑VRIA 11 H8025
DRAWING INDEX
COVERSHEET 01
ANCHOR BOLT DRAWINGS Ft. F2
COLUMN BASE REACTIONS Rl
STRUCRJRAL/SHEETING DRAWINGS El - ES
DETAILS
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ANCHOR BOLT PLAN
NOTE: NI Bose PW N 0 100'-0e (U.N.)
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ANCHOR BOLT SUMMARY
Dia Proj
Qty Locate (In) Type (In)
032 Endwall 3/4' F1554 3.00
08 Frame 3/4 F1554 3.00
® 4 yMd8ent 1' F1554 3.00
ANCHOR BOLT PLAN
GENERAL NOTES
THE SPECIFIED ANCHOR ROD DIAMETER
ASSUMES F1554 GRADE 36 UNLESS NOTED
OTHERWISE. ANCHOR ROD MATERIAL OF
EQUAL DIAMETER MEETING OR EXCEEDING
THE STRENGTH REQUIREMENTS SET FORTH
ON THESE DRAWINGS MAY BE UTILIZED AT
THE DISCRETION OF THE FOUNDATION
DESIGN ENGINEER. ANCHOR ROD EMBED-
MENT LENGTH SHALL BE DETERMINED BY
THE FOUNDATION DESIGN ENGINEER.
2. METAL BUILDING MANUFACTURER IS NOT
RESPONSIBLE FOR PROJECT FOUNDATION
DESIGN. THE FOUNDATION DESIGN IS THE
RESPONSIBILITY OF A REGISTERED
PROFESSIONAL ENGINEER, FAMILIAR WITH
LOCAL SITE CONDITIONS.
3. ALL ANCHOR RODS, FLAT WASHERS FOR
ANCHOR RODS, EXPANSION BOLTS, AS WELL
AS ALL CONCRETE/MASONRY EMBEDMENT
PLATES ARE NOT BY METAL BUILDING
MANUFACTURER.
4. THIS DRAWING IS NOT TO SCALE.
5. FINISHED FLOOR ELEVATION = 100'-0"
UNLESS NOTED OTHERWISE.
6. "SINGLE" CEE COLUMNS SHALL BE
ORIENTED WITH THE "TOES" TOWARD THE
LOW EAVE UNLESS NOTED OTHERWISE.
7. ANCHOR RODS ARE REQUIRED ONLY IN THE
QUANTITIES SPECIFIED. BASEPLATES MAY
BE FABRICATED WITH MORE HOLES THAN
NEEDED FOR THIS PROJECT.
8. THE ANCHOR BOLT LOCATIONS PROVIDED
BY METAL BUILDING MANUFACTURER
SATISFY PERTINENT REQUIREMENTS FOR THE
DESIGN OF THE MATERIALS SUPPLIED BY
THE METAL BUILDING MANUFACTURER.
PLEASE NOTE THAT THESE REQUIREMENTS
MAY NOT SATISFY ALL ANCHOR BOLT
CONCRETE EDGE DISTANCE REQUIREMENTS
DEPENDING ON THE DETAILS OF THE
FOUNDATION DESIGN.
BECAUSE FOUNDATION DESIGN IS NOT WITH-
IN THE METAL BUILDING MANUFACTURER'S
SCOPE OF WORK, IT IS THE RESPONSIBIL-
IIY OF THE QUALIFIED PROFESSIONAL
DESIGNING THE FOUNDATION TO MAKE
CERTAIN THAT SUFFICIENT CONCRETE EDGE
DISTANCE IS PROVIDED FOR THE ANCHOR
BOLTS IN THE DETAILS OF THE FOUNDA-
TION DESIGN.
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No 80761
STATE O10.F
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12'-0" 5'-3"
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ANCHOR BOLT PLAN
NOTE: NI Bose PW N 0 100'-0e (U.N.)
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ANCHOR BOLT SUMMARY
Dia Proj
Qty Locate (In) Type (In)
032 Endwall 3/4' F1554 3.00
08 Frame 3/4 F1554 3.00
® 4 yMd8ent 1' F1554 3.00
ANCHOR BOLT PLAN
GENERAL NOTES
THE SPECIFIED ANCHOR ROD DIAMETER
ASSUMES F1554 GRADE 36 UNLESS NOTED
OTHERWISE. ANCHOR ROD MATERIAL OF
EQUAL DIAMETER MEETING OR EXCEEDING
THE STRENGTH REQUIREMENTS SET FORTH
ON THESE DRAWINGS MAY BE UTILIZED AT
THE DISCRETION OF THE FOUNDATION
DESIGN ENGINEER. ANCHOR ROD EMBED-
MENT LENGTH SHALL BE DETERMINED BY
THE FOUNDATION DESIGN ENGINEER.
2. METAL BUILDING MANUFACTURER IS NOT
RESPONSIBLE FOR PROJECT FOUNDATION
DESIGN. THE FOUNDATION DESIGN IS THE
RESPONSIBILITY OF A REGISTERED
PROFESSIONAL ENGINEER, FAMILIAR WITH
LOCAL SITE CONDITIONS.
3. ALL ANCHOR RODS, FLAT WASHERS FOR
ANCHOR RODS, EXPANSION BOLTS, AS WELL
AS ALL CONCRETE/MASONRY EMBEDMENT
PLATES ARE NOT BY METAL BUILDING
MANUFACTURER.
4. THIS DRAWING IS NOT TO SCALE.
5. FINISHED FLOOR ELEVATION = 100'-0"
UNLESS NOTED OTHERWISE.
6. "SINGLE" CEE COLUMNS SHALL BE
ORIENTED WITH THE "TOES" TOWARD THE
LOW EAVE UNLESS NOTED OTHERWISE.
7. ANCHOR RODS ARE REQUIRED ONLY IN THE
QUANTITIES SPECIFIED. BASEPLATES MAY
BE FABRICATED WITH MORE HOLES THAN
NEEDED FOR THIS PROJECT.
8. THE ANCHOR BOLT LOCATIONS PROVIDED
BY METAL BUILDING MANUFACTURER
SATISFY PERTINENT REQUIREMENTS FOR THE
DESIGN OF THE MATERIALS SUPPLIED BY
THE METAL BUILDING MANUFACTURER.
PLEASE NOTE THAT THESE REQUIREMENTS
MAY NOT SATISFY ALL ANCHOR BOLT
CONCRETE EDGE DISTANCE REQUIREMENTS
DEPENDING ON THE DETAILS OF THE
FOUNDATION DESIGN.
BECAUSE FOUNDATION DESIGN IS NOT WITH-
IN THE METAL BUILDING MANUFACTURER'S
SCOPE OF WORK, IT IS THE RESPONSIBIL-
IIY OF THE QUALIFIED PROFESSIONAL
DESIGNING THE FOUNDATION TO MAKE
CERTAIN THAT SUFFICIENT CONCRETE EDGE
DISTANCE IS PROVIDED FOR THE ANCHOR
BOLTS IN THE DETAILS OF THE FOUNDA-
TION DESIGN.
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DETAIL A DETAIL E
Dia= 3/4"
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DETAIL D
FINISH
FLOOR
ANCHOR 'SOLT
TYPICAL COLUMN BASE PLATE DETAIL
ty A
2 oa nn
0 0 o n
CLR OPENING k',4 VARIES:
21"-33",I
(USE J2)..j/2 TDIA DfPANSION
GIRT DEPTH ++ 2•
SECTION AA
(RECOMMENDED)
TYPICAL
FRAMED OPEEAD DOOR
FOUNDATION DESIGN NOTES:
1. THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT
COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON THE ANCHOR BOLT
DRAWING. PLEASE REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL UNES
SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN DURING LAYOUT
OF COLUMN AND ANCHOR BOLT LOCATIONS.
2. COLUMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE TO
PRODUCTION LIMITATIONS. PLEASE FOLLOW ANCHOR BOLT DETAILS FOR QUANTITY
OF ANCHOR BOLTS REQUIRED. EXTRA BASE PLATE HOLES DO NOT NEED INFILLED
PER THE MBS DESIGN SPECIFICATIONS. ow i /��
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DETAIL D
FINISH
FLOOR
ANCHOR 'SOLT
TYPICAL COLUMN BASE PLATE DETAIL
ty A
2 oa nn
0 0 o n
CLR OPENING k',4 VARIES:
21"-33",I
(USE J2)..j/2 TDIA DfPANSION
GIRT DEPTH ++ 2•
SECTION AA
(RECOMMENDED)
TYPICAL
FRAMED OPEEAD DOOR
FOUNDATION DESIGN NOTES:
1. THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT
COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON THE ANCHOR BOLT
DRAWING. PLEASE REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL UNES
SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN DURING LAYOUT
OF COLUMN AND ANCHOR BOLT LOCATIONS.
2. COLUMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE TO
PRODUCTION LIMITATIONS. PLEASE FOLLOW ANCHOR BOLT DETAILS FOR QUANTITY
OF ANCHOR BOLTS REQUIRED. EXTRA BASE PLATE HOLES DO NOT NEED INFILLED
PER THE MBS DESIGN SPECIFICATIONS. ow i /��
,. ��� 8 X1020
E N'�. L
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�� VT SITIAIE o : ��:
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T9�
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� U
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Q
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Oo 0`
J W J LL
O
U
z Z a.
Om o =
�nmO�
N
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FRAME LINES: 2
Q Q
r COLUMN UNE
H H �
-"iV IV
RIGID FRAME: ANCHOR sous & BASE PLATES
Frm
COLUMN:
t
thick
Cot
Anc.-Bolt
Chia
Qty Dia
Width LLeongth
(in)
2
A
4 0.750
8.000 12.63 0.375
0.0
2
D
4 0.750
8.000 12.63 0.375
0.0
ENDWALL
COLUMN:
ANCHOR sous k BASE PLATES
Frm
Cot
Anc.-Bolt
LONGITUDINAL WIND, CASE I
Seismic
OTDANDE/SIGT
LWND R: LATERAL
WIE LEFT
Base
-Plate (in)
`CN•�
Elev.
Line
Line
City
Dia
Width
Length Thick
(in)
1
A
4
0.750
8.000
8.500
0.375
0.0
1
B
4
0.750
8.000
12.50
0.375
0.0
1
C
4
0.750
8.000
12.50
0.375
0.0
1
D
4
0.750
8.000
8.500
0.375
0.0
3
D
4
0.750
8.000
8.500
0.375
0.0
3
C
4
0.750
8.000
8.500
0.375
0.0
3
B
4
0.750
8.000
8.500
0.375
0.0
3
A
4
0.750
8.000
8.500
0.375
0.0
BUILDING BRACING REACTIONS
f Reactions(k )
-Wall - Col -Wind - -Seismic-
Loc line Line Horz Vert Harz Vert
L -EW 1 %C 10.2 13.7 0.1 0.2
F_SW D Torsional Bracingg Used
R -EW 3 C,B 3.6 4.9 0.0 0.1
B_SW A 2,1 11.2 6.9 0.2 0.1
RIGID FRAME: BASIC COLUMN REACTIONS (k )
Frame Column -----Dead-----Collateral- ----- Live ------ Wind-Lefti--Wind_Rlghtt---Wlnd_Left2-
Line Lina Horiz Vert Hertz Vert Horiz Vert Horiz Vert Horiz Vert Hartz Vert
2 A 0.5 2.1 0.1 0.5 1.7 6.2 -11.0 -23.2 3.9 -11.9 -12.3 -14.3
2 D -0.5 2.1. -0.1 0.5 -1.7 6.2 -3.9 -11.9 11.0 -23.2 -2.6 -3.0
Frame Column-Wind_Right2---Wind_Longt---Wind_Long2--Seismic-Left Seismic -Right -Seismic-Long
Line Line Horiz Vert Horiz Vert Hartz Vert Hertz Vert Hertz Vert Horiz Vert
2 A 2.6 -3.0 -2.3 -23.3 5.7 -11.8 0.0 0.0 0.0 0.0 -0.1 -0.1
2 D 12.3 -14.3 -5.7 -11.8 2.3 -23.3 0.0 0.0 0.0 0.0 -0.1 0.1
ENDWALL COLUMN:
BASIC COLUMN RENc ioNs (k )
Wind-L1/Wind-R1: LATERAL WIND FROM THE
LLEET/RIGHT, CASE 1F1/Wind_Ln2:
Wind__L''2/Wind_R2: LATERAL WIND FROM THE /RIGHT,CASE 2
LONGITUDINAL WIND, CASE I
Seismic
OTDANDE/SIGT
LWND R: LATERAL
WIE LEFT
,!"R '';t
Wi
66�ffR�ROOFWINDLEFT/RIGHT
`CN•�
F P�PA -SL #:PATIIALUVE/SNOWLOADNG F CONTINUOUS BEAMSYSTEMS
`\G
`,P��•'ON{MN%�
•+**** ENDWALL COLUMN LOAD CASE ABBREVIATIONS:
Wind
Wind
Wind
Wind
Wind
Wind
Wind
Wind
Selo
Frm
Col
Dead
Collat
Live
Leftt
Rightl
Left2
Right2
Press
Suct
Long'!
Long2
Left
Una
Una
Vert
Vert
Vert
Vert
Vert
Vert
Vert
Harz
Horz
Vert
Vert
Vert
1
A
0.3
0.1
1.1
-2.7
-1.8
-1.6
-0.6
-2.0
2.3
-2.9
-1.6
0.0
1
B
0.7
0.2
3.1
-7.9
-4.7
-5.4
-2.2
-3.9
4.3
-7.7
-4.9
0.0
1
C
0.7
0.2
3.1
-4.7
-7.9
-2.2
-5.4
-3.9
4.3
-4.9
-7.7
0.0
1
D
0.3
0.1
1.1
-1.8
-2.7
-0.6
-1.6
-2.0
2.3
-1.6
-2.9
0.0
3
D
0.3
0.1
1.1
-2.7
-1.8
-1.6
-0.6
-2.0
2.3
-2.9
-1.6
0.0
3
C
0.7
0.2
3.1
-7.9
-4.7
-5.4
-2.2
-3.9
4.3
-7.7
-4.9
0.0
3
8
0.7
0.2
3.1
-4.7
-7.9
-2.2
-5.4
-3.9
4.3
-4.9
-7.7
0.0
3
A
0.3
0.1
1.1
-1.8
-2.7
-0.6
-1.6
-2.0
2.3
-1.6
-2.9
0.0
Sala
Sets
Frm
Cot
Right
Long
Line
Line
Vert
Vert
1
A
0.0
0.0
1
B
0.0
0.0
1
C
0.0
0.0
1
D
0.0
0.0
3
D
0.0
0.0
3
C
0.0
0.0
3
B
0.0
0.0
3
A
0.0
0.0
GENERAL NOTES
1 REACTIONS ANDN THECORRESPONDING(VI ORM HORIZONTAL (H) REACTIONS (AREAREPORTED L (V)
2. REACTIONS ARE PROVIDED BY LOAD CASE IN ORDER TO AID THE FOUNDATION ENGINEER IN DETERMINING
THE APPROPRIATE LOAD FACTORS AND COMBINATION TO BE USED WITH EITHER WORKING STRESS OR
ULTIMATE STRENGTH DESIGN METHODS. WIND LOAD CASES ARE GIVEN FOR EACH PRIMARY WIND DIRECTION.
3. FOR ASCE7-10 AND LATER BASED BULDING CODES THE UNFACTORED LOAD CASE REACTIONS DUE TO WIND ARE
GENERATED USING ULTIMATE DESIGN WIND SPEEDS (Vult).
4. POSITIVE (+) REACTIONS ARE AS SHOWN ABOVE. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS.
5. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE HORIZONTAL REACTION (H) ACTING AWAY
FROM THE BRACED BAY AND THE VERTICAL REACTION (V) ACTING DOWNWARD.
r".rs. RIGID FRAME LOAD CASE ABBREVIATIONS: s*rs**
Wind-L1/Wind-R1: LATERAL WIND FROM THE
LLEET/RIGHT, CASE 1F1/Wind_Ln2:
Wind__L''2/Wind_R2: LATERAL WIND FROM THE /RIGHT,CASE 2
LONGITUDINAL WIND, CASE I
Seismic
OTDANDE/SIGT
LWND R: LATERAL
WIE LEFT
,!"R '';t
Wi
66�ffR�ROOFWINDLEFT/RIGHT
`CN•�
F P�PA -SL #:PATIIALUVE/SNOWLOADNG F CONTINUOUS BEAMSYSTEMS
`\G
`,P��•'ON{MN%�
•+**** ENDWALL COLUMN LOAD CASE ABBREVIATIONS:
NO £30'7'.1
Collat: COLLATERAL LOAD
Rafter Wind_L/Rofter Wind -R: LATERAL WINO FROM THE LEFT RIGHT
Brace W'md_L/Brace Wind_R: LATERAL WIND FROM THE LEFTXF IGHT
_ /`
�'tX -
Wind_P/Wind_S: LONGITUDINAL WIND PRESSURE[ SUCTION ON COLUMNS
�1^t
= -0 : • 0:
Wind_Ln: LONGITUDINAL WIND SUCTION ON R00
Seis_L/Seis_R: LATERAL SEISMIC LOAD FROM LEFT/RIGHT
E UNB_SL_L E UNB_S R: UNBALANCED ROOF SNOW WITH WIND FROM LEFT/RIGHT
�9 ••, S ATE OF �
�,t\'.,.c
E PAT_LL jE//E PAT_SL PARTIAL LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS
��5.� OR \D.•'G,�,��
(7 J
Z LL
U
w
mEL
~J
W
�> LO
rn
Oo 0
J W J u
U
} w
Is
0
1
Of
TRIM TABLE
ROOF PLAN _
OID PART LENGTH DETAIL w
1 LR36.000 TRIM 3
0
1 3 MEMBER TABLE
�, D.R STM MA
PLAN
MARK PART LENGTH
P-1 OBZ060 285.500
2 P-2 08ZO60 285.500
2z-s" 22'-5" E-1 OBE060 269.500
E-2 08EO60 269.500
E-3 OBE075 269.500
CB-5 RDB— 297.000
CB-6 RDB— 295.000
CB-7 RDB— 279.000 _
A
I 1
w
go N
3 �
2
9 a
m
N
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o� a=pp
N N Ie;S
ry. J Sa! Y
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ROOF FRAMING PLAN EEyy
W W f
� GENERAL NOTES � j �
1yy 11 i. PLACE TAGGED END OF RAFTERS TOWARDS THE LOW EAVE O Fr O _
io y, n 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: CO W
I o� ROD CABLE J ❑j
co
O1 RDB- - 5/8" RDD CAA- - 1/4" CABLE 0 V
ROC- = 3/4" ROD CAB- = 3/8' CABLE } �j W_ 1
RDE- - 1/RODOD CAC- = t/2� CABLE S, 2 = FaF-- o
RDF- = 1 1/8' ROD p �, O LL B N
RDG- - 1 1/4" ROD �`'� -+ w
3. PURUN AND EAVE STRUT CONNECTIONS UTILIZE BOTH
A307 AND A325 BOLTS. REFER TO THE DETAILS
7 FOR SPECIFIC USAGE REQUIREMENTS.
W
4. THIS DRAWING IS NOT TO SCALE
° - ROOF
PD LAP SHEETING
-] l/4
PG* 26 Oa CR=a B
ROOF FRAMING PLAN n g�
o
gE �b]pa Eg W
9B E
w
�_i RFI-2
b
W
ER -3
a
— rP
— m
'1
�-2
RFt-2
�-3
a
i
MEMBER
TABLE
Mark
Web De th
Web
PlOte
Outside
W x
Flange
Thk x
Length
Inside Flange
W x Thk x Len th
Start/End Thick
SP -1
4
4 0
A325
0.750 3.00
6"
5/8"
1'-7 5/8"
SP -2
4
4 0
A325
0.625 2.25
6"
3 8"
1'-7 1 B"
MEMBER
TABLE
Mark
Web De th
Web
PlOte
Outside
W x
Flange
Thk x
Length
Inside Flange
W x Thk x Len th
Start/End Thick
Len th
RF1-1
RF1-2
RF1-3
12.0 16.0
16.0/16.0
13.0/13.0
16.0/16.0
16.0 12.0
0.150
0.188
0.150
0.188
0.150
169.1
16.3
185.8
16.3
169.1
5
5
5
5
5
x
x
x
x
x
1/4"
1/4"
1/4�
1/4
1 4"
x 1 4.0
x 24.1
x 184.7
x 24.1
x 184.0
5
5
5
x
x
x
1 4
1/4''
1/4"
x
x
x
1 9.1
184.7
169.1
pF
w.
o
- = 10.750•
270.75=��h-"'1 I""1 10 3/4' S 1/4.• �
1 6
12
FBC32Ai2) FB A(2) Z
FB (2) �// V mj-- FBC3?$) s a
V
iv RFI-2
y
RFI -2
x
N m I ^ C p�
M 0
I M
M _ o
1n
T
m I ( Z LL
0 LIU
DO
J ~~
n W W
Ll
if a Z� p o o A zi
zi
,, 20 Z 0 Z
C` J
.,,��` �\c E N F Gam•' U
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P CLEAR + - .^. �1' :• ••• i1' U 1§ a ,
00
0 M 0 LL z N
)SATE OF :��/�-� Sow
35'-0. OUT-TO-OUT OF LF4 O R P'.
A D lee�SS�ONAI
RIGID FRAME ELEVATION: FRAME UNE 2 GENERAL NOTES
1. � INDICATES FLANGE BRACING LOCATIONS. (1) = ONE SIDE, (2) = TWO SIDES.
2. IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME,
THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF
FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, S Y
FOR THIS FUTURE CONDITION.
3. RIGID FRAMES SHALL HAVE 50X. OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH - aaP 4ER F,X ® to
SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS $yygqll &p��BR 0
RELEASED. Ig""x#� esEL� W
4. INTERIOR COLUMN METAL TAG IS ORIENTED TOWARD THE LOW EAVE OF THE BUILDING.
SPLICE PLATE &BOLT TABLE
—Qty
Mark To Bot Int Type Dia Len th Width Thick Length
GIRT Y—s 1L4
LAPS z -s i/s•
SIDEWALL FRAMING: FRAME LINE D
---------------------------
= 5/8" ROD
MARK
PART
I LENGTH
DJ -2
J08CO89
168.000
E-1
OSEO6O
269.500
E-2
OSEO60
269.500
G-3
O8ZO60
59.500
G-4
O8SO89
o
G-5
O8ZO6O
0 0
G-6
08ZO6O
89.000
G-7
[a[�� cocyy
N N N
59.500
JB -1
JOBCO6O
10.313
toy
N N N
g
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
m
m
m
m
m
m
m
m
m
Oe
s
Q
e
e
0
s
e
SIDEWALL SHEETING & TRIM: FRAME LINE D
PANELS: 26 Go. CW — Aztw SWs SP
MEMBER TABLE
FRAME LINE D
= 5/8" ROD
MARK
PART
I LENGTH
DJ -2
J08CO89
168.000
E-1
OSEO6O
269.500
E-2
OSEO60
269.500
G-3
O8ZO60
59.500
G-4
O8SO89
269.000
G-5
O8ZO6O
89.000
G-6
08ZO6O
89.000
G-7
O8ZO6O
59.500
JB -1
JOBCO6O
10.313
oto 04Y M. TqO ��.
y��•P��,��.OENSF•. L��+
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SIDEWALL FRAMING PLAN
GENERAL NOTES
STD. ROD/CABLE SIZES PER PART PREFIX ARE
RDB—
= 5/8" ROD
CAA— = 1/4" CABLE
RDC—
= 3/4" ROD
CAB— = 3/13" CABLE
RDD—
= 7/8" ROD
CAC— - 1/2" CABLE
RDE—
= 1" ROD
RDF—
- 1 1/8" ROD
RDG—
= 1 1/4" ROD
2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR
INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING
OF GIRT WEBS TO ALLOW FOR BRACING.
3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL
REQUIRE MELD CUTTING OF GIRTS AND SHEETING.
4. THIS DRAWING IS NOT TO SCALE.
ZLL
OUj
ma
J
W�
�j
Z m Z
W CD
_z _
0 3
§A
6
c,
LU
GIRT
LAPS 2'-5 1/�2'-5 1/4'
SIDEWALL FRAMING: FRAME LINE A
I I I
4 5 8 O 4 5]Of
SIDEWALL SHEETING & TRIM: FRAME LINE A
PANM14, 26 Gm CW — AzW Blue SP
MEMBER TABLE
FRAME LINE A
= 5/8" ROD
MARK
PART
LENGTH
DJ -2
JOSCO89
168.000
E-1
08EO60
269.500
E-3
08E075
269.500
G-3
08Z060
59.500
G-4
o < o 0
0 S
269.000
G-5
08ZO60
89.000
No
N N N
08ZO67
89.000
G-9
08ZO67
299.000
G-10
08Z060
299.000
G-11
08Z075
269.000
0
0
0
0
326.000
CB -4
0
0
284.000
0
0
0
o
0
a
0
o
0
0
0
0
o
0
a
0
o
0
m
m
m
m
m
m
m
m
m
m
m
m
O5
B
B
B
SIDEWALL SHEETING & TRIM: FRAME LINE A
PANM14, 26 Gm CW — AzW Blue SP
MEMBER TABLE
FRAME LINE A
= 5/8" ROD
MARK
PART
LENGTH
DJ -2
JOSCO89
168.000
E-1
08EO60
269.500
E-3
08E075
269.500
G-3
08Z060
59.500
G-4
OBS089
269.000
G-5
08ZO60
89.000
G-8
08ZO67
89.000
G-9
08ZO67
299.000
G-10
08Z060
299.000
G-11
08Z075
269.000
CB -3
RDC—
326.000
CB -4
RDC—
284.000
JB -1
J08CO60
10.313
Y A4 '14P
` ONG E N O
s G, 0
P .2 8 220 Z LL
No 80761 p U
5 of
0.
LU Uj
F•'c4 0 R 1•�••'• �`>
ONA�N w 0
_z _
SIDEWALL FRAMING PLAN w o
GENERAL NOTES Z N Z
STD. ROD/CABLE SIZES PER PART PREFIX ARE:
RDB-
= 5/8" ROD
CAA- = 1/4" CABLE
RDC-
= 3/4" ROD
CAB- = 3/8" CABLE
RDD-
= 7/8" ROD
CAC- = 1/2" CABLE
RDE-
- i" ROD
RDF-
= 1 1/8" ROD
RDG-
= 1 1/4" ROD
2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR
INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING
OF GIRT WEBS TO ALLOW FOR BRACING.
3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL
REQUIRE FIELD CUTTING OF GIRTS AND SHEETING.
4. THIS DRAWING IS NOT TO SCALE.
'ol15
o
W
BOLT TABLE
FRAME LINE 1
LOCATION QUAN TYPE DIA LENGTH
ER -1 ER -24 A325 1/2:: 2
Columns RcIf 6 A325 1/2" 2"
ENDWALL FRAMING: FRAME UNE 1
I
12 p o O
O o
o p o S o o o 0
O Lq Iq� N N
m p O O O p N
e
O5 6 5
t
ENDWALL SHEETING & TRIM: FRAME LINE 1
PANELS: 20 Ca CW — Aztee Blue SP
ifII 1 1 1FBEO1
�J`�pNY M• I9 ��CONNECTION PLATES
� E N ' FRAME LINE 1
w`Q�r �G SF.,G�% �oio DID MARK PART
No 80751 , 1 NCRO3
*: _ 2 JCA&PO2
Cc
o STATE OF ,:��
��'�SS�ONA ENDWALL FRAMING PLAN
GENERAL NOTES
BID. ROD/CABLE SIZES PER PART PREFIX ARE:
RDB—
= 5/8" ROD
CAA— = 1/4" CABLE
RDC—
= 3/4" ROD
CAB— = 3/8" CABLE
RDD—
- 7/8" ROD
CAC— = 1/2" CABLE
RDE—
- 1" ROD
RDF—
= 1 1/8" ROD
RDG—
= 1 1/4" ROD
2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR
INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING
OF GIRT WEBS TO ALLOW FOR BRACING.
3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL
REQUIRE FIELD CUTTING OF GIRTS AND SHEETING.
4. THIS DRAWING IS NOT TO SCALE.
a
v
M
Z u-
0Ui
mLU
WLL
Oa
J_ LU
Z
C
L
z
0
J
I
r,
0
0
U)
W
Qt"
12 MARO1
ER -3
Ir
r
MAR01
ET� 3
G—i
FLANGE BRACE TABLE
CAA— = 1/4" CABLE
G—t
G-2
G—
G-1
VG -2
G—
G—i
/G-2
G-7 0—
— — — — —
o — — — — —
— — — — —
RDG—
= 1 1/4" ROD
L C
EC -1
tG-0
LU -0
ENDWALL FRAMING: FRAME LINE 3
EC -4
12 ( Qa
1 O J
Ui
O m m N N N N ry N W m
i
ENDWALL SHEETING & TRIM: FRAME LINE 3
PANEL& 26 W. CW - Aztw Blue SP
BOLT TABLE
FRAME LINE 3
LOCATION QUAN TYPE DIA LENGTH
ER-3/ER-3 4A325 1/2" 2
Columns Raf 6 A325 1 2" 2"
This endwall framing is not designed
Qfor future expansion
I %�%% ��NY'M „TRG
Q�r ��pENgF C.
No 80?61 '•
M { ;
T'• snarl_ or-
.cam
R 1 . J
LE��
N APr
CONNECTION PLATES
FRAME LINE 3
❑ID MARK PART
1 NCR03
[Nq.Iq:L��.Ui1Y.'1
2 t TO
1. STD. ROD/CABLE SIZES PER PART PREFIX ARE:
RDS—
FLANGE BRACE TABLE
CAA— = 1/4" CABLE
FRAME LINE 3
= 3/4" ROD
D ID
S1t7##ES
MARK
CLIP
RDE—
1
1
FBE01
= 1 1/8" ROD
This endwall framing is not designed
Qfor future expansion
I %�%% ��NY'M „TRG
Q�r ��pENgF C.
No 80?61 '•
M { ;
T'• snarl_ or-
.cam
R 1 . J
LE��
N APr
CONNECTION PLATES
FRAME LINE 3
❑ID MARK PART
1 NCR03
[Nq.Iq:L��.Ui1Y.'1
2 t TO
1. STD. ROD/CABLE SIZES PER PART PREFIX ARE:
RDS—
= 5/8" ROD
CAA— = 1/4" CABLE
RDC—
= 3/4" ROD
CAB— = 3/8" CABLE
RDD—
= 7/8" ROD
CAC— = 1/2" CABLE
RDE—
= 1" ROD
RDF—
= 1 1/8" ROD
RDG—
= 1 1/4" ROD
2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR
INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING
OF GIRT WEBS TO ALLOW FOR BRACING.
3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL
REQUIRE FIELD CUTTING OF GIRTS AND SHEETING.
4. THIS DRAWING IS NOT TO SCALE.
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