Equipment Shed_sb commentsCUSTOMER INFORMATION
CUSTOMER NAME:
ADDRESS:
PROJECT NAME:
PROJECT LOCATION:
GENERAL NOTES
1. MATERIALS
PRO BUILD
7595 TECHNOLOGY
DENVER, CO 80237
EQUIPMENT SHED
MERIDIAN, ID
STRUCTURAL STEEL PLATE
FLANGE MATERIAL
COLD FORMED LIGHT GAUGE SHAPES
STRUCTURAL CABLES
HOT ROLLED MILL SHAPE
HOLLOW STRUCTURAL SECTIONS
PBR36 ROOF AND WALL PANELS
STANDING SEAM ROOF
BOLTS
BOLTS
2. DESIGN
WAY SUITE 500
ASTM DESIGNATION
A529 OR A572 OR A1011SS GRADE 55
A529
GRADE
55
A1O11SS
GRADE
55
A475
GRADE
EHS
A992
GRADE
50
A500
GRADE
B
A653 OR A792
GRADE
80
A653 OR A792
GRADE
50
A325
A325
GRADE 5
GRADE
5
A. ALL STRUCTURAL STEEL SECTIONS AND WELDED
PLATE -MEMBER ARE DESIGNED IN ACCORDANCE WITH THE RISC
"SPECIFICATIONS FOR THE DESIGN, FABRICATING AND ERECTION
OF STRUCTURAL STEEL BUILDING". ALLOWABLE STRESS DESIGN
LATEST EDITION.
B. ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH
AISI "SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL
STRUCTURAL MEMBERS" LATEST EDITION.
C. ALL WELDING OF STRUCTURAL STEEL IS BASED ON AWSD1.1
"STRUCTURAL WELDING CODE" LATEST EDITION.
3. HIGH STRENGTH BOLT CONNECTIONS:
ALL HIGH STRENGTH BOLTS ARE TYPE ASTM A325 AND ARE TO BE INSTALLED
ACCORDING TO THE "SNUG -TIGHT" CONDITIONS AS DEFINED BY THE,
RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS,
2004 EDITION - SECTION 6.1, UNLESS NOTED OTHERWISE.
ALSO, NOTE THAT BOLTS IN STANDARD HOLES DO NOT REQUIRE WASHERS PER THE,
RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, SECTION 6
(REFERENCE STEEL CONSTRUCTION RISC MANUAL - LATEST EDITION)
4. A325 BOLT TIGHTENING REQUIREMENTS
ALL HIGH STRENGTH BOLTED CONNECTIONS ARE SUBJECT TO AXIAL
TENSION AND OR SLIP CRITICAL. AS SUCH THE BOLTS MUST BE FULLY
PRE -TENSIONED AND INSPECTED IN ACCORDANCE WITH THE LATEST
EDITION OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 BOLTS AND THE APPLICABLE BUILDING CODE. WASHERS ARE
NOT REQUIRED WHEN THE "TURN OF THE NUT" TIGHTENING PROCEDURE IS
USED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE
PROPER BOLT TIGHTNESS.
5. STRUCTURAL PRIMER
ALL STRUCTURAL MEMBERS WILL BE GIVEN ONE COAT OF MANUFACTURER'S
STANDARD RUST -INHIBITIVE PRIMER MEETING THE PERFORMANCE REQUIREMENTS
OF TT -P-6645. THIS IS NOT A FINISH COAT AND IS NOT INTENDED FOR PROLONGED
EXPOSURE TO THE ELEMENTS. REFERENCE AISC 360-05, CODE OF STANDARD
PRACTICE SECTION 6.5.1-6.5.4.
6. BUILDER / CONTRACTOR RESPONSIBILITIES
R & M STEEL COMPANY STANDARD
PRODUCT SPECIFICATIONS APPLY AND
R & M STEEL COMPANY DESIGN,
FABRICATION, QUALITY CONTROL
STANDARDS AND TOLERANCE WILL
GOVERN. IN CASE OF DISCREPANCIES
BETWEEN R & M STEEL COMPANY'S
PLANS AND PLANS FOR OTHER TRADES
R & M STEEL PLANS SHALL GOVERN.
(SECTION 3.3 RISC CODE OF STANDARD
PRACTICES, LATEST EDITION)
IT IS THE RESPONSIBILITY OF THE
BUILDER / CONTRACTOR TO OBTAIN
APPROPRIATE APPROVALS AND
NECESSARY PERMITS FROM CITY,
COUNTY, STATE OR FEDERAL AGENCIES
AS REQUIRED.
APPROVAL OF R & M STEEL COMPANY'S
DRAWINGS CONSTITUTES THE BUILDER
/ CONTRACTOR'S ACCEPTANCE OF R &
M STEEL COMPANY'S INTERPRETATION
OF THE PURCHASE ORDER. (SECTION
4.2.1 RISC CODE OF STANDARD
PRACTICES, LATEST EDITION)
THE BUILDER / CONTRACTOR OR A/E
FIRM IS RESPONSIBLE FOR THE
OVERALL PROJECT. ALL INTERFACE
AND COMPATIBILITY CONCERNING ANY
MATERIAL NOT FURNISHED BY R & M
STEEL COMPANY ARE TO BE
CONSIDERED AND COORDINATED BY THE
BUILDER / CONTRACTOR OR A/E FIRM
UNLESS SPECIFIC DESIGN CRITERIA
CONCERNING THIS INTERFACE BETWEEN
MATERIALS IS FURNISHED AS PART OF
THE PURCHASE ORDER. R & M STEEL
COMPANY ASSUMPTIONS WILL GOVERN.
THE BUILDER / CONTRACTORS
RESPONSIBLE FOR SETTING OF ANCHOR
BOLTS AND ERECTION OF STEEL
BUILDING COMPONENTS IN ACCORDANCE
WITH R & M STEEL COMPANY'S
BUILDING "FOR CONSTRUCTION"
DRAWINGS. TEMPORARY SUPPORTS OR
BRACING REQUIRED FOR THE BUILDING
ERECTION WILL BE THE
RESPONSIBILITY OF THE ERECTOR TO
DETERMINE, FURNISH AND INSTALL.
(SECTION 7.9.1 AISC CODE OF
STANDARD PRACTICES, LATEST EDITION)
THE DESIGN OF THE ANCHOR BOLT EMBEDDMENT
LENGTH IS THE RESPONSIBILITY OF THE FOUNDATION
DESIGN ENGINEER. THE LENGTH PROVIDED BY R & M
STEEL IS AN ESTIMATED LENGTH AND SHOULD BE
ADJUSTED ACCORDING TO THE FOUNDATION DESIGN.
BUILDING LOADS / DESCRIPTION:
WIDTH: 70 LENGTH: 224 HEIGHT: 18 / 18
ROOF PITCH: 1.0:12 / 1.0:12
THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED
AND APPLIED AS REQUIRED BY : IBC 15 IBC 15
THE CONTRACTOR EM BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY
WITH THE REQUIR ENTS OF THE LOCAL BUILDING DEPARTMENT.
ROOF DEAD LOAD: 2.13 PSF (ROOF PANELS & PURLINS)
COLLATERAL LOAD: 1.00 PSF
ROOF LIVE LOAD:
20.00
PSF
MIN. UNIFORM ROOF SNOW LOAD:
25.00
PSF
GROUND SNOW LOAD: (Pq)
20.00
PSF
ROOF SNOW LOAD: (Pf)
16.80
PSF
BASIC WIND SPEED:
115
MPH
SEISMIC COEFFICIENT:
0.453
IMPORTANCE FACTORS:
WIND LOAD: 1.00
SNOW LOAD: 1.00
SEISMIC: 1.00
ROOF PANELS:
COLOR: Golvalume
WALL PANELS:
COLOR: i i i L
TRIM COLORS:
GABLE: TRIM COLOR
EAVE:
--
CORNER:
TRIM COLOR
DOOR & WINDOW:
TRIM COLOR -
GUTTER:
TRIM COLOR
DOWNSPOUTS:
TRIM COLOR
BASE (OPTIONAL):
WALL COLOR
8" JAMB/HEAD:
TRIM COLOR
SOFFIT PANEL:
GABLE EXT:
EAVE EXT:
CANOPY:
LINER PANEL:
LEFT :
RIGHT:
FRONT:
BACK
ROOF
/'QHS►)�,Vzp F IM R W7ED<(EB cEliCSA
ACCKDM
aai�a�
Pf = 0.7 Ce Ct I Pg
Ce = 1,,
Ct =1,2.
I = 1, Z;:7
Pg = 20, 0 PSF
Pf = 16.8 PSF
UNBALANCED LOAD = PSF
EARTHQUAKE DESIGN DATA:
INPUT:
Occupancy Category: 11 - Normal
Seismic Importance Factor. 1.00
Mapped Response Short), Ss: 0.29
Mapped Response 1 sec.), Sl: 0.10
Site Class: D
RESULT:
Seismic Design Category, SDC: C
Basic Seismic -Force -Resisting Systems:OCBF, OMF
Analysis Procedure Used: Equivalent Lateral
FORCE:
Site Coeff Short), Fa: 1.5688
Site Coeff 1 sec.), Fv: 2.3920
Max. Design ResponseShort), Sms: 0.45
Max. Design Response 1 sec.), Sml: 0.2440
Design Response Short), Sds: 0.30
Design Response �1 sec.), Sdt: 0.16
Approx. Period Moment), To: 0.3009
Approx. Period Brace), To: 0.1853
Rigid Frame Deflection Limit (Seis): 50
Wind Bent Deflection Limit (Seis): 50
DES-CALC:
Seismic Forces:
Roof Bracing: Endwall Bracing: End Plates, Frame:
R = 3.2500 R = 3.2500 R = 3.5000
Rho = 1.0000 Omega = 2.0000 Omega = 3.0000
Cs = Cs = 0.093
Sidewall Brocing:
R = 3.2500 Rigid Frames: i14rl ' �=
Omega = 2.0000 R = 3.50 � T � c
Cs = Rho = 1.0000 i. C'.c"C
Cs = 0.086 ,
C', `i - , , d {6-
Total Base Shear
Longitudinal Force, =V 8.77 k
Transverse Force, W 8.96 k
RIGID FRAME: BASIC COLUMN REACTIONS (k )
MAXIMUM REACTIONS, ANCHOR BOLTS,
& BASE PLATES
Frame Column ----- Dead-----Collaterol-
----- Live --------- Snow-----Wind_Lefti-
-WindJiighti-
Una Une Hortz Vert
Hortz Vert Hortz Vert Horiz Vert
Horiz
Vert
Horiz
Vert
2* E 1.9 3.5
0.6 1.0 12.4 19.6 10.4 16.5
-18.0
-29.9
-9.3
-23.7
2* A -1.9 3.5
-0.6 1.0 -12.4 19.6 -10.4 16.5
9.3
-23.7
18.0
-29.9
Frame Column--Wind_L.eft2-
-Wind-Right2---Wind_Longl- --Wind-Long2-
-Seismic-Leff
Seismic -Right
Une Une Horiz Vert
Horiz Vert Hortz Vert Horiz Vert
Horiz
Vert
Hartz
Vert
2* E -8.0 -2.6
0.6 3.6 -10.4 -28.7 -11:1 -24.9
-0.5
-0.2
0.5
0.2
2* A -0.6 3.6
8.0 -2.6 11.1 -24.9 10.4 -28.7
-0.5
0.2
0.5
-0.2
Frome Column-MIN_SNOW--
FiUNB_SL_L- F1UNB_SL._R-
8.000
10.69
0.500
0.0
Une Une Hortz Vert
Hortz Vert Hortz Vert
6
9.7 -15.8 11
-18.0
29.0
2* E 15.5 24.5
8.5 16.1 8.6 9.3
8.000
10.69
0.500
0.0
2* A -15.5 24.5
-8.6 9.3 -8.5 16.1
11
-18.0 ' 29.0 6
9.7
-15.8
Frame Column ----- Dead-----Collaterol- ----- Live ----- ----Snow-----Wind_Left1-
-Wind-Rightl-
Una Une Horiz Vert
Horiz Vert Hortz Vert Horiz Vert
Horiz
Vert
Horiz
Vert
5 E 0.0 0.8
0.0 0.2 0.2 3.6 0.2 3.0
-2.0
-9.9
6.6
-2.5
5 A 0.0 0.8
0.0 0.2 -0.2 3.6 -0.2 3.0
-6.6
-2.5
2.0
-9.9
5 D 0.0 1.5
0.0 0.5 0.0 10.1 0.0 8.5
0.0
-11.8
0.0
-13.9
5 C 0.0 1.8
0.0 0.6 0.0 11.8 0.0 9.9
0.0
-15.5
0.0
-15.5
5 B 0.0 1.5
0.0 0.5 0.0 10.1 0.0 8.5
0.0
-13.9
0.0
-11.8
Frome Column--Wmd_Left2-
-Wind-Rigght2- --Wind-Longi- --Wind-Long2-
-Seismic_Left
SeismicJUght
Hmin
Une Une Hortz Vert
Hortz Vert Hortz Vert Hortz Vert
Hortz
Vert
Hortz
Vert
5 E -7.4 -2.1
1.2 5.3 4.9 -7.4 4.2 -7.2
-0.5
-0.7
0.5
0.7
5 A -1.2 5.3
7.4 -2.1 -4.2 -7.2 -4.9 -7.4
-0.5
0.7
0.5
-0.7
5 D 0.0 0.0
0.0 -2.1 0.0 -14.9 0.0 -8.9
0.0
0.8
0.0
-0.8
5 C 0.0 -0.1
0.0 -0.1 0.0 -15.2 0.0 -15.2
0.0
0.0
0.0
0.0
5 B 0.0 -2.1
0.0 0.0 0.0 -8.9 0.0 -14.9
0.0
-0.8
0.0
0.8
Frame Column -MIN-SHOW--
F2UNB_SL_L- F2UNB_SL_R-
Une Una Hortz Vert
Horiz Vert Horiz Vert
8
4.5 -0.8 1
-4.0
-0.7
5 E 0.2 4.5
0.1 2.4 0.1 12
6.000
8.500
0.500
0.0
5 A -0.2 4.5
-0.1 12 -0.1 2.4
3
-0.7 6.0 6
1.2
-5.5
5 D 0.0 12.6
0.0 11.1 0.0 1.6
5 C 0.0 14.7
0.0 9.0 0.0 9.0
9
0.0 -8.0 9
0.0
-8.0
5 B 0.0 12.6
0.0 1.6 0.0 11.1
12.00
12.00
0.500
0.0
2* Frame lines: 234678
11
0.0 14.6
NOTES FOR REACTIONS
1.- All loading conditions are
examined and only maximum/minimum H or V and the
6
0.0 -8.2 6
0.0
corresponding H or V are
reported.
0.750
12.00
12.00
0.500
2. Positive reactions are as shown in the sketch. Foundation loads are In
11
0.0 17.1
opposite directions.
3. Bracing reactions are in the plane of the brace with the H pointing away
5
B
10
from the braced bay. The vertical reaction is downward.
0.0
-8.0
4
0.750
4. Building reactions are based on the following building data:
12.00
0.500
0.0
Width (ft) _
= 70.0
0.0 14.6
Length t
= 224.0
E. He ght (ft)
= 18.0J 18.0
Roof Ste" rise/12)
= 1.0/ 1.0
Dead Lood psf )
= 2.1
Collateral Lood ( f
) = 1.0
Live Load (psf
= 20.0
Snow Load (f )
Wind Speed mph)
= 16.8
= 115.0
Wind Code
= IBC 15
Exposure
= C
Closed/Open
= P
importance Wind
= 1.00
importance Seismic
= 1.00
Seismic Zone
= C
Seismic Coeff (Fa*Ss)
= 0.45
5. Loading conditions are:
1
2
3
•4
5
6
7
8
9
10
11
12
13
14
15
16
17
LINES: 234678
nA T COLUMN LINE
11
IV
FRAME LINES: 5
Q 4 T_ 4 Q
-r, COLUMN UNE
FA
V
RIGID FRAME:
MAXIMUM REACTIONS, ANCHOR BOLTS,
& BASE PLATES
Column_Reactions(k )
Firm
Col
Load
Hmax V Load
Hmin
V
Bolt(in)
Base_Plote(In)
Grout
Une
Une
Id
H Vmox Id
H
Vmin
ply
Dio
Width
Length
Thick
(in)
2*
E
11
18.0 29.0 5
-9.7
-15.8
4
0.875
8.000
10.69
0.500
0.0
2*
A
6
9.7 -15.8 11
-18.0
29.0
4
0.875
8.000
10.69
0.500
0.0
11
-18.0 ' 29.0 6
9.7
-15.8
2*
Frome lines:
2 3 4 6 7 8
RIGID FRAME:
MAXIMUM REACTIONS, ANCHOR BOLTS,
k BASE PLATES
Column_Reaclions(k )
Frm
Coll
Load
Hmax V Load
Hmin
V
BoU(1n)
Base_Plote(in)
Grout
Une
Une
Id
H Vmax id
H
Vmin
Qty
Dia
Width
Length
Thick
(in)
5
E
2
4.0 -0.7 7
-4.5
-0.8
4
0.750
6.000
8.500
0.500
0.0
4
0.7 6.0 5
-1.2
-5.5
5
A
8
4.5 -0.8 1
-4.0
-0.7
4
0.750
6.000
8.500
0.500
0.0
3
-0.7 6.0 6
1.2
-5.5
5
D
9
0.0 -8.0 9
0.0
-8.0
4
0.750
12.00
12.00
0.500
0.0
11
0.0 14.6
5
C
6
0.0 -8.2 6
0.0
-8.2
4
0.750
12.00
12.00
0.500
0.0
11
0.0 17.1
5
B
10
0.0 -8.0 10
0.0
-8.0
4
0.750
12.00
12.00
0.500
0.0
11
0.0 14.6
R & M STEEL COMPANY
P.O. Box 580
Caldwell, Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: JOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN
PRO BUILD XX
DRAWING NUMBE
EQUIPMENT SHED of
ANCHOR BOLT SUMMARY
ENDWALL COLUMN:
Seis_Right
BASIC COLUMN REACTIONS (k )
Diu
B -SW E 7,8
P o
Qty
Locate
(in)
Type
(in)
O 40
Endwall
3/4'
F 1554-36
2.00
0 48
Frame
7/8'
F 1554-36
2.00
O 20
Frame
3/4'
F 1554-36
2.00
O 32
WlndCol
3/4'
F 1554-36
2.00
BUILDING BRACING REACTIONS
ENDWALL COLUMN:
Seis_Right
BASIC COLUMN REACTIONS (k )
Vert
B -SW E 7,8
°
Vert
Wind
-2.1
0.0 0.0
0.0
t k Reactions Panel -Shear
(
-Wall - Cot -Wind - - ismic - (11/11
Frm Coi
Una Una
Dead
Vert
Collot
Vert
Live
Vert
Snow
Vert
Wind_Leffl
Horz Vert
Wind-Rlghti
He,.,.Vert
Wind-Left2
Harz Vert
Wind-Right2
Horz Vert
Wind
Press
Harz
Loc Une Una Horz Vert Horz Vert Wind is Nate
0.0 -2.9
0.0 0.0
0.0
1 D
5.3
0.0 -10.3
0.0 -2.1
0.0
-Wall -
Cot
Wind(k
41,Horz
Seismic(k)
4.9
Boti(in)
i E
1 D
0.3
1.0
0.1
0.3
1.5
5.5
1.3
4.6
0.0
2.6
-2.9
-13.4
0.0
0.0
-2.4
-4.3
0.0
2.6
-0.5
-5.8
0.0
0.0
0.1
3.4
-2.0
-4.9
L -EW i D,C 2.6 2.5 1.1 1.1
i C
1.0
0.3
5.8
4.9
0.0
-6.4
2.6
-11.7
0.0
0.8
2.6
-4.4
-6.2
F_SW A 2,3(a)
1 B
1.0
0.3
5.5
4.6
0.0
-7.0
0.0
-10.9
0.0
0.7
0.0
-3.3
-4.9
7,8 0
1 A
0.3
0.1
1.5
1.3
0.0
-2.4
0.0
-2.9
0.0
0.1
0.0
-0.5
-2.0
R_EW 9 B,C 2.6 2.5 1.1 1.1
Seis-Leff
Seis_Right
Harz
Vert
B -SW E 7,8
°
Vert
Wind
-2.1
0.0 0.0
0.0
Frm Col
Suet
Wind_Longi
(a)Wind bent in bay
0.0
Una Una
Harz
Harz Vert
t Reactions
1.1
1 E
2.2
0.0 -2.9
0.0 0.0
0.0
1 D
5.3
0.0 -10.3
WIND BENT REACTIONS
Seis-Leff
Seis_Right
Harz
Vert
Harz Vert
Harz
Vert
0.0
-2.1
0.0 0.0
0.0
i
B
5.3
0o 0
0.0
1.2
0.0
-8.7
t Reactions
1.1
-1.2
0.0
-10.9
0.0 0.0
0.0
i
A
2.2
0.0 -2.1
0.0
-Wall -
Cot
Wind(k
41,Horz
Seismic(k)
4.9
Boti(in)
Base-Plate(in)
-11.7
Frm
Col
EtUN6_SL_R-
-4.4
-6.2
Loc
Una
Una
Harz
0.3
Vert
4.6
Oty
Dia
Width
Length
Thick
0.0
-3.3
-4.9
9
E
0.3
-
1.5
1.3
0.0 -2.4
0.0
-
0.0
0.1
0.0
-0.5
Una
Una
Harz
Vert
Wind
F_SW
A
2
1.6
1.9
1.1
1.3
4
0.750
6.000
8.500
0.500
1
E
0.0
0.5
Wind_Long2
F -SW
A
3
1.6
1.9
1.1
1.3
4
0.750
6.000
8.500
0.500
1
D
0.0
1.0
Vert
F SW
A
7
1.6
1.9
1.1
1.3
4
0.750
6.000
8.5DD
0.500
1
C
0.0
4.4
H
H F_SW
A
8
1.6
1.9
1.1
1.3
4
0.750
6.000
8.500
0.500
1
B
0.0
5.8
B SW
E
8
1.6
19
1 1
13
4
0 750
6 000
8 500
0 500
1
A
0.0
1.1
Wind_Long2
Seis-Leff
Seis_Right
Harz
Vert
Harz Vert
Harz
Vert
0.0
-2.1
0.0 0.0
0.0
0.0
0.5
-7.5
1.1 -1.1
0.0
1.2
0.0
-8.7
0.0 i.1
1.1
-1.2
0.0
-10.9
0.0 0.0
0.0
0.0
0.0
-2.9
0.0 0.0
0.0
0.0
-MIN-SNOW--
EiUNB_SL-L-
Harz
Vert
Harz
Vert
0.0
1.9
0.0
1.1
0.0
6.9
0.0
5.8
0.0
7.2
0.0
4.5
0.0
6.9
0.0
0.9
0.0
1.9
0.0
0.5
V } V B_SW E 7 i.6 1.9 1.1 1.3 4 0.750 6.000 8.500 0.500
B -SW E 3 1.6 1.9 1.1 1.3 4 0.750 6.000 8.500 0.500
B -SW E 2 1.6 1.9 1.1 1.3 4 0.750 6.000 8.500 0.500
Frm
Una
9
Col
Line
A
Dead
Vert
0.3
Coilat
Vert
0.1
Uve
Vert
1.5
Snow
Vert
1.3
Wind_Lefft
Harz Vert
0.0 -2.9
Wind_Rightl
Harz
0.0
Vert
-2.4
Wind_Left2
Harz
0.0
Vert
-0.5
Wind_Right2
Harz
0.0
Vert
0.1
Wind
Press
Harz
-2.0
9
B
1.0
0.3
5.5
4.6
2.6 -13.4
0.0
-4.3
2.6
-5.8
0.0
3.4
-4.9
9
C
1.0
0.3
5.8
4.9
0.0 -6.4
2.6
-11.7
0.0
D.8
2.6
-4.4
-6.2
9
D
1.0
0.3
5.5
4.6
0.0 -7.0
0.0
-10.9
0.0
0.7
0.0
-3.3
-4.9
9
E
0.3
0.1
1.5
1.3
0.0 -2.4
0.0
-2.9
0.0
0.1
0.0
-0.5
-2.0
Wind
Frm
Call
Suet
Wind_Longl
Wind_Long2
Seis-Leff
Seis_Right
-MIN_SNOW--
E2UNB_SL-L-
Une
Una
Harz
Harz
Vert
Horz Vert
Harz Vert
Harz
Vert
Harz
Vert
Herz
Vert
9
A
2.2
0.0
-2.9
0.0 -2.1
0.0 0.0
0.0
0.0
0.0
1.9
0.0
1.1
9
B
5.3
0.0
-10.3
0.5 -7.5
i.1 -1.1
0.0
1.2
0.0
6.9
0.0
5.8
9
C
6.6
0.5
-9.7
0.0 -8.7
0.0 1.1
1.1
-1.2
0.0
7.2
0.0
4.5
9
D
5.3
0.0
-7.0
0.0 -10.9
0.0 0.0
0.0
0.0
0.0
6.9
0.0
0.9
9
E
2.2
0.0
-2.1
0.0 -2.9.
0.0 0.0
0.0
0.0
0.0
1.9
0.0
0.5
Frm
Col
E2UNB-SUt-
Une
Una
Harz
Vert
9
A
0.0
0.5
9
B
0.0
1.0
9
C
0.0
4.4
9
D
0.0
5.8
9
E
0.0
1.1
ENDWALL COLUMN:
MAXIMUM
REACTIONS, ANCHOR BOLTS, k BASE PLATES
Column_Reoctions(k )
Frm
Call
Load Hmax
V
Load Hmin
V Boti(in)
Bose_Plate(in)
Grout
Una
Una
Id H
Vmax
Id H
Vmin Qty
Dia
Width
Length
Thick
(in)
1
E
12 1.3
-1.6
13 -1.2
-1.6 4
0.750
6.500
6.000
0.250
0.0
11 0.0
2.3
14 1.3
-1.6
1
D
14 3.2
-7.4
13 -3.0
-5.6 4
0.750
6.500
6.000
0.250
0.0
11 0.0
8.1
14 3.2
-7.4
1
C
15 4.0
-6.4
13 -3.7
-5.2 4
0.750
6.500
6.000
0.250
0.0
11 0.0
8.5
15 4.0
-6.4
1
B
15 3.2
-5.9
16 -3.0
-5.9 4
0.750
6.500
6.000
0.250
0.0
11 0.0
8.1
15 3.2
-5.9
1
A
17 1.3
-i.6
i6 -1.2
-1.6 4
0.750
6.500
6.000
0.250
0.0
it 0.0
2.3
15 1.3
-1.6
9
A
12 1.3
-1.6
13 -1.2
-1.6 4
0.750
6.500
6.000
0.250
0.0
11 0.0
2.3
14 1.3
-1.6
9
B
14 3.2
-7.4
13 -3.0
-5.6 4
0.750
6.500
6.000
0.250
0.0
11 0.0
8.1
14 3.2
-7.4
9
C
15 .4.0
-64
13 -3.7
-5.2 4
0.750'
6.500
6.000
0.250
0.0
ii 0.0
8.5
15 4.0
-6.4
9
D
15 3.2
-5.9
16 -3.0
-5.9 4
0.750
6.500
6.000
0.250
0.0
11 0.0
8.1
15 3.2
-5.9
9
E-
17 1.3
-1.6
i6 -1.2
-1.6 4
0.750
6.500
6.000
0.250
0.0
11 0.0
2.3
15 1.3
-1.6
R & M STEEL COMPANY
P.O. Box 580
Caldwell, Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: JOB LOCATION REVISION
DATE: 4/12/18 d MERIDIAN, ID
DRAW
PRO BUILD XX
DRAWING NUME
EQUIPMENT SHED of
E
1
00
28'-1 1/2"
2
3
28'-0"
28'-0" 4
224'-3" OUT—TO—OUT OF CONCRETE
28'-0" 5 28'-0"
6
28'-0"
7
28'-0" 8
28'-1 1/2"
O O
g
O Dia= 3/4"
0 . Dia= 7/8"
.0°
= Ip pl
w w
w r
=
O
*.TO*
■ M
! ! I° °I
N r ■
° °
_
�
I
C F
F C
C
�
D
C
I
C F
F C
o
M
�
°E °
D
° ° g
� j
B o0
D
Z
U
N
�
m
1
N
I
N
X
<�..
ti
O
o o
C=
v
o
t�"�
of o 'ham
o
�
N
0
[00—..
C
t
00
I
r r
■ r�
L
O
0 0
O
(^g
O
OUT OF RETE
L
t
O
C-4
t
t 1
z
r 1
m N
1-1 1c
i— /
iION MIN.
ANGLE AS REQ.
O
t
o
1
4�O
NOOK BAR OR TIE ROD
x
h
°
g
I I
o
° °
11
C F
FC
C
�
D
C
1
C F
FC
�
GRAM
A°°
■ w H
H■ r
w r
100-0
°°
A
28'-1 1/2"
28'-0"
28'-0"
28'-0" 28'-0"
28'-0"
28'-0"
28'-1 1/2"
1
2
3
4
5
6
7
8
9
ANCHOR BOLT PLAN
NOTE: All Base Plates 0 100'-0" (U.N.)
R &
M STEEL COMPANY
P.O. Box 580
Caldwell, Idaho 83606
208-454-1800
Fax 208-454-1801
SCALE:
DATE: 4/12/18
JOB LOCATION
MERIDIAN,
REVISION
ID
DRAWN Y
PRO BUILD
XX
EQUIPMENT SHED
RAWING NUMBER
of
00
r r
■ r�
w w
N
0 0
IN
3
DETAIL A W
Dia= 3/4"
---I---
I
1 1 " 8 1/2"
I
O 0 I
I
I 0 0 I
1 10 1/2"
SW
8 1 2"
4
DETAIL F
Dia=
Dia= 7/8"
I
1 4"
O
I 4"
2" Lu 2" 8"
See Plan
DETAIL C
SW
Dia= 3/4"
I
N 6-
00
I4-
00 0 0
i 2"
1 1/2 1 1/2" 8"
See Plan
DETAIL D
SW
O 0
Q i
I I I 9"
L_J
O 0
4 1/2� 4 1/2-
DETAIL E
REQ.
OR TIE ROD
R & M STEEL COMPANY
P.O. Box 580
Caldwell, Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: JJOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN IN
PRO BUILD XX
RAWING NUMBER
EQUIPMENT SHED of
OUT OF STEEL
1-1t/� is
1— 2
—2.. PRO.
SHEAR At
PA EL
N
H
tl I
II
II
II
GRADE
SW
O 0
Q i
I I I 9"
L_J
O 0
4 1/2� 4 1/2-
DETAIL E
REQ.
OR TIE ROD
R & M STEEL COMPANY
P.O. Box 580
Caldwell, Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: JJOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN IN
PRO BUILD XX
RAWING NUMBER
EQUIPMENT SHED of
SPLICE PLATE & BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length width Thick Length
SP -1 4 4 0 A325 0.875 2.50 8" 5/8" 3'-2 15/16 -
SP -2 4 4 0 A325 0.750 2.00 6" 1/2" 3'-2 11/16"
FLANGE BRACES: Both Sides(U.N.)
FBxxD(1)
D - L2x2x 14
12
RCAP
35-1 314' -.4-
1/4" a 11%1 8 ttfis"
MEMBER TABLE
Mark w
RF1-1 1
RF1-2
6.0 10.179 1 150.0
-1 3/4"
a x 5/lb X '1U/.b
8 x 3/8" x 38.8
6 x 5/16" x 150.0
41
RIGID FRAME CROSS SECTION: FRAME LINE 2 3 4 6 7 8
d X 3/t1 X 1/0.4
6x3/8"x150.8
12
R & M STEEL COMPANY
P.O. Box 580
Coldwell, Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: JOB LOCATION REVISION
DATE: 4/12/18 d MERIDIAN, ID
D;aVMDRAWN Y
PRO BUILD XX
EQUIPMENT SHED OF
SPLICE PLATE & BOLT TABLE
We De th Web Plate
Outside Flange
W x Thk x Len th
CAP PLATE BOLTS
Len th
oty
208.8
6 x 1/4" x 207.9
Mark
Top Bot Int Type Dia Length
Width Thick
Length
Mark
Qty Ty a Dia Leng
SP -1
4 4 0 A325 0.750 2.00
6" 1/2-1:-6
3/4"
RF2-3
4 A325 0.750 2.00
SP -2
4 2 0 A325 0.750 2.00
6" 1/2
1 —3 11/16
RF2-4,
4 A325 0.750 2.00
FLANGE BRACES: Both Sides(U.N.)
FBxxD(1)
D — L2x2xl4
12
RCAP
35'-1 3 4"8 11 16" �8
26 Go. PBR, Galvalume 1'-0" 1'-0! I
9 @ 3'-9 112
MEMBER TABLE
We De th Web Plate
Outside Flange
W x Thk x Len th
Mark Start End Thick
Len th
RF2-1 8-0/113 0.150
208.8
6 x 1/4" x 207.9
6x1/4"x18.7
RF2-2 12.0/12.0 0.150
161.2
6 x 1/4" x 401.2
12.0/12.0 0.150
240.0
RF2-3 T4x1875
3
4
RIGID FRAME CROSS SECTION: FRAME LINE 5
0-X 1/4 X IV -5.3
6 x 1/4" x 400.2
1"h
12
R & M STEEL COMPANY
P.O. Bax sfio
ColdweIt, Idaho 83606
208-454-1800 Fax 208-454-1801
SCALE: JOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN Y
PRO BUILD XX
RAWING NUMBER
EQUIPMENT SHED OF
SPLICE PLATES & BOLTS
MEMBER SIZE TABLE in
Splice
Ouan . -----Bolt-----
Plate Size
MARK
WEB DEPTH
I WEB PLATE
OUTBID
Mark
Top/ Bot Type Dia Length
Width Thick Length
START END
I THICK
I LENGTH
W x T
SP— 1
4 4 A325 0.750 2.00
6" 1/2" 1'-2 3/16"
WF -1
we -9
8.0/10.0
7A/ 7A
0.149
n 1A0
203.7
2n1 r
6 x 1
a S
------------------------------------------------------------------------------
1 I
I I
I I
I 1
i
I WF -2 �
1 N ck-
I 1
I
I I
1 I
I l
1 I
I I
I I
I I
I I
i I
I I
I I
I I
I I
I I
I 1
I I
1
cct � I
1 3 �+ 3 I
I I
I MW i
icoI
i
I I
1 1
1 I
1 I
I i
I i
I I
I
1 I
I I
I I
I I
I I
I - I
1 I
I I
i I
1 I
I I
_11.0 1/2' 25'-2" 10 1/2--1—
CLEAR
/2--CLEAR + —
WIND BENT ELEVATION: FRAME LINE A
1/2"
SCALE_
R & M STEEL COMPANY
P.O. Box 580
Catdweli, Idaho 83606
208-454-1800 Fax 208-454-1801
LIN-11Zw
DRAWN
PRO BUILD XX
EQUIPMENT SHED I OF
SPLICE PLATES & BOLTS _
Splice Quan -----Boit-----
Mark Top/ Bot Type _Dia Leng
SP— 1 4 4 A325 0.750 2.00
20
1
t 1
o
61
Plate Size �MARK
Width Thick Length F-1
6" 1/2" 1'-2 3/16" r_1
1—"--------------------------------------------------------------------------------1
I i
I I
I I
I i
I I
WF -2
1 i
I C T
I N I
I I
I I
I 1
I I
I I
I I
i 1
I I
I I
I
I I
I i
1 I
I 1
i I
I I
I I
I is i
T I I
3 �+ 3 I
i I
M Q
I I
I I
1 1
I I
I (
I I
I I
I I
( I
I i
I I
I 1
i I
I I
I i
I I
I I
I (
I I
I
1, ►I: III ZD —Z 10 1/2-1 1
WIND BENT ELEVATION: FRAME LINE E
6x
R & M STEEL COMPANY
P.O. Box 580
Caldwell, Idaho 83606
208-454-1800 Fax 208-454-1801
SCALE: JOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN. ID
EQUIPMENT SHED
OF
KKI
MEMBER TABLE
ROOF PLAN
MARK PART LENGTH
P-1 8x25Z13 32'-0"
P-2 8x25Z14 35'-5 1/2-
P-3 8x25Z16 34'-10"
E-1 80x5E14 27'-11 1/2"
E-2 80x5E14 27'-11 1/2
CB -3 1/4EHS 31'-0"
CB -4 1 4EHS 33'-0"
224'-0"
OUT—TO—OUT OF STEEL
9
»
28'—C"
2 »
28'—
3 »
28 —0
4 r »
28 —0
c ss
28 —D
6 »
28 —0
7
»
28 —D
8 »
28 —D
INSTALL ROOF FLANGE BRACE
AS PER RIGID FRAME CROSS
SECTION
E
_
E-1
RF1-1 E-2
RF1-1 E-2
RF1-1 E-2
RF2-1 E-2
RFt-1 E-2
RFt-1
E-2
RFi-1 E-1
I
I P-1 T I
—2 T-3
T
—3 T
P-3 T
—3 T
P-2 T
P-1 T
i
NW
I I I
I I
I I
1 I
I I
I I I
N
N
¢
B,
i I
I
6,
i I
�
1-2 I
—
F1-2 I
I I
F1-2 I
—
W
t`
I
I I ►
I I
I i
i I
F2— 4 I
I
I
i'
RCAP
P-1 TYP I-2
Ty
—3 Typ
—3 Ty
—3 Tyq
I I
—3 Ty
—2 Tya
I I ►
P-1 Typ
W
(75)
M
I I
I I
I I
o v
ERI -2* I I
I I
I I
0�I
LE RRI—
r
F1—
— I
F2—
— i
1—Rr7771
N
N
I I
I
IR
1.1>
i
O
LOW
A
W
i I I
I I
I I
I
I
w
E-1
RF1-1 E-2
RF1-1 E-2
RF1-1 E-2
RF2-1 E-2
RF1-1 E-2
RF1-1
E-2
—1 E-1
PURLIN
4'-0
2-
01/2-
3'-5-
3'-5-
3'-5-
-
Y-5-
3'-5-
�3'-5'
4'-0 t 2. BRDG ANGLE
ROOF
LAP
+5-
a=5"
3-5-
+5-
' 1/2-
SHEETING
PANELS: 26 Ga. PBR
Galvalume
ROOF
FRAMING PLAN
R &MSTEEL
Box 580COMPANY
P.O. Box 580
Coldw611, Idaho 83606
208-454-1800 Fax 208-454-1801
SCALE: IJOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN I Y
PRO BUILD XX
DRAWING NUMBER
EQUIPMENT SHED of
BOLT TABLE
GRID A
LOCATION I OLIAN TYPE DIA LENGTH
WF -1 — WF -2 8 A325 3/4- 2
WF -1 — RFI -1 8 A325 3/4" 2"
MEMBER TABLE
GRID A
MARK PART LENGTH
WF -1 BEAM 16'—ll 11416 -
WF -2
1 16WF-2 B746514 25'-1 1/2
E-1 80x5E14 27'-11 1/2"
E-2 80x5E14 27'—it 1/2"
CONNECTION PLATES
GRID A
❑ ID I MARK PART
1 1 BR -1
1 224'-0" OUT—TO—OUT OF STEEL 9
28'-0" 2 28'-0" 28'-0" 28'-0" O 6 28-0 28-0
28'-0" '" 7 '" 8
Y-1
28'-0"
Is E-1 J2 E-2 E-2 E-2 E-2 E-2 E-2 E-1
Is
0
to WF -2 Fil WF -2
1
I T 1
— — — — — — — — — — ---------— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -------------------
�' IH HI I I I IH HI
EC -1 RFt-1 RF1-1 RF1-1 R172-1 RF1-1 RF1-1 RF1-1 EC -1
INSTALL SIDEWALL FLANGE BRACE
SIDEWALL FRAMING: GRID A AS PER RIGID FRAME CROSS SECTION
R & M STEEL COMPANY
P.O. Box 580
Coldwe11, Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: J08 LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWNI Y
PRO BUILD XX
EQUIPMENT SHED OF
BOLT TABLE
GRID E
LOCATION I QUAN TYPE DIA LENGTH
WF -1 - WF -2 8 A325 3/4" 2
WF -1 - RF1-1 8 A325 3/4" 2"
MEMBER TABLE
GRID E
MARK PART LENGTH
WF -1 BEAM 16' -ll 11 16
WF -2 B746514 25'-1 1/2
E-1 8Ox5E14 27'-11 1/2"
E-2 8Ox5E14 27'-11 1/2"
CONNECTION PLATES
GRID E
❑ ID MARK PART
1 1 BR -1
1::::2:-
224'-0" OUT—TO—OUT OF STEEL 1
8 7 6 5 Y
3 2
0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0" 28'-0"
E-1 J2 E-2 E-2 E-2
IE -2 E-2 E-2 E-1 Is
0
tD WF -2 WF -2 0-1
pt
— — — — — — — — — — ---------— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ---------— — — — — — — — — —
IH HI I = Z IH H= L
EC -1 RF1-1 RFI -1 RF1-1 RF2-1 RF1-1 RFi-1 RFI -1 EC -1
INSTALL SIDEWALL FLANGE BRACE
SIDEWALL FRAMING. GRID E AS PER RIGID FRAME CROSS SECTION
R & M STEEL COMPANY
P.O. Box 580
Caldwell. Idaho 83606
208-454-1800 Fox 208-454-1801
SCALE: IJOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN I Y
PRO BUILD XX
WING NUMBER
EQUIPMENT SHED of
BOLT TABLE
GRID 1
LOCATION I OIJAN TYPE DIA LENGTH
ER -1 ER -2* 6 A325 5/8 !.31C
Columns Rof 4 GR 5 1 2" 1
MEMBER TABLE
GRID 1
MARK PART LENGTH
00
EC -1 8x35C14 16'-8 1/16 -
16EC-2
BRDG ANGLE
EC -2 D10x5C12 17'-11 1116"
�'
BA20
E2
Ti
Q
EC -3 D10x5C12 19-7 1/16"
ER -1 W8x10 35'-2 1/8"
ER -2* W8x10. 35'-21/8"
G-1 8x25Z16 14'-4"
G-2 8x25Z15 19'-4"
G-3 8x25Z14 19'-4"
CB -1 1/4EHS 26'-0"
CB -2 1 4EHS 25'-0'
E
A
FLABRACE TABLE
70'-0"
OUT—TO—OUT OF STEEL
GRID
D
C
B
C71D MARK LENGTH
15'-0"
20'-0"
20'-0"
15'-0"
1 FB1D 11'-4 3/4-
415'-0"
1.000
12
RA20
RA20
CONNECTION PLATES
12 GRID 1
A3
FB1 D ID
❑ ID MARK PART
1
EI FB1D
---- ----
--- __
FB ER -2*
1 3HXA
2 CA3
__—
— ----
—_-- ___
2
3 CA52
I
N
G-1
I
I
G-3
I
I
I I
► G-3 I
G-1
F31
00
o0
0
0
i
I
I
I
I
1
I
G-1
I
G-2
I
j G-2 i
G-1
F3-1
as
I
30
► I
oo
a
0
i
►
I I
of
1 �1'
I
1
I
G-1
i
—2
I
i G-2 I
G-1
5-1
3 3[]
0
I
I
v
Di
I
a
G-1
oo
G-2
[11 F3-1
G-2
G-1
INSTALL ENDWALL FLANGE BRACE
0
I
�t
E1
0
EC -1
EC -2
EC -3
EC -2
EC -1
ENDWALL
FRAMING: GRID
1
R & M STEEL COMPANY
P.O. Box 580
Caldwell Idaho 83606
208-454-1806 Fax 208-454-1801
SCALE: JOB LOCATION REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN Y
PRO
BUILD XX
DRAWING NUMBER
EQUIPMENT SHED of
00
0
BRDG ANGLE
�'
BA20
E2
Ti
Q
BOLT TABLE
GRID 9
LOCATION QUAN TYPE DIA LENGTH
ER -1 ER -2* 6 A325 5/&- 1 3 4
Columns Raf 4 GR 5 1 2 1"
MEMBER TABLE
GRID 9
MARK PART LENGTH
EC -1 8x35C14 16'-8 1/16 -
16EC-2
EC -2 D10x5C12 17-11
1/16"
EC -3 D10x5C12 19'-7 1/16"
ER -1 W8x10 35'-2 1/8"
ER -2* W8x10 35'-2 1/8-
G-1 8x25Z 16 14'-4"
G-2 8x25Z15 19'-4"
G-3 8x25Z14 19'-4"
CB -1 1/4EHS 26'-0"
CB -2 1 4EHS 25'-0"
q
E FLANGE BRACE TABLE
70'-0"
OUT -TO -OUT OF STEEL
GRID 9
B
C
D
C71D MARK I LENGTH
Q1.000
15'-0"
20'-0."
20'-0"
15'-0"
1 1 FB1D 11'-4 3/4"
'L�,i.000
12
RA20
RA20
CONNECTION PLATES
12
A3
Ffl1D ° 1D
GRID 9
0 ID MARK PART
E= FB10
---- ----
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FB ER -2*
1 3HXA
2 CA3
— ----
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3 CA52
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G-1
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INSTALL ENDWALL FLANGE BRACE
a
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BRDG ANGLE
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E2
T1
BA20
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EC -1
EC -2
EC -3
EC -2
EC -1
ENDWALL
FRAMING: GRID
9
R & M STEEL COMPANY
P.O. Box 580
Caldwell. Idaho 83606
208-454-1800 Fax 208-454-1801
SCALE: JOB LOCATION I REVISION
DATE: 4/12/18 MERIDIAN, ID
DRAWN I Y
PRO BUILD XX
DRAWING NUMBER
EQUIPMENT SHED of
MEMBER TABLE
PARTITION
1
MARK
PART
LENGTH
G-4
W216-7373-7916"
G-5
8x25Z16
13'-2 11/16-
G-6
8x25Z16
13'-13 4"
E
70'-0" OUT -TO -OUT OF STEEL
A
G-7
G-8
8x25Z6
8x25Z15
19,_0»13/16"
DC
B
G-9
8x25Z14
19'-8"
15'-0"
20'-0" 20'-0"
15'-0"
BC -1
8x25C16
14'-8"
BC -2
8x25C16
19'-4"
1"h�'
12
12
T—
2
40'-"
I G-6
G-$
I
I
I
Gc�--6II4=—=
^I
I G-5
G-8 G-8
G-5 I
�0
4'-0"
G_4C
G-8 G-8
I
G-4
I
14'-0"
RN(c:--7;9 RCGc---789
I
R(-71
J
01 ❑
RF273
RF2-4
RF2-3
PARTITION FRAMING12
t
1"
�II
12
12
12
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N N N N N cV
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N N N N 00 CO
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PARTITION SHEETING
PARTITION SHEETING
PANELS: 29 Ga. PBR Galvalume
PANELS: 29 Ga. PBR - Galvalume
i❑h
1D ''
R
& M STEEL COMPANY
•
IT208-4418
P.O. Box 580
Caldwell, Idaho
83606
200 Fox 08-454-1801
SCALE:
DATE: 4/12/18
JOB LOCATION
d MERIDIAN, ID
REVISION
PRO BUILD
DRAWN I Y
XX
EQUIPMENT
SHED
DRAWING NUMBER
of
4 4 4 4 Q 4 4 4 4
(Gutter with 9 downspouts)
O2 3 O
❑ ❑
F----------------------------------------------------------------------------------------------
I — -
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SIDEWALL SHEETING: GRID A
Q Q Q Y Q Y Q Q Q
(Gutter with 9 downspouts)
El
❑ 2 3 O
-------------------
----------------------------------------------------
----------------------
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L --------- -------------------------------J
SIDEWALL SHEETING: GRID E
,Q1.000
12
,Q1.000
12
ENDWALL SHEETING: GRID 1
PANELS: 26 Ga. PBR — WALL COLOR
4
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ENDWALL SHEETING: GRID 9
PANELS: 26 Ga. PBR — WALL COLOR
x,1.000
12
1.000
12
PANEL ZONE LAYOUT
(Minimum Fastener Spacing)
9'-4 11/16"(D
2
------------------------------------------------------------------------------------------------
I I
-------------------------------------------------------------------------------------------
C14
----------------------------------------------------------------------------------------
9'-4 11116"
210'-0" IT
-0.
PANEL ZONE LAYOUT
(Minimum Fastener Spacing)