I

CUSTOMER INFORMATION

CUSTOMER NAME:

ADDRESS:

PROJECT NAME:

PROJECT LOCATION:

GENERAL NOTES

1. MATERIALS

STRUCTURAL STEEL PLATEFLANGE MATERIAL

WAREHOUSE

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

ASTM DESIGNATION

A529 OR A572 OR A 1011 SS A529 A1011SS A475 A992 A500 A6530R A792 A653 OR A792 A325 GRADES

A ALL STRUCTURAL STEEL SECTIONS AND WELDEDPLATE MEMBER ARE DESIGNED IN ACCORDANCE WITH THE AISC "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 WITHAISI "SPECIFICATIONS FOR DESIGN OF COLD FORMED STEELSTRUCTURAL 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.

GRADE 55 GRADE 55 GRADE 55 GRADE EHS GRADE 50 GRADE B GRADE 80 GRADE 50 A325 GRADES

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 AISC MANUAL - THIRTEENTH 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.

BUILDING LOADS I DESCRIPTION:

6. BUILDER I CONTRACTOR RESPONSIBILITIES WIDTH: 50 LENGTH: 125 HEIGHT: 18 I 18

ROOF PITCH: 1.0:12 t 1.0:12

THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: -�IB�C�12�----

Pf= 0.7 Ce Ct I Pg Ce= 1 Ct = 1 I = 1

Pg = 20.0 PSF Pf = 14.0 PSF

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 AISC CODE OF STANDARD PRACTICES, LATEST EDITION)

THE CONTRACTOR I BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. UNBALANCED LOAD= 20.8 PSF ROOF DEAD LOAD: ---21L PSF (ROOF PANELS & PURLINS)

IT IS THE RESPONSIBILITY OF THE BUILDER I CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE OR FEDERAL AGENCIES AS REQUIRED.

COLLATERAL LOAD:

ROOF LIVE LOAD:

MIN. UNIFORM ROOF SNOW LOAD:

GROUND SNOW LOAD: (Pg)

ROOF SNOW LOAD: (Pf)

BASIC WIND SPEED:

SEISMIC COEFFICIENT:

IMPORTANCE FACTORS:

WIND LOAD:

SNOW LOAD:

SEISMIC:

ROOF PANELS:

1.0 --

20.0

-1.Q.&_

-1.Q.&_

_11R_

110 --

0.584

___JJ)Q_

1.00 --

1.00

PSF

PSF

PSF

PSF

PSF

MPH

APPROVAL OF R & M STEEL COMPANY'S DRAWINGS CONSTITUTES THE BUILDER I CONTRACTOR'S ACCEPTANCE OF R & M STEEL COMPANY'S INTERPRETATION OF THE PURCHASE ORDER. (SECTION 4.2.1 AISC CODE OF STANDARD PRACTICES, LATEST EDITION)

COLOR: _____ G=a =lv =al�um=e _____ _

WALL PANELS:

THE BUILDER I CONTRACTOR OR NE

FIRM IS RESPONSIBLE FOR THE COLOR: _____ S=a=nd=s=ro=ne�B=e=ige

=-----

OVERALL PROJECT. ALL INTERFACE TRIM COLORS:

AND COMPATIBILITY CONCERNING ANY MATERIAL NOT FURNISHED BY R & M STEEL COMPANY ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER I CONTRACTOR OR NE 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.

GABLE:

EAVE:

CORNER:

DOOR & WINDOW:

GUTIER:

DOWNSPOUTS:

BASE (OPTIONAL):

8" JAMB/HEAD:

THE BUILDER I CONTRACTORS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH R & M STEEL COMPANY'S

SOFFIT PANEL:

GABLE EXT:

EAVE EXT:

CANOPY: BUILDING "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE

LINER PANEL:

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.

LEFT :

RIGHT:

FRONT:

BACK :

ROOF :

Brown

Brown

Brown

Brown

Brown

Brown

Brown

EARTHQUAKE DESIGN DATA: INPUT:

Occupancy Category: Seismic Importance Factor: Mapped Response (Short), Ss: Mapped Response (1 sec.), S1: Site Class:

RESULT: Seismic Design Category, SDC:

II - Normal 1.00

0.39 0.15 D

D Basic Seismic-Force-Resisting Systems: Analysis Procedure Used:

OCBF, OMF Equivalent Lateral

FORCE: Site Coeff (Short), Fa: Site Coeff (1 sec.), Fv: Max. Design Response (Short), Sms:

1.4856 2.1920 0.58 0.3332 0.39 0.22 0.2827 0.1748 65

Max. Design Response (1 sec.}, Sm1: Design Response (Short), Sds: Design Response (1 sec.), Sd1: Approx. Period (Moment), Ta: Approx. Period (Brace), Ta: Rigid Frame Deflection Limit {Seis): Wind Bent Deflection Limit (Seis): 65

DES_CALC: Seismic Forces:

Roof Bracing: R = 3.2500 Rho = 1.3000 Cs = 0.12

Sidewall Bracing: R = 3.2500 Omega = 2.0000 Cs = 0.12

Total Base Shear:

Endwall Bracing: R = 3.2500 Omega= 2.0000 Cs = 0.12

Rigid Frames: R = 3.2500 Rho = 1.3000 Cs = 0.12

Longitudinal Force, V= 4.64 (k) Transverse Force, V = 4.63 (k)

End Plates, Frame: R = 3.2500 Omega= 3.0000

R & M STEEL COMPANY P.O. Box 580

Caldwell, Idaho 83606 208-454·1800 Fax 208-454·1801

SCALE I JOB LOCATION

I-D-AT ...... E:_4_17/_16---jl PASCO, WAI REVISION

iDRA'hNBY

FRAME LINES: 2 3 4 5

� I

$ "OLUMN LINE I

RIGID FRAME: tMJ(I

W�TI�itcig�woNii�H

g� ��1:li'hG �E��i�:'fslfJcLUDED IN VERTICAL REACTI ONS.

Frm Line

Col Line

---Column Reactions (k ) ---Load Hmox V Load Hmin V Anc._Bolt BaseYlate (in) Grout ID H Vmax ID H Vmin Qty Dia Width Length Thick (in) ---- --- ---- --- --- -- --- --- ---

2• D

2* A

5 5 2 5

7.1 7.1 4.3

-7.1

2• Freme lines: 2 3 4 5

15.2 1 15.2 3 -6.4 5 15.2 4

-4.3 -6.4 4 0.750 6.000 8.500 0.500 0.0 -1.8 -8.3 -7.1 15.2 4 0.750 6.000 8.500 0.500 0.0

1.8 -6.5

RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Deod-----Collateral-Line Line Horiz Vert Horiz Vert 2* D 0.8 2.1 0.3 0.62* A -0.B 2.1 -0.3 0.6

Frame Line 2• 2•

Frame Line 2• 2•

2•

Column Line D A

Column Line D A

--WindJ.eft2-Horiz Vert -7.6 -7.6 -0.1 -2.5

-Seismic_LongHoriz Vert -1.5 -3.0 -1.5 1.0

tt!i�d_Ri

��:t 0.1 -2.5 7.6 -7.6

-MIN_SNOW--Horiz Vert

6.0 12.5-6.0 12.5

Frame lines: 2 3 4 5

-----Live---------Snow--- --WindJ.eft1-Horiz Vert Horiz Vert Horiz Vert

6.0 12.5 4.2 8.8 -7.9 -12.8-6.0 12.5 -4.2 8.7 0.4 -7.7

H;�nd-{';pl- H;�nd_�c;pz- H��smic;fe�{t -3.8 -15.9 0.4 -10.6 -0.6 -0.4 -0.4 -7.7 3.8 -12.9 -0.6 0.4

F1UNB_SLJ.-Horiz Vert

3.5 8.7 -3.5 4.9

F1UNB_SL_R-Horiz Vert

3.5 4.9 -3.5 8.7

-Wind_Right1-Horiz Vert -0.4 -7.7

7.9 -12.8

Seismic_Right Horiz Vert

0.6 0.4 0.6 -0.4

END WALL COLUMN: BASIC C OLUMN REACTIONS (k ) Wind

Frm Col Dead Coll at Live Snow Wind_Leftl ;';���-

Rii��i

WindJ.eft2 ;';���

_Rii�;f

Press

Line Line Vert Vert Vert Vert Hon Vert Hon Vert Horz

1 D 0.3 0.1 1.4 1.0 0.0 -1.8 0.0 -1.2 0.0 -1.8 0.0 -1.2 -1.3 1 C 0.9 0.2 4.9 3.4 2.1 -8.0 0.0 -1.9 2.1 -8.0 0.0 -1.9 -3.1 1 B 0.9 0.2 4.9 3.4 0.0 -1.9 2.1 -8.0 0.0 -1.9 2.1 -8.0 -3.1 1 A 0.3 0.1 1.4 1.0 0.0 -1.2 0.0 -1.8 0.0 -1.2 0.0 -1.8 -1.3

Wind Frm Col Suet WindJ.ang1 Wind_Long2 Seis_Left

���;_Ri

t;rt -MIN_SNOW-- E1UNB_SLJ.-

Line Line 1 D 1 C 1 B 1 A

Frm Col Line Line 1 D 1 C 1 B1 A

Frm Col Line Line 6 A 6 8 6 C 6 D

Horz 1.5 3.4 3.4 1.5

Horz Vert 0.0 -1.9 0.0 -5.80.3 -4.2 0.0 -1.0

E1UNB_Sl_R-Herz Vert 0.0 0.2 0.0 1.5 0.0 4.2 0.0 1.0

Dead Collot Live Vert Vert Vert 0.3 0.1 1.4 0.9 0.2 4.9 0.9 0.2 4.9 0.3 0.1 1.4

Wind

Horz Vert 0.0 -1.0 0.3 -4.2 0.0 -5.8 0.0 -1.9

Snow Vert

1.0 3.4 3.4 1.0

Horz Vert 0.0 0.0 0.7 -0.7 0.0 0.7 0.0 0.0

WindJ.eft1 Hon Vert 0.0 -1.82.1 -8.00.0 -1.9 0.0 -1.2

Horz Vert Herz Vert 0.0 0.0 0.0 1.4 0.0 1.0 0.0 0.7 0.0 4.9 0.0 4.2 0.7 -0.7 0.0 4.9 0.0 1.5 0.0 0.0 0.0 1.4 0.0 0.2

Wind

r;;::.�_Ri

i�l WindJ.eft2

r;;::.�_Ri

i�� Press

Horz Vert Horz 0.0 -1.2 0.0 -1.8 0.0 -1.2 -1.3 0.0 -1.9 2.1 -8.0 0.0 -1.9 -3.1 2.1 -8.0 0.0 -1.9 2.1 -8.0 -3.1 0.0 -1.8 0.0 -1.2 0.0 -1.8 -1.3

Fnm Col Suet WlndJ.ong1 Wlnd_Long2 SeisJ.eft ��z

_Rit;rt

-MIN_SNOW-- E2UNB_Sl_L-Line Line 6 A 6 B 6 C6 D

Frm Col Line Line 6 A 6 B 6 C6 0

Horz 1.5 3.4 3.4 1.5

Hon Vert 0.0 -1.9 0.0 -5.8 0.3 -4.2 0.0 -1.0

E2UNB_Sl_R-Herz Vert 0.0 0.2 0.0 1.5 0.0 4.2 0.0 1.0

Hon Vert 0.0 -1.0 0.3 -4.2 0.0 -5.8 0.0 -1.9

Hon Vert 0.0 0.0 0.7 -0.7 0.0 0.7 0.0 0.0

Horz Vert Herz 0.0 0.0 0.0 1.4 0.0 0.0 0.7 0.0 4.9 0.0 0.7 -0.7 0.0 4.9 0.0 0.0 0.0 0.0 1.4 0.0

END WALL COLUMN: MAXIMUM REACTIONS, ANCH OR BOLTS, & BASE PLATES

---Column Reactions t ) ---Frm Col Lood Hmax V Load min V Anc. Bolt BoseYlate (In) Grout Line Line ID H Vmax ID H Vmln Qty Dia Width Length Thick (in) - -- ------- ---- --- --- -- --- --- ---1 D 6 0.9 -1.0 7 -0.8 -1.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 1.8 6 0.9 -1.0 1 C 8 2.0 -4.3 7 -1.9 -3.0 ,i 0.750 6.500 6.000 0.250 0.0

5 0.0 6.0 8 2.0 -4.3 1 B 9 2.0 -4.3 10 -1.9 -3.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 6.0 9 2.0 -4.3 1 A 11 0.9 -1.0 10 -0.8 -1.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 1.8 11 0.9 -1.0 6 A 6 0.9 -1.0 7 -0.8 -1.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 1.8 6 0.9 -1.0 6 B 8 2.0 -4.3 7 -1.9 -3.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 6.0 8 2.0 -4.3 6 C 9 2.0 -4.3 10 -1.9 -3.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 6.0 9 2.0 -4.3 6 D 11 0.9 -1.0 10 -0.8 -1.0 4 0.750 6.500 6.000 0.250 0.0

5 0.0 1.8 11 0.9 -1.0

Vert 1.0 4.2 1.5 0.2

NOTES FOR REACTIONS 1. All loading conditions ore examined and only maximum/minimum H or V and the

corresponding H or V ore reported. 2. Positive reactions ore as shown in the sketch. Foundation loads ore in

opposite directions. 3. Bracing reactions ore in the plane of the brace with the H pointing away

from the braced boy. The vertical reaction is downward. 4. Building reactions ore based on the following building data:

Width (ft) = 50.0

Length (It) = 125.0 Eave Height (ft) = 18.0/ 18.0 Roof Slope (rise/12 ) = 1.0/ 1.0 Dead Load (psf ) = 2.2 Collateral Load (psf ) = 1.0 Live Load (psf ) = 20.0 Pf= 0.7 Ce Ct I Pg Min. Uniform Roof Snow Load (psi ) = 20.0 Ce = 1 Ground Snow Load (psf ) (Pg) = 20.0

Ct = 1 Roof Snow Load (r,sf ) (Pf) = 14.0 Wind Speed (mph ) = 110.0 I = 1 Wind Code = IBC 12 Pg = 20.0 PSF &�wre =C Closed/Open = C Pf = 14.0 PSF Importance Wind = 1.00 UNBALANCED LOAD= 20.8 PSF Importance Seismic = 1.00 Seismic Zone = D Seismic Coeff (Fo*Ss) = 0.58

5. Loading conditions ore: 1 0.6Deod+0.6Wind_Left1 2 0.6Deod+0.6Wind_Right1 3 0.6Deod+0.6Wind_Long1 4 0.6Deod+0.6Wind_Long2 5 Deod+Colloterol+MIN_SNOW 6 0.6Deod+0.6Wind_Suction+0.6Wind_Long1 7 0.6Deod+0.6Wind_Pressure+0.6Wind_Long1 8 0.6Deod+0.6Wind_Left2+0.6Wind_Suction 9 0.6Deod+0.6Wind_Right2+0.6Wind_Suction 10 0.6Deod+0.6Wind.Yressure+0.6Wind_Long2 11 0.6Deod+0.6Wind_Suction+0.6Wind_Long2

ANCHOR BOLT SUMMARY Dia Proj

Qty Locate (in) T)l)e (in) --- -- -- --0 20 Jomb 1/2" GR36 1.00 181 32 Endwoll 3/4" GR36 2.00 181 32 Frame 3/4" GR36 2.00

BUILDING BRACING REACTIONS ± Reactions (k ) Panel Shear

-Woll - Col -Wind - -Seismic - (lb7ft) Loe Line Line Horz Vert Herz Vert Wind Seis

LJ:W 1 F_SW A RJ:W 6 B_SW D

C,B 2.1 1.9 0.6 0.5 Torsional Bracing Used B,C 2.1 1.9 0.5 0.5 5,4 4.6 3.0 2.3 1.5 3,2 4.6 3.0 2.3 1.5

R & M STEEL COMPANY

P.O. Box 580 Caldwell, Idaho 83606

208-454·1800 Fax208-454-1801 !REVISION

I I DRAWN BY

IDRAWING NUMBER

I g_ OF IL<

2

25'-11/2" 25'-0"

2'-1112" 3'-0" 20'-0"

51/2"

125'-3" OUT-TO-OUT OF CONCRETE 3 4

25'-0"

��

25'-0" 5

25'-1112"

�� 5112"

Dia= 3/4"

8"

&, dSh)

6 �

f,, "' �

DETAIL A

Dia= 3/4''

8"

t!

X-Bracing

'@ X-Bracing

D;i----'����-rr====:::;.:r��-,:::;:====================================='========================='======================:::::::::'======================::::'::;i����---'-<

FRAME LINE DIMENSIONS

D

25'-1112"

D 0

12'-0"

.J­� C

C

;I; • 0

0

2"

6'-6"

D D 0

0

2"

12'-0"

25'-0"

61-611

.J­� C

C

;I; •

3

-

;I; .C

C

D ;I; D .

0 0

2" 2"

" 12'-0" 6'-6"

25'-0"

4

ANCHOR BOLT PLAN NOTE: All Base Plates@ 100'-0" (U.N.}

OVERHEAD DOOR OPENING WITH PANEL NOTCH

0

0 D D 0

2" 2"

6'-6" 12'-0"

25'-0"

6'-6"

;I; .C

C

;I; D .

0

:_s 2" 2"

6'-6" 12'-0"

25'-1112"

5

� A � �

DETAIL B

Dia= 3/4"

4" B � C 2"

1112" 1 112" a·

Aan 11/2" SN

9 ·;:;DETAIL C

Da= 1/2"

31/4"

M

� "' &,[CJ (_.J

4"

2"

11/2" SW

See Ran

DETAIL D

"' "'

J 0 �

5112" (j)

6'-7112"

6

R & M STEEL COMPANY

SCALE JOB LOCATION >-

D-A-TE-. -.-/7 -16- ---i PASCO,

WA

P,O. Box 580 Caldwell. Idaho 83606

208-454-1800 Fax 208-454-1001

REVISION

iDRAV-vNBY

DRAWiNG NUMBER 3OF iY

SPLICE PLATE & BOLT TABLE MEMBER Qty Mork Web Plate Outside Flange Inside Flange

Mork Top Bot Int Type Dia Length Width Thick Length Thick Len th W x Thk x Len th W x Thk x Len th RF1-1 0.150 209.8 6 X 1 4 X 207.9 6 X 1 4 X 183.3

SP-1 4 4 0 A325 0.750 2.00 SP-2 4 4 0 A325 0.750 2.00

VFLANGE BRACES: Both Sides(U.N.) FBxxD(1) D - L2x2x14

9 co

41"12

I I I I I

§): I I I I I I I

§): I I I I I I I I I I I I

8"

D

6" 1/2" 2'-6 13/16" 6" 1/2" 1'-6 13/16" RF1-2 24.0/12.0

12.0/12.0 RF1-3 25.4/ 8.0

RCAP

FB2D F82D

0.150 0.150 0.150

FB40 __ v_ ________

--

v ___ S/'.:.-------

�-

=

-=

-:-

::::====�RFFFr1-

�2 ==========

:N11�=r

===========;_R�Fl1�:2:=_=_=_===-�-::-::::::a.. (/)

I a.. (/)

i

96.0 172.0 209.8

6 X 1/4" X 31.5 6 X 1/4" X 268.1

6 X 1/4" 6 X 1 4"

F84D

----"\Z __ _

X 31.5 X 207.9

I I I I I

1"� 12

I a.. (/)

:� ---l-1 I I I I I

co � -!. C') C

i I 9

� ct:

Q)

� t) C

.... � co<9 - Q)

l!) -..--()

� co "'!" - Q) co-

..--u

Q)

� t) C

.... � co <9 - Q)

l!) -..--()

I � \J_

L i.--.. �1-.. _______________ 4.:...:..4·_:__-4 .::.:...:3,1c..::_6" ___________________ • I.. ..I 2'-1 7/8" Clearance+/- 2'-1 7/8"

50'-0" OUT-TO-OUT OF STEEL

RIGID FRAME ELEVATION: FRAME LINE 2 3 4 5

1/1� ---4

1"'-Je:

8"

A

co

X 1/4" X 96.7 66 X 1/4" X 171.Q 6 X 1/4" X 183.3

R & M STEEL COMPANY

.

P.O. Box 580 Caldwell. Idaho 83606

208--454,1800 Fax 208-454-1801 REVISION

ORAWIBY

DRAWING NUMBER

OF I�

(2) BOLTS1/2" x 1" (TYP)

FLANGE BRACE

RA20

1/2" 1 CLEARANCE

4"

� ROOF PURLIN TO't �STEEL LINE

'-J ENDWALL RAFTERBOLTS 1/2" x 1" (TYP)

ENDWALL GIRT

DOUBLE 'C' ENDWALL COLUMN

(;:;\ DOUBLE 'C' ENDWALL COLUMN�TO GIRTS(6) BOLTS1/2" x 1" (TYP)

� ROOF PURLIN TO INTERIOR� RIGID FRAME RAFTER

RAFTER FLANGE BRACE

t '-.TEKSCREW

EACH PURLIN

@ PURLIN BRIDGING(6) BOLTS1/2" x 1" (TYP)

�CORNER � COLUMN TO WALL GIRTS(6) BOLTS1/2" x 1" (TYP)

SIDEWALL GIRTS

� SIDEWALL GIRT TO � INTERIOR FRAME COLUMN

TEK SCREW

@ WALL GIRT BRIDGING(4) BOLTS1/2" x 1" (TYP)

ANCHOR BOLT

ENDWALL 'C' COLUMN

@ BASE PLATE FOR EW COLUMN

(4) BOLTS1/2" x 1" (TYP)

\_ENDWALL COLUMN

LOCATE CLIP BETWEEN 'C' COLUMN WEBS

� ENDWALL COLUMN v:.:y TO ENDWALL RAFTER(4) BOLTS1/2" x 1" (TYP)

ANCHOR BOLT

EW COLUMN (DOUBLE 'C')

(2) CA3

@ BASE PLATE FOR EW COLUMN

(4) BOLTS1/2" x 1" (TYP)

END WALL RAFTER

@ ENDWALL COLUMN TO ENDWALL RAFTER

� ENDWALL RAFTER SPLICE� AT RIDGE

R & M STEEL COMPANY

P.O Box 580 Caldwell, Idaho 83606

208-454-1800 Fax 208·"454-1801

REV1S10N

DRAWN BY

ORA'MNG NUMBER

OF

(2) BOLTS 1/2" x 1" (TYP)

RIGID FRAME COLUMN

DOORJAMB

DOORJAMB

FLATHEAD BOLTS 1/2" x 1" (TYP)

SIDEWALL GIRT TO INTERIOR FRAME COLUMN & DOOR JAMBS

5/8" E.H.S. CABLE WITH 1 1/4" EYEBOL T1/2" E.H.S. CABLE WITH 7/8" EYEBOLT3/8" E.H.S. CABLE WITH 3/4" EYEBOL T

5/16" E.H.S. CABLE WITH 5/8" EYEBOL T1/4" E.H.S. CABLE WITH 1/2" EYEBOL T

X-BRACE CABLE& BRACE GRIP

HILLSIDEWASHER

NUT EYEBOLT

FLATWASHER

SLOT IN WEB TO INSERT HILLSIDE WASHER & EYEBOL T

COLUMN OR RAFTER WEB

@ DIAGONAL CABLE, EYEBOL T END

@

1. FIELD CUT X-BRACE THRU GIRTS (AS REQ'D). 2. FIELD CUT X-BRACE TO LENGTH (AS REQ'D). 3. FIELD FIT AND DRILL GIRTS AT CORNER

COLUMN (AS REQ'D). 4. FIELD LOCATE WALK DOORS, 'MNOOWS,

AND LOUVERS (AS REQ'D). 5. FIELD FIT 'MNDSTRUT (AS REQ'D). 6. FIELD CUT 3'-4" ELEV. GIRT AND TEK TO

8 114" WALK DOOR JAMB. 7. FIELD FIT FLANGE BRACES AS REQ'D. 8. LAP BRIDGE ANGLE 1", USE (2) 12-14 x 1" TEKS.9. LAP RAKE ANGLE 1", USE (2) 12-14 x 1"TEKS. FIELD NOTESFORMAT IS BDDxWTHH B WELDED MEMBER TYPE. DD MEMBER DEPTH IN INCHES.W FLANGE WIDTH IN INCHES.

T

(6=6", 8=8", 0=1 O", 2=12") FLANGE THICKNESS IN 1/16" INCH UNITS.(3=3/16", 4=1/4", 5=5/16" 6=3/8", 8=1/2",0=5/8", 2=3/4")

Y2 (14=.1495, 17=.1793, 25=.2500. 31=.3125)

@ HH WEB THICKNESS IN DECIMAL INCH UNITS.

BUil T-UP NOTES

(4) BOLTS 1/2" x 1 1/2" (TYP) TEK SCREW

RA20

t ""'- STEELLINE

® EAVE STRUT TO ENDWALL RAFTER

END WALLRAFTER

X-BRACE CABLE&BRACE GRIP

@ DIAGONAL CABLE, EYEBOL T END(4) BOLTS 1/2" x 1" (TYP)

ENDWALLRAFTER

8"ROOFPURLIN

4-BOL T CLIP w/

� ANTI-ROLL CLIP DETAIL

EEAVE_/STRUT

TOP PLATEOF RIGIDFRAME

SECTION

�fl,===d�s=a=J;;;.:;;;:2,.

TOP PLATEOF RIGIDFRAME

ELEVATION

® EAVE STRUT TO RIGID FRAME@ INTERIOR BAYS

X-BRACECABLE

& BRACEGRIP

ENDWALL COLUMN(DOUBLE 'C')

ANCHORBOLT

� 3HXA & (2) CA3 @ ENDWALL� COLUMN

(5) BOLTS 1/2" x 1" (TYP)EAVE

STRUT

DOOR JAMB

12FIELD DRILL (AS REQ'D)

DOOR JAMB TO EAVE STRUT w/ A-1 SUPPORT

WALL PANEL

BASE TRIM (BT-2)

BASE ANGLE (BA)

FOUNDATION

CONCRETE FOUNDATION BY OTHERS, MUST BEADEQUATE TO SAFELY RESIST THE LOADS IN

THE REACTION REPORT.

(T?\ SECTION THRU WALL PANEL \!.J AND CONCRETE FOUNDATION

CA52

/ EAVE STRUT

CA? (6) TEKS

8"TSMC (FIELD FIT)

(2) TEK SCREW

SECTION

EAVE STRUT

CA? (6) TEKS

DH

BOLTS (TYP.)1/2" X 1"

NOTE: USE SINGLE CEE FOR DOOR WIDTHS UP TO

AND INCLUDING 19'-0"

NOTE: ALL BOLTS wt EXPOSED HEADS USE 1/2" x 1" FLATHEAD BOLTS

-, 0

CA52

� CA2A CA2A

� S.S.O.H. DOOR DETAIL

R & M STEEL COMPANYP.O. Box 580 Caldwell, Idaho 83606 208-454--1800 Fax 208--454,1601

REVlSJON

II

ORAV\N BY

ORA'MNG NUMBER

o----

N UJ

- LL S' � � en

LL 0 0 a:::

(") UJ (.) <( - LL

b a:::_, ::::> � en

LL 00 a:::

A----

OUT-TO-OUT OF STEEL

25'-0" 25'-0" 25'-0" 4"

�

RF1-2 1-2

25'-0" 25'-0" 4"

�

I RF1-2 i ER-1*

6

14l!---L... _ _J __ _J__:==�f=::=---r-----+----===+1===---_J_ ___ _L _ __;==1t==---+-----,---===l:1====--1:--......l.--_L! _ __,IJ,ll0

P-1(T p) i-3(Typ)I

I I UJ I I

P-1(T�p)

I I I �: ER-1� l=R-1 :� hl�1t---;---;--:----;---===�===---+----i----==1:l===----;----;----:==tt:==---:-----;---=-==:;tt:::==::--;----;-----;-----fl'j0

I I w I I

10 u..1..- �'""'---::-':-----'-"'----"'---"'-�--:::-:c--'-....._ __ _.,..__==--:--::....,__,_-=--c---'--'"--�""--c=""'-,--"-�-=-,,- �'-'-�---=�'"'=------2"---�E

�-1

�--"'---LlJw

PURLIN LAP

4'-01/2" 4'-01/2"

2·-8� 2'-81/4"

2'-811£+--2'-81/4"

4'-01/2" BRDG ANGLE

4'-01/2"

ROOF FRAMING PLAN

RCAP

(42)

ROOF

SHEETING

MEMBER TABLE ROOF PLAN MARK PART

P-1 8x25Z13P-2 8x25Z16P-3 8x25Z16E-1 80x5E14 E-2 80x5E14E-3 80x5E14E-4 80x5E14

CB-3 1/4EHS CB-4 1 4EHS

LENGTH 29-0 31'-8 3/4" 30'-4 1/2" 24'-11 1/2" 24'-11 1/2" 24'-11 1/2" 24'-11 1/2" 28'-0" 31'-Q"

CONNECTION PLATES ROOF PLAN DID MARK PART

1 A-1

INSTALL ROOF FLANGE BRACE AS PER RIGID FRAME CROSS SECTION

PANELS: 26 Ga. PBR Galvalume

R & M STEEL COMPANY P.O. Box 580

Caldwell, ldahO 83606 20�54-1800 Fax 208-454-1801

REVISION

I DRA'MJ BY

DRAWlNG NUMBER

b

9co

F-

co 9 _, co

F-

6

4"

I@

[[]

L.J

EC-1

GIRT LAPS

0

4"

I@

G-3[[]

G-3.§

0 I'-0

Cl)

25'-0"

E-3

G-6

G-5

25'-0"

fe) E-1 m

�� 14 Ii] DH-1

II] M1

..-9 � 3 -!, -,

0 ;i- 0 ..-

--------------L.J J [ Jill

EC-1

5

I RF1-1

2'-81/4"_--+-_

2'-81/4"

(�

� m

G-4II]

G-4

1.2..

25'-0"

E-4

25'-0"

E-2

[; 14 m

DH-1 II]

N

125'-0" OUT-TO-OUT OF STEEL 4

25'-0"

E-4

G-9

G-9

3 2 25'-0" 25'-0"

E-4 E-3

4" I�

G-8 G-6

G-5

cs'< R

-����14-�������-§)�1

���---'H-���������-II �

I RF1-1

1'-4''..+-1'-4''

I RF1-1

1'-4''..+-1'-4"

SIDEWALL FRAMING: GRID D

125'-0" OUT-TO-OUT OF STEEL

(3_) 25'-0" (4)

E-2m 1; m

Ii] Ii] G-4 DH-1 G-4

II] �

. G-4 G-4

25'-0"

E-2m

�� Ii]

II] DH-114

@ N

2'-81/4"

I RF1-1

I�

---

2'-81/4"

(5)

II

G-4.;1.1

G-4

m

II]

J [ EC-1

20'-0"

©

25'-0" 4"

®I i--

E-1

Ii] �� 14 m

DH-1 G-3@J [[]

..- G-3 � v II] � 9 � 9 ::;; II] II] � C' b � -!, II] II]

' [I] [I] ' llJ [[]-, -, -,

�, -, -, ;;. 0 ;i- ;::i 0 ;i- 0 0 0 0 0 ..-

BA20 1 ------------------C ill I _,,,J ill J

RF1-3

..-

---- __________ ..._ __ Cill I lDJ

RF1-3

---- __________ l __ [ill I lDJ

RF1-3

..-

---- __________ .._ __ Cill I lDJ

RF1-3

-[ ill L.J

EC-1

J s>I 5' It.>Nl..t>-J�i--��12�·-�o·_·�--e*">�s·�-6_"_..,.;-.6�'-�6_" ---i-��1�2·-�o_"�__,...i-�6�'-6�"_..., ....... �6'�-6�"__,,*"'��1�2�·-o�"��<>-+-�6�'-6�"--<...i-.�6-'-6�"__....i-,__-1�2�·-o�"��-+--6�'-�6_" __ -i-cs�·-�s·_· __ +--��12 �·-�o·_·�__.,*"'�6'�-6_"---i

SIDEWALL FRAMING: GRID A

MEMBER TABLE GRID A & D MARK PART DJ-1 8x25C15 DJ-2 8x25C16 DH-1 8x25C16

E-1 80x5E14 E-2 80x5E14E-3 80x5E14E-4 80x5E14G-3 8x25Z16G-4 8x25Z16G-5 8x25Z15G-6 8x25Z16G-7 8x25Z15G-8 8x25Z16G-9 8x25Z16

CB-2 5 16EHS

LENGTH 17-4 17'-4" 12'-0" 24'-11 1/2" 24'-11 1/2" 24'-11 1/2" 24'-11 1/2" 6'-2" 12'-4" 27'-8 1/4" 27'-8 1/4" 29'-o 1/4" 29·-o 1/4" 27'-8" 29'-Q"

CONNECTION PLATES GRID A & D DID MARK PART

1 CA2A 2 CA2T 3 CA52 4 CA2 5 SWC-N 6 CA7

INSTALL SIDEWALL FLANGE BRACE

AS PER RIGID FRAME CROS5_SECTION

R & M STEEL COMPANY

P.O. Box 580 Caldwell, tdaho 83606

208-454-1800 Fax 208-454-1801

SCALE REVISION

�0-AT-E.-4-171-16)ORAv\N BY

DRAWlNG NUMBER

41.000 12

8"

8"

41.000 12

D

14'-4"

ER-1 I

Rb..20-

14'-4"

ER-1 I

R_6l0 __

B

50'-0" OUT-TO-OUT OF STEEL

20'-0" C

ENDWALL FRAMING: GRID 6

C

50'-0" OUT-TO-OUT OF STEEL

20'-0" B

ENDWALL FRAMING: GRID 1

14'-4"

14'-�

ER-1* I I --��2-9

D

8"

A

8"

1.oooh12

1.oooh12

BOLT TABLEGRID 1 & 6 LOCATION QUAN TYPE DIA LENGTHER-1 ER-1* 8 A325 5 8 1 3 4

Columns Raf 4 GR 5 1 2" 1"

MEMBER TABLEGRID 1 & 6 MARK PART EC-1 8x25C16EC-2 D8x5C15ER-1 W8x10 ER-1* W8x10

G-1 8x25Z16 G-2 8x25Z15

CB-1 1 4EHS

LENGTH 16 -8 3 4 1 7' -11 1 /16"25'-1 1 /16" 25'-1 1 /16" 13'-8" 19'-4" 25'-0"

FLANGE BRACE TABLEGRID 1 & 6

v'ID MARK LENGTH 1 FB1D 1 -4 3 4

CONNECTION PLATESGRID 1 & 6 DID MARK PART

1 3HXA 2 CA3 3 SWC-N4 CA52 5 SA

R & M STEEL COMPANY P.O. Box 580 Caldwell, Idaho 83606 208.-454·1800 Fax208-454·1B01

f-=S:.:C..CAL=E JO OATE REVISION

I DRAWi� BY

DRAV'v1NG NUMBER

ROOF PANEL

1

SEE DETAIL 1

WALL PANEL

StitchTEK 2'-0"0.C.

(TYP.)

4 1/4" 3"(MIN.) NOTE ROOF PANEL

O.H.@EAVE

S-23 (EAVE GUTTER)

EAVE STRUT

ROOF PANEL BUTYL

DETAIL 1

]2·-0• 0.C. (TYP.)

INSIDE CLOSURE

BASE TRIM

STITCH TEK

GUTTER

S-23 GUTTER TRIM DETAIL & WALL STITCH TEK LAYOUT

FLANGE BRACE (IF APPLICABLE)

WALL PANEL

INSIDE CLOSURE

BASE TRIM

BASE DETAIL

#14 x 7/8 STITCH TEK@ 12" O.C.

RAKE FASCIA (S-188)

#14 x 7/8 STITCH TEK@ 12" O.C. OUTSIDE CLOSURE

WALL PANEL

RAKE TRIM DETAIL

BASE ANGLE (ANCHORED TO FLOOR)

CONCRETE l�����'.L�FOUNDATION

I TYPICAL TEK SPACING FOR HIGH RIB PANELS I NOTE: ALIGN ROOF PANEL HI-RIBS WITH WALL PANEL HI-RIBS.

#14 x 7/8 STITCH TEK

(STRUCTURAL) #12 TEK

� 12" O.C. (TYP.J

)

I. TYPICAL SPACING AT INTERMEDIATE PURLINS & GIRTS.

#14 x 7 /8 STITCH TEK

II. TYPICAL SPACING AT PANEL ENDS1) TYPICAL SPACING AT EAVE STRUT.2) TYPICAL SPACING AT RIDGE CAP.3) TYPICAL SPACING AT BASE ANGLE.4) TYPICAL SPACING AT RAKE ANGLE.5) TYPICAL SPACING AT PANEL LAP.

2'-0" O.C. 1 • ' I TYPICAL SIDE LAP STITCH TEK SPACING 2'-0" O.C. (TYP) f f f f f f

I I I I Ill. TYPICAL STITCH TEK SPACING (SIDE LAP ONLY)

PEAK BOX S-188 RAKE TRIM S-188 RAKE TRIM

R & M STEEL CO. Jr CALDWELL, ID.

NOTE: PEAK BOX DETAIL 1) MITER S-188 RAKE TRIM @ PEAK & SEAL.2) INSTALL PEAKBOX & SEAL.3) MITER S-188 AND S-23 @ CORNERS & SEAL.

DIE FORMED RIDGE

(2) ROWS BUTYL� �@LAP�

�J:>-\'\'i:.\..

J _,,,,,.- (2) ROWS BUTYL� @LAP

rroo�

DIE FORMED RIDGE CAP DETAIL

POP RIVET RAKE & EAVE TOGETHER HERE

EAVE FASCIA (S-17 or S-23)

(1) ROWBUTYL

RAKE FACIA

DO NOT CUT HORIZONTAL EDGE 1-L..---'-(N_EED EDGE TO POP RIVET TO RAKE)

CUT ON DOTTED LINE

--11',L L _J2-3/4"

MITER DETAIL: EAVE-TO-RAKE

STITCH TEK @ 2'-0" O.C.

ROOF PANEL

STITCH TEK--..._ (1) ROW@ 2'-0" O.C. K BUTYL

ROOF PANEL MASTIC DETAIL @ ROOF PANEL ONLY

S-23 GUTTER

FIELD MITER DOWNSPOUTS FOR

/ 45 DEG. KICKOUT

GUTTER STRAP DETAIL DOWNSPOUT BOTTOM DETAIL

R & M STEEL COMPANY

P,O, Box 580 C�dwell, Idaho 83606

208-454-1800 Fax208-454-1801 REVJSION

I DRAWN BY

ORA\fv1NG NUMBER

POP RIVET 2'-0" O.C.

HEADER

IEXTERIOR WALL PANEL

JAMB TRIM @ OVERHEAD DOOR

HEADER TRIM

NOTE: FIELD NOTCH PANEL AND SLIDE HEADER TRIM BEHIND PANEL AS REQ.

CAULKING (BY OTHERS)

HEADER TRIM DETAIL

�- LHEADER

-----------

TRIM

rJAMB , STIFFENER

-e--JAMB TRIM

F.F. ---------------------

�lrJ

-----------

FRAMED OPENING DETAIL FOR

OVERHEAD DOOR OR WALK DOOR

- .

SILL

WINDOW

JSTRUCT. TEK

1'-0" O.C.

EXTERIOR WALL PANEL

INSIDE CLOSURE

NOTE: FIELD NOTCH PANEL AND SLIDE SILL TRIM BEHIND PANEL AS REQ.

CAULKING (BY OTHERS)

SILL TRIM DETAIL

�� lHEADER TRIM

Ir JAMB.� STIFFENER

-e--JAMB TRIM

�J;J

-

LSILL TRIM

FRAMED OPENING DETAIL FOR

WINDOW OR LOUVER WITH SILL

JAMB TRIM POP RIVET 2'-0" O.C. JAMB STIFFENER

EXTERIOR WALL PANEL

JAMB

STRUCT.TEK 2'-0" O.C.

\ POP RIVET 2'-0" O.C.

JAMB TRIM @ OVERHEAD DOOR

JAMB TRIM DETAIL

R & M STEEL COMPANY

SCALE

P.O. Box 580 Caldwell. Idaho 83606

208-454-1800 Fax 208-454-1801

REVlSlON

jDRAWN BY

ORAI/-ANG NUMBER

I I : : : : : : : : : :

I ...... ...... ,- ,- ...... ,- ,- ...... ,- ,-

I I I I I I I I I I I

I co co co co co co co co ·co co 'l- : ...... ...... ...... ...... ...... : : : : : : : : : : : :

...... ...... ...... ...... : : : : ...... ...... ,- ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ,- ......

11 I

� I I I I I I I I I I I I

� I I I I

� co � i

co co co co co co co co co co co co <� <

t co co co co ...... .- .- ...... .- ...... ...... ...... ...... ...... .- ...... ,- ...... ...... ...... ......

I >:s..

I � � \.7 � 6

I I

�

SIDEWALL SHEETING: GRID D PANELS: 26 Ga. PBR - Sandstone Beige

cp q) � 0)

0 (Gutter with 4 downspouts)

D : : : ...... : ...... ......

: : co ...... ......

co

: : : : : : : : : : : :

0 ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ...... ......

·co co co co co co co co co

------ ------ ------

0 0 0 0

SIDEWALL SHEETING: GRID A PANELS: 26 Ga. PBR - Sandstone Beige

: : : : ...... .- ...... ...... I I I I

co co co co

: : : : : : : : ...... ...... ...... ...... ...... ...... .- ...... ...... ...... .- ...... I I I I I I I I

� co co co co co co co co

�

�> .- ...... ...... ...... ...... ...... ...... .-

�> .<!$ �6

G)

: : : : ,- ,- ,- ......

co co co

----- ------

0

: : ...... ...... I I

co ·co ...... ......

�:. /'

lfy < [> )<

� c[> v IV

�

v D

I I I I

: ';.J ...... I 11

co a::J ,-j

I I I I

0

0

SCALE JOB LOCATION

TRIM TABLE FRAME LINE A & D

¢lD MARK LENGTH

1 BT2 8'-6" 2 BT2 1s'-o" 3 S-11 1s'-o" 4 S-23 32'-o" 5 GECL 1''6 GECR 1''7 8-JAMB 14'-o" 8 JMBTRM 14'-6" 9 JMBSTF 14'-6" 10 8-JAMB 12'-0" 11 HEDTRM 13'-0" 12 JMBTRM 7'-4" 13 JMBSTF 7'-4" 14 HEDTRM 4'-0" 15 BT2 32'-o" 16 JMBTRM 2'-1" 17 JMBSTF 2'-1" 18 HEDTRM 6'-o" 19 SILTRM 6'-0"

R & M STEEL COMPANY

P.O. Box 580 Caldwen. Idaho 83606

206-454M1800 Fax 208-454-1801

REVISION

iORAV�IBY

TRIM TABLE

0) � � �

FR AME LINE 1 & 6

<'.ilD MARK LENGTH 1 BT2 26'-6"

A1.000 0 1.ooo h2 S-11 rn'-o"

0 0 3 S-188 26'-6"

12 12 4 PK BOX 2'-6" 1D1

l --

-I I I I I I I I I I I

: : I • I : ·co

,- ,- co :

co ,-

N LO ,- ,- LO N ,- co f ·.......1 N LO ,- I I I I I I I ,- LO N ,..-

0 II I I I I I I I I I l I 0col co co co co (J) (J) (J) (J) (J) (J) (J) (J) co co co ,- ,- ..- ,- ,- ..- ,- ,- co � s-J ,- ,- ..- ,- ,- ,- ,- ,-

I I I I I I I I I I I I L I - � -

I

0

END WALL SHEETING: GRID 6

PANELS: 26 Ga. PBR - Sandstone Beige

� � � 0) A1.ooo

0 0

0 1.oooh

12 JDL 12

_] ---- -

I I

I I I I I I I I I I

: I• I : ,- ,- co :

co ..-N LO co ,- ,- LO N

,- l!) f ·..-1 N LO ,- I I I I I I I I ,- co N ,..-

0 II I I I I I I i 0I I l

l

col co co (J) (J) (J) (J) (J) (J) (J) (J) co co co ,- ,- ,- ...- ,- ,-

co co co I� s-J ,-,- ,-

,- ,- ,- ,- ,-,- ,-

I I I I I I I I I I I I L I - � -

I I

�

R & M STEEL COMPANY

0 P.O. Box 580

Ca!dvrel!, Idaho 83606

208-454�1800 Fax 208-454-1801

SCALE: I JOB LOCATION !REVISION

END WALL SHEETING: GRID 1 O, I

PANELS: 26 Ga. PBR Sandstone Beige IDRA'MJ BY