Plans PERMANENT PLAQUE NOT LESS THAN SPEC
IAL INSPECTION REQUIRED RECEIVED
50 SQ INCHES IN AREA TO BE PLACED - State of Oregon Structural Specialty Code SEP 0 8 2010
IN CONSPICUOUS L❑CATI ❑N STATING
2000# CAPACITY @ 10', 52', 96' 0 .Con ete and Reinforcing Steel CITY OF TIGARD
3' -8' 1 0-o , .Bolts Installed in Concrete BUILDING DIVISION
p Special Moment - Resisting Concrete Frame
_ ❑ Reinforcing Steel & Prestressing Steel Tendons
I LOAD BEAM I .$ PROf;
❑ Structural Welding �1$� 1 N ��` ,
C� �'
I-- �" O High - Strength Bolting
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-CONNECTOR L3 3' -8. ❑ Structural Masonry
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10
' -0" °- G Reinforced Gypsum Concrete aF 3 1q�
D LOAD BEAM
Z i n
BRACE x ❑ Insulating Concrete Fill e t N U. RV
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0 I 3'-6' ❑ Spray Applied Fire - Resistive Materials << DATF: 17/ O!• d-
L ❑AD BEAM 1 ❑ Pilings, Drilled Piers and Caissons ai
- I I 10 " (U
UPRIGHT LOAD BEAM ELEVATION ❑ Shotcrete
❑ Special Grading, f.xcavatlon and Ming 0M
❑ 5'ke- Control Systems
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ass
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14 GA THK COLUMN Q A p A 0 LD
= 0 - -� ~' H
1 -5/8' <2) 1 5x 8 BASEPLATE U CZ 1 i '
<2> 1/2'0 ANCHORS
C 1.5 x 1.25 1,5 1/8 F1 -1/2' 6'oc In U o d j
3/8 x 5 x 8' 14 GA THK I I iC EA SIDE o w° W U W N W
ao BASEPLATE 2' ❑F 1/8' BRACE =, : F F (� I j N in
II I_ c Z
(2) 1/2 0 ANCHORS FILLET WELD J W Q
3 lith■ EA END TO COLUMN • 6' 3.25' I j x Q v1 - w o s/ gq
BRACE 5 ' 11 v1 o x w n, > W Ce W
1/8 �1 -1/2' EA FACE 1/8' 1 V� I 5' CONCRETE SLAB ON GRADE W W A Z U I
COLUMN & BASE PL � COLUMN BASE X- SECTION Q A w --I N W I W W W Z
BRACE C ❑NN 06 in W U N M O A� F- p V)
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P e rmit Number: Fa 11.10 -- I_r rs N u j cYi Z �- A LLI
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4.5 1-5/8'H x 1' W C3) PIN C❑NN - 'I A ds ��f .. , '`� . G`71t� ` l � N W o o
o (3) AISI A502 2 RIVETS CONNE B A V Dat -
L ❑AD BEAM 7/16'0 2'oc 0 J c J
Z 14 GA THICK ° H❑ ❑K THRU SLOTS z 0 0 . W-I U W N Q
1 -5/8x 3x f o \ IN COLUMN 3 0 ` c� II z g 0 F U
0 2.75' 3/16' THK \ 1/8 V VERT EDGES ° i w II o w o A Z z W
° CONNECTOR " 0 �a j r- II ( I- Q v 0 s-s N o 0 s L ❑AD BEAM ° ° OFFICE COPY II A U ° Q N LLI
g 0 0 'SAFETY PIN TO RESIST
i1 n i, I
0 1000# UPLIFT LOAD , R j �j� Uj 0. Q
v COLUMN-BEAM C ❑NN D-
• Calculations for :
JOHN CRANE
TIGARD, OR
09/02/2010
Loading: 2000 # load levels
3 pallet levels @ 10,52,96
Seismic per IBC 2006 100% Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
120 " Load Beams
Uprights: 44 " wide
C 3.000x 1.625x 0.075 Columns
C 1.500x 1.250x 0.075 Braces
5.00x 8.00x 0.375 Base Plates
with 2- 0.500in x 3.25in Embed Anchor /Column
4.50x 2.750x 0.075 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
i G INF / O
P
194 � �)
O 3' 1 , 1 %1 ,
49 J. R,e �� •
'EXP.. DATE: 1 20/0 I
1/1j4:_1/11
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.4052
Longitude = - 122.7489
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05000000074505806 deg grid spacing
Period Sa
•
(sec) (g)
0.2 0.936 (Ss, Site Class B)
1.0 0.336 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.4052
Longitude = - 122.7489
Spectral Response Accelerations SMs and SM1
SMs =FaxSs and SM1 =FvxS1
Site Class D - Fa = 1.126 ,Fv = 1.728
Period Sa
•
(sec) (g)
0.2 1.054 (SMs, Site Class D)
1.0 0.581 (SM1, Site Class D)
IBC 2006 LOADING
SEISMIC: Ss= 93.6 % g
S1= 33.6 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.4 % g Sds= 70.3 % g
Sm1= 58.1 %g Sd1= 38.7 %g
Seismic Use Group 2
Seismic Design Category D
or D
le = 1
R= 4 R= 6
Cs= 0.1757 W Cs= 0.1171 W
Using Working Stress Design
V = Cs*W /1.4
V = 0.1255 W V = 0.0837 W
Cold Formed Channel
• Depth 3.000 in Fy = 55 ksi
Flange 1.625 in
Lip 0.750 in
Thickness 0.0750 in COLUMN SECTION
R 0.1000 in
Blank = 7.21 in wt = 1.8 plf
A = 0.541 in2
Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in
Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in
a 2.6500 Web w/t 35.3333
a bar 2.9250 Flg w/t 17.0000
b 1.2750 x bar 0.6139
b bar 1.5500 m 0.9488
c 0.5750 x0 - 1.5627
c bar 0.7125 J 0.0010
u 0.2160 x web 0.6514
gamma 1.0000 x lip 0.9736
R' 0.1375 h/t 38.0000
Section Removing:
0.640 inch slot 0.75 inches each side of center on web
0.375 inch hole 0.87 inches from web in each flange
A- = 0.152 in2 A' = 0.389 in2
x bar = 0.728 in
I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in
I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in
Cold Formed Channel
Depth 1.500 in Fy = 55 ksi
Flange 1.250 in
Lip 0.000 in
Thickness 0.0750 in BRACE SECTION
R 0.1000 in
Blank = 3.73 in wt = 1.0 plf
A = 0.280 in2
Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in
Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in
a 1.1500 Web w/t 15.3333
a bar 1.4250 Flg w/t 14.3333
b 1.0750 x bar 0.3946
b bar 1.2125 m 0.5298
c 0.0000 x0 - 0.9244
c bar 0.0000 J 0.0005
u 0.2160 x web 0.4321
gamma 0.0000 x lip 0.8179
R' 0.1375 h/t 18.0000
Cold Formed Section
HEIGHT OF BEAM 4.500 INCHES
MAT'L THICKNESS 0.075 INCHES
INSIDE RADIUS 0.100 INCHES LOAD BEAM
WIDTH 2.750 INCHES
STEEL YIELD 55.0 KSI
STEP 1.625 INCHES HIGH 1.000 INCHES WIDE
ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC
L Y LY LY2 Ii X LX
LONG SIDE 4.1500 2.2500 9.3375 21.0094 5.9561 0.0375 0.1556
TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 1.2250
STEP SIDE 1.3500 3.6500 4.9275 17.9854 0.2050 1.7125 2.3119
STEP BOTT 0.7250 2.8375 2.0572 5.8373 0.0000 2.2125 1.6041
SHORT SID 2.5250 1.4375 3.6297 5.2177 1.3415 2.7125 6.8491
BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000
CORNERS 0.2160 4.4125 0.9530 4.2053 0.0004 0.0875 0.0189
2 0.2160 4.4125 0.9530 4.2053 0.0004 1.6625 0.3591
3 0.2160 2.8875 0.6236 1.8008 0.0004 1.8000 0.3888
4 0.2160 2.7875 0.6021 1.6783 0.0004 2.6625 0.5751
5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751
6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189
TOTALS 13.8459 29.3500 29.4589 89.8255 7.5050 17.8875 17.3814
AREA = 1.038 IN2
CENTER GRAVITY = 2.128 INCHES TO BASE 1.255 INCHES TO LONG SIDE
Ix = 2.599 IN4 Iy = 1.174 IN4
Sx = 1.096 IN3 Sy = 0.786 IN3
Rx = 1.582 IN Ry = 1.063 IN
6:2
BEAM END CONNECTOR
• COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4.5 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.000 IN
LOAD = 2000 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 500 LBS EACH
RIVETS
3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2
1st @ 1 "BELOW TOP OF CONNECTOR
AREA = 0.150 IN2 EACH Fv = 22.0 KSI
Vcap = 3.307 KIPS EACH RIVET
BEARING Fb = 65.0 KSI
BRG CAP= 2.133 KIPS EACH RIVET
TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 8%
CONNECTOR
6 " LONG CONNECTOR ANGLE Fy = 50 KSI
1.625 " x 3 " x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K -IN
W/ 1/3 INCREASE = 5.232 K -IN
RIVET MOMENT RESULTANT @ 0.5 IN FROM BTM OF CONN
M = PL L = 1 IN
Pmax = Mcap /L = 5.232 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.500 12.797 RIVET OK
P2 1.580 2.500 3.950
P3 0.316 0.500 0.158
P4 0.000 0.000 0.000
• TOTAL 4.740 16.905 CONNECTOR OK
WELDS
0.125 " x 4.500 " FILLET WELD UP OUTSIDE
0.125 " x 2.875 " FILLET WELD UP INSIDE
0.125 " x 1.625 " FILLET WELD UP STEP SIDE
0 " x 1.000 " FILLET WELD STEP BOTTOM
0 " x 2.750 " FILLET WELD ACROSS BOTTOM
0 " x 1.750 " FILLET WELD ACROSS TOP
USE EFFECTIVE 0.075 " THICK WELD
L = 9.00 IN A = 0.675 IN2
S = 0.506 IN3 Fv = 26.0 KSI
Mcap = 13.16 K -IN W /1/3 INCR= 17.55 K -IN
6 17
In Upright Plane
•
Seismic Load Distribution
per 2006 IBC Ca = 0.280 •
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1 *.67
LF = 1.4
Weight
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075
96 2060 198 314 30
52 2060 107 170 9
10 2060 21 33 0 KLx = 10 in
O 0 0 0 0 KLy = 50 in
O 0 0 0 0 A = 0.389 in
O 0 0 0 0 Pcap = 10506 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
6180 325 518 39 Column
38% Stress
Max column load = 3985 #
Min column load = 1175 #
Overturning
OTM = 39.4 K -IN X 1.15 = 45.3 K -IN
RM = 90.6 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Simpson Strong Bolt
3.25 "embedment in 2500 psi concrete
Tcap = 2033 # 0% Stressed
V = 259 # per leg Vcap = 1846 # = 14% Stressed
COMBINED = 14% Stressed
OK
Braces:
Brace height = 50 "
Brace width = 44 "
Length = 67 "
P = 783
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 165
Pcap = 2079 # 38%
I
• In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1
LF = 1.4
Weight
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 1.625x 0.075
96 2060 198 267 26
52 60 3 4 0
10 60 1 1 0 KLx = 10 in
O 0 0 0 0 KLy = 50 in
O 0 0 0 0 A= 0.389 in
O 0 0 0 0 Pcap = 10506 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
2180 201 273 26 Column
16% Stress
Max column load = 1679 #
Min column load = 501 #
Overturning
OTM = 25.9 K -IN X 1.15 = 29.8 K -IN
RM = 48.0 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Simpson Strong Bolt
3.25 "embedment in 2500 psi concrete
Tcap = 2033 # 0% Stressed
V = 136 # per leg Vcap = 1846 # = 7% Stressed
COMBINED = 7% Stressed
OK
Braces:
Brace height = 50 "
Brace width = 44 "
Length = 67 "
P = 412 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 165
Pcap = 2079 # 20%
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/02/;0 - -- TIME OF DAY: 15:53:27
INPUT DATA LISTING TO FOLLOW: •
Structure Storage Rack in Load Beam Plane 3 Levels
Type Plane Frame
Number of Joints 14
Number of Supports 8
Number of Members 15
Number of Loadings 1
Joint Coordinates
1 0.0 10.0 S 3 7 11 14
2 0.0 52.0 S
3 0.0 96.0 S
4 61.5 0.0 S 2 6 10 13
5 61.5 10.0
6 61.5 52.0
7 61.5 96.0 1 5 9 - 12
8 184.5 0.0 S
9 184.5 10.0
10 184.5 52.0 4 8
11 184.5 96.0
12 246.0 10.0 S
13 246.0 52.0 S
14 246.0 96.0 S
Joint Releases
4 Moment Z
8 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
12 Force X Moment Z
13 Force X Moment Z
14 Force X Moment Z
Member Incidences
1 1 5
2 2 6
3 3 7
4 4 5
5 5 6
6 6 7
7 8 9
8 9 10
9 10 11
10 5 9
11 9 12
12 6 10
13 10 13
14 7 11
15 11 14
Member Properties
1 Thru 3 Prismatic Ax 1.038 Ay 0.727 Iz 2.599
I
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/02/;0 - -- TIME OF DAY: 15:53:27
4 Thru 9 Prismatic Ax 0.389 Ay 0.194 Iz 0.573
10 Thru 15 Prismatic Ax 1.038 Ay 0.727 Iz 2.599
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
5 Force Y -1.03
6 Force Y -1.03
7 Force Y -1.03
9 Force Y -1.03
10 Force Y -1.03
11 Force Y -1.03
5 Force X 0.013
6 Force X 0.067
7 Force X 0.123
9 Force X 0.013
10 Force X 0.067
11 Force X 0.123
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2006 IBC
wi di widi2 fi fidi
in
2060 0.0132 0 26 0.3 13 26
2060 0.1233 31 134 16.5 67 134
2060 0.2064 88 246 50.8 123 245
0 0.0000 0 0 0.0 0 0
0 0.0000 0 0 0.0 0 0
0 0.0000 0 0 0.0 0 0
6180 119 406 67.6 405
g = 32.2 ft /sec2 T = 0.4247 sec
I = 1.00 Cs = 0.1369 or 0.2800
Cv = 0.386666 Cs min = .14 *Sds= 0.0980 or 1.5%
R = 6 Cs = 0.1369
LF = 1.4 V = (Cs *I) /(LF) *W *.67
V = 0.097786 W *.67
405 # 100%
(0
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/02/;0 - -- TIME OF DAY: 15:53:27
Y
Structure Storage Rack in Load Beam Plane 3 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.047 0.00
1 5 0.000 0.047 -2.90
2 2 0.000 -0.047 0.00
2 6 0.000 0.047 -2.87
3 3 0.000 -0.017 0.00
3 7 0.000 0.017 -1.06
4 4 3.076 0.199 0.00
4 5 -3.076 -0.199 1.99
5 5 2.048 0.186 3.95
5 6 -2.048 -0.186 3.86
6 6 1.024 0.114 2.34
6 7 -1.024 -0.114 2.66
7 8 3.076 0.207 0.00
7 9 -3.076 -0.207 2.07
8 9 2.048 0.194 4.08
8• 10 -2.048 -0.194 4.08
9 10 1.024 0.132 2.70
9 11 -1.024 -0.132 3.12
10 5 0.000 -0.049 -3.04
10 9 0.000 0.049 -3.01
11 9 0.000 -0.051 -3.14
11 12 0.000 0.051 0.00
12 6 -0.005 -0.053 -3.32
12 10 0.005 0.053 -3.16
13 10 0.000 -0.059 6 3.62 / i CON/U/
13 13 0.000 0.059 0.00
14 7 0.009 -0.024 -1.60
14 11 -0.009 0.024 -1.29
15 11 0.000 -0.030 -1.83
15 14 0.000 0.030 0.00
APPLIED JOINT LOADS, FREE JOINTS
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 09/02/;0 - -- TIME OF DAY: 15:53:27
JOINT FORCE X FORCE Y MOMENT Z
5 0.013 -1.030 0.00
6 0.067 -1.030 0.00
7 0.123 -1.030 0.00
9 0.013 -1.030 0.00
10 0.067 -1.030 0.00
11 0.123 -1.030 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.047 0.00
2 0.000 -0.047 0.00
3 0.000 -0.017 0.00
4 -0.199 3.076 0.00
8 -0.207 3.076 0.00
12 0.000 0.051 0.00
13 0.000 0.059 0.00
14 0.000 0.030 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
5 0.0132 - 0.0027 - 0.0008
6 0.1233 - 0.0103 - 0.0010
7 0.2064 - 0.0143 - 0.0005
9 0.0132 - 0.0027 - 0.0008
10 0.1233 - 0.0103 - 0.0008
11 0.2064 - 0.0143 - 0.0003
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
1 0.0132 0.0000 0.0003
2 0.1233 0.0000 0.0002
3 0.2064 0.0000 - 0.0001
4 0.0000 0.0000 - 0.0014
8 0.0000 0.0000 - 0.0014
12 0.0132 0.0000 0.0005
13 0.1233 0.0000 0.0007
14 0.2064 0.0000 0.0005
I
Beam- Column Check .
C 3.000x 1.625x 0.075 Fy = 55 ksi
A = 0.389 in2
Sx = 0.382 in3
Rx = 1.213 in Ry = 0.665 in
kx = 1.00 ky = 1.00
Stress Factor 1.333
Point P M Lx Ly Pcap Mcap Ratio
9 3.1 2.1 10.0 50.0 10.91 16.79 41%
10 2.1 4.1 42.0 50.0 10.91 16.79 44%
11 1.1 3.1 44.0 50.0 10.91 16.79 28%
O 0.0 0.0 44.0 50.0 10.91 16.79 0%k
O 0.0 0.0 44.0 50.0 10.91 16.79 0%
O 0.0 0.0 44.0 50.0 10.91 16.79 0%
Load Beam Check .
4.50x 2.750x 0.075 Fy = 55 ksi
A = 1.038 in2 E = 29,500 E3 ksi
Sx = 1.096 in3 Ix = 2.599 in4
Length = 120 inches
Pallet Load 2000 lbs
Assume 0.5 pallet load on each beam
M = PL /8= 15.00 k -in
fb = 13.69 ksi Fb = 33 ksi 41%
Mcap = 36.15 k -in
48.20 k -in with 1/3 increase
Defl = 0.29 in = L/ 409
w/ 251 added to one pallet load
M = .232 PL = 13.92 k -in 39%
13
Base Plate Design
Column Load 3.1 kips
Allowable Soil 1500 psf basic
Assume Footing 17.2 in square on side
Soil Pressure 1500 psf
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1 /3
Use 5 "square base plate
w = 10.4 psi 1 = 3.61 in
Load factor = 1.67 M = 76 # -in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 18 psi
Fb = 5(phi)(f'c = 163 psi OK !!
Shear :
Beam fir = 13 psi Fv = 85 psi OK !!
Punching fv = 17 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 124 psi
fb = 5933 psi Fb = 37500 psi OK !!
14
t
1
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M.D. r J J L__ 1 J• / 1!
' / \ PH/NT I I I y `- J r� Id S, COUNTER 1 / 1 \ 1 I I __
I I I ( � J L - 1 J 1 / I \ 1 I \\ r B01 T BO3 T BO5 T B O 7 , I X
1_
I i `+ : :TAINLESS I/ 1 240V 11 F + + - - + - -- I
I / S TEAL t _ J_ COMPRESSED r 3 PHASE A 0 2 A 0 4 A 0 6 A 0 8 /1 • \ �. �VAINS �� DROP _ - _ - L — — J_ — — J_ — — J_ — — J
ri
PH/NT r�T~ L
■
9X9 _, : LEL' — COMPRESSED AIRDROP I I I \ / 1 1 I
P H/NT C.B. • •.•.•.• • • AIR DROP x I-
4 A: r -- -r - - -� r __ I _ I r Y_- 3T A0 5 T A07 , 0 11
\ . I X /
IIt /1
9 X 9 \\ 11
F PRINT J. E. _ �....... _ •
•
.• PN \UESi�\ `. P - i - -- i I •• L -1I 1 EI -- I J [111TH LEGEND \ TAB � L —J
EXHAUST FAN F
P:240V /, I I I COMPRESSED -e
3 PHASE " '\ & / PH/NT AIR DROP
(6 TOTAL) ,� 4ZL r — - 1 r — - T NT WAREHOUSE — � / L
% 4 1 I — I I - -
A: : COMPRESSED
R TOTAL) r — - ,' —1 1 — \ r — -Puna I I = DOCK
(7
• PII/NT I PRINTER , I I I NT PH/NT HIGH
EX: EXHAUST I — III TAB E IiI awn=
DOORS
SYSTEM 1111 (3 TOTAL) DRIVE IN DOOR
t W: DRINKING PRINT IS PROPERTY OF JOHN CRANE INC. SUBJECT CNTRL• US73EN
FOUNTAIN TO RETURN UPON DEPD. TITLE TO SAME NEVER LO0
MI GLAND PLATE ,���l!77
SOLD OR TRANSFERRED FOR ANY REASON. ALL PROJA1 IXXXX -POR 75
PH :PHONE RIGHT TO INVENTION RESERVED. DR 0. GARRISON 7XX�5
NT: NETWORK TOLERANCES` RIT T HESE COMMODI7IES,TE CH. J.RODRIGUEZ '
ANGLES * o• 30' A ORIGINAL ISS FOR A
FRACTICHS * .010 O FLATNESS O R S OFTWARE ARE EXPORTED JO CRANE INC.
FROM THE UNTED STATES IN International Sealing Systems APP. D . GARRISON
UNLESS On1ER1 SPECIFIED i 1 PARALLELISM W ACCORDANCE DA. Street
• let IF 13 125 T 1 PERPENDICULARITY W AS TK Y OULA
IO TIONS. DATE: xx -Xx -D9 X X . XXX D D . SHAFT CD X
�/ FAD Morton Grove, IL 80053, U.S.A. o 1
ROW. 0 BRK. EDGES .005 R. 0 REINESS U.S.LAW PROHIBITED.
scALE: x.xx: 1
-