1. No category

Clinac Base Frame Anchorage
July 1, 2008
SAMPLE STRUCTURAL CALCULATIONS:
CLINAC BASE FRAME ANCHORAGE
(Design to 2007 CBC)
CLIENT:
Varian Medical Systems
3100 Hansen Way
Building 4A, M/S E-165
Palo Alto, CA 94304-1038
STRUCTURAL ENGINEER:
Rinne & Peterson
1121 San Antonio Road
Suite C200
Palo Alto, California 94303
(650) 428-2860
R&P #M8100
July 1, 2008
Rodney Hartunian, California SE 4438, Expires 12/31/09
These are Sample Calculations for reference only. The individual installations must be
engineered by the purchaser based on actual site conditions.
Page 1 of 9
Clinac Base Frame Anchorage
July 1, 2008
1.
SCOPE
The purpose of this report is to provide a sample calculation and seismic anchorage
detail for the High and Low Energy Clinacs to meet the 2007 California Building Code.
2.
DESIGN REQUIREMENTS AND ASSUMPTIONS OF SAMPLE
CALCULATIONS
A.
Analysis for the seismic anchorage is in accordance with 2007 California State
Building (CBC) and ASCE 7-05, “Minimum Design Loads for Building and Other
Structures”.
B.
Dimensions, weights and centers of gravity are provided by Varian Medical
Systems.
C.
When installation is not in California, the engineer of record shall determine the
applicability of the following design and modify, as required, following local city
and state building codes.
D.
Anchorage is into a reinforced normal weight concrete slab (bottom of pit
located 12” below floor level for Clinacs) of 12” minimum thickness for Clinacs
and f’c = 3000 psi minimum designed for the applied forces and allowable soil
pressure.
E.
The location of installation is assumed to be at or below grade in a building
assigned to Seismic Design Category F and Site Class D.
F.
Sample calculations are based on a mapped MCE short period spectral response
acceleration parameter(Ss), value of 2.5 and a Component Importance
Factor(Ip), of 1.5. Design is based on allowable stress design principles specified
in CBC Section 1605A.3.2.
G.
All concrete anchors shall be Hilti HDA-T Undercut anchors(ICC ESR-1546) or
equivalent and be approved for installation in cracked concrete conditions.
Minimum edge distance to a loaded edge is 12”.
H.
All concrete anchors shall be installed and inspected per the manufacturer’s
recommendations and respective ICC evaluation report.
I.
Each site must submit documentation to the appropriate local or state
permitting agencies as required.
J.
Due to the location of the machine’s Center of Mass and reduced anchor
capacities due to spacings, the sample calculations shown considers the design
for the location where two(2) anchor bolts occur which will be the most
critical. See drawing on page 5.
3.
SUGGESTED PROCEDURE FOR ENGINEERING COMPUTATIONS
A.
ASCE 7-05, Section 13.3:
Fp =
0.4apSDSWp 
z
1 + 2 
h
 Rp  
 
 Ip 
Fp min ≥ 0.3SDSIpWp
ap = 1.0
SDS = 1.667
Rp = 2.5
z= 0
Page 2 of 9
(ASCE 13.3-1)
(ASCE 13.3-3)
Ip = 1.5
Clinac Base Frame Anchorage
July 1, 2008
Fp =
0.4(1.0 )(1.667 )Wp 
 0 
1 + 2  = 0.400Wp

 2.5 
 h 



 1.5 
Fp = 0.3(1.667 )(1.5)Wp = 0.750Wp GOVERNS
Also, design for vertical component per ASCE 13.3.1:
Fpvert = ±0.2SDSWp
Fpvert = ±0.21.667 Wp = ±0.333Wp
B.
Forces on critical connection, based on CBC allowable stress load combination,
section 1605A.3.2: 0.9 D −
E
1.4
Fpvert 
 Fp
 
* ZCM  −  0.9Wp −

*d
1.4
1.4 



[allowable stress design]
1. Uplift force, T =
X2+ X2
Uplift force to connection, Tconn =
T (Y 1 + YCM )
Y1 + Y 2
Uplift Force to connection is based on Center of Mass location.
2. Shear force to connection, Vconn =
 Fp (Fp * e )(Y 2 − YCR ) 
 4 +

Iconn
Vx =
1.4
(Vx )2 + (Vy )2 [Allowable stress design]
 (Fp * e )( X 2 − XCR ) 


Iconn
Vy = 
1.4
Iconn = Connection group moment of inertia
3. Design of base angle based on AISC “Steel Construction Manual”, 13th
edition.
4. Design of concrete anchors based on ACI 318, Appendix D, ASCE 7-05
Sect. 13.4.2, and Hilti ICC report for application using allowable stress
design principles. Note: Per 2007 CBC Section 1908A.1.47, a ductile failure
in the steel element is not required in nonstructural component design
regardless of Rp used.
Page 3 of 9
Clinac Base Frame Anchorage
July 1, 2008
5. To convert to allowable stress design, per Hilti ICC report section 4.2:
RallowASD =
Rd
α
α = 1 .4
Rd = φRk representing the limiting design strength in
tension(φNn) or shear(φVn) from ACI 318, Appendix D.
Page 4 of 9
Clinac Base Frame Anchorage
July 1, 2008
STAND/GANTRY
COUCH
Z
X
Y
BASEFRAME
(UNDER FLOOR IN PIT)
COORDINATE SYSTEM AT BOTTOM OF PIT
GENERAL EQUIPMENT LAYOUT
BASE FRAME PLAN: GENERAL RELATION OF ANCHORS
Page 5 of 9
Clinac Base Frame Anchorage
July 1, 2008
See drawings SK-1 and SK-2 for seismic anchor layout and details.
Weight(lbs) & Center of Mass(in)
Gantry/Stand
Couch
Base
Total Wt.(lbs)
Center of Mass(in)
Bracket Locations & Center of
Resistance
High Energy Clinac
Couch in Y axis
CWT
RBS
W
19852
20172
X
0
0
Y
59.2
44.3
Z
60.8
60.8
W
1525
1525
X
0
0
Y
-50.1
-50.1
Z
49
49
W
2070
2070
X
0
0
Y
43.8
43.8
Z
6.4
6.4
Wp
23447
23767
XCM
0
0
YCM
50.7
38.2
ZCM
55.2
55.3
X1
X2
Y1
Y2
XCR
YCR
e
d
Iconn
22.6
25.0
22.6
75.9
0.0
26.7
24.1
25.0
11974
22.6
25.0
22.6
75.9
0.0
26.7
11.5
25.0
11974
Fp
Fpvert
Fp/1.4
Fpvert/1.4
17585
7808
12561
5577
17825
7914
12732
5653
Tension
T
Tconn
6112
4550
Shear
Vx
Vy
Vconn
Summary
Couch in X axis
CWT
RBS
19852
20172
0
0
59.2
44.3
60.8
60.8
1525
1525
50.1
50.1
0
0
49
49
2070
2070
0
0
43.8
43.8
6.4
6.4
23447
23767
3.3
3.2
54.0
41.4
55.2
55.3
22.6
25.0
22.6
75.9
0.0
26.7
27.3
21.7
11974
22.6
25.0
22.6
75.9
0.0
26.7
14.8
21.8
11974
17585
7808
12561
5577
17825
7914
12732
5653
6215
3836
7124
5539
7226
4696
4384
632
4430
3788
307
3800
4553
717
4609
3956
392
3976
Tconn
Vconn
4550
4430
3836
3800
5539
4609
4696
3976
x1.3 for expansion
Tconn
bolt
Vconn
2- M16 Hilti HDA anchors
(s=9.5", emb=8")
φNsa
ACI 318 Appendix D
φNcbg
(Refer to ICC report
φNpn
for product specific
design parameters
required for Appendix D) φVsa
φVcbg
φVcpg
5915
5759
4987
4940
7201
5992
Governs
6105
5168
15856
12005
18660
single bolt
single bolt
group
Governs
13371
20095
14215
single bolt
single bolt
group
Governs
Rd(φ
φTn)
Rd(φ
φVn)
18660
14215
lbs
lbs
RallowT
RallowV
13329
10154
lbs
lbs
7201
13329
+
Sample Calculation
Allowable Stess Design
divide by α=1.4
Interaction:
Page 6 of 9
5992
10154
0
0
0
0
=
1.13
<1.2 OK
CWT= Counterweight
RBS= Retractable
Beam Stopper
Clinac Base Frame Anchorage
July 1, 2008
See drawings SK-1 and SK-2 for seismic anchor layout and details.
Weight(lbs) & Center of Mass(in)
Gantry/Stand
Couch
Base
Total Wt.(lbs)
Center of Mass(in)
Bracket Locations & Center of
Resistance
Low Energy Clinac
Couch in Y axis
CWT
RBS
W
13000
13200
X
0
0
Y
44.6
32.1
Z
60.9
60.9
W
1525
1525
X
0
0
Y
-50.1
-50.1
Z
49
49
W
2070
2070
X
0
0
Y
43.8
43.8
Z
6.4
6.4
Wp
16595
16795
XCM
0
0
YCM
35.8
26.1
ZCM
53.0
53.1
X1
X2
Y1
Y2
XCR
YCR
e
d
Iconn
22.6
23.5
22.6
47.8
0.0
12.6
23.2
23.5
7082
22.6
23.5
22.6
47.8
0.0
12.6
13.5
23.5
7082
Fp
Fpvert
Fp/1.4
Fpvert/1.4
12446
5526
8890
3947
12596
5593
8997
3995
Tension
T
Tconn
4533
3760
Shear
Vx
Vy
Vconn
Summary
Couch in X axis
CWT
RBS
13000
13200
0
0
44.6
32.1
60.9
60.9
1525
1525
50.1
50.1
0
0
49
49
2070
2070
0
0
43.8
43.8
6.4
6.4
16595
16795
4.6
4.5
40.4
30.6
53.0
53.1
22.6
23.5
22.6
47.8
0.0
12.6
27.8
18.9
7082
22.6
23.5
22.6
47.8
0.0
12.6
18.0
19.0
7082
12446
5526
8890
3947
12596
5593
8997
3995
4605
3184
5609
5019
5682
4296
3248
684
3319
2852
402
2880
3451
820
3547
3055
538
3103
Tconn
Vconn
3760
3319
3184
2880
5019
3547
4296
3103
x1.3 for expansion
Tconn
bolt
Vconn
2- M16 Hilti HDA anchors
(s=9.5", emb=8")
φNsa
ACI 318 Appendix D
φNcbg
(Refer to ICC report
φNpn
for product specific
design parameters
required for Appendix D) φVsa
φVcbg
φVcpg
4888
4315
4140
3744
6525
4611
Governs
5584
4033
15856
12005
18660
single bolt
single bolt
group
Governs
13371
20095
14215
single bolt
single bolt
group
Governs
Rd(φ
φTn)
Rd(φ
φVn)
18660
14215
lbs
lbs
RallowT
RallowV
13329
10154
lbs
lbs
6525
13329
+
Sample Calculation
Allowable Stess Design
divide by α=1.4
Interaction:
Page 7 of 9
4611
10154
0
0
0
0
=
0.94
<1.2 OK
CWT= Counterweight
RBS= Retractable
Beam Stopper
Clinac Base Frame Anchorage
July 1, 2008
Clinac Holdown Angles:
Design for high energy clinac forces for both high and low energy clinacs base angles. From
calculation summary:
Tconn = 5,539 lbs
Vconn = 4,609 lbs
Design angle/weld for eccentricity between frame and anchor bolt reaction.
Mangle =
5,539(2.50") − 4,609(1")
= 9.2 in-kips
1000
 12(.625) 2 

36

4
Mn ZFy 
 = 25.2 in-kips > 8.7 OK
For a L4x4x5/8” x 12” long angle,
=
=
Ωb
Ωb
1.67
Weld connection to frame:
Provide fillet weld on 3 sides of L4x4 to frame attachment point
Stop =
2bd + d 2
3
Stop = 21.3
Sbot =
d 2 (2b + d )
3(b + d )
b~11.5” d~2.5”
Sbot = 3.79
Vconn Mweld
4.609
9.2
+
=
+
= 2.71 kips/in.
Lweld
S
11.5 + 2(2.5) 3.79
Tconn
5.539
qz =
=
= 0.34 kips/in.
Lweld 11.5 + 2(2.5)
qx =
qweld = qx 2 + qz 2 = 2.712 + .34 2 = 2.73 kips/in.
Thickness required:
2.73
= 2.9 16ths. Use 1/4” fillet weld
.928
Also, check reduced edge distance on bolts in angle
Let minimum edge distance = 1.25”. From AISC Manual Specification J3.10,
Rn 1.2 LctFu 1.2(.656 )(.625)(58)
=
=
= 14.3 kips > applied shear load in bolt
Ω
2 .0
2 .0
Page 8 of 9
Clinac Base Frame Anchorage
July 1, 2008
SK−1 CLINAC BASE FRAME PLAN
SK−2 CLINAC BASE FRAME ANCHORAGE DETAILS
Page 9 of 9
High Energy Clinac Modulator Cabinet Anchorage
July 7, 2008
SAMPLE STRUCTURAL CALCULATIONS:
HIGH ENERGY CLINAC
MODULATOR CABINET ANCHORAGE
(Design Update to 2007 CBC)
CLIENT:
Varian Medical Systems
3100 Hansen Way
Building 4A, M/S E-165
Palo Alto, CA 94304-1038
STRUCTURAL ENGINEER:
Rinne & Peterson
1121 San Antonio Road
Suite C200
Palo Alto, California 94303
(650) 428-2860
R&P #M8100
July 7, 2008
Rodney Hartunian, California SE 4438, Expires 12/31/09
These are Sample Calculations for reference only. The individual installations must be
engineered by the purchaser based on actual site conditions.
Page 1 of 4
High Energy Clinac Modulator Cabinet Anchorage
July 7, 2008
MODULATOR CABINET
2007 CBC SEISMIC ANALYSIS
1.
SCOPE
The purpose of this report is to provide a sample calculation and seismic anchorage
detail for the High Energy Clinac’s modulator cabinet to meet the 2007 California
Building Code.
2.
DESIGN REQUIREMENTS AND ASSUMPTIONS OF SAMPLE
CALCULATIONS
A.
Analysis for the seismic anchorage is in accordance with 2007 California State
Building (CBC) and ASCE 7-05, “Minimum Design Loads for Building and Other
Structures”.
B.
Dimensions, weights and centers of gravity are provided by Varian Medical
Systems.
C.
When installation is not in California, the engineer of record shall determine the
applicability of the following design and modify, as required, following local city
and state building codes.
D.
Anchorage is into a reinforced normal weight concrete slab of 4” minimum
thickness and f’c = 3000 psi minimum designed for the applied forces and
allowable soil pressure.
E.
The location of installation is assumed to be at or below grade in a building
assigned to Seismic Design Category F and Site Class D.
Page 2 of 4
High Energy Clinac Modulator Cabinet Anchorage
July 7, 2008
F.
G.
H.
I.
3.
Sample calculations are based on a mapped MCE short period spectral response
acceleration parameter(Ss), value of 2.5 and a Component Importance
Factor(Ip), of 1.5.
All concrete anchors shall be Hilti Kwik Bolt TZ expansion anchors(ICC ESR1917) or equivalent and be approved for installation in cracked concrete
conditions. Minimum edge distance to a loaded edge is 3 5/8”. Anchor design
in sample calculation is based on allowable stress design principles per CBC
Section 1605A.3.1.
All concrete anchors shall be installed and inspected per the manufacturer’s
recommendations and respective ICC evaluation report.
Each site must submit documentation to the appropriate local or state
permitting agencies as required.
SUGGESTED PROCEDURE FOR ENGINEERING COMPUTATIONS
A.
ASCE 7-05, Section 13.3:
Fp =
0.4apSDSWp 
z
1 + 2 
h
 Rp  
 
 Ip 
Fp min ≥ 0.3SDSIpWp
ap = 1.0
SDS = 1.667
Rp = 2.5
z= 0
Fp =
(ASCE 13.3-1)
(ASCE 13.3-3)
Ip = 1.5
0.4(1.0 )(1.667 )Wp 
 0 
1 + 2  = 0.400Wp

 2.5 
 h 



 1.5 
Fp = 0.3(1.667 )(1.5)Wp = 0.750Wp GOVERNS
Also, design for vertical component per ASCE 13.3.1:
Fpvert = ±0.2SDSWp
Fpvert = ±0.21.667 Wp = ±0.333Wp
B.
Forces on critical connection at allowable stress levels:
1. Uplift force, Tws =
0.7 Fp * ZCM − (0.6Wp − 0.7 Fpvert )* d
2*d
Uplift force to connection, Tconn =
Page 3 of 4
Tws
2
High Energy Clinac Modulator Cabinet Anchorage
July 7, 2008
2. Shear force to connection, Vconn =
0.7 Fp
4
3. Design of concrete anchors based on ACI 318, Appendix D, ASCE 7-05
Sect. 13.4.2, and Hilti ICC report for converting to allowable stress design.
Note: Per 2007 CBC Section 1908A.1.47, a ductile failure in the steel
element is not required in nonstructural component design regardless of Rp
used.
4.
SUMMARY OF SAMPLE SEISMIC COMPUTATIONS:
Wt = 1885 lbs.
Fp = 0.750 x 1885 = 1414 lbs.
Fpvert = 0.333 x 1885 = 628 lbs.
ZCM = 38 in.
d= 30.85 / 2 = 15.43 in.
Tconn = 437 lbs
Vconn = 247 lbs
ANCHORS
Tconn = 437 x 1.3 = 568 lbs
Vconn = 247 x 1.3 = 321 lbs
From Hilti ICC report,
Use 3/8" diameter TZ anchor with minimum effective embedment of 2 in.
Tall = 1006 lbs
Vall = 999 lbs
Interaction:
 568   321 

+
 = 0.89 < 1.2
1006   999 
Page 4 of 4
OK