hp oil coalescer anchor-shear key calculations...2017/06/01 · the anchor chair / baseplate bolt...
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 1 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 1
HP Oil Coalescer
Anchor-Shear Key Calculations
Revision History:
Revision Date Released Description of Change
- May 11, 2017 Original release, Issued for Project use
Issued for Project Use
Scott Kaminski
SLAC Accelerator Directorate
Mechanical Engineer LCLS-II
Chase Dubbe
JLAB Mechanical Engineering
Mechanical Design Engineer
Mike Bevins
JLAB Mechanical Engineering
Cryogenics Plant Deputy CAM
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 2 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 2
Table of Contents
1.0 Introduction ............................................................................................................................................ 3 2.0 Anchor and Shear Key Design ............................................................................................................... 4 3.0 Design Basis........................................................................................................................................... 6 4.0 Anchor Bolt Summary ........................................................................................................................... 9 5.0 Shear Key Concrete Bearing ................................................................................................................ 10 6.0 Shear Key Pipe ..................................................................................................................................... 11 7.0 Pipe to Cover Plate Attachment Weld ................................................................................................. 13 8.0 Cover Plate to Baseplate Attachment Weld ......................................................................................... 15 9.0 Anchor Chair Top Plate ....................................................................................................................... 16 10.0 Anchor Chair Stiffeners ..................................................................................................................... 17 11.0 Anchor Chair Welds .......................................................................................................................... 18 12.0 Baseplate ............................................................................................................................................ 19 13.0 Associated Analyses / Documents ..................................................................................................... 20 14.0 Summary / Conclusions ..................................................................................................................... 20 15.0 References .......................................................................................................................................... 21 Appendix A – PROFIS Design Reports ...................................................................................................... 22
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 3 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 3
1.0 Introduction
The purpose of this Engineering Note is to document the analysis that was performed to ensure
the anchor and shear key design for the LCLS-II Cryoplant High Pressure Oil Coalescer (HP) is
suitable for the maximum overturning moment and design shear force. Figure 1 provides a
graphical representation of the HP.
Separate vessel design calculations [1] from the fabricator (Eden Cryogenics) verify that the legs
are suitable for the seismic acceleration forces and the HP itself is suitable for all normal
operating conditions as well as the occasional seismic loads.
This report discusses the anchor and shear key design (Section 2), the basis of the analysis that
was performed (Section 3), the design calculations (Sections 4 through 12), associated analyses /
documents (Section 13) and the summary / conclusion (Section 14).
Figure 1: LCLS-II HP Oil Coalescer (HP)
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 4 of 22
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2.0 Anchor and Shear Key Design
The baseplate, anchor and shear key design for the HP is reflected in Figures 2 through 4.
Namely, a 1.5” thick square baseplate with a center cutout. The baseplate outer side dimension
is 36” and the inner side dimension is 18”.
The anchor design consists of four 1” F1554 Grade 36 anchors located at the four corners of a
24” square (one at each leg). These anchors have an effective embedment depth of 18” and are
installed using the Hilti HIT-RE 500 V3 adhesive anchoring system. The anchors are attached to
the HP through anchors chairs with a top face 8” above the baseplate top face (to provide a gauge
/ stretch length of more than eight diameters). The anchor chair / baseplate bolt holes are
oversized (1 1/2”) to ensure no shear is applied to the anchor bolts and a washer is used to
transfer the vertical load from the anchor bolts to the anchor chairs. Double nuts are used to
place / keep the anchor bolts in tension. The anchor chair SA-36 top plate is 2.0” thick with two
SA-36 3/8” stiffeners spaced 4” apart (face to face). The anchor chair components are attached
to each other and the leg through 3/8” fillet welds.
The shear key design consists of four 4” XS/SCH 80 A106 Grade B pipes at the center of each
side of the square. The pipes are 7.5” long, such that they extend 4” into the concrete slab,
include two 1.5” diameter holes to facilitate the flow of grout to the inside of the pipe and are
centered on a 6” x 1” thick diameter cover plate that is used to attach the shear key to the
baseplate. The 1.5” holes are oriented parallel to the baseplate. The shear keys are attached to
the cover plates by a full penetration groove weld and a 1/8” fillet weld. The shear keys are
attached to the baseplates by a 1/2” fillet weld between the shear key cover plate and the
baseplate.
Figure 2: HP Anchor Bolt and Shear Key Arrangement
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 5 of 22
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Figure 3: HP Shear Key Design
Figure 4: Shear Key in Concrete Section View
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 6 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 6
3.0 Design Basis
The applied seismic loads and load combinations are specified in the 2013 California Building
Code (CBC) [2] and its reference standard ASCE 7-10 [3].
Per the LCLS-II Cryogenic Building Geotechnical Report [4] and the Cryogenic Plant Seismic
Design Criteria [5], the site seismic design parameters include Site Class C, SD1 = 1.012 and SDS
= 1.968.
The substances used in the LCLS-II Cryoplant and the HP (namely inert cryogenics, gaseous
helium and non-flammable oil) are not hazardous (highly toxic or explosive / flammable). Thus,
per ASCE 7-10 Table 1.5-1 and the Cryogenic Plant Seismic Design Criteria, the Risk Category
for the Cryogenic Building and its associated components is II. Per ASCE 7-10 Table 1.5-2 and
the Cryogenic Plant Seismic Design Criteria, the Seismic Importance Factor for the Cryogenic
Building and its associated components is Ie = 1.0. Per ASCE 7-10 11.6 and the site seismic
design parameters (S1 = 1.168), the Seismic Design Category for the Cryogenic Building and its
associated components is E.
As the HP is a self-supporting structure that carries gravity loads and is required to resist the
effects of an earthquake, it is classified as a non-building structure in ASCE 7-10. The HP is
considered an elevated vessel on unbraced legs in accordance with ASCE 7-10 Table 15.4-2. To
further improve seismic performance, the importance factor, Ie, is taken as 1.5 for design of the
HP even though not required by ASCE 7-10 15.4.1.1.
The seismic base shear applied to the HP anchors and shear keys is determined in accordance
with ASCE 7-10 12.8 and 15.4.1 as demonstrated below.
• 𝑉 =𝑆𝐷𝑆
𝑅
𝐼𝑒
𝑊 =1.968
2.0
1.5
𝑊 = 1.476 𝑊 (12.8-1, 2)
• 𝑉𝑚𝑎𝑥 =𝑆𝐷𝑆
𝑇𝑅
𝐼𝑒
𝑊 =1.968
0.062 2.0
1.5
𝑊 = 23.81 𝑊 (12.8-3)
• where 𝑇 = 0.062 𝑠𝑒𝑐𝑜𝑛𝑑𝑠 [1]
• 𝑉𝑚𝑖𝑛 = 0.044 𝑆𝐷𝑆𝐼𝑒 𝑊 = .044(1.968)(1.5)𝑊 = .130 𝑊 (15.4-1)
• 𝑉𝑚𝑖𝑛 = 0.8 𝑆1/(𝑅/𝐼𝑒) 𝑊 = 0.8 (1.168)
2.0
1.5
𝑊 = .701 𝑊 (15.4-2)
• So, 𝑉 = 1.476 𝑊
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 7 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 7
Per the fabricator vessel design calculations, the operating weight is 4,875 lbs [1], including a
maximum operating liquid weight of ~500 lbs, and the operating center of gravity is 94” [1]
above the bottom of the baseplate.
The anchors and shear keys are designed for the seismic shear force that results from the
maximum shear acceleration in one horizontal direction and 30% of the maximum seismic
acceleration in an orthogonal direction (ASCE 7-10 12.5.3.1). In this way, the seismic shear
force is
Shear = 7,520 lbs
and the HP overturning moments are
Mx = 676,400 in-lbs
My = 203,000 in-lbs
The design load combinations are specified in ASCE 7-10 2.3.2. As the vessels are inside, there
are no wind loads. Thus, for the HP the two potential determining load combinations are, in
accordance with ASCE 7-10 12.4.2.3,
5. (1.2 + 0.2 SDS) D + ρQE + L + 0.2S
7. (0.9 - 0.2 SDS) D + ρQE
The snow load, S, is zero for the HP and ρ = 1 per ASCE 7-10 15.6.
As the seismic loads on the vessel itself are not exorbitant, pipe loads on the vessel nozzles are
potentially significant. To conservatively account for inlet and outlet nozzle loads (reference
Section 13), 3,700 lbs is applied at the top of the vessel in the direction of maximum seismic
acceleration and 60% of this force is applied at the top of the vessel in the orthogonal direction.
In other words,
Pipe Load Shear = 4,400 lbs
MPx = 696,100 in-lbs
MPy = 417,700 in-lbs
The combination of anchor bolts and shear keys separates the shear and tension resistance
mechanisms; the shear forces are solely resisted by the shear keys and the overturning moments
(tensile loads) are solely resisted by the anchor bolts. As the tensile load on the anchors will be
greater when there is less weight to resist overturning, load combination 7 is the design
combination for the anchors.
Per the requirement in ASCE 7-10 15.7.5 that the anchor embedment in concrete develop the
steel strength of the anchor in tension, Option (a) in D.3.3.4.3 of ACI 318-11 is required. As
such, an overstrength factor is unnecessary and the HP anchor design forces / moments are
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 8 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 8
Vertical = -2,400 lbs
ρQE (Mx) = 1,372,500 in-lbs
ρQE (My) = 620,700 in-lbs
The anchor bolts are suitable if the nominal bond and concrete breakout utilizations are less than
120% of the nominal steel utilization (the anchor embedment develops the steel strength of the
anchor in tension) and the applied loads do not exceed the reduced steel, bond and concrete
breakout strengths (Section 4).
The shear key embedment is in accordance with ACI 318-2011 [6] and, because this standard
does not address shear keys, ACI 349-13 [7]. The shear force that can be applied to shear keys is
limited by a ductile yield mechanism (i.e. yielding of the anchor bolts). As the effective vessel
weight increases, a greater moment is required to yield the anchor bolts. Thus, load combination
5 is the design combination for the shear keys.
That being said, the shear keys are designed using option (c). This option is used because the
shear force required to yield the anchor bolts in load combination 5 results in an excessively
conservative shear key design. As the torsional moments and shear components of the dead /
live loads are inconsequential, the design load for the shear keys is solely the seismic shear force.
As such, including the required overstrength factor of 2 (per ASCE 7-10 Table 15.4-2), the shear
key design force is
V = 23,900 lbs
To ensure the shear keys are suitable for the HP design shear force,
- The resistance from friction to the applied seismic force is conservatively assumed to
be negligible (as required by ACI 349-13 D.4.6.1).
- The resistance to the applied seismic force due to confinement provided by the anchor
bolts in tension (see ACI 349-13 D.4.6.1 and D.11) is conservatively assumed to be
negligible
- The resistance to the applied seismic force is conservatively assumed to be resisted by
at least 2 of the 4 shear keys
Additional parameters used in analyzing the shear keys include
- The shear lug separation (19”) is sufficient for the shear lugs to be analyzed as single
lugs
- As the shear stiffness of each lug is the same, the magnitude of shear applied to each
lug is equivalent (ACI 349-13 D.11).
- The distance to the nearest edge (in excess of 25 feet) is such that shear concrete
breakout is not a concern
- The grout compressive strength exceeds the concrete compressive strength
- The ASCE 7-10 load combinations are analogous to the ACI 349-13 9.2 load
combinations
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 9 of 22
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- A shear key is suitable for the HP design shear force if the bearing strength of the
concrete exceeds the applied bearing load, the reaction shear load does not yield the
shear key in shear, the resulting moment does not yield the shear key in bending and
the attachment welds are sufficient for the shear / moment applied at the shear key-
baseplate connection (Sections 5 through 8)
4.0 Anchor Bolt Summary
As the anchors are installed using the Hilti HIT-RE 500 V3 adhesive anchoring system, the Hilti
design program PROFIS is utilized to determine if the anchors are suitable. To this end, the
anchor design is validated through the process below.
1. A design report is generated that accurately reflects the intended post-installed anchor
arrangement and design conditions with the exception that B7 bolts are used. Since
the steel strength does not govern, PROFIS will report the utilizations based on
nominal strength.
2. The steel utilization with a steel ultimate tensile load of 58 ksi instead of 125 ksi is
calculated by hand. This utilization is confirmed to be higher than the bond and
concrete breakout utilizations.
3. A design report is generated that accurately reflects the intended post-installed anchor
arrangement and design conditions with the exception that B7 bolts are used and
option D3.3.4.3(b) is selected. This report accurately reflects the reduced concrete
breakout utilization.
4. A design report is generated that accurately reflects the intended post-installed anchor
arrangement and design conditions with the exception that the ASTM F1554 Grade
36 anchors are cast-in-place instead of post installed. This report accurately reflects
the reduced tensile steel utilization.
5. All utilizations are confirmed less than 100.
This process is used because ASTM F1554 Grade 36 anchor rods are not an option in PROFIS
for Post-Installed anchors. However, in accordance with Section 3.2.5.1 of ESR-3814 (Issued
1/2016) for Hilti HIT-RE 500 V3 Adhesive Anchors [8], as well as confirmation from Hilti, the
grade of threaded rod is not limited to ASTM A193 B7, ISO 898 Class 5.8 and ISO 898 Class
8.8.
Additional parameters used in this PROFIS analysis include
- As described in Section 2, the required gauge / stretch length is provided through the
anchor chair design. This stretch length does not appear in the Hilti reports because
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 10 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 10
the Stand-Off with Grout option (2” Grout thickness) most accurately represents the
tension load bolt distribution with a baseplate-anchor chair design.
- The distance to the nearest edge (in excess of 25 feet) is such that edge effects are not
a concern
- The HP projected concrete failure area does not overlap projected concrete failure
areas from adjacent equipment (more than 2” of separation between the Compressor
skid and HP projected areas).
- Concrete Strength of 4,000 PSI per Revision A0 of S-001 (ID-905-300-00) in HDR
IFC Cryoplant Building drawings [9].
- Edge Reinforcement with ≥ no. 4 bar in accordance with Revision A0 of S-101 (ID-
905-300-05) in HDR IFC Cryoplant Building drawings (no. 6 bar used).
- Normal weight concrete per Section 03 30 00 of LCLS-II Cryogenic Building and
Infrastructure Project IFC Project Manual [10].
- The grout compressive strength exceeds the concrete compressive strength.
- Seismic strength design according to ACI 318-11 is selected.
- Cracked concrete is selected in accordance with ACI 318-11 D3.3.4.4.
- Hammer drilled dry concrete installation conditions are assumed.
The results of this process are summarized in the table below. The various Hilti reports are listed
in Appendix A.
120% Nominal Steel Strength
Nominal Bond Strength
Nominal Concrete Breakout Strength
Tension Utilizations
59.9% 38.3% 43.7%
Reduced Strength
Steel Reduced
Strength Bond Reduced Strength Concrete Breakout
Tension Utilizations
95.9% 78.4% 89.6%
As the nominal bond and concrete breakout strength utilizations are less than 120% of the
nominal steel utilization and the reduced utilizations are less than 100%, this anchor design is
suitable.
5.0 Shear Key Concrete Bearing
Three aspects of the shear keys are analyzed. First, it is determined if the bearing strength of the
concrete exceeds the bearing load applied by the shear keys.
Per ACI 349-13 RD11.1, the shear key “bearing area should be limited to the contact area below
the plane defined by the concrete surface.” Per ACI 349-13 D.4.6.2, the concrete design bearing
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 11 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 11
strength is 1.3 times the concrete compressive strength modified by the strength reduction factor
(1.3 φ fc’).
The concrete bearing strength is compared to the bearing load, where the Concrete Compressive
Strength is 4,000 PSI per Revision A0 of S-001 (ID-905-300-00) in HDR IFC Cryoplant
Building drawings [9].
• 𝜎𝐷𝐶 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐶𝑜𝑛𝑐𝑟𝑒𝑡𝑒 𝐵𝑒𝑎𝑟𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ
• 𝜎𝑆𝐶 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐶𝑜𝑛𝑐𝑟𝑒𝑡𝑒 𝐵𝑒𝑎𝑟𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝐴𝑆 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐵𝑒𝑎𝑟𝑖𝑛𝑔 𝐴𝑟𝑒𝑎
• 𝐷𝑆𝑂 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑂𝑢𝑡𝑒𝑟 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 4.500"
• 𝐻 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐺𝑟𝑜𝑢𝑡 𝐻𝑜𝑙𝑒 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 1.5"
• 𝐿𝑆 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐿𝑒𝑛𝑔𝑡ℎ 𝐵𝑒𝑙𝑜𝑤 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 = 6"
• 𝐺 = 𝐺𝑟𝑜𝑢𝑡 𝐻𝑒𝑖𝑔ℎ𝑡 = 2"
• 𝐴𝑆 = 𝐷𝑆𝑂(𝐿𝑆 − 𝐺) − 𝜋(
𝐻
2)
2
2= 4.5 (6 − 2) −
𝜋(1.5
2)
2
2
• 𝐴𝑆 = 17.11 𝑖𝑛2
• φ = 𝑆𝑡𝑟𝑒𝑔𝑛𝑡ℎ 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 𝐹𝑎𝑐𝑡𝑜𝑟 = 0.65 (D.4.4, RD.4.6.2)
• 𝑓𝑐′ = 𝐶𝑜𝑛𝑐𝑟𝑒𝑡𝑒 𝐶𝑜𝑚𝑝𝑟𝑒𝑠𝑠𝑖𝑣𝑒 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 4,000 𝑝𝑠𝑖
• 𝜎𝐷𝐶 > 𝜎𝑆𝐶
• 1.3φ𝑓𝑐′ >
(𝑉/2)
𝐴𝑆
• 1.3 (0.65)4,000 >(23,900/2)
17.11
• 𝟑, 𝟑𝟖𝟎 𝒑𝒔𝒊 > 𝟔𝟗𝟗 𝒑𝒔𝒊
Thus, the design concrete bearing strength exceeds the bearing load applied by the shear keys.
6.0 Shear Key Pipe
Second, it is determined if the reaction load yields the shear keys in either shear or bending.
Combined shear and bending need not be considered as maximum shear and bending occur 90°
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CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 12 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 12
apart. This evaluation is in accordance with ACI 349-13 D.10 and the requirement that the
design strength of shear lugs shall be based on the specified yield strength instead of the
specified tensile strength.
The maximum shear stress in the pipe is compared to the design shear stress. The shear stress
varies around the circumference of the pipe in accordance with the sine of the angle from the
direction of force, (V sinθ)/(π Rm T) [11]. As such, the maximum stress occurs 90° from the
direction of force. As the holes in the two shear keys assumed to resist the load are not oriented
at the point of maximum stress they are not included in the calculation.
• 𝜎𝐷𝑆 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝜎𝑆𝑆 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝑅𝑚 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑀𝑒𝑑𝑖𝑎𝑛 𝑅𝑎𝑑𝑖𝑢𝑠 = (𝐷𝑆𝑂 − 𝑇)/2
• 𝐷𝑆𝑂 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑂𝑢𝑡𝑒𝑟 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 4.500"
• 𝑇 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑊𝑎𝑙𝑙 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.337”
• 𝐹𝑌 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑀𝑖𝑛 𝑌𝑖𝑒𝑙𝑑 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 35,000 𝑝𝑠𝑖
• φ = 𝑆𝑡𝑟𝑒𝑔𝑛𝑡ℎ 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 𝐹𝑎𝑐𝑡𝑜𝑟 = 0.55 (D.4.4, RD.10)
• 𝜎𝐷𝑆 > 𝜎𝑆𝑆
• φ𝐹𝑌 >(𝑉/2) sin(90°)
𝜋𝑅𝑚𝑇
• (0.55)35,000 >(23,900/2)(1)
𝜋((4.500−0.337)/2)0.337
• 𝟏𝟗, 𝟐𝟓𝟎 𝒑𝒔𝒊 > 𝟓, 𝟒𝟐𝟑 𝒑𝒔𝒊
The maximum bending stress in the pipe is compared to the design bending stress. The
maximum stress occurs in line with the direction of force at the connection to the cover plate. As
the holes in the two shear keys assumed to resist the load are away from the point of maximum
stress (in elevation), they are not included in the calculation.
• 𝜎𝐷𝐵 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐵𝑒𝑛𝑑𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝜎𝑆𝐵 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐵𝑒𝑛𝑑𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝑆𝑆 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑆𝑒𝑐𝑡𝑖𝑜𝑛 𝑀𝑜𝑑𝑢𝑙𝑢𝑠
• 𝐷𝑆𝑂 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑂𝑢𝑡𝑒𝑟 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 4.500"
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 13 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 13
• 𝑇 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑊𝑎𝑙𝑙 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.337"
• 𝑆𝑆 =𝜋
32
(𝐷𝑆𝑂4−(𝐷𝑆𝑂−2𝑇)4)
𝐷𝑆𝑂= 4.27 𝑖𝑛3
• 𝐿𝑆 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐿𝑒𝑛𝑔𝑡ℎ 𝐵𝑒𝑙𝑜𝑤 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 = 6"
• 𝐺 = 𝐺𝑟𝑜𝑢𝑡 𝐻𝑒𝑖𝑔ℎ𝑡 = 2"
• 𝑇𝐵 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 1.5"
• 𝐿𝑊 = 𝐻𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝐹𝑖𝑥𝑒𝑑 𝐴𝑥𝑖𝑠 𝐴𝑏𝑜𝑣𝑒 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 = 0.25"
• 𝐹𝑌 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑀𝑖𝑛 𝑌𝑖𝑒𝑙𝑑 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 35,000 𝑝𝑠𝑖
• φ = 𝑆𝑡𝑟𝑒𝑔𝑛𝑡ℎ 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 𝐹𝑎𝑐𝑡𝑜𝑟 = 0.90 (D.4.4, RD.10)
• 𝜎𝐷𝐵 > 𝜎𝑆𝐵
• φ𝐹𝑌 >(𝑉/2)(𝐺+𝑇𝐵+𝐿𝑊+
𝐿𝑆−𝐺
2)
𝑆𝑆
• (0.9)35,000 >(23,900/2)(2+1.5+.25+(6−2)/2)
4.27
• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟏𝟔, 𝟎𝟗𝟐 𝒑𝒔𝒊
Thus, the shear key strength exceeds the stress applied to the shear keys.
7.0 Pipe to Cover Plate Attachment Weld
Third, it is determined if the reaction load yields the shear key pipe-cover plate weld in either
shear or bending. To simplify evaluation, the full penetration weld is assumed to resist bending
and the backing fillet weld is assumed to resist shear.
The weld stress is calculated by treating the weld as a line as detailed in Section 7.4 of the
Design of Welded Structures [12]. The pipe median diameter is used for the full penetration
weld diameter. As required by AWS D1.1 [13], the weld filler material shall match the base
metal in accordance with Table 3.1. Per AWS D1.1 Table 2.6, the allowable weld stress for
tension welds in tubular connection welds is the same as the base metal (φFY = (0.9) 35,000 =
31,500 psi).
• 𝜎𝑊𝐷𝑇 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝑊𝑒𝑙𝑑 𝑇𝑒𝑛𝑠𝑖𝑜𝑛 𝑆𝑡𝑟𝑒𝑠𝑠
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 14 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 14
• 𝜎𝑊𝐵 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝑊𝑒𝑙𝑑 𝐵𝑒𝑛𝑑𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝑆𝑊𝐵 = 𝐹𝑢𝑙𝑙 𝑃𝑒𝑛 𝑊𝑒𝑙𝑑 𝑎𝑠 𝑎 𝐿𝑖𝑛𝑒 𝑆𝑒𝑐𝑡𝑖𝑜𝑛 𝑀𝑜𝑑𝑢𝑙𝑢𝑠
• 𝐷𝑆𝑂 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑂𝑢𝑡𝑒𝑟 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 4.5"
• 𝑇 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑊𝑎𝑙𝑙 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.337"
• 𝑆𝑊𝐵 =𝜋
4(𝐷𝑆𝑂 − 𝑇)2 = 13.61 𝑖𝑛2 [12], 7.4 Table 5
• 𝐿𝑆 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐿𝑒𝑛𝑔𝑡ℎ 𝐵𝑒𝑙𝑜𝑤 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 = 6"
• 𝐺 = 𝐺𝑟𝑜𝑢𝑡 𝐻𝑒𝑖𝑔ℎ𝑡 = 2"
• 𝑇𝐵 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 1.5"
• 𝐹𝑌 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑀𝑖𝑛 𝑌𝑖𝑒𝑙𝑑 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 35,000 𝑝𝑠𝑖
• φ = 𝑆𝑡𝑟𝑒𝑔𝑛𝑡ℎ 𝑅𝑒𝑑𝑢𝑐𝑡𝑖𝑜𝑛 𝐹𝑎𝑐𝑡𝑜𝑟 = 0.90 (D.4.4, RD.10)
• 𝜎𝑊𝐷𝑇 > 𝜎𝑊𝐵
• φ𝐹𝑌 >(𝑉/2)(𝐺+𝑇𝐵+
𝐿𝑆−𝐺
2)
𝑆𝑊𝐵𝑇
• (0.9)35,000 >(23,900/2)(2+1.5+(6−2)/2)
13.61 (.337)
• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟏𝟒, 𝟑𝟑𝟎 𝒑𝒔𝒊
The centerline of the effective weld throat is used for the fillet weld diameter. Per AWS D1.1
Table 2.6 and AISC 360 [14] Table J2.5, the allowable limit for fillet welds in strength design is
45% (0.75 * 0.6) of the filler metal tensile strength. Per the fabricator weld procedures, the filler
metal is known to be ER70S-X (i.e. a tensile strength of 70,000 psi).
• 𝜎𝑊𝐷𝑆 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠 = 31,500 𝑝𝑠𝑖
• 𝜎𝑊𝑆 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝐿𝑊𝐹 = 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝐿𝑒𝑛𝑔𝑡ℎ
• 𝑇𝑊𝐹 = 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑇ℎ𝑟𝑜𝑎𝑡 = .088"
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 15 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 15
• 𝐷𝑊𝐹 = 𝐹𝑖𝑙𝑙𝑒𝑡 𝑇ℎ𝑟𝑜𝑎𝑡 𝐶𝑒𝑛𝑡𝑒𝑟𝑙𝑖𝑛𝑒 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 4.5625"
• 𝐿𝑊𝐹 = 𝜋(𝐷𝑊𝐹) = 𝜋(4.5625) = 14.33 𝑖𝑛
• 𝜎𝑊𝐷𝑆 > 𝜎𝑊𝑆
• 31,500 >(𝑉/2)
𝐿𝑊𝐹𝑇𝑊𝐹
• 31,500 >(23,900/2)
14.33 (.088)
• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟗, 𝟒𝟕𝟕 𝒑𝒔𝒊
8.0 Cover Plate to Baseplate Attachment Weld
Fourth, it is determined if the reaction load yields the shear key cover plate to HP baseplate fillet
weld.
The shear and bending weld stresses are calculated separately and combined using the square
root sum of the squares as the two stresses are 90° apart (equation 3 in Section 7.4) [12]. As
indicated previously, the filler metal is known to be ER70S-X.
• 𝜎𝑊𝐷𝑆 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠 = 31,500 𝑝𝑠𝑖
• 𝜎𝑊𝐶𝐵 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐶𝑜𝑣𝑒𝑟 𝑃𝑙𝑎𝑡𝑒 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠 𝑓𝑟𝑜𝑚 𝐵𝑒𝑛𝑑𝑖𝑛𝑔
• 𝑇𝑊𝐶𝐹 = 𝐶𝑜𝑣𝑒𝑟 𝑃𝑙𝑎𝑡𝑒 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑇ℎ𝑟𝑜𝑎𝑡 = .35"
• 𝐷𝑊𝐶𝐹 = 𝐶𝑜𝑣𝑒𝑟 𝑃𝑙𝑎𝑡𝑒 𝐹𝑖𝑙𝑙𝑒𝑡 𝑇ℎ𝑟𝑜𝑎𝑡 𝐶𝑒𝑛𝑡𝑒𝑟𝑙𝑖𝑛𝑒 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 6.25"
• 𝑆𝑊𝐶𝐵 =𝜋
4(𝐷𝑊𝐶𝐹)2 = 30.67 𝑖𝑛2 [12], 7.4 Table 5
• 𝐿𝑆 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝐿𝑒𝑛𝑔𝑡ℎ 𝐵𝑒𝑙𝑜𝑤 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 = 6"
• 𝐺 = 𝐺𝑟𝑜𝑢𝑡 𝐻𝑒𝑖𝑔ℎ𝑡 = 2"
• 𝑇𝐵 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 1.0"
• 𝐿𝑊 = 𝐻𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝐹𝑖𝑥𝑒𝑑 𝐴𝑥𝑖𝑠 𝐴𝑏𝑜𝑣𝑒 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 = 0.25"
• 𝜎𝑊𝐶𝐵 =(𝑉/2)(𝐺+𝑇𝐵+𝐿𝑊+
𝐿𝑆−𝐺
2)
𝑆𝑊𝐶𝐵𝑇𝑊𝐶𝐹
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 16 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 16
• 𝜎𝑊𝐶𝐵 =(23,900/2)(2+1.5+.25+(6−2)/2)
30.67 (.35)
• 𝜎𝑊𝐶𝐵 = 6,402 𝑝𝑠𝑖
• 𝜎𝑊𝐶𝑆 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐶𝑜𝑣𝑒𝑟 𝑃𝑙𝑎𝑡𝑒 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠 𝑓𝑟𝑜𝑚 𝑆ℎ𝑒𝑎𝑟
• 𝐿𝑊𝐶𝐹 = 𝐶𝑜𝑣𝑒𝑟 𝑃𝑙𝑎𝑡𝑒 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝐿𝑒𝑛𝑔𝑡ℎ
• 𝐿𝑊𝐶𝐹 = 𝜋(𝐷𝑊𝐶𝐹) = 𝜋(6.25) = 19.63 𝑖𝑛
• 𝜎𝑊𝐶𝑆 =(𝑉/2)
𝐿𝑊𝐶𝐹𝑇𝑊𝐶𝐹
• 𝜎𝑊𝐶𝑆 =(23,900/2)
19.63 (.35)
• 𝜎𝑊𝐶𝑆 = 1,740 𝑝𝑠𝑖
• 𝜎𝑊𝐷𝑆 > √𝜎𝑊𝐶𝐵2 + 𝜎𝑊𝐶𝑆
2
• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟔, 𝟔𝟑𝟓 𝒑𝒔𝒊
Thus, the weld strength exceeds the stress applied to the weld.
9.0 Anchor Chair Top Plate
The anchor chair top plate is judged suitable for the HP design if the plate does not yield when
treated like a beam simply supported at both ends with a concentrated load at the center. The
beam has a conservative length (4.75”) equal to the distance between the outer faces of the
stiffeners and a conservative width (3.5”) equal to the distance from the front face of the chair to
the parallel plane that interface with the leg. In other words, the beam is the rectangular portion
of the anchor chair. In accordance with ASCE 7-10 15.7.3.a, the load on the beam is the strength
of the anchor in tension. Considering the tensile stress area, the anchor bolt minimum yield
strength and the expected material overstrength (120% as used in ACI 318-11 D.3.3.4.3(a)), the
strength of the anchor is tension is taken to be 26,400 lbs.
• 𝜎𝐴𝐶𝐴 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝜎𝐴𝐶𝑇 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝑆𝐴𝐶𝑇 = 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝑆𝑒𝑐𝑡𝑖𝑜𝑛 𝑀𝑜𝑑𝑢𝑙𝑢𝑠
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 17 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 17
• 𝑊𝐴𝐶𝑇 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝐵𝑒𝑎𝑚 𝑊𝑖𝑑𝑡ℎ = 3.5"
• 𝐿𝐴𝐶𝑇 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝑈𝑛𝑠𝑢𝑝𝑝𝑜𝑟𝑡𝑒𝑑 𝐿𝑒𝑛𝑔𝑡ℎ = 4.75"
• 𝑇𝐴𝐶𝑇 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 2.0"
• 𝑆𝐴𝐶𝑇 =1
6𝑊𝐴𝐶𝑇𝑇𝐴𝐶𝑇
2 = 2.33 𝑖𝑛3
• 𝐹𝐴𝐵 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐵𝑜𝑙𝑡 𝑇𝑒𝑛𝑠𝑖𝑙𝑒 𝐹𝑜𝑟𝑐𝑒 = 26,400 𝑙𝑏𝑠
• 𝐹𝑌 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑀𝑖𝑛 𝑌𝑖𝑒𝑙𝑑 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 36,000 𝑝𝑠𝑖
• Ω𝑏 = 𝑆𝑎𝑓𝑒𝑡𝑦 𝐹𝑎𝑐𝑡𝑜𝑟 𝑓𝑜𝑟 𝐹𝑙𝑒𝑥𝑢𝑟𝑒 = 1.67 [14](F1, 16.1-46)
• 𝜎𝐴𝐶𝐴 > 𝜎𝐴𝐶𝑇
• 𝐹𝑌
Ω𝑏>
(𝐹𝐴𝐵)(𝐿𝐴𝐶𝑇)
(4)𝑆𝐴𝐶𝑇
• 36,000
1.67>
(26,400)(4.75)
4 (2.33)
• 𝟐𝟏, 𝟓𝟓𝟔 𝒑𝒔𝒊 > 𝟏𝟑, 𝟒𝟓𝟓 𝒑𝒔𝒊
The anchor chair top plate is suitable for the HP design.
10.0 Anchor Chair Stiffeners
The anchor chair stiffeners are judged suitable for the HP design if half the maximum anchor
bolt tensile force, 26,400 lbs, is less than the critical column buckling load. The stiffener width
is taken as the minimum stiffener side dimension (4.375”) and the stiffener is conservatively
treated as a column with both ends pinned.
• 𝐼𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝑀𝑜𝑚𝑒𝑛𝑡 𝑜𝑓 𝐼𝑛𝑒𝑟𝑡𝑖𝑎
• 𝑊𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝑊𝑖𝑑𝑡ℎ = 4.375"
• 𝑇𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.375"
• 𝐻𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝐻𝑒𝑖𝑔ℎ𝑡 = 6"
• 𝑃𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝐿𝑜𝑎𝑑
• 𝐼𝐴𝐶𝑆 =1
12𝑊𝐴𝐶𝑆𝑇𝐴𝐶𝑆
3 = 0.019 𝑖𝑛4
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 18 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 18
• 𝐹𝐴𝐵 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐵𝑜𝑙𝑡 𝑇𝑒𝑛𝑠𝑖𝑙𝑒 𝐹𝑜𝑟𝑐𝑒 = 26,400 𝑙𝑏𝑠
• 𝑃𝐶𝑅 > 𝑃𝐴𝐶𝑆
• π2𝐸𝐼𝐴𝐶𝑆
L2>
(𝐹𝐴𝐵)
2 [11] (10.11, p. 611)
• π2(29𝑥106).019
62 >(26.400)
2
• 𝟏𝟓𝟏, 𝟎𝟓𝟗 𝒍𝒃𝒔 > 𝟏𝟑, 𝟐𝟎𝟎 𝒍𝒃𝒔
The anchor chair stiffeners are suitable for the HP design.
11.0 Anchor Chair Welds
The anchor chair welds are judged suitable for the HP design if the top plate to stiffener welds do
not yield due to shear from the anchor bolt reaction load. These welds are examined because the
weld length is the shortest between any two parts in the anchor chair arrangement. The bending
stresses on the welds within the anchor chair arrangement are negligible.
The weld stress is calculated by treating the weld as a line as detailed in Section 7.4 of the
Design of Welded Structures [12]. The weld length is the total length of contact between the
outer stiffener faces and bottom of the anchor chair top plate (7”). As indicated previously, the
filler metal is known to be ER70S-X.
• 𝜎𝑊𝐷𝑆 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠 = 31,500 𝑝𝑠𝑖
• 𝜎𝐴𝐶𝑆 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑊𝑒𝑙𝑑 𝑆ℎ𝑒𝑎𝑟 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝑇𝐴𝐶𝐹 = 𝐹𝑖𝑙𝑙𝑒𝑡 𝑊𝑒𝑙𝑑 𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑇ℎ𝑟𝑜𝑎𝑡 = .265"
• 𝐿𝐴𝐶𝐹 = 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 − 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝑊𝑒𝑙𝑑 𝐿𝑒𝑛𝑔𝑡ℎ = 7.00"
• 𝐹𝐴𝐵 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐵𝑜𝑙𝑡 𝑇𝑒𝑛𝑠𝑖𝑙𝑒 𝐹𝑜𝑟𝑐𝑒 = 26,400 𝑙𝑏𝑠
• 𝜎𝐴𝐶𝑆 =𝐹𝐴𝐵
𝐿𝐴𝐶𝐹𝑇𝐴𝐶𝐹
• 𝜎𝑊𝐶𝑆 =(26,400)
7.00 (.265)
• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟏𝟒, 𝟐𝟑𝟐 𝒑𝒔𝒊
Thus, the anchor chair welds are suitable for the HP design.
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 19 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 19
12.0 Baseplate
The baseplate thickness is calculated in the fabricator vessel design calculations [1]. It is
confirmed that the baseplate is suitable for the HP shear key / anchor design by evaluating a
combination of in-plane baseplate bending stresses and the baseplate bearing stresses. The in-
plane stresses are estimated by treating one half of one side of the baseplate as a cantilever beam
with the shear key at the fixed end. Conservatively, the two stresses are calculated separately
and combined using the square root sum of the squares.
First, the stress from the loads imposed by the shear key is calculated. The beam is
conservatively assumed to have a length equal to half one baseplate side. Second, the stress
imposed from the plate bearing on the concrete is calculated. The stress is calculated using
equations 3.3.10, 3.3.11 and 3.3.13b in the AISC Design Guide 1 [15] with B equal to the
baseplate side dimension, m measured from the edge of the baseplate to 95% of the outside leg
dimension (~2”) and Y conservatively taken to equal m. The total compressive force is 53,731
lbs from the PROFIS Design Reports (Appendix A).
• 𝜎𝐵𝑃𝐴 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝜎𝐵𝑃𝑀 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝐵𝑒𝑛𝑑𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝜎𝐵𝑃𝐵 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝐵𝑒𝑎𝑟𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠
• 𝑆𝐵𝑃𝑆 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑆𝑒𝑐𝑡𝑖𝑜𝑛 𝑀𝑜𝑑𝑢𝑙𝑢𝑠
• 𝑊𝐵𝑃 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑊𝑖𝑑𝑡ℎ = 9"
• 𝐿𝐵𝑃 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝐶𝑎𝑛𝑡𝑖𝑙𝑖𝑣𝑒𝑟𝑒𝑑 𝐿𝑒𝑛𝑔𝑡ℎ = 18"
• 𝑇𝐵𝑃 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 1.5"
• 𝐵 = 36 𝑖𝑛
• 𝑆𝐵𝑃𝑆 =1
6𝑇𝐵𝑃𝑊𝐵𝑃
2 = 20.25 𝑖𝑛3
• 𝐹𝑆𝐾 = 𝐶𝑜𝑛𝑐𝑒𝑛𝑡𝑟𝑎𝑡𝑒𝑑 𝐿𝑜𝑎𝑑 =23,900
2= 11,950 𝑙𝑏𝑠
• 𝐹𝐶 = 𝑇𝑜𝑡𝑎𝑙 𝐶𝑜𝑚𝑝𝑟𝑒𝑠𝑠𝑖𝑣𝑒 𝐹𝑜𝑟𝑐𝑒 = 53,731 𝑙𝑏𝑠
• 𝐹𝑌 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑀𝑖𝑛 𝑌𝑖𝑒𝑙𝑑 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 36,000 𝑝𝑠𝑖
• Ω𝑏 = 𝑆𝑎𝑓𝑒𝑡𝑦 𝐹𝑎𝑐𝑡𝑜𝑟 𝑓𝑜𝑟 𝐹𝑙𝑒𝑥𝑢𝑟𝑒 = 1.67 [14](F1, 16.1-46)
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 20 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 20
• 𝜎𝐵𝑃𝑆 =(𝐹𝑆𝐾)(𝐿𝐵𝑃)
𝑆𝐵𝑃𝑆
• 𝜎𝐵𝑃𝑆 =(11,950)(18)
20.25
• 𝜎𝐵𝑃𝑆 = 10,623 𝑝𝑠𝑖
• 𝜎𝐵𝑃𝐵 =2(𝐹𝐶)𝑚
(𝐵)𝑇𝐵𝑃2
• 𝜎𝐵𝑃𝐵 =2(53,731)2
(36)1.52
• 𝜎𝐵𝑃𝐵 = 2,654 𝑝𝑠𝑖
• 𝜎𝐵𝑃𝐴 > 𝜎𝐵𝑃
• 𝜎𝐵𝑃𝐴 > √𝜎𝐴𝐶𝐵2 + 𝜎𝐴𝐶𝑆
2
• 36,000
1.67> √(10,623)2 + (2,654)2
• 𝟐𝟏, 𝟓𝟓𝟔 𝒑𝒔𝒊 > 𝟏𝟎, 𝟗𝟓𝟎 𝒑𝒔𝒊
The baseplate bearing (1,771 psi) and tear out stresses (1,992 psi) are acceptable by inspection.
Thus, the baseplate is suitable for the HP design.
13.0 Associated Analyses / Documents
Pipe stress reports related to this report are listed below.
79120-P0001 CP1 MCS Helium Piping (79120-PS-104) Stress
Analysis
79120-P0009 CP2 MCS Helium Piping (79120-PS-204) Stress
Analysis
14.0 Summary / Conclusions
The nominal anchor bond and concrete breakout utilizations are less than 120% of the nominal
steel utilization. The reduced steel, bond and concrete breakout anchor utilizations are less than
100%. The bearing strength of the concrete exceeds the applied shear key bearing load. The
reaction shear load does not yield the shear key in shear and the resulting moment does not yield
the shear key in bending. The attachment welds are sufficient for the shear / moment applied at
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 21 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 21
the shear key-baseplate connection. The anchor chair and baseplate are not overstressed. Thus,
the HP anchor and shear key design is acceptable.
15.0 References
[1] HP Oil Coalescer [COMPRESS Pressure Vessel Design Calculations], EC160130-0456
Rev B
[2] California Building Code, 2013
[3] Minimum Design Loads for Buildings and Other Structures. ASCE/SEI 7-10, 2010
[4] Final Report Geotechnical Investigation LCLS II Cryogenic Building and Infrastructure
SLAC National Accelerator Laboratory, Rutherford+Chekene #2014-106G
[5] Cryogenic Plant Seismic Design Criteria, LCLSII-4.8-EN-0227-R2
[6] Building Code Requirements for Structural Concrete, ACI 318-11
[7] Code Requirements for Nuclear Safety-Related Concrete Structures, ACI 349-13
[8] ICC-ES Evaluation Report for Hilti HIT-RE 500 V3 Adhesive Anchors, ESR-3814
[9] LCLS-II Cryogenic Building and Infrastructure IFC Submittal, ID-905-000-00
[10] LCLS-II Cryogenic Building and Infrastructure IFC Submittal, Project Manual
[11] Mechanics of Materials, Beer, Johnston Jr and DeWolf – 3rd
Ed, p. 400, 781
[12] Design of Welded Structures, Blodgett, 1966
[13] Structural Welding Code—Steel, AWS D1.1/D1.1M 2015
[14] Specification for Structural Steel Buildings, AISC 360-10, 2010
[15] Steel Design Guide 1: Base Plate and Anchor Rod Design, AISC, 2006
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |
CSA Documentation-Calculations
Title: HP Oil Coalescer Anchor-Shear Key Calculations
Note Number: 79120-A0001
Author(s): Scott Kaminski Page 22 of 22
CSA Documentation – HP Oil Coalescer Anchor-Shear Key Calculations Page 22
Appendix A – PROFIS Design Reports
The PROFIS project file and Design Reports listed below are on file at JLab and can be provided
upon request.
FILE TYPE FILE NAME
PROFIS Project HP OC FINAL (5-1-17)
PROFIS Design Report HP PI B7 Op A (5-1-17)
PROFIS Design Report HP PI B7 Op B (5-1-17)
PROFIS Design Report HP CI 36 Op A (5-1-17)
These files are located in the folder path indicated below. M:\cryo\LCLS II ANALYSIS FOLDER\ORV
Approved: 5/11/2017; E-Sign ID : 342707; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |