Carbon Adsorber Anchor-Shear Key Calculations

CSA Documentation-Calculations

Title: Carbon Adsorber Anchor-Shear Key Calculations

Note Number: 79120-A0003

Author(s): Scott Kaminski of 21

CSA Documentation – Carbon Adsorber Anchor-Shear Key Calculations Page 1

Carbon Adsorber

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

Approved: 5/11/2017; E-Sign ID : 342658; signed by: DCG: T. Fuell; Re. 1: C. Dubbe; Re. 2: M. Bevins |






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 ................................................................................................................ 11 6.0 Shear Key Pipe ..................................................................................................................................... 12 7.0 Attachment Weld ................................................................................................................................. 14 8.0 Anchor Chair Top Plate ....................................................................................................................... 15 9.0 Anchor Chair Stiffeners ....................................................................................................................... 16 10.0 Anchor Chair Welds .......................................................................................................................... 17 11.0 Baseplate ............................................................................................................................................ 18 12.0 Associated Analyses / Documents ..................................................................................................... 19 13.0 Summary / Conclusions ..................................................................................................................... 20 14.0 References .......................................................................................................................................... 20 Appendix A – PROFIS Design Reports ...................................................................................................... 21







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 Carbon Adsorber (CA) is suitable for

the maximum overturning moment and design shear force. Figure 1 provides a graphical

representation of the CA.

Separate vessel design calculations [1] from the fabricator (Eden Cryogenics) verify that the legs

are suitable for the seismic acceleration forces and the CA 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 12) and the summary / conclusion (Section 13).

Figure 1: LCLS-II Carbon Adsorber (CA)







2.0 Anchor and Shear Key Design

The baseplate, anchor and shear key design for the CA is reflected in Figures 2 through 5.

Namely, a 1.75” thick square baseplate with a center cutout. The baseplate outer side dimension

is 87” and the inner side dimension is 52”.

The anchor design consists of two 1” F1554 Grade 36 anchors located at the centerline on either

side of each I-Beam leg. The bolt centerline is 2.5” from the flange face. These anchors have an

effective embedment depth of 16” and are installed using the Hilti HIT-RE 500 V3 adhesive

anchoring system. The anchors are attached to the CA through anchors chairs with a top face

10” 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 2.5” thick with two SA-36 1/2” stiffeners spaced 5” apart (face to

face). The anchor chair components are attached to each other and the beam through 3/8” fillet

welds.

The shear key design consists of four 6” XS/SCH 80 A106 Grade B pipes at the center of each

side of the square. The pipes are 6” long, such that they extend 4” into the concrete slab and

include two 1.5” diameter holes to facilitate the flow of grout to the inside of the pipe. The 1.5”

holes are oriented parallel to the baseplate. The shear keys are attached to the baseplate by a

penetration groove weld and a 1/4” fillet weld.

Figure 2: CA Anchor Bolt and Shear Key Arrangement







Figure 3: CA Anchor Chair Arrangement

Figure 4: CA Shear Key Design







Figure 5: Shear Key in Concrete Section View

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 CA (namely inert cryogenics, gaseous

helium and Coconut Shell Activated Carbon) are not hazardous (NPFA Fire Hazard 1, not toxic).

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 CA 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 CA 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

CA even though not required by ASCE 7-10 15.4.1.1.

The seismic base shear applied to the CA anchors and shear keys is determined in accordance

with ASCE 7-10 15.4.2 as the fundamental period is less than 0.06 seconds (.053 seconds per

[1]). As such,

• 𝑉 = 0.3 𝑆𝐷𝑆𝐼𝑒 𝑊 = .3(1.968)(1.5)𝑊 = 0.886 𝑊 (15.4-5)

Per the fabricator vessel design calculations, the operating weight is 32,900 lbs [1], including an

activated carbon weight of ~9,330 lbs (30 lbs/cubic foot), and the operating center of gravity is

137.5” [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 = 29,150 lbs

and the CA overturning moments are

Mx = 4,008,100 in-lbs

My = 1,202,500 in-lbs

The design load combinations are specified in ASCE 7-10 2.3.2. As shown in fabricator vessel

design calculations [1], the seismic anchor/shear loads are at least twenty times greater than the

wind loads. Thus, for the CA 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 CA and ρ = 1 per ASCE 7-10 15.6.

To conservatively account for inlet and outlet nozzle loads (reference Section 13), 4,000 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 = 4,700 lbs

MPx = 988,000 in-lbs







MPy = 592,800 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 CA anchor design forces / moments are

Vertical = -16,600 lbs

ρQE (Mx) = 4,996,100 in-lbs

ρQE (My) = 1,795,300 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 = 67,700 lbs

To ensure the shear keys are suitable for the CA 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 (49”) 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 is such that shear concrete breakout is not a concern.

The closest edge is 42” to the face of the nearest shear lug. Thus, the minimum shear

strength toward a free edge is 55,250 lbs (per ACI 349-13 D.11.2).

- 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

- A shear key is suitable for the CA 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 7)

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 PROFIS project is created that accurately reflects the baseplate arrangement, but

with bolts at the four I-beam leg locations. This project is used to determine the

design leg uplift force (30,016 lbs). As the leg concrete failure areas do not overlap

(bolt separation exceeds concrete breakout critical spacing) and the bolt separation

exceeds the bond strength critical spacing, the legs can be analyzed individually (ACI

318-11 D.3.1.1).

2. A design report for one leg 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.

3. 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.


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.


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.

6. 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

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 (greater than the distance to the edge of the projected

concrete failure area) is such that edge effects are not a concern

- The CA projected concrete failure area does not overlap projected concrete failure

areas from adjacent equipment (more than 7” of separation between the Final Filter

and CA projected areas, more than 21” of separation between the Main Oil Coalescer

and CA projected areas, more than 26” of separation between the UCB Platform and

CA projected area).

- 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

35.6% 26.9% 31.3%

Reduced Strength

Steel Reduced

Strength Bond Reduced Strength Concrete Breakout

Tension Utilizations

57.0% 55.0% 64.2%

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

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 = 6.625"

• 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= 6.625 (6 − 2) −

𝜋(1.5

2)

2

2







• 𝐴𝑆 = 25.61 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 >(67,700/2)

25.61

• 𝟑, 𝟑𝟖𝟎 𝒑𝒔𝒊 > 𝟏, 𝟑𝟐𝟐 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°

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


• 𝑇 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑊𝑎𝑙𝑙 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.432”

• 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 >(67,700/2)(1)

𝜋((6.625−0.432)/2)0.432

• 𝟏𝟗, 𝟐𝟓𝟎 𝒑𝒔𝒊 > 𝟖, 𝟎𝟓𝟓 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


• 𝑇 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑊𝑎𝑙𝑙 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.432"

• 𝑆𝑆 =𝜋

32

(𝐷𝑆𝑂4−(𝐷𝑆𝑂−2𝑇)4)

𝐷𝑆𝑂= 12.22 𝑖𝑛3





• 𝜎𝐷𝐵 > 𝜎𝑆𝐵

• φ𝐹𝑌 >(𝑉/2)(𝐺+

𝐿𝑆−𝐺

2)

𝑆𝑆

• (0.9)35,000 >(67,700/2)(2+(6−2)/2)

12.22

• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟏𝟏, 𝟎𝟖𝟏 𝒑𝒔𝒊







Thus, the shear key strength exceeds the stress applied to the shear keys.

7.0 Attachment Weld

Third, it is determined if the reaction load yields the shear key pipe-baseplate 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

• 𝜎𝑊𝐵 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝑊𝑒𝑙𝑑 𝐵𝑒𝑛𝑑𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠

• 𝑆𝑊𝐵 = 𝐹𝑢𝑙𝑙 𝑃𝑒𝑛 𝑊𝑒𝑙𝑑 𝑎𝑠 𝑎 𝐿𝑖𝑛𝑒 𝑆𝑒𝑐𝑡𝑖𝑜𝑛 𝑀𝑜𝑑𝑢𝑙𝑢𝑠


• 𝑇 = 𝑆ℎ𝑒𝑎𝑟 𝐾𝑒𝑦 𝑊𝑎𝑙𝑙 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.432"

• 𝑆𝑊𝐵 =𝜋

4(𝐷𝑆𝑂 − 𝑇)2 = 30.12 𝑖𝑛2 [12], 7.4 Table 5





• 𝜎𝑊𝐷𝑇 > 𝜎𝑊𝐵

• φ𝐹𝑌 >(𝑉/2)(𝐺+

𝐿𝑆−𝐺

2)

𝑆𝑊𝐵𝑇

• (0.9)35,000 >(67,700/2)(2+(6−2)/2)

30.12 (.432)







• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟏𝟎, 𝟒𝟎𝟔 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 = .176"

• 𝐷𝑊𝐹 = 𝐹𝑖𝑙𝑙𝑒𝑡 𝑇ℎ𝑟𝑜𝑎𝑡 𝐶𝑒𝑛𝑡𝑒𝑟𝑙𝑖𝑛𝑒 𝐷𝑖𝑎𝑚𝑒𝑡𝑒𝑟 = 6.75"

• 𝐿𝑊𝐹 = 𝜋(𝐷𝑊𝐹) = 𝜋(6.75) = 21.20 𝑖𝑛

• 𝜎𝑊𝐷𝑆 > 𝜎𝑊𝑆

• 31,500 >(𝑉/2)

𝐿𝑊𝐹𝑇𝑊𝐹

• 31,500 >(67,700/2)

21.2 (.176)

• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟗, 𝟎𝟕𝟑 𝒑𝒔𝒊

Thus, the strength of the welds exceeds the stress applied to the welds.

8.0 Anchor Chair Top Plate

The anchor chair top plate is judged suitable for the CA 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 (6”) equal to the distance between the outer faces of the stiffeners

and a width (5”) equal to the distance from the front face of the chair to the beam face. 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

• 𝑊𝐴𝐶𝑇 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝐵𝑒𝑎𝑚 𝑊𝑖𝑑𝑡ℎ = 5"

• 𝐿𝐴𝐶𝑇 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝑈𝑛𝑠𝑢𝑝𝑝𝑜𝑟𝑡𝑒𝑑 𝐿𝑒𝑛𝑔𝑡ℎ = 6"

• 𝑇𝐴𝐶𝑇 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑇𝑜𝑝 𝑃𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 2.5"

• 𝑆𝐴𝐶𝑇 =1

6𝑊𝐴𝐶𝑇𝑇𝐴𝐶𝑇

2 = 5.20 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)(6)

4 (5.20)

• 𝟐𝟏, 𝟓𝟓𝟔 𝒑𝒔𝒊 > 𝟕, 𝟔𝟏𝟔 𝒑𝒔𝒊

The anchor chair top plate is suitable for the CA design.

9.0 Anchor Chair Stiffeners

The anchor chair stiffeners are judged suitable for the CA 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 (5”) 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 = 5"

• 𝑇𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 0.5"







• 𝐻𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝐻𝑒𝑖𝑔ℎ𝑡 = 7.5"

• 𝑃𝐴𝐶𝑆 = 𝐴𝑛𝑐ℎ𝑜𝑟 𝐶ℎ𝑎𝑖𝑟 𝑆𝑡𝑖𝑓𝑓𝑒𝑛𝑒𝑟 𝐿𝑜𝑎𝑑

• 𝐼𝐴𝐶𝑆 =1

12𝑊𝐴𝐶𝑆𝑇𝐴𝐶𝑆

3 = 0.052 𝑖𝑛4


• 𝑃𝐶𝑅 > 𝑃𝐴𝐶𝑆

• π2𝐸𝐼𝐴𝐶𝑆

L2>

(𝐹𝐴𝐵)

2 [11] (10.11, p. 611)

• π2(29𝑥106).052

7.52 >(67,700)

2

• 𝟐𝟔𝟒, 𝟓𝟗𝟑 𝒍𝒃𝒔 > 𝟑𝟑, 𝟖𝟓𝟎 𝒍𝒃𝒔

The anchor chair stiffeners are suitable for the CA design.

10.0 Anchor Chair Welds

The anchor chair welds are judged suitable for the CA 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 (10”). 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 = 10.00"


• 𝜎𝐴𝐶𝑆 =𝐹𝐴𝐵

𝐿𝐴𝐶𝐹𝑇𝐴𝐶𝐹







• 𝜎𝑊𝐶𝑆 =(26,400)

10.00 (.265)

• 𝟑𝟏, 𝟓𝟎𝟎 𝒑𝒔𝒊 > 𝟗, 𝟗𝟔𝟑 𝒑𝒔𝒊

Thus, the anchor chair welds are suitable for the CA design.

11.0 Baseplate

It is confirmed that the 1.75” thick baseplate is suitable for the CA 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. The design

baseplate thickness exceeds the minimum baseplate thickness calculated in the fabricator vessel

design calculations [1].

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, 3.3.12 and 3.3.13b in the AISC Design Guide 1 [15] with B equal to the

baseplate side dimension, m conservatively measured from the edge of the baseplate to the

centerline of the nearest beam flange (~7.25”) and Y assumed to be 2”. The total compressive

force is 81,517 lbs from the Full Vessel PROFIS Design Report (Appendix A).

• 𝜎𝐵𝑃𝐴 = 𝐷𝑒𝑠𝑖𝑔𝑛 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑆𝑡𝑟𝑒𝑠𝑠

• 𝜎𝐵𝑃𝑀 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝐵𝑒𝑛𝑑𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠

• 𝜎𝐵𝑃𝐵 = 𝑀𝑎𝑥𝑖𝑚𝑢𝑚 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝐵𝑒𝑎𝑟𝑖𝑛𝑔 𝑆𝑡𝑟𝑒𝑠𝑠

• 𝑆𝐵𝑃𝑆 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑆𝑒𝑐𝑡𝑖𝑜𝑛 𝑀𝑜𝑑𝑢𝑙𝑢𝑠

• 𝑊𝐵𝑃 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑊𝑖𝑑𝑡ℎ = 17.5"

• 𝐿𝐵𝑃 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝐶𝑎𝑛𝑡𝑖𝑙𝑖𝑣𝑒𝑟𝑒𝑑 𝐿𝑒𝑛𝑔𝑡ℎ = 43.5"

• 𝑇𝐵𝑃 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑇ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 1.75"

• 𝐵 = 87"

• 𝑌 = 2"







• 𝑚 = 7.25"

• 𝑆𝐵𝑃𝑆 =1

6𝑇𝐵𝑃𝑊𝐵𝑃

2 = 89.32 𝑖𝑛3

• 𝐹𝑆𝐾 = 𝐶𝑜𝑛𝑐𝑒𝑛𝑡𝑟𝑎𝑡𝑒𝑑 𝐿𝑜𝑎𝑑 =67,700

2= 33,850 𝑙𝑏𝑠

• 𝐹𝐶 = 𝑇𝑜𝑡𝑎𝑙 𝐶𝑜𝑚𝑝𝑟𝑒𝑠𝑠𝑖𝑣𝑒 𝐹𝑜𝑟𝑐𝑒 = 81,517 𝑙𝑏𝑠

• 𝐹𝑌 = 𝐵𝑎𝑠𝑒𝑝𝑙𝑎𝑡𝑒 𝑀𝑖𝑛 𝑌𝑖𝑒𝑙𝑑 𝑆𝑡𝑟𝑒𝑛𝑔𝑡ℎ = 36,000 𝑝𝑠𝑖

• Ω𝑏 = 𝑆𝑎𝑓𝑒𝑡𝑦 𝐹𝑎𝑐𝑡𝑜𝑟 𝑓𝑜𝑟 𝐹𝑙𝑒𝑥𝑢𝑟𝑒 = 1.67 [14](F1, 16.1-46)

• 𝜎𝐵𝑃𝑆 =(𝐹𝑆𝐾)(𝐿𝐵𝑃)

𝑆𝐵𝑃𝑆

• 𝜎𝐵𝑃𝑆 =(33850)(43.5)

89.32

• 𝜎𝐵𝑃𝑆 = 16,486 𝑝𝑠𝑖

• 𝜎𝐵𝑃𝐵 =4(𝐹𝐶)(𝑚−

𝑌

2)

(𝐵)𝑇𝐵𝑃2

• 𝜎𝐵𝑃𝐵 =4(81,517)(7.25−1)

(87)1.752

• 𝜎𝐵𝑃𝐵 = 7,649 𝑝𝑠𝑖

• 𝜎𝐵𝑃𝐴 > 𝜎𝐵𝑃

• 𝜎𝐵𝑃𝐴 > √𝜎𝐴𝐶𝐵2 + 𝜎𝐴𝐶𝑆

2

• 36,000

1.67> √(16,486)2 + (7,649)2

• 𝟐𝟏, 𝟓𝟓𝟔 𝒑𝒔𝒊 > 𝟏𝟖, 𝟏𝟕𝟓 𝒑𝒔𝒊

The baseplate bearing (2,920 psi) and tear out stresses (1,888 psi) are acceptable by inspection.

Thus, the baseplate is suitable for the CA design.

12.0 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

13.0 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

the shear key-baseplate connection. The anchor chair and baseplate are not overstressed. Thus,

the CA anchor and shear key design is acceptable.

14.0 References

[1] Main Oil Carbon Vessel [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







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 CA VESSEL FINAL (5-1-17)

PROFIS Design Report CA VESSEL FINAL (5-1-17)

PROFIS Project CA LEG FINAL (5-1-17)

PROFIS Design Report CA PI B7 Op A (5-1-17)

PROFIS Design Report CA PI B7 Op B (5-1-17)

PROFIS Design Report CA CI 36 Op A (5-1-17)

These files are located in the folder path indicated below. M:\cryo\LCLS II ANALYSIS FOLDER\ORV


Carbon Adsorber Anchor-Shear Key Calculations

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