HP Oil Coalescer. Anchor-Shear Key Calculations

Transcription

1 Author(s): Scott Kaminski Page 1 of 22 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 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 1

2 Table of Contents Author(s): Scott Kaminski Page 2 of Introduction Anchor and Shear Key Design Design Basis Anchor Bolt Summary Shear Key Concrete Bearing Shear Key Pipe Pipe to Cover Plate Attachment Weld Cover Plate to Baseplate Attachment Weld Anchor Chair Top Plate Anchor Chair Stiffeners Anchor Chair Welds Baseplate Associated Analyses / Documents Summary / Conclusions References Appendix A PROFIS Design Reports CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 2

3 Author(s): Scott Kaminski Page 3 of 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) CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 3

4 Author(s): Scott Kaminski Page 4 of 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 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 4

5 Author(s): Scott Kaminski Page 5 of 22 Figure 3: HP Shear Key Design Figure 4: Shear Key in Concrete Section View CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 5

6 Author(s): Scott Kaminski Page 6 of 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, S D1 = and S DS = 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 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 and the Cryogenic Plant Seismic Design Criteria, the Seismic Importance Factor for the Cryogenic Building and its associated components is I e = 1.0. Per ASCE and the site seismic design parameters (S 1 = 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 The HP is considered an elevated vessel on unbraced legs in accordance with ASCE 7-10 Table To further improve seismic performance, the importance factor, I e, is taken as 1.5 for design of the HP even though not required by ASCE The seismic base shear applied to the HP anchors and shear keys is determined in accordance with ASCE and as demonstrated below. V = S DS R Ie V max = S DS T R Ie W = W = W = W (12.8-1, 2) W = W (12.8-3) where T = seconds [1] V min = S DS I e W =.044(1.968)(1.5)W =.130 W (15.4-1) V min = 0.8 S 1 /(R/I e ) W = 0.8 (1.168) 2.0 W =.701 W (15.4-2) 1.5 So, V = W CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 6

7 Author(s): Scott Kaminski Page 7 of 22 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 ). In this way, the seismic shear force is and the HP overturning moments are Shear = 7,520 lbs M x = 676,400 in-lbs M y = 203,000 in-lbs The design load combinations are specified in ASCE 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 , 5. ( S DS ) D + ρq E + L + 0.2S 7. ( S DS ) D + ρq E The snow load, S, is zero for the HP and ρ = 1 per ASCE 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 M Px = 696,100 in-lbs M Py = 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 that the anchor embedment in concrete develop the steel strength of the anchor in tension, Option (a) in D of ACI is required. As such, an overstrength factor is unnecessary and the HP anchor design forces / moments are CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 7

8 Author(s): Scott Kaminski Page 8 of 22 Vertical = -2,400 lbs ρq E (Mx) = 1,372,500 in-lbs ρq E (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 [6] and, because this standard does not address shear keys, ACI [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 ), 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 D.4.6.1). - The resistance to the applied seismic force due to confinement provided by the anchor bolts in tension (see ACI D 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 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 load combinations CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 8

9 Author(s): Scott Kaminski Page 9 of 22 - 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 keybaseplate 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 D (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 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 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 9

10 Author(s): Scott Kaminski Page 10 of 22 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 ) in HDR IFC Cryoplant Building drawings [9]. - Edge Reinforcement with no. 4 bar in accordance with Revision A0 of S-101 (ID ) in HDR IFC Cryoplant Building drawings (no. 6 bar used). - Normal weight concrete per Section 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 is selected. - Cracked concrete is selected in accordance with ACI D 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. Tension Utilizations Tension Utilizations 120% Nominal Steel Strength Nominal Bond Strength Nominal Concrete Breakout Strength 59.9% 38.3% 43.7% Reduced Strength Steel Reduced Strength Bond Reduced Strength Concrete Breakout 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 RD11.1, the shear key bearing area should be limited to the contact area below the plane defined by the concrete surface. Per ACI D.4.6.2, the concrete design bearing CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 10

11 Author(s): Scott Kaminski Page 11 of 22 strength is 1.3 times the concrete compressive strength modified by the strength reduction factor (1.3 φ f c ). 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 ) in HDR IFC Cryoplant Building drawings [9]. σ DC = Design Concrete Bearing Strength σ SC = Shear Key Concrete Bearing Stress A S = Shear Key Bearing Area D SO = Shear Key Outer Diameter = 4.500" H = Shear Key Grout Hole Diameter = 1.5" L S = Shear Key Length Below Baseplate = 6" G = Grout Height = 2" A S = D SO (L S G) π(h 2 )2 A S = in 2 2 = 4.5 (6 2) π(1.5 2 )2 φ = Stregnth Reduction Factor = 0.65 (D.4.4, RD.4.6.2) f c = Concrete Compressive Strength = 4,000 psi 2 σ DC > σ SC 1.3φf c > (V/2) A S 1.3 (0.65)4,000 > (23,900/2) , 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 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 11

12 Author(s): Scott Kaminski Page 12 of 22 apart. This evaluation is in accordance with ACI 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 R m 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. σ DS = Design Shear Key Shear Stress σ SS = Maximum Shear Key Shear Stress R m = Shear Key Median Radius = (D SO T)/2 D SO = Shear Key Outer Diameter = 4.500" T = Shear Key Wall Thickness = F Y = Shear Key Min Yield Strength = 35,000 psi φ = Stregnth Reduction Factor = 0.55 (D.4.4, RD.10) σ DS > σ SS φf Y > (V/2) sin(90 ) πr m T (0.55)35,000 > 19, 250 psi > 5, 423 psi (23,900/2)(1) π(( )/2)0.337 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. σ DB = Design Shear Key Bending Stress σ SB = Maximum Shear Key Bending Stress S S = Shear Key Section Modulus D SO = Shear Key Outer Diameter = 4.500" CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 12

13 T = Shear Key Wall Thickness = 0.337" S S = π 32 (D SO 4 (D SO 2T) 4 ) D SO = 4.27 in 3 L S = Shear Key Length Below Baseplate = 6" G = Grout Height = 2" T B = Baseplate Thickness = 1.5" Author(s): Scott Kaminski Page 13 of 22 L W = Height of Fixed Axis Above Baseplate = 0.25" F Y = Shear Key Min Yield Strength = 35,000 psi φ = Stregnth Reduction Factor = 0.90 (D.4.4, RD.10) σ DB > σ SB φf Y > (V/2)(G+T LS G B+L W + 2 ) S S (0.9)35,000 > (23,900/2)( (6 2)/2) , 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 (φf Y = (0.9) 35,000 = 31,500 psi). σ WDT = Design Weld Tension Stress CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 13

14 σ WB = Maximum Weld Bending Stress Author(s): Scott Kaminski Page 14 of 22 S WB = Full Pen Weld as a Line Section Modulus D SO = Shear Key Outer Diameter = 4.5" T = Shear Key Wall Thickness = 0.337" S WB = π 4 (D SO T) 2 = in 2 [12], 7.4 Table 5 L S = Shear Key Length Below Baseplate = 6" G = Grout Height = 2" T B = Baseplate Thickness = 1.5" F Y = Shear Key Min Yield Strength = 35,000 psi φ = Stregnth Reduction Factor = 0.90 (D.4.4, RD.10) σ WDT > σ WB φf Y > (V/2)(G+T LS G B+ 2 ) S WB T (0.9)35,000 > (23,900/2)(2+1.5+(6 2)/2) (.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). σ WDS = Design Fillet Weld Shear Stress = 31,500 psi σ WS = Maximum Weld Shear Stress L WF = Fillet Weld Length T WF = Fillet Weld Effective Throat =.088" CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 14

15 Author(s): Scott Kaminski Page 15 of 22 D WF = Fillet Throat Centerline Diameter = " L WF = π(d WF ) = π(4.5625) = in σ WDS > σ WS 31,500 > (V/2) L WF T WF 31,500 > (23,900/2) (.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. σ WDS = Design Fillet Weld Shear Stress = 31,500 psi σ WCB = Maximum Cover Plate Weld Shear Stress from Bending T WCF = Cover Plate Fillet Weld Effective Throat =.35" D WCF = Cover Plate Fillet Throat Centerline Diameter = 6.25" S WCB = π 4 (D WCF) 2 = in 2 [12], 7.4 Table 5 L S = Shear Key Length Below Baseplate = 6" G = Grout Height = 2" T B = Baseplate Thickness = 1.0" L W = Height of Fixed Axis Above Baseplate = 0.25" σ WCB = (V/2)(G+T LS G B+L W + 2 ) S WCB T WCF CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 15

16 σ WCB = (23,900/2)( (6 2)/2) (.35) σ WCB = 6,402 psi Author(s): Scott Kaminski Page 16 of 22 σ WCS = Maximum Cover Plate Weld Shear Stress from Shear L WCF = Cover Plate Fillet Weld Length L WCF = π(d WCF ) = π(6.25) = in σ WCS = (V/2) L WCF T WCF σ WCS = (23,900/2) (.35) σ WCS = 1,740 psi 2 2 σ WDS > σ WCB + σ WCS 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 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 D (a)), the strength of the anchor is tension is taken to be 26,400 lbs. σ ACA = Design Anchor Chair Stress σ ACT = Maximum Anchor Chair Top Plate Stress S ACT = Top Plate Section Modulus CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 16

17 Author(s): Scott Kaminski Page 17 of 22 W ACT = Anchor Chair Top Plate Beam Width = 3.5" L ACT = Anchor Chair Top Plate Unsupported Length = 4.75" T ACT = Anchor Chair Top Plate Thickness = 2.0" S ACT = 1 W 2 6 ACTT ACT = 2.33 in 3 F AB = Anchor Bolt Tensile Force = 26,400 lbs F Y = Anchor Chair Min Yield Strength = 36,000 psi Ω b = Safety Factor for Flexure = 1.67 [14](F1, ) σ ACA > σ ACT F Y Ω b > (F AB)(L ACT ) (4)S ACT 36,000 > (26,400)(4.75) (2.33) 21, 556 psi > 13, 455 psi The anchor chair top plate is suitable for the HP design 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. I ACS = Anchor Chair Stiffener Moment of Inertia W ACS = Anchor Chair Stiffener Width = 4.375" T ACS = Anchor Chair Stiffener Thickness = 0.375" H ACS = Anchor Chair Stiffener Height = 6" P ACS = Anchor Chair Stiffener Load I ACS = 1 W 3 12 ACST ACS = in 4 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 17

18 F AB = Anchor Bolt Tensile Force = 26,400 lbs Author(s): Scott Kaminski Page 18 of 22 P CR > P ACS π 2 EI ACS L 2 > (F AB) 2 [11] (10.11, p. 611) π 2 (29x10 6 ).019 > (26.400) , 059 lbs > 13, 200 lbs The anchor chair stiffeners are suitable for the HP design 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. σ WDS = Design Fillet Weld Shear Stress = 31,500 psi σ ACS = Maximum Anchor Chair Weld Shear Stress T ACF = Fillet Weld Effective Throat =.265" L ACF = Top Plate Stiffener Weld Length = 7.00" F AB = Anchor Bolt Tensile Force = 26,400 lbs σ ACS = F AB L ACF T ACF σ WCS = (26,400) 7.00 (.265) 31, 500 psi > 14, 232 psi Thus, the anchor chair welds are suitable for the HP design. CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 18

19 Author(s): Scott Kaminski Page 19 of 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 inplane 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 , and b 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). σ BPA = Design Baseplate Stress σ BPM = Maximum Baseplate Bending Stress σ BPB = Maximum Baseplate Bearing Stress S BPS = Baseplate Section Modulus W BP = Baseplate Width = 9" L BP = Baseplate Cantilivered Length = 18" T BP = Baseplate Thickness = 1.5" B = 36 in S BPS = 1 T 6 BPW 2 BP = in 3 F SK = Concentrated Load = 23,900 2 = 11,950 lbs F C = Total Compressive Force = 53,731 lbs F Y = Baseplate Min Yield Strength = 36,000 psi Ω b = Safety Factor for Flexure = 1.67 [14](F1, ) CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 19

20 Author(s): Scott Kaminski Page 20 of 22 σ BPS = (F SK)(L BP ) S BPS σ BPS = (11,950)(18) σ BPS = 10,623 psi σ BPB = 2(F C)m (B)T2 BP σ BPB = 2(53,731)2 (36)1.5 2 σ BPB = 2,654 psi σ BPA > σ BP 2 2 σ BPA > σ ACB + σ ACS 36, > (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 Associated Analyses / Documents Pipe stress reports related to this report are listed below P0001 CP1 MCS Helium Piping (79120-PS-104) Stress Analysis 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 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 20

21 Author(s): Scott Kaminski Page 21 of 22 the shear key-baseplate connection. The anchor chair and baseplate are not overstressed. Thus, the HP anchor and shear key design is acceptable References [1] HP Oil Coalescer [COMPRESS Pressure Vessel Design Calculations], EC 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 # G [5] Cryogenic Plant Seismic Design Criteria, LCLSII-4.8-EN-0227-R2 [6] Building Code Requirements for Structural Concrete, ACI [7] Code Requirements for Nuclear Safety-Related Concrete Structures, ACI [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 [10] LCLS-II Cryogenic Building and Infrastructure IFC Submittal, Project Manual [11] Mechanics of Materials, Beer, Johnston Jr and DeWolf 3 rd 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 , 2010 [15] Steel Design Guide 1: Base Plate and Anchor Rod Design, AISC, 2006 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 21

22 Author(s): Scott Kaminski Page 22 of 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 CSA Documentation HP Oil Coalescer Anchor-Shear Key Calculations Page 22