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CUP 2022-0010; CARLSBAD DESALINATION PLANT PHASE 2; SHORING AND BRACING CALCULATIONS; 2023-08-25
OWNER: Poseidon Channelside PAGE 1 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Carlsbad Desalination Intake Modifications Shoring and Bracing Calculations Engineer: Jared Nelson R.C.E. 80712 Description of Work This design covers the support of excavation and sequencing for the proposed shoring and bracing system that will be used for the construction of the Bulkhead structure, tie-in vaults, and 88-inch diameter FRP pipeline. References 1. Carlsbad Desalination Plant, Phase 2 Intake Modifications Construction Plans and Specification 100% Submittal, dated February 20, 2023. 2. Project Geotechnical Report, Prepared by HDR Engineering, Inc., updated January 2023. 3. Job 12531-01 Bulkhead Structure and Intake Vault SOE Drawings, prepared by J.F. Shea, dated August 25, 2023. 4. Job 12531-01 Bulkhead Structure and Intake Vault SOE Reference Analysis, prepared by J.F. Shea, REV3. 5. Naval Facilities Engineering Command DM-7.02, Foundations & Earth Structures. 6. American Institute of Steel Construction Manual, 15th Edition (AISC). 7. National Design Specification for Wood Construction, 2015 Edition (NDS). EXP. 3-31-2025 AINROFILAC FO E TATS LIVIC C80712 R E E N IG NE LAN OISSEFORP DERETSIGER NOSLEN .M DERAJ OWNER: Poseidon Channelside PAGE 2 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Symbol Definitions 𝛾𝑎= Allowable deflection ka = Active pressure coefficient kP = Passive pressure coefficient 𝑝𝑎 = Active pressure [lbs/ft2] 𝑝𝑘 = Surcharge pressure [lbs/ft2] 𝑝𝑘 = Passive pressure [lbs/ft2] 𝛾 = Assumed soil density [lbs3] Φ = Friction angle [degrees] Ω = ASD strength reduction factor bf = Flange width of soldier pile [ft] d = Section depth of soldier pile [ft] D = Depth of passive embedment [ft] H = Maximum depth of excavation [ft] E = Modulus of elasticity [ksi] EFP = Equivalent fluid pressure [lbs/ft2 per ft depth] Fy = Yield strength of steel member [ksi] S = Center-to-center spacing between soldier piles Vn /Ω = Vc = Available shear capacity [kips] Vmax = Vr= Required shear capacity [kips] Mn/Ω = Mc = Available moment capacity [ft-kips] Mmax = Mr = Required moment capacity [ft-kips] Pn/Ω = Pc = Pc = Available axial compression capacity [kips] Pmax = Pr = Required axial compression capacity [kips] OWNER: Poseidon Channelside PAGE 3 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Structural Properties of Materials • Sheet piles, GR 50 Fy = 50 ksi. • Structural Steel W & HP Shapes – A36, Fy = 36 ksi • Steel plates – Fy = 36 ksi • All welds shall be performed per AWS D1.1 with a 70 ksi electrode • Timber elements shall be Douglas Fir-Larch No. 2 or better. • Backfill concrete shall have a minimum compressive strength of 1000-psi Geotechnical Recommendations The values are based on the physical frictions angles and densities provided within the Geotechnical Report: Geotechnical Values Table: DESCRIPTION OF DESIGN SOIL STRATA ELEVATION FRICTION ACTIVE PRESSURE PASSIVE TOP BOTTOM DENSITY ANGLE KA DRAINED SUBMERGED KP DRAINED SUBMERGED PCF (DEGREES) PSF PSF PSF PSF NATIVE SAND 18 -23 120 32 0.31 37 18 3.25 391 188 SANTIAGO FORMATION -23 - 130 36 0.26 34 18 3.85 501 261 Notes & clarifications: 1. The active pressures are provided as an equivalent fluid pressure (EFP). For active pressure of an internally braced shoring system, multiply the value by 0.65. 2. Existing groundwater is anticipated and will be drawn down to elevation -9.5 for steps 1 through 4 and then elevation -16.0 for steps 5 though the backfill. Refer to drawings for details. 3. The passive width of a soldier pile is equal to 2x’s the width of the flange. 4. Passive resistance does not include a factor of safety. A factor of safety of 1.25 will be used to reduce the passive capacity. OWNER: Poseidon Channelside PAGE 4 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Shoring Pile Layout Sheet pile and soldier pile layouts are provided within the drawings. Please refer to drawing sheet S01.1 for the plan view layout and the steel grades, sections, and lengths. Sheet Piles – AZ14-700 Detailed analysis was performed using the computer application, CivilTech. Please refer to sheet R1 through R8 for detailed analysis. Pile Strength Table: Pile Shape Material B Sx Ix Mnx/Ω (in) (in3) (in4) (kip-ft) Sheet AZ14-700 GR50 12 26.0 156 71.5 Load Table: Stage Exist Grade Elevation Subgrade Elevation Cut Depth H Embed Depth D Pile top T Length L Active pressure (above GWT) Active pressure (below GWT) Active width Passive width ft Ft ft Ft ft ft psf psf ft ft 1 17.83 9.83 8.00 14.33 2.67 25.0 37H 296 18H 144 1.00 1.0 2 17.83 1.83 16.50 5.83 2.67 25.0 24H 396 12H 198 1.00 1.00 3 17.83 -4.50 22.33 0.00 2.67 25.0 24H 536 12H 268 1.00 1.00 4 17.83 -4.50 22.33 0.00 2.67 25.0 24H 536 12H 268 1.00 1.00 5 17.83 -12.50 30.33 27.00 2.67 60.0 24H 728 12H 364 1.00 1.00 6 17.83 -25.42 43.25 14.08 2.67 60.0 24H 1038 12H 519 1.00 1.00 7 17.83 -25.42 43.25 14.08 2.67 60.0 24H 1038 12H 519 1.00 1.00 8 17.83 -25.42 43.25 14.08 2.67 60.0 24H 1038 12H 519 1.00 1.00 Shoring Required Strength Table: Stage Mr(x) Mr(x) / Ma(x) Dmin Ddesign Dmin / Ddes Δmax r1 r2 r3 rconc ft-k ft Ft in klf klf klf klf 1 17.2 0.24 11.39 14.33 0.79 0.32 - - - - 2 27.8 0.39 5.72 5.83 0.98 0.55 4.8 - - - 3 14.4 0.20 0.00 0.00 - 0.13 4.2 9.8 - - 4 31.4 0.44 0.00 0.00 - 0.41 7.3 - - 7.1 5 31.5 0.44 9.60 27.00 0.36 0.45 6.8 14.1 - - 6 44.3 0.62 12.14 14.08 0.86 0.73 9.2 16.1 17.1 - 7 61.9 0.87 0.00 14.08 0.00 1.08 9.2 21.7 - 14.6 8 61.9 0.87 0.00 14.08 0.00 1.08 9.2 21.7 - 14.6 Max = 9.2 21.7 17.1 14.6 OWNER: Poseidon Channelside PAGE 5 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Soldier Piles Detailed analysis was performed using the computer application, CivilTech. Please refer to sheet R9 through R16 for detailed analysis. Pile Strength Table: Pile Shape Material Bf Sx Ix Mnx/Ω (in) (in3) (in4) (kip-ft) Soldier W24x162 A36 13 414 5170 842 Load Table: Stage Exist Grade Elevation Subgrade Elevation Cut Depth H Embed Depth D Pile top T Length L Active pressure (above GWT) Active pressure (below GWT) Active width Passive width ft ft ft Ft ft ft psf psf ft ft 1 17.83 9.83 8.00 53.33 3.67 65.0 37H 296 18H 144 10.67 2.17 2 17.83 1.83 16.50 44.83 3.67 65.0 24H 396 12H 198 10.67 2.17 3 17.83 -4.50 22.33 39.00 3.67 65.0 24H 536 12H 268 10.67 2.17 4 17.83 -4.50 22.33 39.00 3.67 65.0 24H 536 12H 268 10.67 2.17 5 17.83 -12.50 30.33 31.00 3.67 65.0 24H 728 12H 364 10.67 2.17 6 17.83 -25.42 43.25 18.08 3.67 65.0 24H 1038 12H 519 10.67 2.17 7 17.83 -25.42 43.25 18.08 3.67 65.0 24H 1038 12H 519 10.67 2.17 8 17.83 -25.42 43.25 18.08 3.67 65.0 24H 1038 12H 519 10.67 2.17 Shoring Required Strength Table: Stage Mr(x) Mr(x) / Ma(x) Dmin Ddesign Dmin / Ddes Δmax r1 r2 r3 rconc ft-k ft ft in klf klf klf klf 1 257.2 0.31 21.38 53.33 0.40 0.17 - - - - 2 356.9 0.42 10.69 44.83 0.24 0.30 5.0 - - - 3 201.8 0.24 8.28 39.00 0.21 0.04 5.0 8.0 - - 4 201.8 0.24 8.28 39.00 0.21 0.04 5.0 8.0 - - 5 375.1 0.45 16.41 31.00 0.53 0.23 6.6 14.7 - - 6 499.8 0.59 16.24 18.08 0.90 0.29 8.9 16.3 18.0 - 7 797.2 0.95 0 18.08 0.00 0.48 8.9 23.2 - 15.5 8 659.4 0.78 0 18.08 0.00 0.26 13.0 23.0 - 12.1 Max = 13.0 23.2 18.0 15.5 Steel Plates and Timber Lagging Timber lagging and steel plates shall be used between soldier piles to retain the soil. The maximum lateral pressure is 65% of the total to account for soil arching. Per Caltrans shoring manual, the maximum value for the active pressure shall be as follows: 𝑝𝑎𝑎𝑘=0.6𝑝𝐴+𝑝𝑘=0.6(24𝐻)+150 =773 𝑝𝑝𝑑 OWNER: Poseidon Channelside PAGE 6 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Check timber lagging bays: Available bending stress, 𝐹𝑎′=𝐴𝑎𝐴𝐴𝐴𝑘𝐹𝑎=(1.25)(1.2)(1.15)(900)=1552 𝑝𝑝�ℎ Available unsupported span 𝑑𝑎=𝐹𝑎=𝐿𝑝 𝑆𝑡 = 𝑘𝐿𝑈2 8 𝑎𝑎2 6 ⁄= (773 𝑘𝑘𝑎)𝐿𝑈2 8 × 12 (12𝑎2 6 ) ⁄=1159𝐿𝑈2 2𝑎2 ; →𝑑2 =1159𝐿𝑈2 2(1552) Minimum required timber lagging thickness, 𝑑 = 0.6111𝐿𝑆 Unsupported lengths, 𝐿𝑆=𝑅−𝐴𝑎 Timber lagging Table: S Bf Lu d min d (actual) ft In ft in in 6.33 13.00 5.25 3.21 3.5 8.33 13.00 7.25 4.43 5.5 13.50 13.00 12.42 7.59 9.5 16.80 6.50+4.0 = 10.50 15.93 9.73 11.5 Check steel plate bays: Available bending stress, 𝐹𝑎=0.90𝐹𝑘=0.90(36,000)=32,400 𝑝𝑝�ℎ (AISC Eq. F11-1) Available unsupported span 𝑑𝑎=𝐹𝑎=𝐿𝑝 𝑆𝑡 = 𝑘𝐿𝑈2 8 𝑎𝑎2 6 ⁄= (773 𝑘𝑘𝑎)(12)𝐿𝑈2 8 (12𝑎2 6 )⁄=1159𝐿𝑈2 2𝑎2 ; →𝑑2 =1159𝐿𝑈2 2(32,400) Minimum required steel plate thickness, 𝑑 = 0.1338𝐿𝑆 Unsupported lengths, 𝐿𝑆=𝑅−𝐴𝑎 Timber lagging Table: S Bf Lu d min d (actual) ft In ft in In 6.33 13.00 5.25 0.70 0.75 8.33 13.00 7.25 0.97 1.00 OWNER: Poseidon Channelside PAGE 7 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Check Pipe Bay Panels: Trench Shoring Co. slide rail panels will be used from existing grade down to the top of the existing 72-inch FRP intake pipeline. The panels are rated for specified tabulated pressure rating for each type. The tabulated data sheet can be found within the reference sheets, R17. Required panel pressure capacity, 𝑝𝑘=𝑝𝑎𝑎𝑘�ℎ𝑘𝑎+𝑝𝑘𝑘𝑘𝑎�𝑎𝑘𝑎𝑎=1038 +150 =188 𝑝𝑝𝑑 Trench Shoring Co. - Slide Rail Panel Table S I.D. qr qc Strength Ratio ft - psf psf - 13.50 TP-040-XH 1188 2600 0.46 BP-040-XH 1188 2500 0.48 16.80 TP-060-XH-5.91 1188 1500 0.79 BP-060-XH-5.91 1188 1400 0.85 IPS Wall Ledger at 72-inch Intake Pipeline A new vault will be constructed around the existing 72-inch diameter intake pipeline, which will require a wall ledger attached to the exterior wall of the IPS. Use the full soil load maximum, no soil arching. Maximum uniform lagging pressure, 𝑝𝑘=𝑝𝑎+𝑝𝑘=1038 +150 =1188 𝑝𝑝𝑑 Maximum uniform ledger load, 𝑃𝑘𝑎𝑘 = 𝑤𝑘𝑎𝑘 =(1.188 𝑘𝑘𝑎)(16.8’) 2 = 9.979 𝑘𝑘𝑑 OWNER: Poseidon Channelside PAGE 8 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Determine free body diagram: Sum of the vertical forces, Σ𝐹𝑘: 𝑃𝑘𝑎𝑘=𝑉𝐴𝐴 Sum of the horizontal forces, Σ𝐹𝑘: 𝑅𝐴𝐴=𝑅𝐴𝑘𝑘𝑎 Sum of the moments about the anchor bolt, Σ𝐿𝐴𝐴:𝑤1𝑃𝑘𝑎𝑘=𝑤1𝑅𝑎𝑘𝑘𝑎 →(2)(9.979) = (4)𝑅𝑎𝑘𝑘𝑎, 𝑅𝑎𝑘𝑘𝑎=4.990 𝑘𝑘𝑑 Therefore, 𝑅𝐴𝐴=4.990 𝑘𝑘𝑑 𝑉𝐴𝐴=9.979 𝑘𝑘𝑑 Check wall ledger bending: Leg thickness, t = 5/8” (0.625”) Leg unit section modulus, 𝑅=𝑎𝑎2 6 =(12)(0.625)2 6 =0.78125�ℎ𝑘3 𝑎𝑘 Leg available bending strength, 𝐿𝑎=0.75𝐹𝑘𝑅=0.75(36)(0.78)/12 =1.758 k-ft Required bending strength, 𝐿𝑘=𝑤𝐿= (9.979 k)(.33)/2 = 1.662 k-ft < Ma Check wall ledger anchorage: ¾” diameter x 6-inch embedded Simpson Titen anchor bolts shall be spaced at 6-inches on center. Analysis was performed using the computer application Simpson Strong-Tie – Anchor Designer. For detailed analysis refer to the IPS Wall Ledger Analysis, R18 through R23. Ultimate shear load, 𝑉𝑘𝑘𝑘=1.4𝑉𝑘=1.4(9979)=13,971 plf Ultimate tensile load, 𝑅𝑘𝑘𝑘=1.4𝑅𝑘=1.4(4990)=6,985 plf Interaction, (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 ) 5 3 + (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 ) 5 3 = 0.54 + 0.31 =0.85 < 1.0 IPS Wall Ledger at Transition Vault The west transition vault will require a wall ledger attached to the exterior wall of the IPS. Use the full soil load maximum, no soil arching. Maximum uniform lagging pressure, 𝑝𝑘=𝑝𝑎+𝑝𝑘=1038 +150 =1188 𝑝𝑝𝑑 Maximum uniform ledger load, 𝑃𝑘𝑎𝑘 = 𝑤𝑘𝑎𝑘 =(1.188 𝑘𝑘𝑎)(11.04′) 2 =6.558 𝑘𝑘𝑑 OWNER: Poseidon Channelside PAGE 9 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Determine free body diagram: Sum of the vertical forces, Σ𝐹𝑘: 𝑃𝑘𝑎𝑘=𝑉𝐴𝐴 Sum of the horizontal forces, Σ𝐹𝑘: 𝑅𝐴𝐴=𝑅𝐴𝑘𝑘𝑎 Sum of the moment about the anchor bolt, Σ𝐿𝐴𝐴:𝑤1𝑃𝑘𝑎𝑘=𝑤1𝑅𝑎𝑘𝑘𝑎 →(2)(6.558) = (4)𝑅𝑎𝑘𝑘𝑎, 𝑅𝑎𝑘𝑘𝑎=3.279 𝑘𝑘𝑑 Therefore, 𝑅𝐴𝐴=3.279 𝑘𝑘𝑑 𝑉𝐴𝐴=6.558 𝑘𝑘𝑑 Check wall ledger bending: Leg thickness, t = 5/8” (0.625”) Leg unit section modulus, 𝑅=𝑎𝑎2 6 =(12)(0.625)2 6 =0.78125�ℎ𝑘3 𝑎𝑘 Leg available bending strength, 𝐿𝑎=0.75𝐹𝑘𝑅=0.75(36)(0.78125)/12 =1.758 k-ft Required bending strength, 𝐿𝑘=𝑤𝐿= (6.558 k)(.33)/2 = 1.093 k-ft < Ma Check wall ledger anchorage: ¾” diameter x 6-inch embedded Simpson Titen anchor bolts shall be spaced at 6-inches on center. Analysis was performed using the computer application Enercalc. For detailed analysis refer to the IPS Wall Ledger Analysis, R24 through R28. Ultimate shear load, 𝑉𝑘𝑘𝑘=1.4𝑉𝑘=1.4(6558)=9181 plf OWNER: Poseidon Channelside PAGE 10 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Ultimate tensile load, 𝑅𝑘𝑘𝑘=1.4𝑅𝑘=1.4(3279)=4591 plf Minimum edge distance from concrete face to center of bolt = 8-inches Interaction, (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 )+ (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 )= 0.60 < 1.0 Sheet Pile & Soldier Pile Internal Bracing The bracing for the shoring system shall be designed based on the greatest load conditions for each stage of construction. Row 1 Internal Bracing Row 1 bracing layout can be found on drawing sheet S01.2. Analysis was performed using the computer application Visual Analysis and Enercalc. For detailed analysis refer to the Row 1 Bracing Analysis, R29 through R43. Governing Brace Loads: • Bulkhead structure sheet pile = 7.3 kips/ft • Vault and pipeline sheet pile = 9.2 kips/ft • Vault and intake soldier pile = (Trib. Width) x (13.0 kips/ft) Row 1 Bracing Available Capacity Brace Grade Section Vnx/Ω Mnx/Ω Cny/Ω Rn/Ω d-2k tw (kips) (kip-ft) (kip-ft) (kips) (in) (in) B1 A36 W14x132 136.5 421.2 837.6 294.1 11.4 0.645 B2 A36 W14x132 136.5 421.2 837.6 294.1 11.4 0.645 W1 A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W2a A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W2b A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W3 A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W4 A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W5 A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W6 A36 W14x159 160.9 516.6 1008.2 339.7 11.4 0.745 W7 A36 W14x145 144.9 468.0 921.9 310.1 11.5 0.680 OWNER: Poseidon Channelside PAGE 11 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Row 1 Bracing Required Capacity Brace Vr Vr/Va Pr Pr/Pa Mr Mr/Ma Pr/Pa + Mr/Ma (kips) (kips) (kip-ft) B1 54.1 0.40 103.3 0.12 72.6 0.17 0.23 B2 112.8 0.83 29.5 0.04 72.6 0.17 0.19 W1 50.7 0.26 104.9 0.14 110.3 0.19 0.26 W2a 72.1 0.37 112.8 0.15 117.7 0.20 0.28 W2b 78.0 0.41 101.1 0.14 270.8 0.46 0.53 W3 56.3 0.29 163.8 0.22 211.6 0.36 0.54 W4 97.9 0.51 0.0 0.00 296.8 0.50 0.50 W5 96.4 0.50 0.0 0.00 297.9 0.51 0.51 W6 152.0 0.94 0.0 0.00 317.7 0.61 0.61 W7 91.5 0.63 71.8 0.08 300.0 0.64 0.68 Table notes: (1) If 𝑃𝑝 𝑃𝑎 <0.20, then interaction equation is 𝑃𝑝 2𝑃𝑎 +𝐿𝑝 𝐿𝑎 . If 𝑃𝑝 𝑃𝑎 ≥0.20, then interaction equation is 𝑃𝑝 𝑃𝑎 +8𝐿𝑝 9𝐿𝑎 . Row 1 Struts The struts are checked for axial capacity and weak axis bending from the deadload weight of the beam. In addition, strut S1 is a knee brace at 45-degree angle. Shear capacity of the web is verified for the knee brace. Row 1 Struts Available vs. Required Capacity Brace Grade Section Lu Pr Pa Pr/Pa Mr Ma Mr/Ma Pr/Pa + Mr/Ma (ft) (kips) (kips) (kip-ft) (kip-ft) S1 A36 W14x132 11.31 121.0 781.0 0.15 2.1 128.3 0.02 0.09 S2 A36 HP14x89 27.33 137.0 357.2 0.38 8.3 117.3 0.07 0.45 S3 A36 HP14x89 17.92 158.4 462.8 0.34 3.6 117.3 0.03 0.37 S4 A36 HP14x89 18.67 152.0 457.6 0.33 3.9 117.3 0.03 0.36 Row 1 Knee Brace Shear Available vs. Required Capacity Brace Grade Section 1.41d tw Va Vr Vr/Va (in) (in) (kips) (kips) S1 A36 W14x132 20.7 0.645 192.5 85.6 0.44 Row 1 Brace Corner & Knee Brace Welds The internal bracing corner connections and knee brace connections are full penetration welds. In addition, stiffeners have been added at the corners. Weld calculations are therefore not required since the welded connections are equal to, or stronger than, the bracing members. OWNER: Poseidon Channelside PAGE 12 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Row 1 Soldier Pile Bracing Reaction Block The soldier pile loading to the internal bracing is unbalanced between wale W6 and W7. To balance the load, a reaction block will be anchored to the top of the existing IPS structure wall. The anchor block will be located along the north side of wale W6 to counter the uneven loading from W7. The reaction block will be made froma W24x117 beam and welded to a base plate. A series of Titen anchor will mount the block to the top of wall. For analysis, reference sheet R44 through R48. Row 1 load to Reaction block, R = 65.8 kips Check Anchors: The base plat shall be constructed of a 1” thick x 72” long x 24” wide steel plate. The anchorage will consist of 12-each ¾” diameter x 6-inch embedment Simpson Titen anchor bolts. The reinforced concrete walls of the IPS have a design compressive strength of 4000-psi. Governing ultimate shear plate group load, 𝑉𝑘=1.4𝑉𝑘=1.4(65.8)=92.1 𝑘 Governing ultimate moment plate group load, 𝐿𝑘=𝑤𝑉𝑘=(0.83′)(92.1𝑘)=76.5𝑑𝑝−𝑘 Results: Interaction, (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 ) 5 3 + (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 ) 5 3 = 0.63 + 0.31 =0.94 < 1.0 OWNER: Poseidon Channelside PAGE 13 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Row 2A Internal Bracing (Sheet Pile Only) Row 2A bracing layout can be found on drawing sheet S01.3. This covers the sheet pile row-2 bracing through step-3. Analysis was performed using the computer applications Visual Analysis and Enercalc. For detailed analysis refer to the Row 2 Bracing Analysis, R49 through R59. Governing Brace Loads: • Bulkhead structure sheet pile = 9.8 kips/ft • Vault and pipeline sheet pile = 9.8 kips/ft Row 2A Bracing Available Capacity Brace Grade Section Vnx/Ω Mnx/Ω Cny/Ω Rn/Ω d-2k tw (kips) (kip-ft) (kip-ft) (kips) (in) (in) B1 A36 W14x145 144.9 468.0 921.9 310.1 11.5 0.680 B2 A36 W14x145 144.9 468.0 921.9 310.1 11.5 0.680 W1 A36 W24x117 192.5 588.6 742.4 161.0 21.6 0.550 W2a A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W2b A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W3 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W4 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W5 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 Row 2A Bracing Required Capacity Brace Vr Vr/Va Pr Pr/Pa Mr Mr/Ma Pr/Pa + Mr/Ma (kips) (kips) (kip-ft) B1 71.4 0.49 137.4 0.15 97.0 0.21 0.28 B2 150.1 1.04 38.5 0.04 97.0 0.21 0.23 W1 69.4 0.36 139.6 0.19 141.2 0.24 0.33 W2a 76.1 0.21 150.1 0.14 189.8 0.17 0.24 W2b 82.6 0.23 137.6 0.13 287.6 0.25 0.32 W3 59.4 0.17 176.6 0.17 230.2 0.20 0.28 W4 105.7 0.29 0.0 0.00 327.4 0.29 0.29 W5 102.6 0.29 0.0 0.00 315.2 0.28 0.28 Table notes: (2) If 𝑃𝑝 𝑃𝑎 <0.20, then interaction equation is 𝑃𝑝 2𝑃𝑎 +𝐿𝑝 𝐿𝑎 . If 𝑃𝑝 𝑃𝑎 ≥0.20, then interaction equation is 𝑃𝑝 𝑃𝑎 +8𝐿𝑝 9𝐿𝑎 . Row 2A Struts The struts are checked for axial capacity and weak axis bending from the deadload weight of the beam. In addition, strut S1 is a knee brace at 45-degree angle. Shear capacity of the web is verified for the knee brace. OWNER: Poseidon Channelside PAGE 14 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Row 2A Struts Available vs. Required Capacity Brace Grade Section Lu Pr Pa Pr/Pa Mr Ma Mr/Ma Pr/Pa + Mr/Ma (ft) (kips) (kips) (kip- ft) (kip- ft) S1 A36 W14x132 11.31 160.0 781.0 0.20 2.3 203.0 0.01 0.22 S2 A36 W14x132 27.33 158.6 560.4 0.28 12.3 203.0 0.06 0.34 S3 A36 W14x132 17.92 165.1 704.1 0.23 5.3 203.0 0.03 0.26 Row 2A Struts Available vs. Required Capacity Brace Grade Section 1.41d tw Va Vr Vr/Va (in) (in) (kips) (kips) S1 A36 W14x132 20.7 0.65 192.5 113.1 0.59 Row 2A Brace Corner & Knee Brace Welds The internal bracing corner connections and knee brace connections are full penetration welds. In addition, stiffeners have been added at the corners. Weld calculations are therefore not required since the welded connections are equal to, or stronger than, the bracing members. Row 2B Internal Bracing (Sheet Pile & Soldier Pile) Row 2B bracing layout can be found on drawing sheet S01.4. This covers the sheet pile and soldier pile row-2 bracing of step4 through step-7. During Step 4, the row-2 bracing at the bulkhead will be replaced with fill concrete atop the existing culvert. Once the backfill concrete has reached the required compressive strength, the bracing may be modified as shown on sheet S01.4. Modifications include the removal of brace members W1, B1, B2, and S1. Bracing Members W2a and W2b are modified and two S2 members will be removed. Analysis was performed using the computer applications Visual Analysis and Enercalc. For detailed analysis refer to the Row 2 Bracing Analysis, R60 through R74. Governing Brace Loads: • Vault and pipeline sheet pile = 21.7 kips/ft • Soldier pile shoring at east vault = 23.2 kips/ft Row 2B Bracing Available Capacity Brace Grade Section Vnx/Ω Mnx/Ω Cny/Ω Rn/Ω d-2k tw (kips) (kip-ft) (kip-ft) (kips) (in) (in) W2 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W3 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W4 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W5 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W6 A36 W24x229 359.4 1145.0 1060.9 437.8 21.5 0.960 W7 A36 W14x193 198.6 639.0 1226.3 405.8 10.6 0.890 OWNER: Poseidon Channelside PAGE 15 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Row 2B Bracing Required Capacity Brace Vr Vr/Va Pr Pr/Pa Mr Mr/Ma Pr/Pa + Mr/Ma (kips) (kips) (kip-ft) W2 204.4 0.57 75.8 0.07 818.2 0.71 0.75 W3 147.1 0.41 355.8 0.34 559.2 0.49 0.77 W4 234.7 0.65 0.0 0.00 732.1 0.64 0.64 W5 225.9 0.63 0.0 0.00 662.3 0.58 0.58 W6 278.5 0.77 0.0 0.00 674.5 0.59 0.59 W7 163.2 0.82 128.1 0.10 557.5 0.87 0.92 Table notes: (3) If 𝑃𝑝 𝑃𝑎<0.20, then interaction equation is 𝑃𝑝 2𝑃𝑎+𝐿𝑝 𝐿𝑎. If 𝑃𝑝 𝑃𝑎≥0.20, then interaction equation is 𝑃𝑝 𝑃𝑎+8𝐿𝑝 9𝐿𝑎. Row 2B Struts The struts are checked for axial capacity and weak axis bending from the deadload weight of the beam. In addition, strut S1 is a knee brace at 45-degree angle. Shear capacity of the web is verified for the knee brace. Row 2B Struts Available vs. Required Capacity Brace Grade Section Lu Pr Pa Pr/Pa Mr Ma Mr/Ma Pr/Pa + Mr/Ma (ft) (kips) (kips) (kip- ft) (kip- ft) S2 A36 W14x132 27.33 390.1 560.4 0.70 12.3 203.0 0.06 0.75 S3 A36 W14x132 17.92 364.4 704.1 0.52 5.3 203.0 0.03 0.54 S4 A36 W14x132 18.43 278.5 697.1 0.40 5.6 203.0 0.03 0.42 S5 A36 W14x132 16.43 131.1 723.7 0.18 4.5 203.0 0.02 0.11 Row 2B Brace Corner Welds The internal bracing corner connections and knee brace connections are full penetration welds. In addition, stiffeners have been added at the corners. Weld calculations are therefore not required since the welded connections are equal to, or stronger than, the bracing members. OWNER: Poseidon Channelside PAGE 16 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Row 2 Shear Plate At the IPS exterior wall row-2 bracing, strut type S5 will need to be secured to the wall through a shear plate connection (see Sheet S24). The shear plate will transfer the axial load from strut S5 and the moment created by the eccentrically loaded connection. The analysis of the plate anchorage to the IPS wall exterior was performed using the computer application Simpson Strong-Tie. Please see sheets R75 through R80 for the detailed analysis and results. Inputs: Maximum axial load to strut S5, 𝑃𝑘𝑎𝑘=131.1 𝑘 Ultimate axial load, 𝑃𝑘=1.4𝑃𝑘𝑎𝑘=1.4(131.1)× 1000 =183,540 𝑘𝑎𝑝 Eccentricity, 𝑑= 𝐴 2 +𝑝=1.225′ 2 +0.0833′=0.6958′ Ultimate moment, 𝐿𝑘=𝑑𝑃𝑘=0.6958(183,540)= 127,707 𝑑𝑝−𝑘𝑎𝑝 Results: Interaction, (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 ) 5 3 + (𝑆𝑡𝑙𝑡 𝜙𝑆𝑛 ) 5 3 = 0.63 + 0.32 =0.95 < 1.0 OWNER: Poseidon Channelside PAGE 17 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Load transfer through weld The axial load through the strut will require a fillet weld along the beam flange in contact with the shear plate. The weld will require that it transfers the (i) shear component and (ii) the eccentricity, which produces the moment. Weld length per side, 𝑘𝑘=60” Weld group section modulus, 𝑅𝑘=𝑛𝑘𝑡2 6 =(2𝑑𝑎)× (60)2 6 =1200 �ℎ𝑛2 Weld unit tension load, 𝑝𝑘𝑘=𝑃𝑎 𝑆𝑡 =131.1×7.35 1200 =0.803 𝑘𝑘�ℎ Weld unit shear load, 𝑝𝑘𝑘=𝑃 𝑘𝑘𝑡 =131.1 2×60 =1.0925 𝑘𝑘�ℎ Resultant vector weld unit load, 𝑝𝑘=(𝑝𝑘𝑘2 +𝑝𝑘𝑘2 )0.5 = 1.36 𝑘𝑘�ℎ Vector angle, 𝜃=tan−1 (𝑘𝑡𝑡 𝑘𝑡𝑡 )=23.6° Available unit weld capacity, 𝑝𝑎=0.3𝐹𝐴𝑋𝑋(0.707𝑝𝑘)(1 +0.5sin1.5 𝜃)=0.3(70)(0.707𝑝𝑘)(1 +0.5 sin1.5 23.6)=16.7275𝑝𝑘 Try a ¼” fillet weld, 𝑝𝑎=16.7275(0.25)=4.18 𝑘𝑘�ℎ>𝑝𝑘=1.36 𝑘𝑘�ℎ Row 3 Internal Bracing Row-3 bracing layout can be found on drawing sheet S01.5. The governing loads from Row-3 bracing are less than the Row-2 unit-loads. The member sizes and welded connections shall remain the same as Row 2 bracing. Governing Brace Loads: • Vault and pipeline sheet pile =17.1 kips/ft < 21.7 kips/ft • Vault and intake soldier pile = (Trib. Width) x (18.0 kips/ft) < (Trib. Width) x (23.2 kips/ft) Internal Bracing Re-shoring (Sheet Piles and Soldier Piles) Step 8 requires that the bracing elements be shifted to complete the west and east tie-in vaults from elevation - 2.0 to existing grade. Bracing re-shore layout can be found on drawing sheet S01.8. Governing Brace Loads: • West vault and pipeline sheet pile =21.7 kips/ft • East vault and intake soldier pile = (Trib. Width) x (23.0 kips/ft) OWNER: Poseidon Channelside PAGE 18 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B West Vault Reshoring of Wale Type W2 Analysis of the west vault reshoring of row-2 wale W2 was performed using the computer application Enercalc. Please refer to sheet R82 through R87 for detailed analysis. The following steps need to occur to allow for the completion of the vaults: a. Install an anchored bearing plate to the outside face of the Bulkhead structure walls along the north and south face, centered on row-2 wale W2. Install and weld the re-shore strut between the face of bearing plate and the flange of wale W2. Refer to drawing sheet S25 for details. b. Install and weld the re-shore strut between the walers as shown on sheet S01.8 c. Remove interfering strut S2 per drawing sheet S01.8. Results for Wale Type W2 (modified for step-8): Shear strength ratio, 𝑆𝑝 𝑆𝑎 =301.6 𝑘 359.4 𝑘=0.84 < 1.0 Bending strength ratio, 𝐿𝑝 𝐿𝑎 =723.8 𝑘−𝑎𝑘 1212.6 𝑘−𝑎𝑘=0.60 < 1.0 Axial load to Bulkhead structure wall bearing plate, 𝑅1 =132.4 𝑘 Axial load to re-brace strut, 𝑅2 =533.8 𝑘 Results for the Bulkhead Structure Re-shore Strut Bearing Plate: Bending stress ratio, 𝑎𝑎 𝐴𝑎 =2.66 𝑘𝑘�ℎ 32.4 𝑘𝑘�ℎ=0.08 < 1.0 Concrete bearing stress ratio, 𝑎𝑡 𝐴𝑝 =0.57 𝑘𝑘�ℎ 2.46 𝑘𝑘�ℎ=0.23 < 1.0 Results for the Re-shore Strut: Axial compression strength ratio, 𝑃𝑝 𝑃𝑎 =533.8𝑘 644.2 𝑘=0.83 < 1.0 Bending strength ratio, 𝐿𝑝 𝐿𝑎 =13.5 𝑘−𝑎𝑘 238.9 𝑘−𝑎𝑘=0.06 < 1.0 Combined strength ratio, 𝑃𝑝 𝑃𝑎 +8 9 × 𝐿𝑝 𝐿𝑎 =0.88 OWNER: Poseidon Channelside PAGE 19 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B East Vault Reshoring Analysis of the east vault reshoring was performed using the computer application Enercalc. Please refer to sheet 88 through R92 for detailed analysis. The following steps need to occur to allow for the completion of the vaults: a. Install steel beams within the lower vault north and south walls, centered on elevation -4.67. Install and wedge the timber struts within the vault. b. Install wale W9, centered on elevation -4.67. Install anchored bearing plates along the north outside face of the vault wall, centered on wale W9. Install steel struts between wale W9 and the bearing plates. Install steel struts to soldier piles. c. Remove row-2 bracing at the soldier piles. Results from Wale W9 Loads: Shear strength ratio, 𝑆𝑝 𝑆𝑎 =182.9 𝑘 253.8 𝑘=0.72 < 1.0 Bending strength ratio, 𝐿𝑝 𝐿𝑎 =371.3 𝑘−𝑎𝑘 840.7 𝑘−𝑎𝑘=0.44 < 1.0 Axial load to east vault wall bearing plate, 𝑅2 =271.7 𝑘 Results for the East Vault Re-shore Strut Bearing Plate: Bending stress ratio, 𝑎𝑎 𝐴𝑎 =6.43 𝑘𝑘�ℎ 32.4 𝑘𝑘�ℎ=0.20 < 1.0 Concrete bearing stress ratio, 𝑎𝑡 𝐴𝑝 =1.17 𝑘𝑘�ℎ 2.46 𝑘𝑘�ℎ=0.48 < 1.0 Backfill Concrete as Brace There are a few different situations that require a plain concrete backfill be placed and then the interfering bracing be removed to allow the construction of the new structure walls: • Scenario 1 – Bulkhead structure (Stage 4): The concrete will be placed from top of existing concrete culvert to the top of Bulkhead foundation. 𝑝𝑎𝑘𝑘𝑎=7.1 𝑘𝑘𝑑 • Scenario 2 – Intake vault and pipeline mud slab (Stage 7): The concrete will be placed from top of existing concrete culvert to the top of Bulkhead foundation. 𝑝𝑎𝑘𝑘𝑎=(15.5 𝑘𝑘𝑑)× (𝑅𝑝�ℎ𝑎 𝑤�ℎ𝑑𝑝�) OWNER: Poseidon Channelside PAGE 20 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Check Scenario 1 - Sheet Piles at Bulkhead Structure: Th fill concrete will require that the 12-ft diameter corrugated metal pipe (cmp) shaft be bridged properly. As shown in drawing sheet S01.4, this will be accomplished by adding four #6 bars at the concrete tension face. Analysis of the fill concrete was performed using the computer application Enercalc. Please refer to sheet R96 through R97 for detailed analysis. Uniform load to fill concrete, w = 7.3 klf Beam span, L = [shaft dia.] + 2x[1/2 concrete depth] = 12+2.5 = 14.5’ Beam bending strength ratio: 𝐿𝑡 𝜙𝐿𝑛 =89.5 202.7 =0.44 Adjacent concrete loading rom bridged shaft, R1 = R2 = 53.0 kips Description Symbol U.O.M. Units Ultimate axial compression load to fill Concrete Pult = 1.4P kips 74.2 Strength reduction factor Φ - 0.65 Fill concrete compressive strength f'c Psi 2000 Depth of fill concrete H In 30 Width of fill concrete (slab-to-FOS) Lc In 193 Gross concrete (column along side of 12’ CMP Ag in2 900 Concrete brace unit compressive capacity: 𝛷𝑃𝑘=𝜙0.60𝑑′𝑎𝐴𝑎[1−(𝑘𝑎 32�) 2 ]= 702 𝑘>74.2 𝑘 Concrete brace bearing capacity: 𝛷𝐴𝑘= 𝜙(0.85𝑑𝑎′𝐴𝑎)=995 𝑘 > 74.2 𝑘 Check Scenario 2 – Soldier Piles at Intake Vault: Maximum point load = (15.5klf)(4.25+16.8)/2 = 163.14 kips Description Symbol U.O.M. Units Ultimate axial compression load to fill Concrete Pult = 1.4P kips 228 Strength reduction factor Φ - 0.65 Fill concrete compressive strength f'c Psi 2000 Depth of fill concrete H In 24 Width of fill concrete (FOS-to-FOS) Lc In 256 Gross concrete area per unit width of shoring wall Ag = h(2Bf) in2 624 Concrete brace unit compressive capacity: 𝛷𝑃𝑘=𝜙0.60𝑑′𝑎𝐴𝑎[1−(𝑘𝑎 32�) 2 ]=487 𝑘�ℎ𝑝𝑝 > 228 𝑘�ℎ𝑝𝑝 OWNER: Poseidon Channelside PAGE 21 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Concrete brace bearing capacity: 𝛷𝐴𝑘= 𝜙(0.85𝑑𝑎′𝐴𝑎)=690 𝑘�ℎ𝑝𝑝> 228 𝑘�ℎ𝑝𝑝 72” (FRP) Intake Pipeline Temporary Overhead Support The new transition vault will be constructed around the live 72-inch diameter FRP intake pipeline. The pipeline will be removed within the vault after the completion and backfill of the shoring system. To construct the new vault around the pipeline, the pipe will need to be temporarily supported by means of overhead strongback beam support and wire rope hangers. This will occur in Stage 6 of the excavation plans and will be required until the new vault slab is placed. After the vault slab is placed cribbing will be placed between the bottom of pipeline and the top of concrete foundation. Pipe & Fluid Uniform Loads Description Symbol Unit UOM Pipe wall material - FRP - Pipe inside diameter D 72 in Wall thickness t 1.49 in Section area Ap = πDt 2.35 ft2 Pipe unit weight Wp = Apyp 352.0 lbs/ft Fluid density yw 62.4 pcf Fluid section area (full) Aw = πD2/4 28.3 ft2 Fluid weight (full) Ww = Awyw 1764.3 lbs/ft Pipe + Fluid unit weight (full) Wt = Wp + Ww 2116.3 lbs/ft Pipe Support Point Loads from Hangers Location x- distance trib. Length Hanger load (ft) (ft) (lbs) Hanger 1 - bottom beam 9.18 5.47 11566 Hanger 2 - bottom beam 13.18 4.00 8465 Hanger 3 - bottom beam 17.18 5.12 10825 Hanger 4 - top beam 6.00 4.12 8709 Hanger 5 - top beam 8.00 3.63 7672 OWNER: Poseidon Channelside PAGE 22 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Wire Rope Hangers & Turnbuckles The 72-inch diameter (FRP) intake pipeline will be supported by ½-inch diameter wire rope hangers. The upper hanger will be a vertical hanger with thimble terminated ends. The lower hangers will be looped through the turnbuckle pin and around the pipeline. The turnbuckle will be used to pre-tension the hangers to minimize pipeline movement. Please refer to R99 through R101 for hanger wire rope and turnbuckle strengths and efficiencies. Required hanger load: Hanger maximum vertical load, 𝑃𝑘𝑎𝑘=11,566 lbs. (Say 12 kips) Single loop tension at 60-deg angle, 𝑅𝑘𝑎𝑘= 1 2𝑃𝑝𝑒𝑝 cos(30)= 1 2(12000) 0.866 =6,928 lbs. OWNER: Poseidon Channelside PAGE 23 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Check ½” diameter 6x19 wire rope available strength: Break strength in pure tension, T = 21,400 lbs. W/R efficiency around turnbuckle pin, Ratio A = =𝑘�𝑎𝑎𝑘𝑎 𝑎�ℎ𝑎. 𝑘𝑘𝑘𝑎 𝑎�ℎ𝑎.=1 .5 =2 (Use 65% efficiency) Adjusted break strength in pure tension, 𝑅𝑎=0.65(21,400)=13,910 lbs. Factor of Safety, 𝐹𝑅=𝑆𝑎 𝑆𝑝𝑒𝑝 =13,910 6,928 =2.0 > 2.0 Check 1”-diameter Turnbuckle (Jaw-Jaw): Break strength of turnbuckle, 𝑅𝑎= 50,000 lbs. Required load through turnbuckle, 𝑅𝑘𝑎𝑘=8,211 lbs. Factor of Safety, 𝐹𝑅=𝑆𝑎 𝑆𝑝𝑒𝑝 =50,000 12,000 =4.2 > 2.0 Check 5/8” diameter 6x19 wire upper hanger available strength: Break strength in pure tension, T = 35,900 lbs. Factor of Safety, 𝐹𝑅=𝑆𝑎 𝑆𝑝𝑒𝑝 =35,900 12,000 = 3.0 > 2.0 Check 7/8” screw pin shackle: Working load limit with 5-to-1 factor of safety = 7.5-tons Maximum load = 6.0-tons < 7.5-tons OWNER: Poseidon Channelside PAGE 24 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Welded Steel Lug At each hanger a 1-inch thick A36 steel lug shall be welded to the bottom flange of the strongback. Shear rupture at hole: 𝑉𝑎=0.3𝐴𝑎𝑘𝐹𝑆=0.3(2 × 1”x1”)(58 ksi)= 34.8 kips > Treq Hole bearing capacity: 𝐴𝑎=1.2𝑑𝑝𝐹𝑘=1.2 (7 8)(1.0)(58𝑘𝑝�ℎ)=60.9 𝑘�ℎ𝑝𝑝 > 𝑅𝑘𝑎𝑘 Weld tensile strength: Total weld around length, 𝑘𝑘=2 × (1 +3)=8” Tensile weld strength, 𝑅𝑘=0.45𝐹𝐴𝑋𝑋𝐴𝑘=0.45(70𝑘𝑝�ℎ)(0.707 × .25 × 8.0)=44.5 𝑘>𝑅𝑘𝑎𝑘 OWNER: Poseidon Channelside PAGE 25 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B W14X145 Strongback The hangers will be secured to the lug welded to the bottom flange of the strongback. The lower strongback will be simply supported by the two bearing pads at the ends. The lower strongback will support hangers 1, 2, and 3 and the reaction load from the upper strongback. The upper strongback will be simply supported by the lower strongback and the north bearing pad. The upper strongback supports hanger 4 and 5. Analysis of the overhead support system has been performed using the computer application, Enercalc. Please refer to sheet R102 through R105 for detailed analysis. Upper Strongback Strength Ratio – W14x145 steel: Bending ratio: 𝐿𝑝𝑒𝑝 𝐿𝑎 =61.3 467.1 =0.13 <1.0 Shear ratio: 𝑆𝑝𝑒𝑝 𝑆𝑎 =10.4 145 =0.07 <1.0 Point load to lower strongback, 𝑅2 = 10.66 𝑘 Point load to bearing pad beam, 𝑅3 =8.48 𝑘 Lower Strongback Strength Ratio – W14x145 steel: Bending ratio: 𝐿𝑝𝑒𝑝 𝐿𝑎 =302.3 467.1 =0.65 <1.0 Shear ratio: 𝑆𝑝𝑒𝑝 𝑆𝑎 =26.2 145 =0.18 <1.0 Point load to lower strongback, 𝑅1 = 26.4 𝑘 Point load to bearing pad beam, 𝑅3 =20.3 𝑘 Check hanger pre-tensioning deflections: OWNER: Poseidon Channelside PAGE 26 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B The strongback hangers shall be tensioned at the hanger locations to produce the required strongback deflections so that the strongback is taking the full weight of the intake pipeline. A sequence is provided on sheet SP01, for hanger tensioning. Pipe Support Deflection at Hangers Location x-distance deflection (ft) (in) (ft) Hanger 1 9.18 0.70 0.06 Hanger 2 13.18 0.93 0.08 Hanger 3 17.18 1.03 0.09 Hanger 4 6.00 0.04 0.00 Hanger 5 8.00 0.05 0.00 OWNER: Poseidon Channelside PAGE 27 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Bearing pad and Support Beams The strongback will be resting atop bearing pad supports at each end of the strongback. Analysis can be found on sheets R106 through R111. Below is the south bearing pad on left and north bearing pad on the right. Check W24x104 bearing pad: Check South Pad Beam Strength Ratio: Bending ratio: 𝐿𝑝𝑒𝑝 𝐿𝑎 =40.0 519.2 =0.08 <1.0 Shear ratio: 𝑆𝑝𝑒𝑝 𝑆𝑎 =13.5 173.5 =0.08 <1.0 Maximum load to bearing pad beam, 𝑃𝑘𝑎𝑘=13.6 kips Check North Pad Beam Strength Ratio: Bending ratio: 𝐿𝑝𝑒𝑝 𝐿𝑎 =47.7 519.2 =0.09 <1.0 Shear ratio: 𝑆𝑝𝑒𝑝 𝑆𝑎 =16.1 173.5 =0.09 <1.0 Maximum load to bearing pad beam, 𝑃𝑘𝑎𝑘=13.6 & 16.2 kips Check HP14x89 bearing pad beams: Point load from W24x104, 𝑃𝑘𝑎𝑘=16.2 kips Bearing beam length, L = 4.0’ Uniform load transfer into timber pad, 𝑤=𝑃𝑝𝑒𝑝 𝐿=16.2 4 =4.05 klf Check Strength Ratio: Bending ratio: 𝐿𝑝𝑒𝑝 𝐿𝑎 =8.28 255.8 =0.03 <1.0 Shear ratio: 𝑆𝑝𝑒𝑝 𝑆𝑎 =8.28 122.2 =0.07 <1.0 Average uniform load to the south bearing pad, 𝑝𝑎𝑘𝑎=13.6+13.6 4×10 = 0.680 ksf Average uniform load to the north bearing pad, 𝑝𝑎𝑘𝑎=16.2+13.6 4×12 = 0.621 ksf OWNER: Poseidon Channelside PAGE 28 of 28 CONTRACTOR: JF Shea Construction Inc. JOB No. 12531-01 PROJECT: Carlsbad Desalination Plan – Phase 2 Intake Modifications DATE: 8/25/2023 SCOPE: Shoring and Bracing Calculations REV: 3.B Check bearing pad timbers (4-each, 6x12 Douglas Fir-Larch no. 2) The north bearing pas lumber pressure governs. Length of pad, L = 12.’ Check Strength Ratio: Bending ratio: 𝑎𝑎 𝐴𝑎 =769.9 787.5 =0.98 <1.0 Shear ratio: 𝑎𝑡 𝐴𝑡 =55.7 153 =0.36 <1.0 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R1 of R111 Sheet Piles Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R2 of R111 12531 - Carlsbad Desal Intake mODS - Phase 2 Sheet Pile - Stage 1 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Force EquilibriumMoment Equilibrium Depth(ft) 0 5 10 15 20 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PHASE 2 Wall Height=8.0 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile PILE LENGTH: Min. Embedment=11.39 Min. Pile Length=19.39 MOMENT IN PILE: Max. Moment=17.23 per Pile Spacing=1.0 at Depth=13.02 PILE SELECTION: Request Min. Section Modulus = 8.7 in3/ft=467.87 cm3/m, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.32(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 8 0.296 .037 8 .296 9 0.000 -.296 0 .15 8 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 9 0 22.33 5.212 .391 ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 8.00 1.00 PASSIVE SPACING: No.Z depth Spacing 1 0.00 1.00 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R3 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Sheet Pile - Stage 2 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1Depth(ft)0 5 10 15 20 25 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=16.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile PILE LENGTH: Min. Embedment=5.72 (8~10ft is recommended!!!) Min. Pile Length=22.22 MOMENT IN PILE: Max. Moment=27.80 per Pile Spacing=1.0 at Depth=8.70 PILE SELECTION: Request Min. Section Modulus = 10.1 in3/ft=543.41 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.12(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -1.5 0.0 1.0 4.8 4.8 0.0 0.0 0.0 UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .396 16.5 0.396 0 16.5 .396 17.5 0.000 -.396 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 17.5 0 800 305.9 .391 ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 16.50 1.00 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R4 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Sheet Pile - Stage 3 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 Depth(ft)0 5 10 15 20 25 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=22.3 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile MOMENT IN PILE: Max. Moment=14.38 per Pile Spacing=1.0 at Depth=15.01 PILE SELECTION: Request Min. Section Modulus = 5.2 in3/ft=281.04 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -1.5 0.0 1.0 4.2*4.2 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 9.8 9.8 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .536 22.33 0.536 0 22.33 .536 24.33 0 -0.26800 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 22.33 1.00 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R5 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Sheet Pile - Stage 4 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 Depth(ft)0 5 10 15 20 25 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=22.3 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile MOMENT IN PILE: Max. Moment=31.42 per Pile Spacing=1.0 at Depth=8.00 PILE SELECTION: Request Min. Section Modulus = 11.4 in3/ft=614.19 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -1.5 0.0 1.0 7.3*7.3 0.0 0.0 0.0 2. Strut 21.1 0.0 1.0 7.1 7.1 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .536 800 0.536 0 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.3 Z1 P1 Z2 P2 Slope 22.33 0 27.33 1.800 .360 ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 22.33 1.00 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R6 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Sheet Pile - Stage 5 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 Depth(ft)0 5 10 15 20 25 30 35 40 45 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=30.3 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile PILE LENGTH: Min. Embedment=9.60 Min. Pile Length=39.93 MOMENT IN PILE: Max. Moment=31.51 per Pile Spacing=1.0 at Depth=26.12 PILE SELECTION: Request Min. Section Modulus = 11.5 in3/ft=615.94 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -1.5 0.0 1.0 6.8*6.8 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 14.1 14.1 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .728 30.33 .728 0.000000 30.33 .728 32.33 0.000 -0.36400 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 32.33 0 800 144.3 .188 ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 30.33 1.00 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R7 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Sheet Pile - Stage 6 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 3 Depth(ft)0 5 10 15 20 25 30 35 40 45 50 55 60 65 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=43.3 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile PILE LENGTH: Min. Embedment=12.14 Min. Pile Length=55.39 MOMENT IN PILE: Max. Moment=44.25 per Pile Spacing=1.0 at Depth=40.98 PILE SELECTION: Request Min. Section Modulus = 16.1 in3/ft=865.06 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -1.5 0.0 1.0 9.2*9.2 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 16.1 16.1 0.0 0.0 0.0 3. Strut 28.5 0.0 1.0 17.1 17.1 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 1.038 33.83 1.038 0.000000 33.83 0.519 43.25 0.519 0.000000 43.25 .506 45.25 0 -0.25300 0 .15 10 0.150 33.83 0 43.25 0.588 .0624 43.25 .588 800 0.588 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 45.25 0 800 196.9 0.2610 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R8 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Sheet Pile - Stage 7 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 3 Depth(ft)0 5 10 15 20 25 30 35 40 45 50 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=43.3 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile MOMENT IN PILE: Max. Moment=61.88 per Pile Spacing=1.0 at Depth=28.24 PILE SELECTION: Request Min. Section Modulus = 22.5 in3/ft=1209.67 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 AZ14 has Section Modulus = 26.0 in3/ft=1397.76 cm3/m. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/foot=156.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -1.5 0.0 1.0 9.2*9.2 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 21.7 21.7 0.0 0.0 0.0 3. Strut 40.3 0.0 1.0 14.6 14.6 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 1.038 33.83 1.038 0.000000 33.83 .519 43.25 .519 0.000000 43.25 .506 45.25 0 -0.25300 0 .15 10 0.150 33.83 0 43.25 0.588 .0624 43.25 .588 800 0.588 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope ACTIVE SPACING: No.Z depth Spacing 1 0.00 1.00 2 43.25 1.00 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R9 of R111 Soldier Piles Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R10 of R111 12531 - Carlsbad Desal Intake mODS - Phase 2 Soldier Pile - Stage 1 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com Force EquilibriumMoment Equilibrium Depth(ft)0 5 10 15 20 25 30 35 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 1/26/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=8.0 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=21.38 Min. Pile Length=29.38 MOMENT IN PILE: Max. Moment=257.16 per Pile Spacing=10.7 at Depth=17.67 PILE SELECTION: Request Min. Section Modulus = 129.9 in3/pile=2128.29 cm3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.17(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 8 0.296 .037 0 .15 8 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 9 0 800 309.281 .391 ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 8.00 2.17 PASSIVE SPACING: No.Z depth Spacing 1 8.00 2.17 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R11 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Soldier Pile - Stage 2 (REV3) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1Depth(ft)0 5 10 15 20 25 30 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 7/6/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=16.5 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=10.69 Min. Pile Length=27.19 MOMENT IN PILE: Max. Moment=356.88 per Pile Spacing=10.7 at Depth=9.26 PILE SELECTION: Request Min. Section Modulus = 180.2 in3/pile=2953.66 cm3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.07(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -2.0 0.0 1.0 5.0 5.0 0.0 0.0 0.0 UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .396 16.5 0.396 0 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 17.5 0 27.33 3.844 .391 ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 16.50 2.17 PASSIVE SPACING: No.Z depth Spacing 1 16.50 2.17 UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R12 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Soldier Pile - Stage 3 (REV3) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 Depth(ft)0 5 10 15 20 25 30 35 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 7/6/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=22.3 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=8.28 Min. Pile Length=30.61 MOMENT IN PILE: Max. Moment=201.78 per Pile Spacing=10.7 at Depth=5.42 PILE SELECTION: Request Min. Section Modulus = 101.9 in3/pile=1669.96 cm3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -2.0 0.0 1.0 5.1*5.1 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 8.0 8.0 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .536 22.33 0.536 0 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 24.33 0 27.33 1.173 .391 27.33 1.173 800 146.4 .188 ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 22.33 2.17 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R13 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Soldier Pile - Stage 5 (REV3) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 Depth(ft)0 5 10 15 20 25 30 35 40 45 50 55 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 7/6/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=30.3 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=16.41 Min. Pile Length=46.74 MOMENT IN PILE: Max. Moment=375.14 per Pile Spacing=10.7 at Depth=26.57 PILE SELECTION: Request Min. Section Modulus = 136.4 in3/pile=2235.45 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -2.0 0.0 1.0 6.6*6.6 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 14.7 14.7 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 .728 30.33 .728 0.000000 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 32.33 0 800 144.3 .188 ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 30.33 2.17 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R14 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Soldier Pile - Stage 6 (REV3) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 3 Depth(ft)0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 7/6/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=43.3 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=16.24 Min. Pile Length=59.49 MOMENT IN PILE: Max. Moment=499.83 per Pile Spacing=10.7 at Depth=39.64 PILE SELECTION: Request Min. Section Modulus = 252.4 in3/pile=4136.72 cm3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -2.0 0.0 1.0 8.9*8.9 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 16.3 16.3 0.0 0.0 0.0 3. Strut 28.5 0.0 1.0 18.0 18.0 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 1.038 43.25 1.038 0.000000 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope 45.25 0 800 196.9 .261 ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 43.25 2.17 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R15 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Soldier Pile - Stage 7 (REV 3) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 3 Depth(ft)0 5 10 15 20 25 30 35 40 45 50 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 7/6/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=43.3 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled MOMENT IN PILE: Max. Moment=797.15 per Pile Spacing=10.7 at Depth=29.64 PILE SELECTION: Request Min. Section Modulus = 402.6 in3/pile=6597.46 cm3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -2.0 0.0 1.0 8.9*8.9 0.0 0.0 0.0 2. Strut 15.0 0.0 1.0 23.2 23.2 0.0 0.0 0.0 3. Strut 41.8 0.0 1.0 15.5 15.5 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 1.038 43.25 1.038 0.000000 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 43.25 2.17 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R16 of R111 12531 - Carlsbad Desal Intake Mods - Phase 2 Soldier Pile - Stage 8 (REV3) <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com 1 2 3 Depth(ft)0 5 10 15 20 25 30 35 40 45 50 0 1 ksf Licensed to J CUNNINGHAM J. F. SHEA CONSTRUCTION INC. Date: 7/6/2023 File: C:\Users\jaredn\OneDrive - J.F. Shea Company, Inc\Engineering\J-12531 - CARLSBAD DESALINATION PLANT INTAKE PUMP STATION - PH Wall Height=43.3 Pile Diameter=2.2 Pile Spacing=10.7 Wall Type: 2. Soldier Pile, Drilled MOMENT IN PILE: Max. Moment=659.42 per Pile Spacing=10.7 at Depth=8.13 PILE SELECTION: Request Min. Section Modulus = 333.0 in3/pile=5457.57 cm3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 W24X162 has Section Modulus = 414.0 in3/pile=6784.22 cm3/pile. It is greater than Min. Requirements! Top Deflection = 0.00(in) based on E (ksi)=29000.00 and I (in4)/pile=5170.0 BRACE FORCE: Strut, Tieback, Plate Anchor, Deadman, Sheet Pile as Anchor No. & Type Depth Angle Space Total F.Horiz. F.Vert. F.N/A N/A 1. Strut -2.0 0.0 1.0 13.0*13.0 0.0 0.0 0.0 2. Strut 21.5 0.0 1.0 23.0 23.0 0.0 0.0 0.0 3. Strut 41.8 0.0 1.0 12.1 12.1 0.0 0.0 0.0 * Top Brace increased by 15% (DM7.2-103) UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 1.038 43.25 1.038 0.000000 0 .15 10 0.150 PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.25 Z1 P1 Z2 P2 Slope ACTIVE SPACING: No.Z depth Spacing 1 0.00 10.67 2 43.25 2.17 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R17 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R18 of R111 IPS Wall Ledgers Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R19 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R20 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Load and Geometry Loa<I factor sovroe: ACI 318 Section 5.3 Load combiootion: not se-t Seismic design: No Anchors subjected to sustained tension: Not applicable Apply antir~ Shear k>ad at front row: No Anchor$ only-resisting wind andfor seismic lo&d-s: No Streoglh level loads; N.., (lbt. 6985 Vwdlb]: 13971 Vom,[lb):O M~(ff·lb):O M,, (ff•lb): 0 M~{ff-lb): 0 <Figure 1> Como.anv: JF Shea Construction. Irle. I Date: I 7/612023 Engineer: Jared Nelson IPage: 1215 Proiect: Cartsbad Desalination Plan -Phase 2 Intake ModilicaUor Addre:ss: Phone: E-mail: z Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R21 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Como.anv: JF Shea Construction. Irle. I Date: I 7/612023 Engineer: Jared Nelson IPage: 13/5 Proiect: Cartsbad Desalination Plan -Phase 2 Intake ModilicaUor Addre:ss: Phone: E-mail: <Figure 2> 8 8 12.00 CX) CX) Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R22 of R111 fl@4-1•H ■ Anchor Designer™ Comr>anv: JF Shea Construction, Inc. I Date: I 7/6/2023 Engineer: Jared Nelson I Page: I 415 hf hl§ffl Software Proieot: Cartsbad Desalination Plan -Phase 2 Intake Modificalior -Version 3.1.2303.1 • 3. Resulting Anchor Forces Anchor Tension load, N~(lb) 1 3492.5 2 3492.5 Sum 6985.0 Addre:ss: Phone: E-mail: Shear load x, v~,(lb) 6985.5 6985.5 13971.0 Shear load y, v,., (lb) 0.0 0.0 0.0 Shear load combined, -l(V,~)'+t,y,,,,'f (lb) 6985.5 6985.5 13971.0 Maximum conct8te comptession stral.n {1,o): 0.00 Maximum conetete compression stress (psi): 0 Resultant lension force (lb): 6985 <Figure 3'->-------~------~ Resultant compression force (lb); 0 Ecoentricity of resultant tension forces in x-axis. e·N~ (inch); 0.00 Ecoentricrty of resultant tension forces in y-axis. e'NF (inch}: 0.00 Eccentricity of resultant shear forces in x..axls. e'v, {inch}: 0.00 EcoenttlCJty of resultant shear forces in y-axis. e'Yr (Inch}: 0.00 4. Steel Strength of Anchor In Tension (Sec. 17.4.1) NM (lb) p ;+/VM (lb) 45540 0.65 29601 5 Concrete Breakout Strength of Anchor in Tension (Sec 17 4 2) N, • k.?,,.Jl'J>.,''(Eq. 17.4.2.2a) ke A.. re (psi) ho,(ln) N,(lb) 24.0 1.00 4000 4.640 15171 ;Nw,; =~ (AM;/ AHro)Y'1«,N'l'~N'l't,N'l'c:P..HNo (Sec. 17.3.1 & EQ. 17.4.2.1 b) A t¢ (in2) Arm (in2) Coft")I (in) '11-K.tt 'l't11.N 1/le,H 277.29 193.77 1.000 1.000 1.00 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) 16840 1.0 0.60 10104 10 Concrete Pryout Strength of Anchor in Shear (Sec 17 5 3) 9VCPII = ;kC,IJNr,J,g = ~,(ArH:/ ANco)y/..c,H'l1fld,HV1c,HV1t;p,.NNt,(Sec. 17.3.1 & E.Q. 17.5.3.1b) 1.000 k4> A~ (in2) AM>O (in2) VI~ Vlw1,H %.H Vlc.,,,H 2.0 277.29 193.77 1.000 1.000 1.000 1.000 11. Results N,(lb) 15171 N,(lb) 15171 ' ' X 0.65 0.70 i14112 jlV.,,,(lb) 30395 Input dala and results must be checked for agreement with the existing circumstanoos. the standards and guidelines must be checked ror plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R23 of R111 fl@4-1•H ■ Anchor Designer™ Comr>anv: JF Shea Construction, Inc. I Date: I 7/6/2023 Engineer: Jared Nelson I Page: I 515 hf hl§ffl Software Proieot: Cartsbad Desalination Plan -Phase 2 Intake Modificalior -Version 3.1.2303.1 • Addre:ss: Phone: E-mail: Interaction 9f Tensile and $hear Forces (Sec-R17.§) Tension Factored Load, Nn {lb} Design Strength, 0Nn (lb) Steel 3493 29601 Concreto breakout 6985 14112 Shear Factored Load, v .. a (lb) Design Strength, 0V. (lb) Steel Pryout Interaction check Sec. R17.6 0.31 6986 13971 0.54 10104 30395 Combined Ratio 85.0% 3/4"0 Titent HO, hnom:6" (152mm) meets the selected design criteria, 12 Wamioas -Designer must exercise own judgement to determine if this design is suitable. Ratio 0.12 0.49 Ratio 0.69 0.46 -Refer to manufacturer's product literature fO( hole deaning and Installation lns.ttuctlons. Permlsslble 1.0 Status Pass Pass (Governs) Status Pass (Governs) Pass Status Pass Input dala and results must be checked for agreement with the existing circumstanoos, the standards and guidelines must be checked ror plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R24 of R111 i-l@#-i•)a Anchor Designer™ fjlj,/:i§ijj Software -Ve,sion 3.1.2303.1 • 1.Project information Cu.stome, company: Poseidon Channelslde Customer contact name: Customer e•mail; Comment 2. Input Data & Anchor Parameters General Design melhod:ACI 318-14 Units: lmpert:at un.rts Anchor lnfMmation: Anchor type: Concrete screw Material: Carbon Steel Dlamete, (inch): 0.750 Nominal Embedment cleplh (ineh): 6.000 Effective Embedm&nl depth, ~ (inch): 4.640 Code rel)O<l: lCC·ES ESR-2713 Anchor categocy· 1 Anchor ductility: No hmt1 (inch): 9.58 c,, (lneh): 7.00 c,.. (inch): 1.75 Smh Qnch): 3 .00 Re-commended Anchor Anehor Naroo: Tlten HO®. 314··0 Tlten HD. hnom:6" (152mm) Code Repo<I: ICC-ES ESR-27I 3 Como.anv: JF Shea Construction, Inc, I Date: I 716/2023 Engineer: Jared Nelson I Page: I 1I5 Proiect: Ca.rtst>ad Desalination Plan -Phase 2 Intake Mod,ficatior Addre:ss: Phone: E-mail: Projoct dascrlptlon: Location: Faslening descriplion: Base Material Concrete: Normal-weight Concrete lh.lci<ness, h (uich): 42.00 State: Uncracked Compressive strength. f , (psi}: 4000 \f-lc.v; 1.4 Reinforcement condition: B-tension, 8 shear Supplement.al edge reinforcement: No Reinforcement provl.ded at cotoots: No fgnore concrete breakout in tension: No Ignore concrete bre&kout in shear: No Ignore 6do requirement Not applicable Buikk.ip grout pad; No Base Plate Length x Width x Thickness (inch): 8.00 x 12.00 x 0.63 Input da<a and results must be dlec:ked for agreement wijh the existing circumstanOO&, the standards and guidalines must be checked fOf plausibility. Simpson Sttong-Tie Company tnc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R25 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Load and Geometry Loa<I factor sovroe: ACI 318 Section 5.3 Load combiootion: not se-t Seismic design: No Anchors subjected to sustained tension: Not applicable Apply antir~ Shear k>ad at front row: No Anchor$ only-resisting wind andfor seismic lo&d-s: No Streoglh level loads; N.., (lbt. 4591 Vwdlb]: 9181 Vom,[lb):O M~(ff·lb):O M,, (ff•lb): 0 M~{ff-lb): 0 <Figure 1> Como.anv: Engineer: Proiect: Addre:ss: Phone: E-mail: z 4591 lb Oft·lb 4 ' JF Shea Construction. Irle. I Date: I 7/612023 Jared Nelson (Page: 1215 Cartsbad Desalination Plan -Phase 2 Intake ModilicaUor Oft-lb y Olb Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R26 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Como.anv: Engineer: Proiect: Addre:ss: Phone: E-mail: <Figure 2> 12.00 CX) JF Shea Construction. Irle. I Date: I 7/612023 Jared Nelson IPage: 13/5 Cartsbad Desalination Plan -Phase 2 Intake ModilicaUor CX) 8 0 0 co Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R27 of R111 fl@4-1•H ■ Anchor Designer™ hf hl§ffl Software -Version 3.1.2303.1 • Comr>anv: Engineer: Proieot: Addre:ss: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, N~(lb) 1 2295.5 2 2295.5 Sum 4591.0 Maximum conct8te comptession stral.n {1,o): 0.00 Maximum conetete compression stress (psi): 0 Resultant lension force (lb): 4591 Resultant compression force (lb); 0 v~,(lb) 4590.5 4590.5 9181.0 Ecoentricity of resultant tension forces in x-axis. e·N~ (inch); 0.00 Ecoentricrty of resultant tension forces in y-axis. e'NF (inch}: 0.00 Eccentricity of resultant shear forces in x..axls. e'v, {inch}: 0.00 EcoenttlCJty of resultant shear forces in y-axis. e'Yr (Inch}: 0.00 4. Steel Strength of Anchor In Tension (Sec. 17.4.1) NM (lb) p ;+/VM (lb) 45540 0.65 29601 5 Concrete Breakout Strength of Anchor in Tension (Sec 17 4 2) N, • k.?,,.Jl'J>.,''(Eq. 17.4.2.2a) ke A.. re (psi) ho,(ln) N,(lb) 24.0 1.00 4000 4.640 15171 ;Nw,; =~ (AM;/ AHro)Y'1«,N'l'~N'l't,N'l'c:P..HNo (Sec. 17.3.1 & EQ. 17.4.2.1 b) A t¢ (in2) A rm (in2) Coft")I (in) '11-K.tt 'l't11.N 1/le,H 277.29 193.77 8.00 1.000 1.000 1.00 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) 16840 1.0 0.60 10104 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x..<Jirection: Vb>-= mlnf7(/.,/d..,)t1.2.Jd1t,1 .. Vf1=c,,15: 9J..-.Jfec,u15J (EQ. 17.5.2.2.a & Eq. 17.5.2.2b) JF Shea Construction, Inc. I Date: I 7/6/2023 Jared Nelson I Page: I 415 Cartsbad Desalination Plan -Phase 2 Intake Modificalior Shear load y, v,., (lb) 0.0 0.0 0.0 Shear load combined, -l(V,~)'+t,y,,,,'f (lb) 4590.5 4590.5 9181.0 <Figure 3'->-------~------~ N,(lb) 1.000 15171 ' ' X 0.65 i14112 /, (in) d, (In) ,, l'o(psl) c., (in) v .. (lb) 4.64 0.750 1.00 4000 8.00 12491 fiV~ = ~(AVcal Av.:o)'l'~v'l1N1.v'l'e.v'P1>.vVt,, (Sec. 17.3.1 & Eq. 17.5.2.1b) A'k" (in2) Av.:o (in2) 'PK.v Y'1~v 'Pe,v V,.(tb) 360.00 288.00 1.000 1.000 1.400 1.000 12491 0.70 15301 Input dala and results must be checked for agreement with the existing circumstanoos. the standards and guidelines must be checked ror plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R28 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R29 of R111 Row 1 Internal Brace Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R30 of R111 J.F . SHEA CO .. INC. Jared C:\Users\iaredn\ ... \Brace Anatvsis\12531·01.3.1 Bulkhead Str Brace Svstem • Row 1 (Rev3).vap Friday, July 14, 2023 10:28 AM Member End Reactions ( continued) I Member I Result case S2a D IN015 Node Fx Vy Mz K K K-ft -84.033 0.000 0.000 S2a D N016 -84.033 0.000 0.000 S2b D N013 ·114.980 0.000 0.000 52b D NOl4 •114.980 0.000 0.000 S2c D NO!l ·137.027 0.000 0.000 S2c D N012 -137.027 0.000 0.000 S3a D N020 ·158.428 0.000 0.000 S3a D N021 ·158.428 0.000 0.000 53b D N022 •42.660 0.000 0.000 S3b D N023 -42.660 0.000 0.000 WI D N003 -23.069 ·19.708 -26.084 WI D N004 -19.2% 17.154 -25.345 W2a D N002 ·112.819 65.897 ·118.297 W2a D N006 •112.819 •29.534 •67.913 W2b D NOOI ·101.509 -77.959 -270.805 W2b D N003 ·19.708 13.811 -26.084 W3 D NOOI ·163.788 2.443 27.141 W3 D N002 ·65.897 -38.161 ·118.297 W4 D NOl7 0.000 •97.891 •296.849 W4 D N019 0.000 0.000 0.000 W5 D NOOI 0.000 96.424 -297.946 W5 D N018 0.000 0.000 0.000 Member Forces Member Fx Min Fx Max Vy MzMin Mz Max K K K K-ft K-ft Bl ·103.329 (I) ·17.754 (1) -54.062 (I) ·67.860 (1) 72.583 (1) 82 •29.534 (1) •29.534 (I) 112.819 (1) •67.913 (I) 72.583 (1) Sia ·121.021 (1) -121.021 (I) 0.000 (I~ 0.000 (I) 0.000 (I) Sib ·115.685 (I) ·115.685 (I) 0.000 (I) 0.000 (1) 0.000 (I) S2a ·84.033 (I) ·84.033 (I) 0.000 (If 0.000 (I) 0.000 (I) S2b ·114.980 (I) ·114.980 (I) 0.000 (I) 0.000 (I) 0.000(1) 52c •137.027 (I) •137.027 (I) 0.000 (I f 0.000 (I) 0.000 (I) S3a -158.428 (1) ·158.428 (1) 0.000 (I~ 0.000 (I) 0.000 (I) S3b ·42,660 (I) -42.660 (I) 0.000 (I) 0.000 (1) 0.000 (I) WI ·104.870 (I) • 19.296 (I) -50.701 (if -78.590 (I) 110.285 (I) W2a ·112.819 (I) ·112.819 (I) ·72.103 (I) ·164.840 (I) 117.698 (I) W2b •101.509 (I) •19.708 (I) •77.959(1¥ •270.805 (I) 81.374 (I) W3 ·163.788 (1) -65.897 (I) 56.326 (I~ ·211.579 (1) 73.262 (I) W4 0.000 (I) 0.000 (I) ·97.891 (l) -296.849 (1) 223.901 (1) W5 0.000 (I) 0.000 (I) 96.424 (I) ·297.946 (1) 207.250 (I) iii VisualAnalysis 18.00.0009, Analysis Only -·~ 'lfN,/W .iesvveb.com Page 2 of 4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R31 of R111 C:\Users\iaredn\ ... \Brace Analysis\12531·01.3.l llolkhead Str Brace System • Row I (Rev3).vao ., - . ' ' I 1 .. 1 ·~• ) ~ i ~ ~ -' I ' -t;'tll•"'--~ . , C..-_t- ,/ ., i ! ~ -•· VisualAnalysis 18.00.0009, Analysis Only www .iesweb.com -~ . I I I I I ) .... .... .... a i I I I I l ... ,.. .... ,. ... u -~ l i 1 . ,.. ~ ,, i -~ ..... J.F. SHEA CO., INC. Jared Friday, July 14, 2023 10:28 AM I I I.. I I I I ~ 5 ~ I l I I l l T . " ~ .... ! ! .,.11.,.21,1,1.1 ,J .... Page 3 of 4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R32 of R111 C:\Users\iaredn\ ... \Brace Analysis\12531·01.3.l llolkhead Str Brace System • Row I (Rev3).vao lo.\),. lfl',C ·i / • • ! "' ... ,.,.,..11 VisualAnalysis 18.00.0009, Analysis Only www .iesweb.com .. , .... ! ' 1')1 "" J.F . SHEA CO., INC. Jared Friday, July 14, 2023 10:28 AM .. i ; .. Page 4 of 4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R33 of R111 I J.F. SHEA CO .. INC. Jared C:\Users\iaredn\ ... \Brace Anatvsis\12531·01.3.1 East Vault Brace System• Row I (Rev3).vap Membets Name Node I Node 2 Shape Material 54a N006 N003 HP14X89 ASTM A.36 54b N007 N004 HP14X89 ASTMA.36 s◄c N009 NOlO HP14X89 ASTMA.36 W6 NODS N006 W14X145 ASTM A.36 W7 NOOI N002 W14Xl45 ASTM A.36 Member Loads, Concentrated Member Service case Direction W7 D Sheary W7 D Sheary W7 D Shear y Member End Reactions Member I Result case Node 54.> D N003 54a D N006 54b D N004 54b D N007 S4C D N009 54C D NOIO W6 D N006 W6 D N008 W7 D NOOl W7 D N002 Nodal loads Node Service case Type & Direction N002 D NOil D NOl2 D Member Forces Member 54a 54b S4C W6 W7 Force X Force Z For<:e z FxMln K ·152.013 (1) ·128.416 (1) -69.931 (1) 0.000 (I) •71.760 (I) \_!!I VisualAnalysis 18.00.0009, Analysis Only ,-iiJ~ www.iesweb.com FxMax K ·152.013 (1) ·128.416 (1) -69.931 (1) 0.000 (1) •71.760 (1) End Connection Simple Connect Simple Connect S!mplc Connect Rigid connect Rigid Connect Magnitude ·91.460 K ·128.900 K ·130.000 K Fx K •152.013 ·152.013 ·128.416 ·128.416 ·69.931 •69.931 0.000 0.000 -71.760 -71.760 Magnitude 71.760 K -67.925 K •136.825 K Vy K 0.000 (1) 0.000 (I) 0.000 (1) MzMln K•rt Friday, July 14, 2023 10:41 AM Length Weight rt K 19.900 1.770 19.900 1.770 19.900 1.770 24.580 3.577 24.700 3.594 Offset rt 0.000 6.330 19.830 Vy Mz K K·rt 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ·152.013 0.000 -65.810 0.000 0.000 0.000 0.000 0.000 Predefined l oad N.A. N.A. N.A. MzMax K•rt 0.000 (I) 0.000 (1) 0.000 (1) 0.000 (I) 0.000 (1) 0.000 (1) ·152.013 (1) ·148.073 (1) 317.688 (1) •91.460 (1) •220.596 (1) 300.004 (1) Page 1 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R34 of R111 C:\Users\iaredn\ ... \Brace Analysis\12531 ·01.3.1 East Vault Brace System • Row I (Rev3).vap ' i --· • U I VisualAnalysis 18.00.0009, Analysis Only '.·1■8E '7111 www .iesweb.com l ,-. J.F. SHEA CO., INC. Jared Friday, July 14, 2023 10:41 AM I > l I Page 2 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R35 of R111 C:\Users\iaredn\ ... \Brace Analysis\12531 ·01.3.1 East Vault Brace System • Row I (Rev3).vap l f S 1)1 ~,.•-,ic.NWWC.IQ • U I VisualAnalysis 18.00.0009, Analysis Only '.·1■8E '7111 www .iesweb.com ,. J.F. SHEA CO., INC. Jared Friday, July 14, 2023 10:41 AM l ' : Pago 3 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R36 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S1 {rev3) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : W14x132 Allowable Strength Project Title: Engineer: Project ID: Project Descr: So&«are Ove<allColumnHeighl 11.310 ~ Top & Bottom Fixi1y Top & Bottom Pinmed Steel Sire$$ Grade Fy: S1oel Ylokl Brace condi1ion for deflection (buckling) along columns : X-X (width) axis : E : Etas!ic Banditig MOdulrs 36.0 lrsi 29,000.0 1rsi Unlltaoed Length tor bucklog ABOUT y.y AX~= 11.310 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis Applied Loads AXIAL LOADS. Knee brace: Axial Load al 11.310 It, D = 121.021 k BENDING LOADS .. Beam DL: Lal Unifocm Load creating My•y, 0 = 0.1320 klfl DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bending Stress Ratio = load Combination Location of max.above base Al maximum lo0;1tion values are , , . Pa :Axial Pn / Omega : Alk,•a~e Ma-x ; Aj)plied Mn-x I Omega : Al<YNal:J,e Ma-y : Aj)plied Mn-y / Omega ; Al<,NekJ,e PASS Maximum Shear Siress Ralio = Load Combination Local ion of max.above base Al maximum location values are. v. ;.Afll'1i•• Vn /Omega: Allowatte Load Combination Results 0.1550 :1 DOnly 0.0 ft 121.021 k 780.96 k 0.0 k-ft 420.359 k-ft 0.0 k-ft 202.994 k-ft 0.001712 : 1 DOnly 0.0 ft 0.7465 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in al for load combination : Along X-X 0.003091 in at tor load COfnbi>alion: D Only 0.7465 k 0.7465 k O.O k O.Ok 0.0ft above base 5.69:Jft above base Load Combination Maximum Axial + Bending Stress Ratios Stfl!Ss Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Maximum Shear Ratios Stfl!Ss Ratio Status Location DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reactron. X-X Axis Base Rea,:;tion, Y-Y Axis Base 0.155 PASS 0.00 ft 0.093 PASS 0.00 ft 1.00 1.00 1.00 1.00 21.61 0.00 0.002 PASS 0.00 ft 21.61 0.00 0.001 PASS 0.00 ft Note: Only non-zero reactions are listed. Axial Reaction @Base X•X M s Reaclion @Base @Top Y • Y MS Reaclion @Base @Top Mx • End N'ioments k·ft My, End Moments @Base @Top @Base @Top 121.021 72.613 -0.746 ,0,443 0.746 0.448 Mx • End Moments k•ft Extreme Value Al031 Reaction @Base X·X ~s Reaction @Base @Top Y • Y Ax5s Reaction @Base @Top @Base @Top My• End Moments @Base @Top Maximum Mrlirn,.1m Maximum Milinum Maximum Milfl1tm1 121.021 72.613 72.613 121.021 121.021 121.021 ·0.746 0.746 ,0,448 0448 -0.443 0.4-48 -0.746 0.746 -0,746 0.746 -0.746 0.746 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R37 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S1 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 121.021 Milmum 72.613 Reaclion, Y-Y Axis l op Maximum 121.021 M"""om 72.613 Moment, X-X Axis Base Maximum 121.021 M•inum 121.021 Moment. Y-Y Axis Base Maxlmom 121.021 Ml\mom 121.021 Moment, X-XA,ds T09 Maximum 121.021 Ml\mom 121.021 Moment, Y-Y Axis Top Maximum 121.021 Ml\mom 121.021 Maximum Deflections for Load Combinations load Combination DOnly ,0.600 Steel Section Properties : Depth Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches C 0 .... 1 Max X·X Deflection 00031 in 00019 in W14x132 14,700 in Ix, 0.645 in sxx 14.700 in Rxx 1,031) 111 zx 38.&10 lr\'"•2 lyy 132.075 plf Syy 1.630 in Ryy 1.563 in Zy 4.230 in 0.000 in +Y 14.70in Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top ·0,746 -OM6 -0.746 -OMS .0.746 .0.746 .0.746 .0.746 -0.746 -0.746 0.746 0.448 0.7'46 0,448 0 746 0.746 0.746 0.746 0.746 0.746 0.746 0.746 Dis.lance Max.. Y·YOeflection 5.693 tt 0.000 in 5.693 tt 0.000 in •X 1,530.00 in .. 209.00 in'3 6200 in 234.000 111"3 548.000 in .. 74.500 ITT"'l 3760 ill 113.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wr,o Sw 01 0.w My -End MQffler,1$ @Sase @Top 12.Jl)O in .. 25500.00 ln'6 5(),.200 ill"2 190.000 in .. 49•.500 ,n"3 116.000 ltl03 I 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R38 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S2 (rev3) Code References Project Title: Engineer: Project ID: Project Descr: So&«are Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Bandil'lg Moi,ulls Applied Loads AXIAL LOADS. HP14x89 Allowable Strength 36.0 ksi 29,000.0 ksi W2: Axial load a! 27.330 ft, D = 137.027 k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.0890 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum lo0;1tion values are , , . Pa :Axial Pn / Omega : Alk,•a~e Ma-x ; Aj)plied Mn•x I Omega : Al°"al,le Ma-y : Aj)plied Mn-y I Omega : Al<,Nal,le PASS Maximum Shear S1ress Ratio= Load Combination loc81ion of max.above base Al maximum location values are. va ;/lflplieo Vn /Omega: AllowaNe Load Combination Results Ove<all Column Heigh! 27.330 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis : UnllraOOd Length tor bucklog ABOUT y.y AX~= 27.330 n, K = 1.0 Y-Y (depth) axis: Ful~ llraOOd agalnS1 lluckling ABOUT X-X Axis 0.4466 : 1 DOnly 13.573 ft 137.027 k 357.174 k 0.0 k-ft 231.217 k-ft 8.309 k-ft 117.250 k-ft 0.004671 : 1 DOnly 0.0 ft 1.216 k 260.366 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combina1ion : Along X-X 0.1194 in at tor load oombriation: D Only 1.216 k 1.216 k O.Ok O.Ok 0.0ft above base 13.757ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnly +0.60D Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reactron. X-X Axis Base Rea,:;tion, Y-Y Axis Base Str,,ss Ratio Status Location Str,,ss Ratio Status Location 0.447 PASS 13.57 ft 0.268 PASS 13.57 ft 1.00 1.00 1.00 1.00 55.78 0.00 0.005 PASS 0.00 ft 55.78 0.00 0.003 PASS 0.00 ft Axial Reaction @Base 137.027 82.216 A»al Reaction X•X Ms Reaclion @Base @Top •1.216 -0.730 1216 0.730 Y • Y Ms Reaction @Base @Top Note: Only non-zero reactions are listed. Mx. • End N'ioments k·ft My• End Moments @Base @Top @Base @Top Mx·EnclMoments k•ft Extreme Value @Base X·X A'/Js Reaction @Base @Top y.y A-As Reaction @Base @Top @Base @Top My. End MomeAIS @Base @Top Maximum 137.027 ·1216 1.216 Mrlinum 82.216 -0.730 0.730 Maximum 82,216 -0,730 0.730 Milinum 137.027 •1.216 1.2:16 Maximum 137.027 -1.216 1.216 Mi'lint.J(Tl 137.027 -1.216 1.216 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R39 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S2 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 137.027 Milmom 82.216 Reaclion, Y-Y Axis lop Maximum 137.027 M"""om 82.216 Moment, X-X Axis Base Maximum 137.027 M•inum 137.027 Moment. Y-Y Axis Base Maxlmom 137.027 Mllmom t37.027 Moment, X-XA,ds T09 Maximum 137.027 Mllmom m.021 Moment, Y-Y Axis Top Maximum 137.027 Ml\mom 137.027 Maximum Deflections for Load Combinations load Combination DOnly ,0.600 Steel Section Properties : lleplh Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches C 0 "" ,..; ~ Max X·X Deflection 0.1194 in 00717 in HP14x89 13.800 in Ix, 0.615 in sxx 14.700 in Rxx 0.615 111 zx 26.100 lr\'"•2 lyy 89.000 p1f Syy 1.310 in Ryy 0.938 in Zy 4.050 in 0.000 in +Y Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top -1.216 -0.730 ·1.216 -0.730 -1.216 -1.216 -1.216 -1.216 -1.216 •l.216 1.216 07'30 1.216 07'30 1.216 1.216 1.216 1.216 1.216 1.216 1.216 1.216 Dis.lance Max.. Y·YOeflection 13.757 tt 0.000 in 13,757 tt 0.000 in +X 904.0Q in .. 131.00 in"3 5.880 in 146.000 111"3 326.000 in .. 44.300 ITT"'l 3.5:10 ill 67.700 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wr,o Sw 01 0.w My -End MQffler,1$ @Sase @Top ~.51!() .... 14200.00 ln'6 48.500in"2 110.000 in .. 28-600 ,n"3 71,900in-',J 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R40 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S3 (rev3) Code References Project Title: Engineer: Project ID: Project Descr: So&«are Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HP14x89 Allowable Strength Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl 36.0 ksi 29,000.0 ksi E : Etas!ic Bandil'lg Moi,ulls Applied Loads AXIAL LOADS. W5: Axial l oad al 17.920ft, D = 158.428 k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.0890 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum lo0;1tion values are , , . Pa :Axial Pn / Omega : Alk,•a~e Ma-x ; Aj)plied Mn-x I Omega : Al(!Nat;.e Ma-y : Aj)plied Mn-y / Omega : Al<1<ak$.e PASS Maximum Shear Stress Ralio = l.Qad Combination loc81ion of max.above baS& Al maximum location values a,e. v, ;""9lioo Vn /Om~: Allowatte Load Combination Results Ove<all Column Height 17.920 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis : UnllraoorHongth tor bucklog ABOUT y.y AX~= 17.920 n, K = 1.0 Y-Y (depth) axis: Ful~ llrac,<i agalnS1 lluckling ABOUT X-X Axis 0.3694 : 1 DOnly 8.90 ft 158.428 k 462.787 k 0.0 k-ft 254.347 k-ft 3.572 k-ft 117.250 k-ft 0.003063 : 1 DOnly 0.0 ft 0.7974 k 260.366 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combination : Along X-X 0.02208 in at tor load oomb•ation: D Only 0.7974 k 0.7974 k 0.0k 0.0k 0.0ft above base 9.020ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLy/Ry Maximum Shear Ratios Load Combination DOnly +0.60D Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reactron. X-X Axis Base Reaction, Y-Y Axis Base Str,,ss Ratio Status Location Str,,ss Ratio Status Location 0.369 PASS 8.90 ft 0.222 PASS 8.90 ft 1.00 1.00 1.00 1.00 36.57 0.00 0.003 PASS 0.00 ft 36.57 0.00 0.002 PASS 0.00 ft Axial Reaction @Base 158.428 95.057 A»al Reaction X•X M s Reaclion @Base @Top -0.797 -0,478 0.797 0.478 Y .y Ms Reaclion @Base @Top Note: Only non-zero reactions are listed. Mx. • End Moments k·ft My• End Moments @Base @Top @Base @Top Mx • Encl Moments k•ft Extreme Value @Base X·X ~s Reaction @Base @Top Y • Y Ax5s Reaction @Base @Top @Base @Top My· End Moments @Base @Top Maximum 158.428 ·0.797 0.797 Mrlinum 95,057 -0.478 0.478 Maximum 95.057 ,0,478 0.478 Milinum 156.428 -0.797 0797 Maximum 158.428 ·0,797 0.797 Mi'lint.J(Tl 158.428 -0.797 0.797 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R41 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S3 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 158.428 Milmum 95,067 Reaclion, Y-Y Axis lop Maximum 158.428 M"""om 95,067 Moment, X-X Axis Base Maximum 158.428 M•inum 158.428 Moment. Y-Y Axis Base Maxlmom 158.428 Ml\mom 158,428 Moment, X-XA,ds T09 Maximum 158.428 Mllmom 158.428 Moment, Y-Y Axis Top Maximum 158,428 Ml\mom 158,428 Maximum Deflections for Load Combinations load Combination DOnly ,(),600 Steel Section Properties : lleplh Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches C 0 "" ,..; ~ Max X·X Deflection 00221 in 00132 in HP14x89 13.800 in Ix, 0.615 in sxx 14.700 in Rxx 0.615 111 zx 26.100 lr\'"•2 lyy 89.000 plf Syy 1.310 in Ryy 0.938 in Zy 4,050 in 0.000 in +Y Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top ·0,797 -OA78 -0,797 -0A78 -0.797 -0,797 -0,797 -OJ'97 -0.797 -0,797 0,797 0,478 0,797 0,478 0 797 0.797 0.797 0.797 0.797 0.797 0.797 0,797 Dis.lance Max.. Y·YOeflection 9,020 tt 0.000 in 9,020 tt 0,000 in +X 904,0(I in .. 131.00 in"3 5,880 in 146.000 111"3 326.000 in .. 44.300 m"l 3,5:10 in 67.700 111"3 ~ j Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wr,o Sw 01 O,w My -End MQffler,1$ @Sase @Top ~.590 in .. 14200.00 ln'6 48.500 in"2 110.000 in .. 28-600 ,n"3 71,900 in-',J i i 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R42 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S4 {rev3) Code References Project Title: Engineer: Project ID: Project Descr: So&«are Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S1oel Ylokl E : Etas!ic Bandil'lg Moi,ulls Applied Loads AXIAL LOADS. HP14x89 Allowable Strength 36.0 ksi 29,000.0 ksi W7: Axial Load al 18.430ft, D = 152.013 k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.0890 klft DESIGN SUMMARY Bending & Shear Check Results PASS ~tax. Axlal+Bendlng Stress Ratio = load Combination location of max.above base Al maximum lo0;1tion values are , , . Pa :Axial Pn / Omega : Alk,•a~e Ma-x ; Aj)plied Mn•x I Omega : Al,,.,tJ,e Ma-y : Aj)plied Mn-y I Omega : Al<,N,tl,e PASS Maximum Shear Stress Ralio = Load Combination Local ion of max.above base Al maximum location values are. v• ;,Aflplieo Vn /Omega: Allowatte Load Combination Results Ove<all Column Height 18.430 ~ Top & Bottom Fixily Top & Bottom Pinmed Brace condilion for deflection (buckling) along columns : X-X (width) axis : UnllraOOd Length tor bucklog ABOUT y.y AX~= 18.430 n, K = 1.0 Y-Y (depth) axis: Ful~ llraOOd agalnS1 lluckling ABOUT X-X Axis 0.3608 : 1 DOnly 9.153 ft 152.013 k 457.597 k 0.0 k-ft 253.093 k-ft 3.779 k-ft 117.250 k-ft 0.003150 : 1 □Only 0.0 ft 0.8201 k 260.366 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combina1ion : Along X-X 0.02470 in at tor load oomb•ation: D Only 0.8201 k 0.8201 k 0.0 k 0.0k 0.0ft above base 9.277ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnly +0.60D Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X-X Axis Base Reacijon, Y-Y Axis Base Str,,ss Ratio Status Location Str,,ss Ratio Status Location 0.361 PASS 9.15 ft 0.199 PASS 0.00 ft 1.00 1.00 1.00 1.00 37.61 0.00 0.003 PASS 0.00 ft 37.61 0.00 0.002 PASS 0.00 ft Axial Reaction @Base 152.013 91.208 ~al Reaction Extreme Value @Base Maximum 152.013 Mhinum 91,208 Maximum 9t208 Milinum 152.013 Maximum 152.013 Minint.1m 152,013 X•X M s Reaclion @Base @Top -0.820 0.820 ,0,492 0.492 X·X A.xfs Reaction @Base @Top ·0.820 OJl,10 ,0.492 0.492 ,0.492 0.492 -0.820 0.320 -0.820 0.320 -0.820 0.820 Y • Y MS Reaclion @Base @Top y.y A-As Reaction @Base @Top Note: Only non-zero reactions are listed. Mx. • End Moments k·ft My• End Moments @Base @Top @Base @Top Mx·EnclMoments k•ft @Base @Top My· End Momef'IIS @Base @Top 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R43 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R44 of R111 i-l@#-i•)a Anchor Designer™ fjlj,/:i§ijj Software -Ve,sion 3.1.2303.1 • 1 Prolcct Information Customer company: Customer contacl name: Customer &•mad: Comment: 2 lnout Pata & Anchor Parameters General Design method·ACI 318-19 Units: lmpe~J units Anchor lnfo.-maUon: Anchor type: Concrete screw Material: Carbon Steel Diamete< (;nch): 0.750 Nominal Embedment depth (inch): 6.000 Effective Eml:ledment depth, h.-{inch): 4.640 Code report: ICC-ES ESR-2713 Anchor catagory: 1 Anchor duclliity: No hmn (inch}; 9.58 c.. (inch): 7.00 C.., (Inch): 1.75 S,, (Inch): 3 .. 00 Recommended Anchor Anchor Name: Titen HO®· 3/4"0 Titen HD, hnom:6" (152mm) C-Ode Report: ICC-ES ESR-2713 Como.anv: Engineer: Proieot: Addre-ss: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness. h (inch): 480.00 State: Uncracked Comp,esslvo strength, r, (ps,): 4000 4'c.v: 1.4 I Date: I 7'7/2023 I Page: I 1/5 Reinforcement condition: Supplementary reinfortement not present Supplemental edge reinforcement: No Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete b<eakout in shear. No lgnorEi: 6do requirement Not a,ppl.ieable Buikl--up grout pad: No Base Plate Length x Width x Thickness (inch): 24.00 x 72.00 x 1.00 Input da<a and results must be dlec:ked for agreemeo1 wijh the existing circumstanOO&, the standards and guidalines must be checked fOf plausibility. Simpson Sttong-Tie Company tnc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R45 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Load and Geometry Load fact()( SOU((;&: ACI 318 Section 5.3 LoOO c:ombin.ation: not set Seismic design: No Anchors subjected to sustained tensi!)n: Not applicab5e Apply entire shear k>ad at front row: No Anchors only tGsisting wind aodlor seismic loads: No Strength level loads: N~llb]:0 V,~,[lb]:0 v~, Vb]: -92100 M., [ft-lb}: 7&200 M,,,(lt-lb): 0 M~[fl-lb]:O <Figure 1> Como.anv: I Date: I 71712023 Engineer: IPage: 1215 Proiect: Addre-ss: Phone: E-mail: Olb Olb Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R46 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Como.anv: I Date: I 71712023 Engineer: IPage: 13/5 Proiect: Addre-ss: Phone: E-mail: <Figure 2> Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R47 of R111 fl@4-1•H ■ Anchor Designer™ hf hl§ffl Software -Version 3.1.2303.1 • Comr>anv: Engineer: Proieot: Addre:ss: Phone: E-mail: 3 ResuJtloa Anchor Forces Anchor T enslon load. Shear load x, N~(lb) V,n,,(lb) 1 0.0 0.0 2 501.5 o.o 3 1209.3 0.0 4 1917.1 0.0 5 2624.9 0.0 6 3332.7 0.0 7 o.o o.o 8 501.5 0.0 9 1209.3 0.0 10 1917.1 0.0 11 2624.9 0.0 12 3332.7 0.0 Sum 19171.0 0.0 Maximum concrete compression strain {%o): 0.04 Maximum conetete compression stress (psi): 168 Resultant tension foroe {lb): 19171 Resultant compression force (lb}: 19171 Ecoentrioity of resultant lension forces in x-axis, e'1u (inch}: 8.86 Eccentricity of resultant tension forces in y-axis. e'Nt (inch); 0.00 Ecoentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'v, (inch}: 0.00 4. Stael Strenath of Anchor in Tension (Sac 17 611 N~ (lb) 9 ,w~ (lb) 45540 0.65 29601 5. Concrete Breakout Strength of Anchor in Tension (Sec-17.§.2) N, • kd .. -lfcll.r''(~q, 17,6,2.2,1) f,(psi) No(lb) 24.0 1.00 4000 4.640 15171 ,N~ =~ (ANr:I A~)Y'ec.HY'.-J.NY'c.HV'q,,,.Nt> (Sec. 17.5.1.2 & Eq. 17 .6.2.1a) Arre (ln2) AM» (ln2) c~ (In) 'P,c.N 'l'r«1.H '/1,.µ 1723.85 193.77 12.00 0.440 1.000 1.00 8 Stlftl Streoath of Anchor In Shear (Sec 17 z 1\ 16840 1.0 0.60 10104 9. Concrete Breakout Strength of Anchor In Shear {Sec. 17.7.2l I Date: I 717/2023 I Page: I 415 Shear load y, Shear load combined. VOJ,r(lb) t(V,.,)'+(V..,,)' Ob) -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -7675.0 7675.0 -92100.0 92100.0 <"Figure 3> •7 ·8 .g •10 • 11 •1 •1 ·2 .3 .4 ,5 ,6 1.000 15171 0.65 38595 Input dala and results must be checked for agreement with the existing circumstanoos, the standards and guidelines must be checked ror plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R48 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R49 of R111 Internal Bracing Row 2A Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R50 of R111 C:\Users\iaredn\ ... \12531-01.3.1 Bulkhead Str Brace Svstem • Row 2A (Rev3).vap Membets Name Node 1 Node 2 Shape Material 81 N005 N004 Wl4Xl45 ASTM A36 82 N006 NOOS W14Xl45 ASTM A36 Sia N009 NOLO W14X145 ASTM A36 Sib N007 N008 Wl4Xl45 ASTM A36 52• NOL5 NOL6 W14XL32 ASTM A36 S2b N013 NOL4 Wl4Xl32 ASTM A36 S2c NOil NOL2 W14Xl32 ASTM A36 S3a N020 N021 Wl4Xl32 ASTM A36 53b N022 N023 Wl4Xl32 ASTM A36 Wl N004 N003 W24Xll7 ASTM A36 W2a N002 N006 W24X229 ASTM A36 W2b N003 NOO! W24X229 AS'fMA36 W3 NOOL N002 W24X229 ASTM A36 W4 N019 N017 W24X229 ASTM A36 W5 NOOL NOL8 W24X229 ASTM A36 Member Loads, Uniform Member Service Case Direction Magnitude 81 D Shear y ·9.800 K/ft 82 D Shear y ·9.800 K/ft Wl D Shear y ·9.800 K/ft wza D Shear y •9.800 K/ft W2a D Shear y ·9.800 K/f\ W2b D Shear y ·9.800 K/ft W2b D Shear y ·9.800 K/ft W3 D Shear y ·9.800 K/ft W4 D Shear y •9.800 K/ft W5 D Shear y ·9.800 K/f\ Member End Reactions Member Result Case Node 81 D N004 81 D N005 82 D NOOS 82 D N006 51• D N009 Sia D NOIO Sib D N007 Slb D N008 iii VisualAnalysis 18.00.0009, Analysis Only • ·~ 'lfN,/W .iesvveb.com End Connection Rigid Connect Rigid Connect Simple Connect Simple Connect Simple Coonect Simple Connect Simple Coonect Simple Connect Simple Connect Rigid Connect Rigid Connect Rigid Connect Rigid Conn«:t Rigid connect Rigid Connect Full Length? Yes Yes Yes No No No No No No No Fx K -24.253 -137.383 -38.456 •38.456 -159.990 -159.990 ·158.642 -158.642 J.F. SHEA CO .. INC. Jared Tuesday, July 18, 2023 9:59 AM Length We.ight ft K 10.320 1.502 1.300 0.189 9.843 l.◄ 32 9.843 1.432 29.360 3.882 29.360 3.882 29.360 3.882 18.880 2.497 18.880 2.497 28.060 3.290 53.64-0 12.285 63.960 14.648 29.360 6.724 30.000 6.871 30.000 6.871 Start Offset End Offset ft ft 0.000 10.320 0.000 1.300 0.000 28.060 0.000 21.000 21.000 53.640 0.000 42.960 42.960 63.960 18.880 29.360 0.600 30.000 0.000 24.100 Vy Mz K K-ft -26.462 -34.327 -38.456 97.012 137.383 97.012 150.123 •89.866 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Page 1 of4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R51 of R111 J.F. SHEA CO .. INC. Jared C:\Users\iaredn\ ... \12531-01.3.1 Bulkhead Str Brace Svstem • Row 2A (Rev3).vap Tuesday, July 18, 2023 9:59 AM Member End Reactions ( continued) Member Result Case Node Fx Vy Mz K K K-ft S2a D N015 -115.291 0.000 0.000 S2a D N0!6 ·ll5.291 0.000 0.000 S2b D NOil ·152.315 0.000 0.000 52b D N014 •152.315 0.000 0.000 S2c D NOH -148.719 0.000 0.000 S2c D N012 -148.719 0.000 0.000 SJa D N020 ·165.061 0.000 0.000 SJa D N021 -165.061 0.000 0.000 53b D N022 -47.nJ 0.000 0.000 SJb D N023 -47.723 0.000 0.000 WI D N003 -27.415 -25.428 -44,083 WI I) N004 -26.462 24.253 -l4.32? W2a D N002 ·150.123 70.892 -137.330 W2a D N006 •150.123 •38.4So •89.866 W2b D NOOI -137.605 -82.550 -287.618 W2b D N003 -25.428 17.854 -44,083 W3 D NOOL -176.628 3.010 27.629 W3 D N002 -70.892 ·41.278 -137.330 W4 D N017 0.000 •105.736 •327.359 W4 D N019 0.000 0.000 0.000 W5 D NOOI 0.000 102.573 -315.247 W5 D N018 0.000 0.000 0.000 Member Forces Member FxMin FxMax Vy MzMin Mz Max K K K K-ft K-ft Bl -137.383 (I) ·24.253 (1) -71.384 (I) ·87.517 (1) 97.012 (1) 82 •38,456 (1) •38.4So (1) 150.123 (1) --89.866 (1) 97.012 (1) Sia -159.990 (I) -159.990 (1) 0.000 (1) 0.000 (1) 0.000 (1) Sib -158.642 (I) -158.642 (I) 0.000 (1) 0.000 (1) 0.000 (I) S2a -115.291 (I) ·ll5.291 (I) 0.000 (1) 0.000 (I) 0.000 (I) S2b -152.315 (I) ·152.315 (I) 0.000(1) 0.000 (1) 0.000 (1) 52c •148.719 (1) •148.719 (1) 0.000 (1) 0.000 (1) 0.000 (1) SJa -165.061 (1) • 165.061 ( 1) 0.000 (1) 0.000 (1) 0.000 (1) SJb -47.723 (I) -47.723 (I) 0.000 (1) 0.000 (1) 0.000 (I) WI -139.592 (I) -26.462 (I) -69.397 (1) • 104.465 (I) 141.248 (I) W2a -150.123 (I) ·150.123 (I) -76.108 (1) -189.n9 (tl ll9.930 (1) W2b •137.605 (1) •25.428 (1) •82.5SO (1) •287.618 (1) 113.154 (1) W3 ·176.628 (1) -70.892 (1) 59.372 (1) -230.247 (1) 84.452 (1) W4 0.000(1) 0.000 (I) -105.736 (1) -327.359 (1) 243.042 (1) W5 0.000 (I) 0.000 (I) 102.573 (1) -315.247 (I) 221.460 (I) iii VisualAnalysis 18.00.0009, Analysis Only -·~ 'lfN,/W .iesvveb.com Page 2 of 4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R52 of R111 C:\Users\iaredn\ ... \12531-01.3.J Bulkhead Str Brace System • Row 2A (Rev3).vap .,_tl(,tlt,,,a I I I I I ,, ~ ~/' ~ f,i a ! ~ ~~ .. , 1 I I / VisualAnalysis 18.00.0009, Analysis Only www .iesweb.com wL I I I I ! 1 I I I r J.F . SHEA CO., INC. Jared Tuesday, July 18, 2023 9:59 AM I I -l -~ -; •U~(ll,,ojt ~ I I I,. I I I i ~ -I I I I I I .T ~ .. Page 3 of 4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R53 of R111 C:\Users\iaredn\ ... \12531-01.3.J Bulkhead Str Brace System • Row 2A (Rev3).vap ~ • U I VisualAnalysis 18.00.0009, Analysis Only '.·t■8E '7111 www .iesweb.com ' z' l ' ~ ..... J.F . SHEA CO., INC. Jared Tuesday, July 18, 2023 9:59 AM ,I"""'" ! ,Jl'kl•>11U.f, .,,,/ t.... Page 4 of 4 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R54 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S1 {rev3) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : W14x132 Allowable Strength Project Title: Engineer: Project ID: Project Descr: Ove<allColumnHeighl 11.310 ~ Top & Bottom Fixi1y Top & Bottom Pinmed Steel Sire$$ Grade Fy: S1oel Ylokl Brace condi1ion for deflection (buckling) along columns : X-X (width) axis : E : Etas!ic Banditig MOdulrs 36.0 lrsi 29,000.0 1rsi Unlltaoed Length tor bucklog ABOUT y.y AX~= 11.310 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis Applied Loads AXIAL LOADS. Knee brace: Axial Load al 11.310 It, D = 160.0 k BENDING LOADS .. Beam DL: Lal Uniform Load creating My-y, D = 0.1320 klfl DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum location values are , , . Pa :Axial Pn / Omega : Alk,•a~e Ma-.x ; Ai!plied Mn•x I Omega : Al'1NakJ.e Ma-y : Aj)plied Mn-y I Omega : Al<1•akJ.e PASS Maximum Shear Siress Ralio = Load Combination loc81ion of max.above base Al maximum location values are . v, :/lflplieo Vn /Omega: AllowaNe Load Combination Results 0.2141 : 1 DOnly 5.617 ft 160.0 k 780.96 k 0.0 k-ft 420.359 k-ft 2.111 k-ft 202.994 k-ft 0.001712 : 1 DOnly 0.0 ft 0.7465 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in al for load combination : Along X-X 0.003091 in at tor load cornbi>alion: D Only 0.7465 k 0.7465 k O.O k O.Ok 0.0ft above base 5.69:Jft above base Load Combination Maximum Axial + Bending Stress Ratios Str,,ss Ralio Status Location Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Str,,ss Ralio Status Location DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X·X Axis Base Reacijon, Y-Y Axis Base 0.214 PASS 5.62 ft 0.123 PASS 0.00 ft 1.00 1.00 1.00 1.00 21.61 0.00 0.002 PASS 0.00 ft 21.61 0.00 0.001 PASS 0.00 ft Axial Reaction @Base 160.000 96.000 A»al Reaction Extreme Value @Base Maximum 160.000 Mrlinum 96,000 Maximum 96,000 Milinum 160.000 Maximum 160,000 Milin"'1l 160.000 X•X M s Reaction @Base @Top -0.74$ ,0,443 0.746 0,448 X·X A'/Js Reaction @Base @Top ·0.74$ 0.74$ ,0,448 0448 -0.443 0.4-48 -0.746 0.746 -0,746 0.746 -0.746 0.746 y.y Ms Reaclion @Base @Top Y-Y A-As Reaction @Base @Top Note: Only non~zero reactions are listed. Mx • End N'ioments k•ft My• End Moments @Base @Top @Base @Top Mx-EnclMoments k•ft @Base @Top My. End MomeAIS @Base @Top 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R55 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S1 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 160.000 Milmom 96.000 Reaclion, Y-Y Axis lop Maximum 160.000 M"""om 96.000 Moment, X-X Axis Base Maximum 160.000 M•inum 160.000 Moment. Y-Y Axis Base Maxlmom 160.000 Mllmom 160.000 Moment, X-XA,ds T09 Ma,dmum 160.000 Ml\mom 160.000 Moment, Y-Y Axis Top Maximum 160.000 Ml\mom 160.000 Maximum Deflections for Load Combinations load Combination DOnly ,0.600 Steel Section Properties : lleplh Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches C 0 .... 1 Max X·X Deflection OO!nl in 00019 in W14x132 14,700 in Ix, 0.645 in sxx 14.700 in Rxx 1.030 111 zx 38.&10 lr\'"•2 lyy 132.075 p1f Syy 1.630 in Ryy 1.563 in Zy 4230 in 0.000 in +Y 14.70in Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top ·0,746 -OMS -0.746 -OMS -0.746 -0.746 -0.746 -0.746 -0.746 -0.746 0.746 0.446 0.7'46 0,448 0 746 0.746 0.746 0.746 0.746 0.746 0.746 0.746 Dis.lance Max.. Y·YOeflection 5.693 tt 0.000 in 5.693 tt 0.000 in •X 1,530.00 in .. 209.00 in'3 6200 in 234.000 111"3 548.000 .... 74.500 ITT"'l 3760 ill 113.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 0.w My -End MQffler,1$ @Sase @Top 12.300 .... 25500.00 inA6 50-200 in'2 190.000 in .. 49•.500 ,nA3 116.000 ltl03 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R56 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S2 (rev3) Code References Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Banditig MOdulrs Applied Loads AXIAL LOADS. W14x132 Allowable Strength 36.0 lrsi 29,000.0 1rsi W2: Axial load at 27.330ft, 0 = 158.60k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.1320 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum location values are , , . Pa :AXial Pn / Omega : Alk1•a~e Ma-.x ; ~plied Mn•x I Omega : A"1N,tJ,e Ma-y : Aj)plied Mn-y I Omega : Al<,N,kJ,e PASS ~taximum Sheat Stress Ralio = Load Combination Local ion of max.above base Al maximum location values are . v• :flwieo Vn /Omega: Allowatte Load Combination Results Ove<all Column Heigh! 27.330 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis: Unlltaoed Length tor bucklog ABOUT y.y AX~= 27.330 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis 0.3370 : 1 DOnly 13.573 « 15B.60 k 560.37 k 0.0 k-ft 389.732 k-ft 12.324 k-ft 202.994 k-ft 0.004137 :1 DOnly 0.0 ft 1.504 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combination : Along X-X 0.1054 in at for load cx,mbriation: D Only 1.804 k 1.804 k 0.0 k 0.0k 0.0ft above base 13.757ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios St"'5s Ralio Status Location Load Combination DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X-X Axis Base Rea,:;tion, Y-Y Axis Base Stfl!Ss Ralio Status Location 0.337 PASS 13.57 ft 0.170 PASS 0.00 ft 1.00 1.00 1.00 1.00 52.22 0.00 0.004 PASS 0.00 ft 52.22 0.00 0.002 PASS 0.00 ft Axial Reaction @Base 158.600 95.160 X•X Ms Reaction @Base @Top •1.804 •l.082 1.804 1.062 Y • Y Ms Reaction @Base @Top Note: Only non~zero reactions are listed. Mx. • End N'ioments k•ft My• End Moments @Base @Top @Base @Top Mx-EnclMoments k•ft Extreme Value A:.ial Reaction @Base X·X ~s Reaction @Base @Top Y-Y A-As Reaction @Base @Top @Base @Top My· End Momef'IIS @Base @Top Maximum Mrlirn,.1m Maximum Milinum Maximum Mil.inooi 158.600 95.160 95.160 156.600 158.600 158.600 ·1.804 1.804 ·1,082 1.()8;! -1,082 1.()8;! •1.804 1.80! -1,804 1.804 -1.804 1.804 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R57 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S2 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 158.600 Milmom 95.160 Reaclion, Y-Y Axis lop Maximum 158.600 M"""om 95.160 Moment, X-X Axis Base Maximum 158.600 M•inum 156.600 Moment. Y-Y Axis Base Maxlmom 158.600 Mllmom t58.600 Moment, X-XA,ds T09 Maximum 158.600 Mllmom t58.6oo Moment, Y-Y Axis Top Maximum 158.600 Ml\mom 158.600 Maximum Deflections for Load Combinations load Combination DOnly ,0.600 Steel Section Properties : llep1h Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches C 0 .... 1 Max X·X Deflection 0.1054 in 00632 in W14x132 14,700 in Ix, 0.645 in sxx 14.700 in Rxx 1.0:11) 111 zx 38.&10 lr\'"•2 lyy 132.075 plf Syy 1.630 in Ryy 1.563 in Zy 4.230 in 0.000 in +Y 14.70in Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top -1.$04 -1.082 ·1.804 -1.082 -1.804 -1.804 ·1.804 -1.804 -1.804 •1.804 1.804 1.~ 1.804 1.~ 1.aol 1.aol 1.aol 1.aol 1.aol 1.8'04 1~ 1.&)\ Dis.lance Max.. Y·YOeflection 13.757 tt 0.000 in 13,757 tt 0.000 in •X 1,530.00 in .. 209.00 in'3 6200 in 234.000 111"3 548.000 .... 74.500 ITT"'l 3760 ill 113.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 0.w My -End MQffler,1$ @Sase @Top 12.Jl)O .... 25500.00 inA6 5(),200 in"2 190.000 in .. 49•.500 ,n"3 116.000 ltl03 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R58 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S3 (rev3) Code References Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Banditig MOdulrs Applied Loads AXIAL LOADS. W14x132 Allowable Strength 36.0 lrsi 29,000.0 1rsi W5: Axial load at 17.920ft, 0 = 165.10k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.1320 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum location values are , , . Pa :AXial Pn / Omega : Alk1••~• Ma-.x ; ~plied Mn•x I Omega : Al<>Nallle Ma-y : Aj)plied Mn-y I Omega : Aw•allle PASS ~taximum Sheat Stress Ratio= Load Combination Local ion of max.above base Al maximum location values are . v• :flwieo Vn /Omega: Allowatte Load Combination Results Ove<all Column Heigh! 17.920 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unlltaoed Length tor bucklog ABOUT y.y AX~= 17.920 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis 0.2577 : 1 DOnly 8.90 « 165.10 k 704.10 k 0.0 k-ft 414.411 k-ft 5.298 k-ft 202.994 k-ft 0.002712 : 1 DOnly 17.920 ft 1.183 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combination : Along X-X 0.01948 in at for load oomb•ation: D Only 1.183 k 1.183 k O.Ok O.Ok 0.0ft above base 9.020ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X-X Axis Base Rea,:;tion, Y-Y Axis Base Str,,ss Ratio Status Location Str,,ss Ratio Status Location 0.258 PASS 8.90 ft 0.141 PASS 0.00 ft 1.00 1.00 1.00 1.00 34.24 0.00 0.003 PASS 17 .92 ft 34.24 0.00 0.002 PASS 0.00 ft Axial Reaction @Base 165.100 99.060 A»al Reaction X•X M s Reaction @Base @Top •1.183 -0.710 1.183 0.710 y.y Ms Reaciion @Base @Top Note: Only non-zero reactions are listed. Mx. • End Moments k·ft My• End Moments @Base @Top @Base @Top Mx·EnclMoments k•ft Extreme Value @Base X·X A'/Js Reaction @Base @Top y.y A-As Reaction @Base @Top @Base @Top My· End Momef'IIS @Base @Top Maximum 165.100 ·1.183 1.183 Mrlinum 99,060 -0.710 0.710 Maximum 99,060 -0.710 0.710 Milinum 165.100 ·1.183 1.111'.l Maximum 165.100 ·1.183 1.183 Milinooi 165.100 -1.183 1.183 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R59 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S3 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 165.100 Milmom 99.000 Reaclion, Y-Y Axis lop Maximum 165.100 M"""om 99.000 Moment, X-X Axis Base Maximum 165.100 M•inum 165.100 Moment. Y-Y Axis Base Maxlmom 165.100 Mllmom 165.100 Moment, X-XA,ds T09 Maximum 165.100 Ml\mom 165.100 Moment, Y-Y Axis Top Maximum 165. too Ml\mom 165.100 Maximum Deflections for Load Combinations load Combination Max X·X Deflection DOnly oo,~ in ,0.600 00117 in Steel Section Properties : W14x132 Depth 14,700 in Ix, Vleb Thic;k 0.645 in sxx FlangeWidlh 14.700 in Rxx Flange Thief< 1,031) 111 zx Alea 38.&10 lr\'"•2 lyy W~hl 132.075 plf Syy Kdesfgn 1.630 in Ryy ~1 1.563 in Zy 11, 4.230 in Yog 0.000 in Sketches +Y C 0 .... 1 14.70in Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top -1,183 -0.710 •1.183 -0.710 -1.183 -1.183 ·1.183 -1.183 -1.183 •1.183 Dis.lance 1.183 0710 1.183 0710 1.183 1.183 1.183 1.183 1.183 1.183 1.183 1183 Max. Y·YOeflecCicn 9.020 tt 9.020 tt 0.000 in 0.000 in •X 1,530.00 in .. 209.00 in'3 6200 in 234.000 111"3 548.000 in .. 74.500 ITT"'l 3760 ill 113.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 0.w My -End MQffler,1$ @Sase @Top 12.Jl)O in .. 25500.00 inA6 50,200 in'2 190.000 in .. 49•.500 rn"3 116.000 in'3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R60 of R111 Internal Bracing Row 2B Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R61 of R111 J.F. SHEA CO .. INC. Jared C:\Users\iaredn\ ... \12531-01.3.1 Bulkhead Str Brace Svstem • Row 28 (Rev3).vao Tuesday, July 18, 2023 11 :04 AM Membets Name Node I Node2 Shape Material End Length Weight Connection fl K 52c NOH N012 W!4X!32 ASTMA36 Simple Connect 29.360 3.882 53a N020 N021 Wl4X!32 ASTMA36 Simple Connect 18.880 2.497 53b N022 N023 Wl4Xl32 A5TMA36 Simple Connect 18.880 2.497 wia N002 N006 W24X229 ASTMA36 Rigid connect 25.200 5.771 W2b N003 NOOl W24X229 ASTMA36 Rigid Connect 25.ZOO 5.771 W3 NOOl N002 W24X229 ASTMA36 Rigid Connect 29.360 6.724 W4 N0!9 N017 W24X229 ASTMA36 Rigid Connect 30.000 6.871 W5 NOOl N018 W24X229 A5TMA36 Rigid Connect 30.000 6.871 Member Loads Uniform Member Service case Direction Magnitude Full Length? Start Offset End Offset ft ft W2a D Shear y •9.800 K/ft No 22.200 25.200 W2a D Shear y ·21.700 K/ft No 0.000 22.200 W2b D Sheary ·9.800 K/ft No 0.000 3.000 W2b D Shear y ·21.700 K/ft No 3.000 2S.200 W3 D Shear y ·21.700 K/ft No 18.880 29.360 W4 D Shear y •21.700 K/ft No 0.600 30.000 W5 D Shear y ·21.700 K/ft No 0.000 24.100 Member End Reactions Member Result Case Node Fx Vy Mz K K K-fl 52c D NOii ·390.068 0.000 0.000 52c D N0!2 ·390.068 0.000 0.000 53a D N020 ·364.389 0.000 0.000 53a D N02I ·364.389 0.000 0.000 53b D N022 ·106,206 0.000 0.000 53b D N023 ·106.206 0.000 0.000 W2a D N002 0.000 121.072 ·193.071 W2a D N006 0.000 0.000 0.000 W2b D NOD! 0.000 •140.030 -477.437 W2b D N003 0.000 0.000 0.000 W3 D NOOI ·3S5.772 -0.371 148.650 W3 D N002 ·121.072 -7S.789 ·193.071 W4 D N0!7 0.000 ·234.700 ·732.116 W4 D N019 0.000 0.000 0.000 W5 D NOOI 0.000 222.409 -626.086 W5 D N018 0.000 0.000 0.000 iii VisualAnalysis 18.00.0009, Analysis Only -·~ 'lfN,/W .iesvveb.com Page 1 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R62 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R63 of R111 C:\Users\iaredn\ ... \12531-01.3.1 Bulkhead Str Brace System • Row 28 (Rev3).vap VisualAnalysis 18.00.0009, Analysis Only www .iesweb.com "" "' " J.F . SHEA CO., INC. Jared Tuesday, July 18, 2023 11 :01 AM i Pago 3 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R64 of R111 J.F. SHEA CO .. INC. Jared C:\Users\iaredn\ ... \Brace Anatvsis\12531·01.3.1 East Vault Brace System • Row 2 v2(Rev3).vap Membets Name Node I Node2 54a N006 N003 54b N007 N004 ss N009 NOIO W6 N008 N006 W7 NOOl N002 Member Loads, Concentrated W7 W7 W7 Member Nodal loads D D D Service case Shape Wl4Xl32 W14Xl32 Wl4Xl 32 W24X229 Wl4Xl 93 Sheary Sheary Sheary Material ASTM A36 ASTM A36 ASTM A36 ASTM A36 ASTM A36 Direction Node Service case Type & Direction N002 D NOH D N012 D Member End Reactlons Force X Force Z R>rce z I Member I Result case I 54a D 54a D 54b D 54b D 55 D 55 D W6 D W6 D W7 D W7 D Member Forces Member I Fx Min K 54a ·278.450 (1) 54b ·216.867 (1) S5 ·129.943 (1) W6 0.000 (1) W7 •128.100 (1) \_!!I VisualAnalysis 18.00.0009, Analysis Only ,-iiJ~ ..w,w .iesweb.com NOOJ N006 N004 N007 N009 NOIO N006 N008 NOOl N002 Node Fx Max I K ·278.450 (1) ·216.867 (1) • 129.943 (1~ 0.000 (1) •128.100 (1) Tuesday, July 18, 2023 11 :24 AM End Connection Length ft Simple Connect Simple Connect Rigid Connect Rigid connect Rigid Connect ·163.221 K ·230.038 K ·232.001 K Magnitude Magnitllde 128.100 K -67.925 K •136.825 K Fl< K Vy 0.000 J K 0.000 (I) 0.000 (I) ·278,450 (1) ·278.4J -278.450 ·216.867 ·216.867 ·129.943 ·129.943 0.000 0.000 ·128,100 •128.100 MzMln K•ft Offset ft 19.610 19.610 16.610 11.330 24.700 0.000 6.330 19.830 Predefined Load N.A. N.A. N.A. Vy K o.J 0.000 0.000 0.000 0.000 0.000 -278.450 0.000 0.000 0.000 0.000 (1) 0.000 (I) 0.000(1) 0.000(1) Mz K•ft MzMax K•ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (1) 0.000 (I) 0.000 (I) •163.221 (1) •326.829 (1) 674.456 (1) 557.455 (1) Page 1 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R65 of R111 C:\Users\iaredn\ ... \Brace Analysis\12531 ·01.3.1 East Vault Brace System • Row 2 v2(Rev3).vap ~ ~ ~ f I ' ......... --.&.~ • U I VisualAnalysis 18.00.0009, Analysis Only '.·1■8E '7111 www .iesweb.com J.F. SHEA CO., INC. Jared Tuesday, July 18, 2023 11 :24 AM Page 2 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R66 of R111 C:\Users\iaredn\ ... \Brace Analysis\12531 ·01.3.1 East Vault Brace System • Row 2 v2(Rev3).vap l J i ~·· ,,-:;.-~~-'-------....1..W.,__ ________ _._ • U I VisualAnalysis 18.00.0009, Analysis Only '.·1■8E '7111 www .iesweb.com "" , ... J.F. SHEA CO., INC. Jared Tuesday, July 18, 2023 11 :24 AM Pago 3 of3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R67 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S2 (rev3) Code References Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Banditig MOdulrs Applied Loads AXIAL LOADS. W14x132 Allowable Strength 36.0 lrsi 29,000.0 1rsi W2: Axial load at 27.330ft, 0 = 390.10k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.1310 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum location values are , , . Pa :AXial Pn / Omega : Alk1••~• Ma-.x ; ~plied Mn•x I Omega : Al<>Nallle Ma-y : Aj)plied Mn-y I Omega : Aw•allle PASS ~taximum Sheat Stress Ralio = Load Combination Local ion of max.above base Al maximum location values are . v• :flwieo Vn /Omega: Allowatte Load Combination Results Ove<all Column Heigh! 27.330 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis: Unlltaoed Length tor bucklog ABOUT y.y AX~= 27.330 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis 0.7497 : 1 DOnly 13.573 « 390.10 k 560.37 k 0.0 k-ft 389.732 k-ft 12.230 k-ft 202.994 k-ft 0.004105 :1 DOnly 0.0 ft 1.700 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combination : Along X-X 0.1046 in at for load cx,mbriation: D Only 1.790 k 1.790 k O.O k O.Ok 0.0ft above base 13.757ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X-X Axis Base Rea,:;tion, Y-Y Axis Base Stfl!Ss Ralio Status Location St"'5s Ralio Status Location 0. 750 PASS 13.57 ft 0.450 PASS 13.57 ft 1.00 1.00 1.00 1.00 52.22 0.00 0.004 PASS 0.00 ft 52.22 0.00 0.002 PASS 0.00 ft Axial Reaction @Base 390.100 234.060 A»al Reaction Extreme Value @Base Maximum 390.100 Millnom 234.060 Maximum 234.060 Milinum 390.100 Maximum 390.100 Millnom 390.100 X•X Ms Reaction @Base @Top .1.790 •l.074 1.790 1.074 X·X A'/Js Reaction @Base @Top ·1.790 1.790 ·1.074 1.074 -1.074 1.074 •1.7~ 1.~ ·1.790 1.790 -1.790 1.790 Y • Y Ms Reaction @Base @Top Y-Y A-As Reaction @Base @Top Note: Only non~zero reactions are listed. Mx. • End N'ioments k•ft My• End Moments @Base @Top @Base @Top Mx-EnclMoments k•ft @Base @Top My· End Momef'IIS @Base @Top 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R68 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S2 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 390.100 Milmom 234.060 Reaclion, Y-Y Axis lop Maximum 390.100 M"""om 234.060 Moment, X-X Axis Base Maximum 390.100 M•inum 390.100 Moment. Y-Y Axis Base Maxlmom 390.100 Mllmom 390.100 Moment, X-XA,ds T09 Ma,dmum 390.100 Mllmom 390.100 Moment, Y-Y Axis Top Maximum 390.100 Ml\mom 390.100 Maximum Deflections for Load Combinations load Combination Max X·X Deflection DOnly 0.1046 in ,0.600 00623 in Steel Section Properties : W14x132 Depth 14,700 in Ix, Vleb Thic;k 0.645 in sxx FlangeWidlh 14.700 in Rxx Flange Thief< 1.0:11) 111 zx Alea 38.&10 lr\'"•2 lyy W~hl 132.075 plf Syy Kdesfgn 1.630 in Ryy ~1 1.563 in Zy 11, 4.230 in Yog 0.000 in Sketches +Y C 0 .... 1 14.70in Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top -1.790 -1.074 ·1.790 -1.074 -1.190 -1.790 .1,790 -1.790 -1.790 .1,790 Dis.lance 1.790 1.074 1.790 1.074 1 790 1,7<;() 1.790 1.790 1.7<;() 1.7<;() 1.790 1,7<;() Max. Y·YOeflecCicn 13.757 tt 13,757 tt 0.000 in 0.000 in •X 1,530.00 in .. 209.00 in'3 6200 in 234.000 111"3 548.000 in .. 74.500 ITT"'l 3760 ill 113.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 O,w My -End MQffler,1$ @Sase @Top 12.Jl)O in .. 25500.00 inA6 50,200 in'2 190.000 in .. 49•.500 rnAJ 116.000 in'3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R69 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S3 (rev3) Code References Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Banditig MOdulrs Applied Loads AXIAL LOADS. W14x132 Allowable Strength 36.0 lrsi 29,000.0 1rsi W5: Axial load at 17.920ft, 0 = 364.40k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.0890 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum location values are , , . Pa :AXial Pn / Omega : Alk1•able Ma-.x ; ~plied Mn•x I Omega : Al'1N,tl,e Ma-y : Aj)plied Mn-y I Omega : AfQN,tl,e PASS ~taximum Sheat Stress Ratio= Load Combination Local ion of max.above base Al maximum location values are . v• :flwieo Vn /Omega: Allowatte Load Combination Results Ove<all Column Heigh! 17.920 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis: Unlltaoed Length tor bucklog ABOUT y.y AX~= 17.920 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis 0.5332 : 1 DOnly 8.90 « 364.40 k 704.10 k 0.0 k-ft 414.411 k-ft 3.572 k-ft 202.994 k-ft 0.001829 : 1 DOnly 0.0 ft 0.7974 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflection, , Along Y-Y 0.0 in at for load combination : Along X-X 0.01313 in at for load oomb•ation: D Only 0.7974 k 0.7974 k O.O k O.Ok 0.0ft above base 9.020ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X-X Axis Base Rea,:;tion, Y-Y Axis Base Str,,ss Ratio Status Location Str,,ss Ratio Status Location 0.533 PASS 8.90 ft 0.320 PASS 8.90 ft 1.00 1.00 1.00 1.00 34.24 0.00 0.002 PASS 0.00 ft 34.24 0.00 0.001 PASS 0.00 ft Axial Reaction @Base 364.400 218.640 A»al Reaction X•X Ms Reaction @Base @Top -0.797 ,0,478 0.797 0.478 Y • Y Ms Reaction @Base @Top Note: Only non~zero reactions are listed. Mx. • End N'ioments k•ft My• End Moments @Base @Top @Base @Top Mx-EnclMoments k•ft Extreme Value @Base X·X A'/Js Reaction @Base @Top Y-Y A-As Reaction @Base @Top @Base @Top My· End Momef'IIS @Base @Top Maximum 364.400 ·0.797 0.797 Mrlinum 218.640 -0.478 0.478 Maximum 218.640 -0,478 0.478 Milinum 364.400 -0.797 om Maximum 364.400 ·0,797 0.797 Milinooi 364.400 -0.797 0.797 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R70 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S3 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 364.400 Milmum 218.640 Reaclion, Y-Y Axis lop Maximum 364.400 M"""om 218.640 Moment, X-X Axis Base Maximum 364.400 M•inum 364.400 Moment. Y-Y Axis Base Maxlmom 364.400 Mllmom 364.400 Moment, X-XA,ds T09 Maximum 364.400 Mllmom 364.400 Moment, Y-Y Axis Top Maximum 364.400 Ml\mom 364.400 Maximum Deflections for Load Combinations load Combination DOnly ,0.600 Steel Section Properties : Depth Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches C 0 .... 1 Max X·X Deflection 00131 in 00079 in W14x132 14.700 in Ix, 0.645 in sxx 14.700 in Rxx 1,031) 111 zx 38.&10 lr\'"•2 lyy 132.075 plf Syy 1.630 in Ryy 1.563 in Zy 4.230 in 0.000 in +Y 14.70in Projecl Title: Engineer: Projecl ID: Project Descr: X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top ·0,797 -OA78 -0.797 -0A78 .0.797 .0.797 .0.797 .0.797 -0.797 -0.797 0.797 0.478 0.797 0.478 0 797 0.797 0.797 0.797 0.797 0.797 0.797 0.7'97 Dis.lance Max.. Y·YOeflection 9.020 tt 0.000 in 9.020 tt 0.000 in •X 1,530.00 in .. 209.00 in'3 6 200 in 234.000 111"3 548.000 in .. 74.500 ITT"'l 3760 ill 113.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 0.w My -End MQffler,1$ @Sase @Top 12.Jl)O In .. 25500.00 ln'6 50,200i11"2 190.000 in .. 49•.500 ,n"3 116.000 in"3 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R71 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S4 {rev3) Code References Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Banditig MOdulrs Applied Loads AXIAL LOADS. W14x132 Allowable Strength 36.0 lrsi 29,000.0 1rsi W7: Axial Load at 18.430 ft, 0 = 278.50 k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.0890 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum location values are , , . Pa :AXial Pn / Omega : Alk1•a~e Ma-.x ; ~plied Mn•x I Omega : A"1N,tJ,e Ma-y : Aj)plied Mn-y I Omega : Al<,N,kJ,e PASS ~taximum Sheat Stress Ratio= Load Combination Local ion of max.above base Al maximum location values are . v• :flwieo Vn /Omega: Allowatte Load Combination Results Ove<all Column Heigh! 18.430 ~ Top & Bottom Fixity Top & Bottom Pinmed Brace condition for deflection (buckling) along columns : X-X (width) axis: Unlltaoed Length tor bucklog ABOUT y.y AX~= 18.430 n, K = 1.0 Y-Y (depth) axis: Ful~ braoed agalnS1 lluckling ABOUT X-X Axis 0.4160 : 1 DOnly 9.153 « 278.SO k 697.14 k 0.0 k-ft 413.073 k-ft 3.779 k-ft 202.994 k-ft 0.001881 : 1 DOnly 0.0 ft 0.8201 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in at for load combination : Along X-X 0.01470 in at for load oomb•ation: D Only 0.8201 k 0.8201 k 0.0 k 0.0k 0.0ft above base 9.277ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X-X Axis Base Rea,:;tion, Y-Y Axis Base Str,,ss Ratio Status Location Str,,ss Ratio Status Location 0.416 PASS 9.15 ft 0.250 PASS 9.15 ft 1.00 1.00 1.00 1.00 35.22 0.00 0.002 PASS 0.00 ft 35.22 0.00 0.001 PASS 0.00 ft Axial Reaction @Base 278.500 167.100 A»al Reaction Extreme Value @Base Maximum 278.500 Mrlinum 167.100 Maximum 167 .100 Milinum 276.500 Maximum 278.500 Milinom 278.500 X•X Ms Reaction @Base @Top -0.820 0.820 ,0,492 0.492 X·X A'/Js Reaction @Base @Top ·0.820 0Jl,10 -0.492 0.492 ,0,492 0.492 -0.820 0.112() -0.820 0.112() ·0.820 0.&20 Y • Y Ms Reaction @Base @Top Y-Y A-As Reaction @Base @Top Note: Only non~zero reactions are listed. Mx. • End N'ioments k•ft My• End Moments @Base @Top @Base @Top Mx-EnclMoments k•ft @Base @Top My· End Momef'IIS @Base @Top 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R72 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut S4 (rev3) Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X·X Axis Top Maximum 278.500 Milmom 167,100 Reaclion, Y-Y Axis lop Maximum 278.500 M"""om 167.100 Moment, X-X Axis Base Maximum 278.500 M•inum 276.500 Moment. Y-Y Axis Base Maxlmom 278.500 Ml\mom 278.500 Moment, X-XA,ds T09 Ma,dmum 278.500 Ml\mom 218.500 Moment, Y-Y Axis Top Maximum 278.500 Ml\mom 278.500 Maximum Deflections for Load Combinations load Combination Max X·X Deflection DOnly 00147 in ,0.600 00088 in Steel Section Properties : W14x132 Depth 14,700 in Ix, Vleb Thic;k 0.645 in sxx FlangeWidlh 14.700 in Rxx Flange Thief< 1,031) 111 zx Alea 38.&10 lr\'"•2 lyy W~hl 132.075 plf Syy Kdesfgn 1.630 in Ryy ~1 1.563 in Zy 11, 4.230 in Yog 0.000 in Sketches +Y C 0 .... 1 14.70in X-X Axis Reaction @Saso @Top ·0.820 0.320 -OA92 0.4$! -o.820 o.aao -0A92 0.411:i -0.820 -0.820 -0.820 -0.820 -0.820 -0.820 Dis.lance 0.$20 0.$20 0.$20 0.a20 0.8'20 0.8'20 0.&20 0.8'20 9.277 tt 9.277 tt Projecl Title: Engineer: Projecl ID: Project Descr: Y .y Axis Reaciion @Sase @Top Max. Y·YOeflecCicn 0.000 in 0.000 in 1,530.00 in .. 209.00 in'3 6200 in 234.000 111"3 548.000 in .. 74.500 ITT"'l 3760 ill 113.000 111"3 •X Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 O,w My -End MQffler,1$ @Sase @Top 12.Jl)O in .. 25500.00 inA6 50-.200 in'2 190.000 in .. 49•.500 rn"3 116.000 ltl03 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R73 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 Strut SS {rev3) Code References Project Title: Engineer: Project ID: Project Descr: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : Steel Sire$$ Grade Fy: S!oel Ylokl E : Etas!ic Banditig MOdulrs Applied Loads AXIAL LOADS. W14x132 Allowable Strength 36.0 lrsi 29,000.0 1rsi W7: Axial load at 16.430ft, 0 = 131.10k BENDING LOADS .. DL: Lat. Uniform Load creating My•y, D = 0.0890 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination location of max.above base Al maximum lo0;1tion values are , , . Pa :Axial Pn / Omega : AlkY•able Ma-x ; Aj)plied Mn•x I Omega : Al'1N,tl,e Ma-y : Aj)plied Mn-y I Omega : Al<,<,t/,e PASS Maximum Shear S1ress Ralio = Load Combination loc81ion of max.above base Al maximum location values are . va ;/lflplieo Vn /Omega: AllowaNe Load Combination Results Ove<all Column Heigh! 16.43 ~ Top& Bottom Fixity Top & Bottom Pinrned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unf)'aced Length for buckli'lg ABOUT Y-Y AXis: 16.43 fl, K = 1.0 Y-Y (depth) axis: Ful~ llraood agalnS! lluckling ABOUT X-X Axis 0.1812 : 1 DOnly 0.0 « 131.10 k 723.69 k 0.0 k-ft 418.319 k-ft 0.0 k-ft 202.994 k-ft 0.001677 : 1 DOnly 0.0 ft 0.7311 k 436.061 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflection, , Along Y-Y 0.0 in at for load combina1ion : Along X-X 0.009281 in at for load ooml>ilation: D Only 0.7311 k 0.7311 k O.O k O.Ok 0.0ft above base 8.270 ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Load Combination DOnty +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reaction, X·X Axis Base Reacijon, Y-Y Axis Base Str,,ss Ralio Status Location Str,,ss Ralio Status Location 0.181 PASS 0.00 ft 0.109 PASS 0.00 ft 1.00 1.00 1.00 1.00 31.39 0.00 0.002 PASS 0.00 ft 31.39 0.00 0.001 PASS 0.00 ft Axial Reaction @Base 131.100 78.660 Al031 Reaction X•X Alcis Reaction @Base @Top -0.731 ,0,439 0.731 0.439 y.y Ms Reaclion @Base @Top Note: Only non~zero reactions are listed. Mx. • End N'ioments k•ft My• End Moments @Base @Top @Base @Top Mx-EnclMoments k•ft Extreme Value @Base X·X A'/Js Reaction @Base @Top Y-Y A-As Reaction @Base @Top @Base @Top My. End MomeAIS @Base @Top Maximum 131.100 ·0.731 0.731 Mrlirn,.1m 78.660 -0,439 0~ Maximum 78,660 -0.439 o.~ Milinum 131.100 -0.731 0.731 Maximum 131.100 -0,731 0.731 Milfl1tm1 131.100 -0.731 0.731 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R74 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R75 of R111 Strut S5 Shear Plate Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R76 of R111 i-l@#-i•)a Anchor Designer™ fjlj,/:i§ijj Software -Ve,sion 3.1.2303.1 • 1 Prolcct Information Customer company: Customer contacl name: Customer &•mad: Comment: 112 LOAD 2-PLATES R:EQ'D, 2, lnPut Pata & Anchor Parameters Genera.I Design method:ACI 318-19 Units! lmpert:al units Anchor lnf01rmation: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.750 Nominal Embedment depth (inch): 6.000 Effective Emlledment depth, t,,, {Inch): 4.640 Code repo<t: ICC-ES ESR-2713 Anchor ca;tegory: 1 Anchor ductility; No hm" (inch}~ 9.58 c.., (inch): 7.00 C.... (Inch): 1.75 S'"" (inch}: 3..00 Recommended Anchor Anchor Name: Titen HO®• 314"0 Titen HD, hnom:6" (152mm) Code Report: ICC-ES ESR-2713 Como.anv: JF SHEA I KIEWIT JV I Date: I 7'712023 Engineer: JARED NELSON CE80712 I Page: I 1I5 Proieot: 12531-01.3 CARLSBAD DESAL IN7AKE MODS II Addre-ss: Phone: E-mail: Project description: IPS SOLDIER PILE IITTERNAL BRACE. ROW 2 "STEP 7" WALL SHEAR PLATE Location: Fastening description: Ba.se Material Concrete: Normal•we19ht Concrete thickness. h (Inch): 42.00 State: Uncraeked Compressive strength, f', (psi)~ 4000 4'i::,v: 1.4 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement No Reinforcement provkled at corners; No Ignore concrete b<eakout in t&nslon: No Ignore conetete bc'eakout in shear: No Ignore 6do requirement Not (lpplicable Buik:1-vp grout pad: No Base Plato Length xWldth x Thickness (Inch): 18.00 x 66.00 x 1.00 Input da<a and results must be dlec:ked for agreement wijh the existing circumstanOO&, the standards and guidalines must be checked fOf plausibility. Simpson Sttong-Tie Company tnc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R77 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Load and Geometry Load fact()( SOU((;&: ACI 318 Section 5.3 LoOO c:ombin.ation: not set Seismic design: No Anchors subjected to sustained tensi!)n: Not applicab5e Apply entire shear k>ad at front row: No Anchors only tGsisting wind aodlor seismic loads: No Strength level loads: N~llb]:O V,~,[lb]:O v~,VbJ: 91776 M., [ft-lb): 6~854 M,,,(lt-lb): 0 M~[fl·lb]:O <Figure 1> Como.anv: JF SHEA/ KIEWIT JV I Date: I 717/2023 Engineer: JARED NELSON CE80712 IPage: 1215 Proiect: 12531-01.3 CARLSBAD DESAL INTAKE MODS II Addre-ss: Phone: E-mail: Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R78 of R111 fl@#-1•):■ Anchor Designer™ Mli+@iN ~.~.~~~~~303.1 • Como.anv: JF SHEA/ KIEWIT JV I Date: I 717/2023 Engineer: JARED NELSON CE80712 IPage: 13/5 Proiect: 12531-01.3 CARLSBAD DESAL INTAKE MODS II Addre-ss: Phone: E-mail: <Figure 2> Input dala and results must be chec.ked for agreemeot with t~ existing CU"Ctimstances. the standards and goidalines must be checked fOf plausibility. Simpson St;ong-Tie Company Inc. 5956 W. Las Positas Boulevard Pieasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 VMM'.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R79 of R111 fl@4-1•H ■ Anchor Designer™ hf hl§ffl Software -Version 3.1.2303.1 • Comr>anv: Engineer: Proieot: Addre:ss: Phone: E-mail: 3 ResuJtloa Anchor Forces Anchor T enslon load. Shear load x, N~(lb) V,n,,(lb) 1 0.0 0.0 2 274.9 o.o 3 977.6 0.0 4 1680.2 0.0 5 2382.9 0.0 6 3085.5 0.0 7 o.o o.o 8 274.9 0.0 9 977.6 0.0 10 1680.2 0.0 11 2382.9 0.0 12 3085.5 0.0 Sum 16802.4 0.0 Maximum concrete compression strain {%o): 0.04 Maximum conetete compression stress (psi): 181 Resultant tension foroe {lb): 16802 Resultant compression force (lb}: 16802 Ecoentrioity of resultant lension forces in x-axis, e'1u (inch}: 10.04 Eccentricity of resultant tension forces in y-axis. e'Nt (inch); 0.00 Ecoentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'v, (inch}: 0.00 4. Stael Strenath of Anchor in Tension (Sac 17 61) N~ (lb) 9 ,w~ (lb) 45540 0.65 29601 5. Concrete Breakout Strength of Anchor in Tension (Sec-17.§.2) N, • kd .. -lfcll.r''(~q, 17,6,2.2,1) f,(psi) No(lb) 24.0 1.00 4000 4.640 15171 ,N~ =~ (ANr:I A~)Y'ec.HY'.-J.NY'c.HV'q,,,.Nt> (Sec. 17.5.1.2 & Eq. 17 .6.2.1a) Arre (ln2) AM» (ln2) c~ (In) 'P,c.N 'l'r«1.H '/1,.µ 1604.97 193.77 0.409 1.000 1.00 8 Stlftl Strenath of Anchor In Shear (Sec 17 z 1> 16840 1.0 0.60 10104 JF SHEA I KIEWIT JV I Date: I 717/2023 JARED NELSON CE80712 I Page: I 415 12531-01.3 CARLSBAD DESAL INTAKE MODS II Shear load y, Shear load combined. VOJ,r(lb) t(V,.,)'+(V..,,)' Ob) 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 7648.0 91776.0 91776.0 <"Figure 3> •7 ·8 ~ 10 • 11 • 1 ·2 4 .5 1.000 15171 0.65 33448 Input dala and results must be checked for agreement with the existing circumstanoos, the standards and guidelines must be checked ror plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R80 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R81 of R111 Reshoring Bracing Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R82 of R111 frtte Block line 1 Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. rrtte Block line 6 Steel Beam DESCRIPTION: 12531-01 Wale W2 (mod stage 8) CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-tll™Onal buckling Bending Axis : Major Axis Bending Project Title: Engineer: Project ID: Project Descr: Fy: Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi ~::----~l-~~ W24X22'> ... W24X229 ~ W24X229 span • 3.4 90 n span -4.040 n Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans ... Partial Lenglll Unif0<m Load: O = 21.70 k/ft, Extent= 4.360 --» 25.20 ft DESIGN SUMMARY Maximum Be•nding Stress Ratio Section used for this span Ma :Applied Mn/ Omega ; Allowable l oad Combination l ocation of maximum on span Span # where maximum OOClfrs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward T o!al Deflection Max Upward Total Deflection 0.597 : 1 W24x229 723.766 k·ft 1,212.575 k-ft DOnly 17.670ft Span# 2 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega: AUowabte load Combination Location of maximum on span Span # where maximum OCOJrs 0.000 in Ratio= 0.000 in Ratio= 0.107 in Ratio= -0.076 in Ratio= 0<360 0 <360 1%6 >=180 1096 >=180 Maximum Forces & Stresses for Load Combinations load Combination Max Stress RaflOS Summary ol Moment Values Segment Lengih Span# M V Mmax t Mmax.• Ma Max Mnx Mnx/Omega Cb Rm DOnly Dsgn. L • 3.49re 0.368 2,025.00 1,212.57 1.00 1.00 Dsgn. L • 17.67 fl 0.597 0.839 518.71 .723.77 723.77 2,025.00 1,212.57 1.00 1.00 Dsgn. L • 4.04 ~ 0.597 0.839 317.57 .723.77 723.77 2,025.00 1,212.57 1.00 1.00 t0.60D Dsgn, L = 3.49~ 0.221 2,025.00 1,212.57 1.00 1.00 Dsgn, L • 17,67 fl 0.358 0.503 311.23 ·434.26 434,26 2,025.00 1,212.57 1.00 1.00 Dsgn, L = 4.04 re 0.358 0.503 190,54 ·434.26 434,26 2,025.00 1,212.57 1.00 1.00 Overall Maximum Deflections Design OK 0.839 : W24x229 301 .590 k 359.424 k DOnly 17.670 ft Span#2 Summary of Shear Values Va Max Vnx VnxfOmega 132.35 539.14 359,42 301.59 539.14 359.42 301.59 539.14 359.42 79.41 539,14 359.42 180,95 539,14 359.42 180,95 539,14 359,42 Load Combina1ion Span Max, ··'Oefl Locati::ln il Span Load Combination Max .• ,... Defl Location in Span 1 0.0000 0.000 DOnly -0.0764 0.000 DOnly 2 0.1068 7.893 0.0000 0.000 3 0.0000 7.893 DOnly -0.0003 1.347 Vertical Reactions Supportnoial!on: Far lert Is #1 Values in KIPS Load Combination Sull!)Ort 1 SuJl!lOrt2 SuJl!lOrt3 Support4 Overall MAx,mum 132.345 533.805 .213.922 °"erall MIN!mum 79.407 320.283 -128.3.53 DOnly 132.345 533.805 -213.922 t0.60D 79.407 320.283 -128.3.53 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R83 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Base Plate DESCRIPTION: Bulkhead struclure wall bearing plate Code References Projecl Title: Engineer: Projecl ID: Project Descr: Calculations per AISC Design Guide# 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16 Load Combination Set : IBC 2018 General Information Material Properties AlSC Design Method Load Resisi>nce Factor De•gn Steel Plate Fy 36 ksi Conciete Support re 4.0 ksi Assumed Beari119 Alea :Full Baarlng Column & Plate Column Properties Steel Seelion : W14x145 Depth Width Flange Thickness Web Thickness 14,8 in 15.5 in 1.09 in 0.68 in Alea lxx lyy <I> c : LRFO Resistanoe Factor Nominal Bea,ing F p per JS 42.7 iJlA2 il'l"4 in"4 Plate Dimensions N: Lenglh 18.0 in Support Dimensions Width al0<19 '?(" 42.0 in 20.0 in B: Width 18.0 in Thickness 1.50 in Column assumed welded lo bese plate . • Applied Loads Q:~4L0.4, . .,,., l : Uve ...... . Lt: Roof live S: Snow .............. _ W : Wind ........... -.. . E : Eanhquai<e ... .. H : Late,al Earth ... ·--· p.y 132.40 k k k Length along '2' v.z M-X ~·ft ,.r, k•h k•fl ,.r; ,.r, k•fl "P" = Gravily load,"+• s91} is downwa1d. "+~ Mornalts c1ea1e higher d pr&:Ssure at +Z edge, "+• Sh&ars push p!ate: to-N.afds +Z edge. Anchor Bolts AM,o, Boll or Rod O.ScripUO<l 3/4-inch Tilen HD Ma, of Tension or PulloUl Capacity ....... . Snea, Capacity ..... . Edge dl01anoo : bOO 1o plare Number of Bolls Ir, each Row Nu!l'lbor of Bolt Rt)WS k 6.0 ltl 2 +P 1·.5• z 0.65 3.778 ksi r:;:::::::::;::::=tii==t--1--~-~+--+-- I 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R84 of R111 rrtte Block line 1 You can change this area using the "Settings• menu item and !hen using !he 'Printing & Trtte Block" selection. rrtte Block line 6 Steel Base Plate DESCRIPTION: Bulkhead structure wall bearing plate GOVERNING DE.SIGN LOAD CASE SUMMARY Plate Design Summary Design Method Governing Load Combinalion Goveming Load Case Type Go=in9 STRESS RA TIO Design Plate Size Pu :Axial IAv : Momeni ... ,. .. Load Comb. : +1.40D ~ PIJ :Axial Design PlalO Holght " Ooslgn Plate Widll'l Load Resistance Factor Desi!,n +1.40D Axial Load Only 0.2330 1•~• X 1'~• X 1-1/2" 0.000 k 0.000 k-N 185.360 k 18.000 t, 18.000;, w~, te d'&'MI (rom OOV'f 11 J)tllMf t~ IJ$00. A 1 : Prate A,ea ....... . A2: Suppon Ale a sqr~A2/A1) Distance fO( Mom,ent Ca1rulation ·m· • n. x ........ n' n' ·tambda l = max(m. n. n·1 Load Comb. : +1.20D ~ PIJ:Axlal ......... Oasign Plate H&lght .. Design Pla18 Wldlll K{,f b!J 41%:M! from ooJ;y if pMiaf bHMg used. At: Plate Area ........ A2: Suppon Ale a sqr~A21A1) Distance fo, Moment Calculation ·m· • n • x ........ Lambrla n' n' •tambda l = max(m. n, n'j 324.000 t\"2 400.000 t1•2 1.111 t.970 in 2.800 in 0.2:13 t>A2 0.514 3.786 In t.948., 2.800 in 158.880 k 18.000 in 18.000 in 324.000 t\A2 400.000 in'2 t.111 t.970 l'l 2.800 l'l 0.200 t\A2 o.m 3.786 il 1.786 il 2.800 In Project Title: Engineer: Project ID: Project Descr: Mv: Max. Moment .... ., ............. .. lb ; Max. 6el1rlin9 Stres• ............. .. Fb; Alkmoble ; Fy" Phi Sending Stress Ratio lu : Max. Plate Beari~ Stress ·-· Fp ; Allo'llable ; Bearing Str~s Ratio Bearing Stresses F p : Allowllbl& . fu : Max. Booring Pms-sure Stress Ratio Plate Bending Stresses Mmax=Fu ·L112/2 fb : Actual Fb: Alkmable. Stre-s.s Ratio .................. ~. Bearing Stresses Fp: Allowable . fu : Max. Bearing Pressure Stre-s.s Ratio .................. ~ ... Plate Bending S1ressss Mmax=Fu'L112/2 fb : Actual Fb: Allowable s11 ... Ratio ................... . 2.243 k-;, 2.~ksi 32.400 ksi 0.082 Bending Stress OK Mnksi 2.456 ksi 02'.)3 Bearing Str•ess OK Axial Load Only, No Moment 2.4S6ko 0.51'2ko 0.233 2.243 k-l'l 2.658 ksl 32.400 ksl 0.011'2 Axial Load Only, No Moment 2.4S6ko 0.400ko 0.200 t.922 k-il 2.278 ksl 32.400 ksi 0.070 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R85 of R111 rrtte Block line 1 You can change this area using the ~setti~s• menu item and !hen using !he 'Printing & Trtte Block" selection. rrtte Block line 6 Steel Base Plate DESCRIPTION: Bulkhead structure wall bearing plate Load Comb. : +0.90D ~ P\l:Axial Design Plate Heig"hl ........ . Design Plate Widl.h .. I\M be d'ffelelU from OOlly 1f petns( l:e8Mg used. A1 : Aale Area ......... A2: Suppo~ Ale a .. sqr~A21A1) Qistaoce to, Mom9nt ca1m1atioo ·m· • n • X lambda n· fl' "Lambda l = max(m, n. n"1 119.160 k 18.000 in 18.000 in 324.000 in'2 400.000 in'2 1.111 1.970 in 2.BOO in 0.15Q in'2 0.400 3.7116 in 1.524 in 2.800 i1 Project Title: Engineer: Project ID: Project Descr: Be,Mna Stresses Fp:Allowab~ ........ ___ _ lu : Max. Bearing Pressure Stress Ratio ................. ,-.. , Plate Bending Stresses Mma)( =Fu' I. "2 IZ ................. .. lb : Actual Fb Allowable Stress Ratio ...... . Printed: 19 JUL 2023, 10:01AW Axial Load Only, No Moment 2.45oksi 0.~ksi 0.150 1.442 k-il 1.700 ksi 32.400 ksi 0.053 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R86 of R111 rrtte Block line 1 Yoo can change this area using the •settings• menu item and then using the 'Printing & Tfl!:e Block" selection. rrtte Block line 6 Steel Column DESCRIPTION: 12531-01 STAGE-8 Re-brace of wale W2 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : Analysis Melhod : W14x145 Allowable Strength Project Title: Engineer: Project ID: Project Descr: Ove<all Column Heigh! 27.310 ~ Top & Bottom Fixity Top & Bottom Pinmed Steel Sire$$ Grade Fy: S!oel Ylokl Brace condition for deflection (buckling) along columns : E : Etas!ic Bandil'lg Moi,ulls 36.0 ksi 29,000.0 ksi Applied Loads AXIAL LOADS. W2: Axial load al 27.310 ft, 0 = 533.80 k BENDING LOADS .. DL: Lal. Uniform Load creating My-y, D = 0.1450 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axlal+Bendlng Stress Ratio = load Combination Location of max.above base Al maximum lo0;1tion values are , , . Pa :Axial Pn / Omega : Alk,•a~e Ma-x ; Aj)plied Mn•x I Omega : Al°"al,le Ma-y : Aj)plied Mn-y I Omega : Al<,Nal,le PASS Maximum Shear Stress Ralio = Load Combination loc81ion of max.above base Al maximum location values are . v, ;flwieo Vn /Omega: Allowatte Load Combination Results X-X (width) axis : UnllraOOd length tor bucklog ABOUT y.y AX~= 27.310 n, K = 1.0 Y-Y (depth) axis: UnllraOOd length tor bucki<g ABOUTX-X AX~= 27.310 fl, K = 1.0 0.8790 : 1 DOnly 13.563 ft 533.80 k 644.17 k 0.0 k-ft 439.066 k-ft 13.518 k-ft 238.922 k-ft 0.004069 : 1 □Only 0.0 ft 1.960 k 486.576 k Service loads entered. Load Factors will be applied for calculalions. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections , Along Y-Y 0.0 in al for load combination : Along X-X 0.09344 in at for load oomb•ation: D Only 1.980 k 1.980 k 0.0 k 0.0k 0.0ft above base 13.747ft above base Maximum Axial + Bending Stress Ratios Cbx Cby KxLx/Rx KyLylRy Maximum Shear Ratios Str,,ss Ratio Status Location Load Combination DOnly +0.600 Maximum Reactions Load Combination OOnly t0.600 Extreme Reactions Item Axial@Base Reactron. X·X Axis Base Rea,:;tion, y.y Axis Base Str,,ss Ratio Status Location 0.879 PASS 13.56 ft 0.527 PASS 13.56 ft Axial Reaction X•X Axis Reaction @Base @Base @Top 1.00 1.14 1.00 1.14 51.77 82.34 51.77 82.34 0.004 PASS 0.00 ft 0.002 PASS 0.00 ft y.y Ms Reaclion @Base @Top Note: Only non~zero rea,ctions are listed. Mx. • End Moments k•ft My• End Moments @Base @Top @Base @Top 533.800 •1.980 1.9IIO 320.280 •1.188 1.188 A»al Reaction X • X A»s Reaction Mx·EndMoments k•ft Extreme Value @Base @Base @Top y.y A'As Reaction @Base @Top @Base @Top My• End Moments @Base @Top Maximum 533.800 -1.980 Ul<IIO Mrlinum 320.280 -1.188 1.188 Maximum 320.280 -1.188 1.188 Milinum 533.800 •1,980 1.~ Maximum 533.800 -1,980 1.980 Mi'lint.J(Tl 533.800 -1.980 1.~ 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R87 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Column Projecl Title: Engineer: Projecl ID: Project Descr: DESCRIPTION: 12531-01 STAGE-8 Re-brace of wa!e W2 Extreme Reactions Axial React()n Item Extreme Value @8ase R":'ljon, X-X Axis Top Maximum 533.800 Milmom 320.280 Reaclion, Y-Y Axis lop Maximum 533.800 M"""om 320.280 Moment, X-X Axis Base Maximum 533.800 M•inum 533.800 Moment. Y-Y Axis Base Maxlmom 533.800 Mllmom 533.800 Moment, X-XA,ds T09 Ma,dmum 533.800 Mllmom 533.800 Moment, Y-Y Axis Top Maximum 533.800 Ml\mom 533.800 Maximum Deflections for Load Combinations load Combination DOnly ,0.600 Steel Section Properties : Depth Vleb Thic;k FlangeWidlh Flange Thief< Alea W~hl Kdesfgn ~1 11, Yog Sketches Max X·X Deflection 00934 in 00561 in W14x145 14.&IO in Ix, 0.680 in sxx 15.500 in Rxx 1,090 111 zx 42.700 lr\'"•2 lyy 145.351 plf Syy 1.690 in Ryy 1.563 in Zy 4.470 in 0.000 in •Y Load 1 15.SOin X-X Axis Reaction @Saso @Top Y .y Axis Reaciion @Sase @Top -1.980 -1.188 ·1.980 -1.188 -1.980 -1.980 .1,980 -1.980 -1.980 •1.980 1.9'80 1188 1.9'80 1.188 1.000 1.9'80 1.9'80 1.000 1.9'80 1.9'80 1.9'80 1.9'80 Dis.lance Max.. Y·YOeflection 13.747 tt 0.000 in 13,747 tt 0.000 in +X 1,710.00 in .. 232.00 in'3 6.330 in 260.000 111"3 677,000 in"-t 87.300 ITT"'l 3.900 ill 133.000 111"3 Mx • End Momenls k•ft @Base @Top Oistanoe 0.000 tt 0.000 tt cw Wno Sw 01 0.w My -End MQffler,1$ @Sase @Top 15.200 in .. 31700,00 inA6 53.100 in'2 224 .000 in .. 55\400 1n"3 129.000 ltl03 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R88 of R111 frtte Block line 1 Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. rrtte Block line 6 Steel Beam DESCRIPTION: 12531-01 Wale W9 CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-tll™Onal buckling Bending Axis : Major Axis Bending 0(-ll 01) 0(1:1::> ?5) [ :: ~ W24x162 ~ Sptm= 7 ?SO ft Project Title: Engineer: Project ID: Project Descr: Fy: Steel Yield : E: Modulus: W24x162 Sptm=9 50fl 36.0 ksi 29,000.0 ksi 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s} for Sp.an Number 1 Point Load: D = -161.810 k@2.420 ft, (P = (-23.0 kIQ(7.74+6.33)/2 = -161.81 k} Point load : 0 = 132.250 k@ 6.210 ft, (P = (23.0 kIQ(7.25+4.25)/2 = 132.25 k} Load(s} for Sp.an Number 2 Point Load: D = 242.080 k@3.210ft, (P = (23.0 kIQ(4,25+16.80Y2 = 242.08 k) DESIGN SUMMARY Maximum Be•nding Stress Ratio Section used for this span Ma :Applied Mn/ Omega : Allowable Load Combination l ocation of maximum on span Span # Ylflere maximum ooa.rrs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.442 : 1 W24x162 371.273 k-ft 840.719 k·lt DOnly 3.230ft Span #2 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maxjmum occurs 0.000 in Ratio= 0.000 in Ratio= 0.029 in Ratio = -0.016 in Ratio = 0<360 0 <360 3909 >=180 5498 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rafios Summary of Mcxnent Values Segment Lenglh Span# M V Mmax• Mmax • Ma Max Mnx Mnx/Omega Cb DOnly Dsgn. L = 7.25~ 0.340 0.721 ·285.88 285.88 1,404.00 840.72 1.00 Dsgn. L = 9.50~ 0.442 0.721 371.27 ·214.54 371.27 1,404.00 840.72 1.00 <-0.60D Dsgn. L = 7.25~ 0.204 0.432 •171.53 171.53 1,404.00 840.72 1.00 Dsgn. L = 9.50~ 0.265 0.432 222.76 ·128.72 222.76 1,404.00 840.72 1.00 Overall Maxi mum Deflections load Combination Span Max,"·' Oefl Locat()fl it Span load Combination 1 0.0000 0.000 OOnly DOnly 2 0.0292 4.484 Vertical Reactions Supp:,r1nolalion Far leftis#1 load Combination Sufl!lOrt 1 Sufl!lOrt 2 Sufl!l0rt3 Overall MAXimum -118.420 271.726 59.214 Overall MINimum -71.052 163.035 35.529 Oes1gn OK 0.721 : 1 W24x162 182.866 k 253.80 k DOnly 7.250 ft Span# 1 Summary of Shear Values Rm Va Max Vnx VnxfOmega 1.00 182.87 380.70 253.80 1.00 182.87 380.70 253.80 1.00 109.72 380.70 253.80 1.00 109.72 380.70 253.80 Max, .. .,. Defl Location il Span -0,0153 3.480 0.0000 3.480 Values in KIPS 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R89 of R111 rrtte Block line 1 You can change this area using the .. Settings• menu item and !hen using !he 'Printing & Tflte Block" selection. rrtte Block line 6 Steel Beam DESCRIPTION: 12531-01 Wale W9 Vertical Reactions load Combina1ion DOnly ,0.600 Su~rt1 -118.420 -71.052 Support2 271.726 163.035 Sopport3 59.214 35529 Project Title: Engineer: Project ID: Project Descr: Supp:.>rl nolelion F3r lel't is #1 Valves in KIP$ 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R90 of R111 Trtfe Block line 1 Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Tilte Block line 6 Steel Base Plate DESCRIPTION: East vault wall bearing plate Code References Projecl Title: Engineer: Projecl ID: Project Descr: Calculations per AISC Design Guide# 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16 Load Combination Set : IBC 2018 General Information Material Properties AlSC Design Method Load Resisi>nce Factor De•gn Steel Plate Fy 36 ksi Conciete Support re 4.0 ksi Assumed Beari119 Alea :Full Baarlng Column & Plate Column Properties Sleel Seelion : W14x145 Deplh Widlh Flange Thickness Web Thickness 14,8 in 15.5 in 1.09 in 0.68in Alea lxx lyy <t> c : LRFO Resistanoe Factor Nominal Bea,ing F p per JS 42.7 iJlA2 il'l"4 in"4 Plate Dimensions N: Lenglh 18.0 in Support Dimensions Widlh al0<19 '?(" 42.0 in 20.0 in B: Width 18.0 in Thickness 1.50 in Column assumed welded lo bese plate . • Applied Loads Q:~4L0.4, . .,,., l : Uve ...... . Lt: Roof live S: Snow .............. _ W : Wind ........... -.. . E : Eanhquai<e ... .. H : Late,al Earth ... ·--· p.y 271,70 k k k Length along '2' v.z M-X ~·ft k•fi k•h k•fl ,.rt ••ft k•fl "P" = Gravily load,"+• s91} is downwa1d. "+~ Mornalts c1ea1e higher d pr&:Ssure at +Z edge, "+• Sh&ars push p!ate: to-N.afds +Z edge. Anchor Bolts AM,o, Bolt or Rod O.ScripUO<l 3/4-inch Tilen HD Ma, of Tension or PulloUl Capacity ....... . Snea, Capacity ..... . Edge dl01anoo : bOO 1o plare Number of Bolls Ir, each Row Nu!l'lbor of Bolt Rt)WS k 6.0 ltl 2 +P 1·.5• z 0.65 3.778 ksi r:;:::::::::;::::=tii==t--1--~-~+--+-- I 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R91 of R111 rrtte Block line 1 You can change this area using the "Settings• menu item and !hen using !he 'Printing & Trtte Block" selection. rrtte Block line 6 Steel Base Plate DESCRIPTION: East vault wall bearing plate GOVERNING DE.SIGN LOAD CASE SUMMARY Plate Design Summary Design Method Governing Load Combinalion Goveming Load Case Type Go=in9 STRESS RA TIO Design Plate Size Pu :Axial IAv : Momeni ... ,. .. Load Comb. : +1.40D ~ PIJ :Alrlal Design PlalO Holght " Ooslgn Plate Widll'l Load Resistance Factor Desi!,n +1.40D Axial Load Only 0.4781 1•~• X 1'~• X 1-1/2" 0.000 k 0.000 k-N 380.380 k 18.00011 18.000 11 w~, te d'&'MI (rom OOU'f 11 J)tllMf t~ IJ$00. A 1 : Prate A,ea ....... . l'(l: Suppon Aro a sqr~A2/A1) Di.o;tance fO( Mom,ent Ca1rulation ·m· • n. x ........ n' n' ·tambda l = max(m. n. n·1 Load Comb. : +1.20D ~ PIJ:PJrlal ......... Oasign Plate H&lght .. Design Pla18 Wldlll K{,f b!J 41%:M! from ooJ;y if pMiaf bHMg used. At: Plate Area ........ l'(l: Suppon Aro a sqr~A21A1) Dislance fo, Moment Calculation ·m· • n • x ........ Lambrla n' n' •tambda l = max(m. n, n'j 324.000 11"2 400.000 11•2 1.111 t.970 11 2.800 t, 0.47ll 11A2 0.800 3.786 t, 3.0l9 ri 3.0l9 t, 326.040 k 18.000 i, 18.000 t, 324.000 11'2 400.000 1,•2 t.111 t.970 ri 2.800 ri 0.410 11'2 0.724 3.786 il 2.741 il 2.800 t, Project Title: Engineer: Project ID: Project Descr: Mv: Max. Moment .... ., ............. .. lb ; Max. 6el1rlin9 Stres• ............. .. Fb; Alkmoble ; Fy" Phi Sending Stress Ratio lu : Max. Plate Beari~ Stress ·-· Fp ; Allo'llable ; Bearing Str~s Ratio Bearing Stresses F p : Allowable . fu : Max. Btaring Pros-sure Streu Ratio Plate Bending Stresses Mmax=Fu•LA2f2 lb : Actual Fb: Alkmablo. Stress Ratio .................. ~. Bearing Stresses Fp: Allowablo . fu : Max. Bearing Pressure Stress Ratio .................. ~ ... Plate Bending S1ressss Mmax=Fu•LA2/2 fb : Actual Fb: Allowablo s11 ... Ratio ................... . 5.421 k-;, 6.425 ksl 32.400 ksi 0.196 Bending Stress OK 1.174 ksi 2.400 ksl 0.47ll Bearing Str•ess OK Axial Load Only, No Moment 2.4S6ko 1.174ko 0.4711 5.421 k-1, 6.425 ksl 32.400 ksl 0.198 Axial Load Only, No Moment 2.4S6ko t.OOE ko o.410 3.945 k-11 4.675 ksl 32.400 ksl 0.1<M 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R92 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R93 of R111 r111e Block Line 1 You can change this area using lhe "Settings· menu item and then using lhe "Printing & r111e Block' selection. r111e Block Line 6 Steel Beam DESCRIPTION: 12531-01 Wale W9 CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending D(-1i "4) 0(1'1 "4) I :~ jj( W24.it11$2 ~ Sptm = 7 ?.SOR Project Titte: Engineer: Project 10: Project Oesa: Fy: Steel Yield : E: Modulus: 0(?:\0:\8) W24.1t11$2 Sp:m=950ft 36,0 ksi 29,000.0 ksi l Applied Loa.ds Service loads entered. Load Factors will be applied for cakulations. Beam sell weiilht NOT internallv calculated and added Load(s) for So.an Number 1 Point load : D = -166.340 k@2.920 f1. (P = (-23.2 kIQ(8.01+6.33Y2 = -166.34 k) Load(s) for So.an Number 2 Point Load : 0 = 158.340 k@0.130 ft, (P = (23.2 kll)(7.4+6.25Y2 = 158 .. 34 k) Point Load : D = 230.380 k@6.380 ft, (P = (23.2 kll)(6.25+13.61Y2 = 2:30.38 k) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma: Applied Mn/ O~a : Allowable load Combioalion Location of maximum on span Span # where maximum oocurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max 00\vnward Total Deflection Max Upward Total Deflection 0.540 : 1 W24x162 454.342 k-ft 840.719 k-ft DOnly 6.384ft Span #2 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vo\/Omega : Allowable load Combination location of maximum on span Span# where maximum ocx:urs 0.000 in RatiO = 0.000 in RatiO = 0.035 in Ratio = -0.019 in Ratio = 0<360 0 <360 3227 >=180 4698 >=180 Maximum Forces & Stresses for Load Combinations load Combination Max Stress Raijos Summary of Moment Values Segment Lenglh Span# M V Mmax+ Mmax • Ma Max: Mnx: Mme/Omega Cb DOnly Dsgn. L • 7.25ft 0.395 0.957 ·331.99 331.99 1,404.00 840.72 1.00 Dsgn. L • 9.50ft 0.540 0.957 454.34 ·105.22 454.34 1,404.00 840.72 1.00 t<>.60D Dsgn. L • 7.25ft 0.237 0.574 ·199.20 199.20 1,404.00 840.72 1.00 Dsgn. L • 9.50ft 0.324 0.574 272.61 ·63.13 272.61 1,404.00 840.72 1.00 Vertical Reactions Support notalion: FM left is #1 load Combination S.,pport 1 Suwort2 Support3 Over~I MAXimum -113.858 190.429 145.809 Overall MINimum ·68.315 114.257 87~ DOnly -113.858 190.429 14H09 t<>.60D -68.315 114.257 87~ Rm 1.00 1.00 1.00 1.00 Design OK 0.957 : 1 W24x162 242.911 k 253.80 k DOnly 7.250 ft Span # 1 Summary of Shear Values Va Max: Vnx: vnxromega 242.91 380.70 253.80 242.91 380.70 253.80 145.75 380.70 253.80 145.75 380.70 253.80 Values in KIPS 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R94 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R95 of R111 Bulkhead Structure Fill Concrete Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R96 of R111 Trtfe Block line 1 Projecl Title: Engineer: Yoo can change !his area using the "Settings• menu item and then using the 'P,inling & Trtte Block" selection. Projecl ID: Project Descr: Tilte Block line 6 Concrete Beam DESCRIPTION: 12531-1 Bulkhead Sft fill concrete at lhe 12'dia. CMP shaft CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019. ASCE 7-16 Load Combination Set : IBC 2018 Material Pro pertios re = 2.0 ksi di Phi ValU8$ Flexure: 0.90 ~= rc"2 • 7.50 = 335.410 psi Shear: 0.750 lj/ Density = 145.0 pct p' = 0.850 A LIWIFactor = 1.0 Elaslic Modulus = 3,122.0 k~ Fy -Stirrups 410.0 ksi E -Slirrups = 29,000.0 ksi fy -Main Rebar = 60.0 ksi Stirrup Bar Size# 3 E -Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 > --. _Q(¥-~ , , , , :> Cross Section & Reinforcing Details Rectangular Section, Width = 30.0 in, Hetghl = 30.0 in Span #1 Reinforcing .... 4./16 al 3.375 in ~om Bottom, from 0.0 to 14.50 ft in this span Load for Span Number 1 Unifo,m Load: D = 7.30 klfl, Trib<Jta,y Width= 1.0 ft - 14.50 n 30" w M 30•• h -.. ; . . . . : ~ . II ' ' ~ DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio S&clion used ro, this span Mu :Applied Mn • Phi : Allowable Location of ma,imum on span Span # where maximum oocurs Vertical Reactions Load Combina1Ion Ov&1a1i MAX1mum Overall MINimum OOnly >0.60D 0.442 : 1 Typical Section 89.535 k•ft 202.670 k•ft 7.237 ft Span# 1 Support 1 Soppon2 .si925 52.925 31.755 31.755 52.925 52.925 31.755 31.755 Maximum Deflection Max Downward Translon1 Oe.flectlon Max Upward Transi&nt Deflection Max Downward Total Oonecllon Max Upward To!al Deft•ctloo Suppo,I oo!al!on: Far left Is #1 Maximum Forces & Stresses for Load Combinations 0.000 in Ratio= 0.000 in Ratio = 0.007 in Ratio= 0.000 in Ratio= l oad Combination localion (tt) Sending Stress Results ( ••tt) Segmenc Span# along Beam MAlGmum BENDING Envelope S1><1ni! 1 •1.40D S1><1ni! 1 +t.200 Span# 1 ->0.90D 14,500 14.500 14,500 Mu:Max 89.53 89.53 76.74 Pl'i'Mnx 202.67 202.67 202.67 S1ress Ratio 0.44 0.44 0.38 0 <360.C O <360.0 25262 >=180 O <180.0 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R97 of R111 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R98 of R111 72” Intake Pipeline Overhead Support System Analysis 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R99 of R111 Sheave Size & Wire Rope Strength Strength Efficien y Bending wire rope reduces its strength. To account for the effect of bend radius on wire rope strength when selecting a sheave use the table below: ' Strength Efficien y Commared to Catalog Ratio A trength In% 40 95 30 93 20 91 15 89 10 86 8 83 6 79 4 75 2 65 1 50 Ratio A = Sheave Diameter Rope Diameter Example To determine the strength efficiency of 1/2 diameter wire rope using a 10· diameter sheave: R . A _ 10" (sheave diameter) _ 20 at,o -112" (wire rope diameter) - Refer lo ratio A of 20 in the table then check the column under the heading "Strength Efficiency Compared to Catalog Sttengt in % ..... 91% strength efficiency as compared to the catalo strength of wire ,rope. 380 Fatigue Life Repeated bending and straightening of wire rope causes a cyclic change of stress called "fatiguing: Bend radius affects wire rope fatigue life. A comparison of the relative effect of sheave diameter on wire rope fatigue Ille can be determined as shown below: Relative Fatigue Ratio B Bendina Lile 30 10,0 25 6.6 20 3.8 18 2.9 16 2.1 14 1,5 12 1.1 Ratio 8 = $heave Diameter Rope Diameter Relative Fatigue Bending Life = Example Relative Fatigue Bending Life Sheave #1 Relative Fatigue Bending Life (Sheave #2) To determine the extension of fatigue Ille for a 3/4" wire rope using a 22.5" diameter sheave versus a 12" diameter sheave: Ratio e = 22,5" (sheave diameter> = 30 3/4" (wire rope diameter) Ratio e;; 12" <sheave dlametec> = 16 3/4" (wire rope diameter) The relative fatigue bending lile for a ratio B ol 16 is 2.1 (see above Table) and ratio B of 30 is 10. Relative Fatigue llL = 4.7 Bending Life = 2. 1 Therefore, we expect extension of fatigue life using a 22.5" diameter sheave to be 4.7 times greater than that of a 12" diameter sheave. Copyright © 2013 The Crosby Group LLC All Rights Reserved 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R100 of R111 HG-228 Jaw & Jaw Turea<t Ola.& Tab Up (in) S1cd<No. • 1/4x4 1032493 0 5116 IC 4-1/2 1~518 • 3/6 )( 6 1032536 1/2)(6 1032554 1/2x9 1032572 1/2 X 12 1032590 S/8x6 1032616 S/8x9 ,o~:i., 5/8 )( 12 1032652 3t4,c6 1032670 3/4x9 1032698 3/4 ir 12 1032714 3.'4 x 18 1032732 71"8<12 1032750 7/8 )( 18 1032778 1X6 1032796 1 x 12 1032812 1 X 18 1032830 1 x211 ,o:mss l•1/4 X 12 1002676 1-1/4)(16 1032694 1•1/4 x24 1032910 l-1/2 x 12 1032938 t-112x 18 1032956 t-t/2x 24 1032974 t•3l4X 18 1033016 1,-01'4 X24 1033036 2'24 1033054 2-1/2 x24 1033072 2-314 x24 1033090 TURNBUCKLES • End fittings are Quenched & Tempered or normalized, bodies heat-treated by normalizing. • Hot-dip galvanized steel. TURNBUCKLES RECOMMENDED FOR STRAIGHT OR IN•LINE PULL ONLY. Forged jaw ends are fitted with bolts and nuts for 1/4" through 5/8", and pins and cotters on 3/4" through 2-3/4" sizes, • Modified UNJ thread on end fittings for improved fatigue properties. • Body has UNC threads. Lock nuts available for all sizes. Fatigue rated to 20,000 cycles at 1-1 /2 limes the Working Load limit. Meets or exceeds all requirements of ASME B30.26 including identification, ductility, design factor, proof load and temperature requirements, Importantly, these turnbuckles meet other critical performance requirements including fatigue life, impact properties and material traceability, not addressed by ASME B30,26, • Meets the performance requirements of Federal Specifications Ff.-T-791b, Type 1 Form 1 • CLASS 7, and ASTM F-1145, except for those provisions required of the contractor. For additional information, see Warnings & Applications, J CP(N K CL-OSCO 8 •• IJ (YtN u c1.nsco Qir 1Wlp, .. N-'n.1:.-,lb lMCVMfllcAIIGtl~V.!b l SECTION 17 Working Dimensions (lnJ Load Weight U mtt Each ~ J I( M N (lo,) (.,) A 8 Clo-G Open Closod OJ>On Closod 88 500 .37 .25 AS 1.€6 .&I 11.19 7.19 12.18 '8.18 4.07 800 ,56 ;31 ·"° 2112 $1 13.07 8.57 14.12 9,62 4.S8 1200 .as .3/l .53 "-" .as 16.25 10.is 17.50 i\SO 6.10 2200 \82 YJ .&1 = V:,7 18.65 12.65 20.14 14.14 6.03 2200 2.29 YJ .&1 3,2() 11>7 24.94 15.94 26.43 17.43 9.36 2200 2.71 .50 .$4 3.20 1.07 30.94 18.94 32.43 20.43 12.36 3500 9.21 .63 .79 3.90 1.32 19.74 13.7'1 21.82 15,82 6.03 3500 3,95 ,63 ,79 3.89 1,32 26,08 17.08 28.16 19.16 9,39 3500 4.58 .63 ,79 3.89 1,32 32.08 20.08 34.16 22.16 12.39 5200 4.60 ,75 .97 4.71 1.52 2\09 15.09 23.68 17.68 6.13 5200 5.85 ,75 .97 4.68 1.52 27.49 18A9 30.08 21.-08 9.59 5200 6.72 .75 .97 4.68 1.52 33.49 2149 36.0S 24.0S 12.59 5200 8.45 ,75 .97 4.71 1,52 45.49 27.49 48,08 30,08 18.53 7200 9.37 .88 1.;o 5.50 1,7'1 34.65 22.65 37.62 25.62 12.16 7200 11.8 .68 1,16 5.50 1.77 47.12 29.12 50.09 32.09 18.63 10000 10.4 1.00 1.34 6.09 2.05 23.S2 17.82 27.18 2118 6.18 10000 13.8 ,.oo 1.3.f 6.09 2.05 35.S2 23.S2 39.18 27.18 12.18 10000 17.1 1.00 1.34! 6.09 2.05 47.82 29.S2 51.18 33.18 18.18 10000 21,0 1.00 1,341 6.08 2.05 60,42 36,42 63,78 39,78 24.84 15.100 21,9 i.25 I.8~ 8.09 2.62 39.37 27-3; 43.58 31.$8 12.06 15200 25.9 1.25 1.84! 8.09 2.82 51.37 33.37 55.56 37.58 18.06 15200 29.8 1.25 1.S4 8.09 2.82 63.93 39.93 68.14 44.14 24.62 21400 32.6 1.50 2.0S 8.93 2.81 40.76 28.76 45.68 33.68 12.32 21400 98.0 ,.so 2.0S 8.93 2.81 52.76 34.76 57.68 39.68 18.32 21400 43.S 1.so 2.0S 8.93 2.81 65,38 4\38 70,30 46,30 2.:1.94 28000 59.$ 1.75 2.60 9.36 3.3-5 53.35 35,35 59.16 4\16 18.37 28000 61,1 1.75 2.60 9.35 3.3-5 65.35 41.35 71.16 47.16 24,37 37000 96.3 2.00 2.112 11.80 3.7' 69.6• 45.6' 76.72 52.72 24All 60000 167 2.50 3.0S 13.26 4.44 72.97 48.97 82.18 58.18 24.60 75000 199 2.75 3.69 14.92 4.19 74.75 5M5 85.50 61-.50 24.65 5:1 Oc~o FM:lor. Prool Load i$ 2.5 rimes fM WO<ktng toad Umi1. 'Mectianlcal g~vanlrtd ~C-202:i fl'18 Cro&b'f0ro~l.LC 4 AlglltsH88erv80 @6 @0 0 m 227 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R101 of R111 Crosby® Screw Pin Shackles G-209/S-209 G-200 Screw pri al'l(hct ~'lacU..:-s meet tie l)erfamiarce reqUrMU!f'f.5 of Fede"'~-RRC-27!0 l)1)@1VA, ~deA..Qass2,enµI "'"'"~'""""""" COl'llfactor. F~ ~doidinfCfl'l'l3liOn, SCCP,9(><51. Capacities 113 thru 55 metric tons, grade 6. Forged. Ove<1ched and Tempered, with all:ly pins. Wori<ing Load Limit and grade "6" permanen~y shown on every shackle. Hot Dip galvanized or self cdored, Sizes 318 inch and below are mechanicaly galvanized. Fatigue rated. Shacl<les 251 and larger are RFID EQUIP,PED. Shackles can be furnished proof lested with ce<lificates to desl nated standards, well as ABS, DNV, Lloyds, or olh8f oertificabon. Proof testing and oertfficati availa!:le when requested at lhe time or otde<, charges .,, appft. Approved for use at-40" C (-40" F) to 204 • C (400° F). /111209 and 210 shackles can meet charpy requirements of 42 Joules(31 fi•lb~ avg. al -20• C (-4' F) upon special request. Meets or exceeds all requirements ol ASME 830.26. Type Approval certification in acc01dance with ABS 2016 Steel Vessel Rules and ABS Guide 10< Certification ol Lifting Appianoes available. Certificates available vifle<1 requested at time of 0<der end may indutle additional charges. Look for the Red Pin", , , the marl< of genurne Crosby qually, G-210/S-210 G.210 Scre.¥plnen:h3rsl'&:f;les l'l'Eel lhe perfair3'10e req.ii'etne'll$ o/Fe<i"'I S-coR~71G Type ti/8, G:aoeA.. elm 2,e)C()6-:1 for lll0$o pr~--u r«;uircd¢f 1/'e oonlrador, Fo1 a:Jdioor'l;j rm:JJma!lo,, S881)8'J9452. 8.tdb f4p$N I!!! QUl&,ECl( -MAIIOIJCit :$1 CE SEE APPLICATION INFORMA110N On f'aQe 8Z-or Ill@ G80@fif C-aldl:,g ~t,,~1-..... ~~ ~-----------~ G-209 / S-209 Screw Pin Anchor Shackles-------------------- A M I Nominal Size rm\ 3116 1/4 5•>6 318 7116 112 518 3/4 718 1 "/8 1-1/4 ~'8 >112 1-3,14 2 2•11'2 WOt'klng Load limit 8-No, ,,,. ~---1/3 1018357 -112 1018375 1018384 3/4 1018393 W1$400 1 1018419 l018428 >112 101$437 1018446 2 1018456 1018464 ~1/4 101$413 1018482 4-314 1018491 1018507 6-112 1018516 1018625 8-112 1018534 1018543 9-112 1018552 1018561 12 1018570 1018589 13-112 10185.98 1018005 17 1018614 1018623 25 10186:!2 1018641 35 1018650 1016669 55 1018S78 1018687 G-210 I s-210 Sere Pl Ch I Sh kl w n an ac es Weight Eadl ,.,, .06 .10 .18 .31 .36 .72 1.31 2.35 3,82 5.o3 , .. 1 9.50 13.53 17.20 2278 45.00 85.75 NomJnal Working ::itOCJt Weight . Size Load Limit •-••· ~:f,h .,_, m• r .. .-. • 1/4 1/2 1019150 1019169 . 11 .41 5116 314 1019178 1019187 .17 .53 318 1 1019196 1019203 .28 .66 7/16 1-112 1019212 1019221 .43 .75 1/2 2 1019230 1019249 .59 .81 518 ~1/4 1019258 1019267 \2'5 too 314 4-3/4 1019276 1019285 2.63 \25 I 718 6-112 1019294 1019301 3.18 \44 1 8-112 1019310 1019329 4.75 \69 ~1/8 9,1/l! 1019338 1019347 6.75 \61 ~1/4 12 1019356 1019365 9.06 2.03 1-318 1~1/2 1019374 1019383 11.6$ 2.25 ;.112 17 1019392 1019409 15.95 2.38 1-3/4 25 1019418 1019427 26.15 2.88 2 35 1019436 1019445 42.31 3.25 2-112 55 1019454 1019463 71.75 4.12 A .38 ,47 .53 £6 .75 .81 (06 \2S \44 \69 \81 2.03 2.25 2.36 2.88 3.25 4.13 A .31 .38 .44 .so .63 .7S .88 1.00 1.13 1.25 1.38 1.50 1.63 2.00 2.25 2.75 Olmeotk>nt {In) Tolennce +I• 8 C D • F G H L M p C A .25 .98 .19 .ao .56 .98 \41 .16 ,.14 .19 .oa .oa .31 ,.13 .25 .78 .61 1.28 \84 .19 1.43 .25 .06 .oa .38 1,22 .31 .84 .n; l.47 2/C,9 .22 1.71 .31 .06 ,06 .44 1.44 .38 1.03 .91 >.78 2"'9 .25 2.02 .38 ,13 ,06 .50 1,69 .44 \16 1,06 "-03 2.91 .31 2.37 .44 .13 .06 .63 1,88 .50 1.31 1.19 2.31 3.28 .38 2.69 .so .13 .06 .rs 2.38 .63 \69 l,S0 2.9'1 4.19 .44 3.34 .69 .13 .06 .88 2.8! .75 2110 1,81 3.50 4!)7 .50 3.97 .81 .25 .06 \00 3,31 ,88 2.28 2.09 4.03 5,83 .50 4.50 .97 .25 .06 \13 3.75 lllO 2.89 2.38 4.69 6.56 .56 5.13 \06 .25 .06 1.25 4.25 \16 2Jl1 2.69 5.16 1.41 .63 5.71 \25 .25 .06 1.38 4.69 1.29 325 3.00 5.7S 8.25 .69 6.25 \36 .25 .06 \50 5.25 1.,2 3.63 3.31 6.38 9.16 .75 6,.63 \50 .25 .13 t.63 5.75 1.54 3.98 3.63 6.88 10.00 .81 ,33 \6:! .25 .13 21.)0 100 1.84 5.00 4.19 8.86 12.'.!4 1.00 9.06 2.25 .25 .13 225 ;(75 2.08 S.75 4,81 9.97 13.<;S !22 10.35 2AO .25 .13 2.75 1(.\50 2.71 7.25 5.69 12.87 1l84 !.38 13,00 3.13 .25 .25 u1mens.ions 1011erance ,_, . . C n F • " K I .. " • .25 .25 .97 .62 .97 1.59 .19 1.43 .06 .06 .31 .31 1.15 .7S \07 1.91 .22 1.71 .06 J:)f; .38 .38 1.42 .92 \28 2.31 .25 2,02 .13 .oo .44 .44 1.63 1.06 \48 2.67 .31 2.37 .13 ,06 .50 .50 1.81 1.18 ,66 3.0G .38 2.69 .13 .06 .63 .63 2.32 1.50 2.04 3.76 .44 3.34 .13 .06 .81 .75 2.'?.S 1.81 2.40 4.53 .50 3.97 .2S .06 .97 .ea 3.20 2.10 2.86 5.33 .50 4.50 .25 .06 1.00 \00 3.69 2.38 3.24 5.94 .56 5.13 .25 .06 1.25 \13 4.07 21!>9 3.61 6.76 .63 5.71 .25 .06 1.38 \2S 4.53 3.00 3.97 7.50 .69 6.25 .25 J:)f; ~so \38 5.01 3.31 •.43 8.28 .75 6.53 .25 .13 i.62 \50 5.38 3.82 4.87 9.0S .61 7.33 .2S .13 2.12 \75 6.38 4,19 5.78 10.97 ,oo 9,06 .25 .13 2.36 2.10 Z25 5.00 6.77 12.74 \13 10.35 .25 .13 2.63 2.63 9.38 5.68 8.07 14.85 \38 13.00 .25 ,25 ' .. NOTE. Ma111mum Proof Load t.S 2 limes the \t'o1k1ng l oad Lmt. MiM11Jm Utimate Streng:h tS 6 !!mes the Working Load Ltr.tt. For Wo,idng load Limit recllctt.'Jn (ile to side lnadng api:fc-alions. see paga 94, C<>pyrigltl © z,(119 77,e CO!Shy Gmup LLC All Righ/S Rt.strv<d 77 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R102 of R111 frtte Block line 1 Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. rrtte Block line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE 0/H Support-Top Strongback (rev3) CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Complete!y Unbraced Fy: Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending t : W14,c:14~ W 14lC145 : I s1-r·-· "_=_,_5_01- 1 ft _________________ s_ ... _"_=_1_o_o_ft ________________ ➔sr-" = 1 5of Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calrulaled and added 10 loading Load(s} for Span Number 2 Point Load: D = 8.709 k@ 6.0 ft, (H4 = 8.709) Point load : D = 7.672 k@ 8.0 ft, (HS= 7.672) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma :Applied Mn/ Omega : AIIO\vable Load Combination Location of maximum on span Span # wfle<e ma.imum OOaJrs Maximum Dafloctioo 0.131 : 1 W14x145 61.303 k-ft 467.066 k-ft +D+H 8.000ft Span#2 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination Loca6on of maximum on span Span # wflere maximum occurs Max Oowriward Transloot Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total DeRadion 0.000 in Ratio= 0.000 in Ratio= 0.051 in Ratio= -0.015 in Ratio= 0<360 0 <360 3748 >=180 2394 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Sbess Ratios SumffiMY of Mcmenl Values 5,gm.ot lenglh S!>an # M V Mmax+ Mmax • Ma Max Mnx Mnx/Omega Cb Rm +D+H Dsgn. l = t.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 t.00 t.00 Dsgn. l • 16.00ft 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 t.25 t.00 Dsgn. l = t.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 t.00 t.00 +D+L+H Osgn. l = t.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 t.00 t.00 Dsgn. l • 16.00fl 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 t.25 1.00 Ds9n. l • t.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 +O+Lr+H Dsgn. l • t.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 Dsgn. l • 16.00fl 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 Dsgn. l • 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 +O+S+H Dsgn. l • i.So~ 0.000 o.m -0.16 0.16 780.00 461.0T i.00 i.00 Dsgn. l • 16.00ft 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 Dsgn. l • 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 +0+0.750Lr+0.750L + H Dsgn. l • 1.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 Dsgn. L • 16.00 ft 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 Dsgn. l • 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 Design OK 0.072 : 1 W14x145 10.442 k 144.922 k +D+H 1.500 ft Span# 1 Summ:ary of Shear Values Va Max Vnx Vnx/Omega 10.44 217.38 144.92 10.44 217.38 144.92 0.22 217.38 144.92 10.44 217.38 144.92 10.44 217.38 144.92 0.22 217.38 144.92 10.44 217.38 144.92 10.44 217.38 144.92 0.22 217.38 144.92 10.44 211.38 144.92 10.44 217.38 144.92 0.22 217.38 144.92 10.44 217.38 144.92 10.44 217.38 144.92 0.22 217.38 144.92 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R103 of R111 frtfe Block line 1 Yoo can change this area using the "SeltillQs• menu item and then using the 'Prin6ng & Tflte Block" selection. TIiie Block line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE O/H Support -Top Strongback (rev3) Load Combination Max. Stress Raf ice StJITltlW)' ot Momeni Values Summ.ary of Sile.at Values S<gmeot Lenglt> S!,an # M V 1,1,na)( + Mmax.· Ma Max Mnx. MnxfOmega Cb Rm Va Max. vn, VOJ<IOmega +0•0.750l +0.750S•H Dsgn. L = 1.sore 0.000 0.072 ·0.16 0.16 780.00 467.07 1.00 1.00 10.44 217.38 144.92 Dsgn. L • 16.0011 0.131 0.072 61.30 ·0.16 61.30 780.00 467.07 1.25 1.00 10.44 217.38 144.92 Dsgn. L = 1.50~ 0.000 0.002 ·0.16 0.16 780.00 467.07 1.00 1.00 0.22 217.38 144.92 +D+0.60W+H Dsgn, L = 1.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 10.44 217.38 144.92 Dsgn. l = 16.0011 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 10.44 217.38 144.92 Dsgn. L = 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 0.22 217.38 144.92 +D+0.70E+H Dsgn. L = 1.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 10.44 217.38 144.92 Dsgn. L = 16.0011 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 125 1.00 10.44 217.38 144.92 Dsgn. L = 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 0.22 217.38 144.92 +D+O. 750lr+O. 750L + 0.450W+H Dsgn. L =-1.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 10.44 217.38 144.92 Dsgn. L = 16.0011 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 10.44 217.38 144.92 Dsgn. l = 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 0.22 217.38 144.92 +O+O. 750l +O. 750S+0.450W+H Osgn. l =-1.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 10.44 217.38 144.92 Dsgn. l • 16.0011 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 10.44 217.38 144.92 Dsgn. L = 1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 0.22 217.38 144.92 +O+O. 750l +O. 750S•0.5250E•H Dsgn. l =-1.50~ 0.000 0.072 -0.16 0.16 780.00 467.07 1.00 1.00 10.44 217.38 144.92 Osgn. l • 16.0011 0.131 0.072 61.30 -0.16 61.30 780.00 467.07 1.25 1.00 10.44 217.38 144.92 Osgn. l =-1.50~ 0.000 0.002 -0.16 0.16 780.00 467.07 1.00 1.00 0.22 217.38 144.92 t0.60D•0.60Wt0.60H Dsgn. L = 1.50~ 0.000 0.043 -0.10 0.10 780.00 467.07 1.00 1.00 6.27 217.38 144.92 Dsgn. l • 16.00ft 0.079 0.043 36.78 -0.10 36.78 780.00 467.07 1.25 1.00 6.27 217.38 144.92 Dsgn. L = 1.50~ 0.000 0.001 -0.10 0.10 780.00 467.07 1.00 1.00 0.13 217.38 144.92 t0.60D•0.70E•0.60H Dsgn. L = 1.50~ 0.000 0.043 -0.10 0.10 780.00 467.07 1.00 1.00 6.27 217.38 144.92 Dsgn. L = 16.00 ft 0.079 0.043 36.78 -0.10 36.78 780.00 467.07 1.25 1.00 6.27 217.38 144.92 Dsgn. L = 1.50~ 0.000 0.001 -0.10 0.10 780.00 467.07 1.00 1.00 0.13 217.38 144.92 Overall Maximum Deflections Load Combination Span Max. ~.•oe11 Location ll. Spa.n Load Combination Max."+• De.fl Location ~ Span 1 0.0000 0.000 OOnly -0.0150 0.000 DOnly 2 0.0512 7.787 0.0000 0.000 3 0.0000 7.787 OOnly -0.0139 1.500 Vertical Reactions Support no1ation : Far left is #1 Values in KIPS load Combination Support 1 SUPl)Ort 2 SUPl)Ort 3 Support4 ~erall MAXimum 10,660 8,433 Overal MINimum 6,396 5,090 +O+H 10,660 8.433 -t-O+L+H 10,660 8.433 -..o .. Lr<tH 10,660 8.433 +O+S-+H 10.660 8.483 +D+0.750Lr+0.750L+H 10.660 8.483 +0+0.750L +0.750$+H 10.660 8.483 +D+0.60W+H 10.660 8.483 +0+0.70E+H 10.660 8.483 •0•0. 750Lr<0.75()L +0.450W•H 10.660 8.483 +0•0. 750L •0. 750S•O. 450W<H 10.660 8.483 +0•0. 750L •0. 750S•0.5250E•H 10.660 8.433 t0.60D•0.60Wt0 .. 60H 6.396 5.090 t0.60D•0.70E•O.EOH 6.396 5.090 DOnly 10.660 8.433 HOnly 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R104 of R111 frtte Block line 1 Project Title: Engineer: Project ID: Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. Project Descr: rrtte Block line 6 Steel Beam DESCRIPTION: 12531-01 Tie-in SOE 0/H Support-Bottom Strongback (rev3) CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Complete!y Unbraced Bending Axis : Major Axis Bending W 14~ W 14x14S $par 1-ro ft Span = 33.280 ft Fy: Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi ~x145 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calrulaled and added 10 loading Load(s} for Span Number 2 Point load : D = 11.566 k@9.180 f1. (H1 = 11.566) Point load : D = 8.465 k@ 13.180 f1. (H2 = 8.465) Point Load: D = 10.825 k@17.t80ft, (H3 = 10.825) Point load : D = 10.660 k@17.410ft, (Top beam support reac6on = 10.66) DESIGN SUMMARY Maximum Be•nding Stress Ratio Section used for this span Ma :Applied Mn/ Omega : Allowable Load Combination Location of maximum on span Span # v.tie,e maximum OOaJIS Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deft&dion Max Downward Total Deflection Max Upward Total Deflection 0.647 : 1 W14x145 302.251 k-ft 467.066 k-ft DOnly 17.084ft Span #2 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Anowabl:e Load Combination loca6on of maximum on span Span # v.tiere maximum occurs 0.000 in Ralio = 0.000 in Ratio = 1.109 in Ratio = -0.143 in Ralio = 0<360 0 <360 360 >=180 228 >=180 Maximum Forces & Stresses for Load Combinations Load Coml)jnation Max Stress Ratios Summary ol Mcment Values Segme<>l l englh Span# M V Mnw:+ Mmax· Ma Max Mnx Mox/Omega Co DOnly Rm Dsgn. L = ·~~ 0.000 0.181 -0.13 0.13 780.00 467.07 1.00 1.00 Dsgn, L = 33.2811 0.647 0.181 302.25 -0.13 302.25 780.00 467.07 1.23 1.00 Dsgn. L = 1~~ 0.000 0.001 -0.13 0.13 780.00 467.07 1.00 1.00 ,0.60D Dsgn. L = 1~~ 0.000 0.109 -0.08 0.08 780.00 467.07 1.00 1.00 Dsgn. L = 33.2811 0.388 0.109 181.35 -0.08 181.35 780.00 467.07 1.23 1.00 Dsgn. L = t.36m 0.000 0.001 •0.08 0.08 780.00 467.07 1.00 1.00 Overall Maximum Deflections Des,gn OK 0.181 : 1 W14x145 26.227 k 144.922 k DOnly 1.360 ft Span# 1 Summary of She.a, Valves Va Max. vn, Vnx/Omega 26.23 217.38 144.92 26.23 217.38 144.92 0.20 217.38 144.92 15.74 217.38 144.92 15.74 217.38 144.92 0.12 217.38 144.92 load Combination Span Max." ... OQfl Locatm in Span load Combination Ma:c. "+" De-fl Location i'l Span 0.0000 0.000 DOnty -0.1432 0.000 DOnly 1.1093 16.418 0.0000 0.000 0.0000 16.418 DOnty -0.13:23 1.360 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R105 of R111 rrtte Block line 1 You can change this area using the .. Settings• menu item and !hen using !he 'Printing & Tflte Block" selection. rrtte Block line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE O/H Support -Bottom Strongback (rev3) Vertical Reactions load Combina1ion Overall l,IAXimum Overall MINimum DOnly <-0.60D Su~rt1 Support2 26.425 15.855 26.425 15.855 Sopport3 20.324 12.194 20.324 12.194 Supp:.>rl nolalion F3r lel't is #1 Support4 Valves in KIPS 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R106 of R111 frtte Block line 1 Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. rrtte Block line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE Overhead Support System -South BP -across beam (rev3) CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Complete!y Unbraced Fy: Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending W24x1./i4 SPjl.n.!L.J..QJl_ 0(26.42~) W24x104 Sp,a.n__J_6_0 "-- ~24x104 Snt1n~.pn Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calrulaled and added 10 loading Load(s} for Sp.an Number 2 Point Load: D = 26.425 k@3,0 fl, (P = 26.425 k} DESIGN SUMMARY Maximum Be•nding Stress Ratio Section used for this span Ma :Applied Mn/ Omega ; Allowable load Combination l ocation of maximum on span Span # where maximum OOClfrs Maximum Deflection 0.077 : 1 W24x104 40.054 k-fl 519.162 k-ft DOnly 3.000ft Span# 2 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega: AUowabte load Combinatioo Location of maximum on span Span # where maximum OCOJrs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward T o!al Deflection Max Upward Total Deflection 0.000 in Ratio= 0.000 in Ratio= 0.002 in Ratio= -0.001 in Ratio= 0<360 0 <360 30796 >=180 20733 >=180 Maximum Forces & Stresses for Load Combinations load Combination Max Stress RaflOS Summary ol Moment Values Segment Length Span# M V Mmax t Mmax.• Ma Max Mnx Mnx/Omega Cb Rm DOnly Dsgn. L = 1.oore 0.000 0.078 ·0.05 0.05 867.00 519.16 t.00 t.00 Dsgn. L = 6.00~ 0.077 0.078 40.05 -0.05 40.05 867.00 519.16 1.32 1.00 Dsgn. L = 1.00~ 0.000 0.001 -0.05 0.05 867.00 519.16 1.00 1.00 t0.60D Dsgn, L = 1.00~ 0.000 0.047 -0,03 0.03 867,00 519,16 1.00 1.00 Dsgn, L = s.oore 0.046 0.047 24,03 -0,03 24,03 867,00 519,16 1,32 1.00 Dsgn, L = 1.oore 0.000 0.000 -0,03 0.03 867,00 519,16 1.00 1.00 Overall Maximum Deflections Design OK 0.078 : W24x104 13.525 k 173.520 k DOnly 1.000 ft Span# 1 Summary of Shear Values Va Max Vnx VnxfOmega 13.52 260.28 173.52 13.52 260.28 173.52 0. 10 260.28 173.52 8.11 260,28 173,52 8.11 260,28 173,52 0.06 260,28 173,52 Load Combina1ion Span Max, ··'Oefl Locati::ln il Span Load Combination Max.·+· Defl Location in Span 1 0.0000 0.000 DOnly -0.0012 0.000 DOnly 2 o.om 3.04-0 0.0000 0.000 3 0.0000 3.04-0 DOnly -0.0012 t.000 Vertical Reactions Supportnoial!on: Far lert Is #1 Values in KIPS Load Combination Sull!)Ort 1 SuJl!)Ort2 SuJl!)Ort3 Support4 Overall MAx,mum 13.629 13.629 °"erall MIN!mum 8.177 8.177 DOnly 13.629 13.629 t0.600 8.177 8.177 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R107 of R111 frtte Block line 1 Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. rrtte Block line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE Overhead Support System -North BP -across beam (rev3) CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Fy: Steel Yield : Beam Bracing : Complete!y Unbraced E: Modulus: Bending Axis : Major Axis Bending 0(6.463) 0(20.324) W24it104 4,c 10.4 SM£1=80 Sp.pn=1.ptt 36.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added 10 loading Load(s} for Sp.an Number 2 Point Load : D = 8.483 k@ 2.850 ft, (Top beam Load= 8.483) Point load : D = 20.324 k@S.0 ft, (Bottom beam load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma :Applied Mn/ Omega : AIIO\vable Load Combination Location of maximum on span Span # wfle<e ma.imum oocurs Maximum Dafloctioo 0.092 : 1 W24x104 47.723 k-ft 519.162 k-ft DOnly 4.960ft Span#2 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination Loca6on of maximum on span Span # wflere maximum occurs Max Oowriward Transloot Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total DeRadion 0.000 in Ratio = 0.000 in Ratio = 0.006 in Ratio= -0.002 in Ratio= 0<360 0 <360 17418 >=180 11078 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Sbess Ratios SumffiMY of Mcmenl Values 5,gm.ot lenglh S!>an # M V Mmax+ Mmax • Ma Max Mnx Mnx/Omega Cb Rm DOnly Dsgn. l = t.00~ 0.000 0.078 -0.05 0.05 867.00 519.16 t.00 t.00 Dsgn. l = 8.00~ 0.092 0.093 47.72 -0.05 47.72 867.00 519.16 t.28 t.00 Dsgn. l = t.00~ 0.000 0.001 -0.05 0.05 867.00 519.16 t.00 t.00 .0.60D Osgn. l = t.00~ 0.000 0.047 -0.03 0.03 867.00 519.16 t.00 t.00 Dsgn. l = 8.00~ 0.055 0.056 28.63 -0.03 28.63 867.00 519.16 t.28 t.00 Dsgn. l = t.00~ 0.000 0.000 -0.03 0.03 867.00 519.16 t.00 t.00 Overall Maximum Deflections Design OK 0.093 : 1 W 24x104 16.141 k 173.520 k DOnly 8.000 ft Span#2 Summ:ary of Shear Values Va Max Vnx Vnx/Omega 13.50 260.28 173.52 16.14 260.28 173.52 0.10 260.28 173.52 8.10 260.28 173.52 9.68 260.28 173.52 0.06 260.28 173.52 Load Combination Span Max .• _ .. Oefl Location t'l Spa.n Load Combination Max.*•• Den Locabon ti Spal'l 1 0.0000 0.000 DOnly -0.0020 0.000 DOnly 2 0.0056 4.160 0.0000 0.000 3 0.0000 4.160 DOnly -0.0022 t.000 Vertical Reactions Support no1ation Far left is #1 Values in KIPS load Combination SuPIIOrt 1 Sull!l0rt2 Sull!l0rt3 Support4 Overall MAX1mum 13.603 16.245 Overall MINlmum 8.162 9.747 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R108 of R111 rrtte Block line 1 You can change this area using the .. Settings• menu item and !hen using !he 'Printing & Tflte Block" selection. rrtte Block line 6 Steel Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE Overhead Support System -North BP -across beam (rev3) Vertical Reactions load Combina1ion D nlv <0.600 Su~rt1 Support2 13.603 8.162 Sopport3 16.245 9.747 Supp:.>rl nolalion F3r lel't is #1 Support4 Valves in KIPS 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R109 of R111 frtte Block line 1 Project Title: Engineer: Project ID: Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. Project Descr: rrtte Block line 6 Steel Beam DESCRIPTION: 12531-01 Tie-in SOE Overhead Support System -bearing beam (rev3) CODE REFERENCES Calculations par AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-tll™Onal buckling Bending Axis : Major Axis Bending 0 4-00 Fy: Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calrulaled and added 10 loading UnlfO<m Load: D = 4,050 kilt, Tributary Widlh = 1.0 ft, (bearing load to 1/2 beam) DESIGN SUMMARY Maximum Be•nding Stress Ratio SeC1ion used for this span Ma :Applied Mn/ Omega : Allowable l oad Combination l ocation of maximum on span Span # where maximum oocurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total OeRection 0.032 : 1 HP14x89 8.278 k-ft 255.812 k-ft DOnly 2.000ft Span# t Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega: Allowable Load COfllbination Location of maximum on span Span # where maximum OCOJrs 0.000 in Ratio= 0.000 in Ratio= 0.001 in Ratio= 0.000 in Ratio = 0<360 0 <360 87800 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rafios Segmenl Lenglh Span# M V DOnly Dsgn. L = 2.00~ 0.032 0.068 t0.60D Dsgn. L = 2.00~ 1 0.019 0.041 Overall Maximum Deflections load Combination DOnly Vertical Reactions erall , 1mum Overall MINimum DOnly t0.60D Span Suwcrt 1 Max,".' Oefl 0.0005 SuWort2 la 4.967 8.27a 4.967 Summary of Mcment Values Mmax• Mmax.• Ma Max Mnx Mnx/Omega Cb -8.28 8.28 427.21 255.81 1.00 •4.97 4.97 427.21 255.81 1.00 Locat()fl il Span load ComOOnation 0.000 Supp:,rl no1alion: Far left is #1 Design OK 0.068 : HP14x89 8.278 k 122.213 k DOnly 2.000 ft Span# t Summary of Shear Values Rm Va Max 1.00 8.28 1.00 4.97 Max,"+'" De.fl 0.0000 Values in KIPS Vnx. VnxfOmega 183.32 122.21 183.32 122.21 Location in Span 0.000 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R110 of R111 frtte Block line 1 Yoo can change this area using the "Settings• menu item and !hen using lhe 'Prin6ng & Td!:e Block" selection. rrtte Block line 6 Wood Beam Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: 12531-01 Tie-in SOE Overhead Support System -bearing pad CODE REFERENCES Calculations par NOS 2018, IBC 2018, CBC 2019, ASCE 7 -16 Load Combination Set : IBC 2018 Material Properties Analysis Melhodl: Allowable Stress Design Fb + 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulvs of Elasticity l oad Combination IBC 2018 Fb - Fc-Prll Wood Species : Douglas Fir-Larch Fe· Perp Wood Gra<Je : No.2 Fv Fl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling r 11.SOX5.50 ~ Span= 2.0ft + 0(0.730.0.510) 11.50 X5.50 Span= 8.0ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcl ~ 11.50X5.50 Span= 2.0 ft t Applied Loads Service loads entered. l oad Fae1ors will be applied for ca1cu1alions. l oads on all spans ... Va,ying Unif0<m load : D= 0.730->0.510 klft, Ex1ent = 0.0 -» 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span load Combination Location oi maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.978 1 11.50 X 5.50 769.B6psi 787.50psl DOnly 4.M4fl Span# 2 Maximum Shea, Stress Ratio Section used for this span 0.000 in Ratio= 0.000 in Ratio= 0.195 in Ratio= -0.132 in Ratio= load Combination Location or ma>amum on span Span # where maximum occurs 0<360 0<360 491 >=t80 364 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Suess Ratios Moment Values Segment Le~lh Span# M V Cd CFN C; Cr Cm Ct CL M lb DOnly Lengln, 2.0ft o.m o.~ 090 1,000 1.00 1.00 1.00 1.00 1.00 1.44 297.12 Lengln, 8.0 fl 0.978 o.~ 090 1,000 1.00 1.00 1.00 1.00 1.00 3.72 769.86 Lengln '2.0ft 0.275 o.~ 090 1,000 1.00 1.00 1.00 1.00 1.00 UM 216.17 •<>.SOD 1,000 1.00 1.00 1.00 1.00 1.00 l.engln ,2.011 0.127 0.123 1.60 1.000 t.00 1.00 1.00 1.00 1.00 0.86 178.27 Lengln '8.0 fl 0.33() 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.23 461.92 Length = 2.0 fl 3 0.093 0.123 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 129.70 Overall Maximum Deflections load Combination Span Max. ~.~Oefl Location i'I Spa.n Load Combination 0.0000 0.000 OOnly Fb o.oo 787.50 787.50 787.50 0.00 1400.00 1400.00 1400.00 Design OK 0.364 : 1 11.5-0 X 5.50 55.70 psi 153.00 psi DOnly 2.000ft Span# 1 Shear Values V Iv o.oo o.oo F~ 0.00 2.35 55.70 153.00 2.35 55.70 153.00 0.81 55.70 153.00 0.00 0.00 0.00 1.0 33.42 272.00 1.0 33.42 272.00 0.49 33.42 272.00 Max ...... Defl Locabon i'I Spati -0.1231 0.000 12531-01 – Carlsbad Intake SOE Analysis Rev: 3 Page R111 of R111