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2021.0074.BP0005 Structural_Calculations_TCOMM911_Yelm_Water_Tank_LDC_20201216 December 16, 2020 LDC Project #T20‐408 December 16, 2020 Jeff Mock Pyramid Network Services, LLC 7418 East Helm Dr Scottsdale , AZ 85260 Ground Equipment TCOMM911 Yelm Water Tank 901 Rhoton RD NW Yelm, WA 98597 Dear Jeff Mock: At the request of Pyramid Network Services, LLC, we have performed a structural design for the above-mentioned project to verify compliance with the following building codes:  International Building Code 2018 (IBC 2018)  Minimum Design Loads for Buildings and Other Structures (ASCE 7-10)  AISC Steel Manual, 14th Edition (AISC 360-10)  Building Code Requirements for Structural Concrete (ACI 318-14) Please reference the following structural design report which gives full details of our design assumptions, provided information, and results. LDC must be notified immediately if site conditions are found to vary from what is indicated in this report as additional analysis and design may be required. Please contact the undersigned with any questions relating to this work. Regards, LDC, Inc. Garrett Skelton, PE Structural Project Engineer HQ Office December 16, 2020 LDC Project #T20‐408 LDC, Inc. •Surveying • Engineering •Planning Pyramid Network Services, LLC TCOMM911 Yelm Water Tank Structural Design: Ground Equipment Prepared for: Jeff Mock Pyramid Network Services, LLC 7418 East Helm Dr Scottsdale , AZ 85260 Prepared by: LDC, Inc. 20210 142nd Ave NE Woodinville, WA 98072 (425) 806-1869 Garrett Skelton, PE December 16, 2020 LDC Project #T20‐408 Table of Contents Design Criteria 1 - 6 Wind/Seismic Calculations 7 – 14 Generator Foundation & Anchorage (LDC Phase 24) 15 – 30 Tank Foundation & Anchorage (LDC Phase 25) 31 – 43 Battery Rack Anchorage (LDC Phase 26) 44 – 48 Shelter Foundation & Anchorage (LDC Phase 27) 49 - 73 Appendix 9 pages 10/16/2020 ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=46.9497426&lng=-122.6020845&address=901 NW Rhoton RD%2C Yelm%2C WA 98597%2C USA 1/2 Hazards by Location Search Information Address:901 NW Rhoton RD, Yelm, WA 98597, USA Coordinates:46.9497426, -122.6020845 Elevation:332 ft Timestamp:2020-10-16T21:55:00.139Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 67 mph MRI 25-Year 73 mph MRI 50-Year 77 mph MRI 100-Year 82 mph Risk Category I 91 mph Risk Category II 97 mph Risk Category III 104 mph Risk Category IV 108 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the 332 ft Map data ©2020 Google Page 1 of 73 12/16/20 LDC Project No. T20-408 T20-408 Exp osu re Cat: Exposure Cat. C Legend 901 NW Rhoton Rd T20-408 Expos ure Cat 3000 ft N➤➤N © 2020 Google© 2020 Google Page 2 of 73 12/16/20 LDC Project No. T20-408 Page 3 of 73 12/16/20 LDC Project No. T20-408 Page 4 of 73 12/16/20 LDC Project No. T20-408 10/16/2020 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=46.9497426&lng=-122.6020845&address=901 NW Rhoton RD%2C Yelm%2C WA 98597%2C USA 1/2 Hazards by Location Search Information Address:901 NW Rhoton RD, Yelm, WA 98597, USA Coordinates:46.9497426, -122.6020845 Elevation:332 ft Timestamp:2020-10-16T21:47:31.093Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D Basic Parameters Name Value Description SS 1.29 MCER ground motion (period=0.2s) S1 0.465 MCER ground motion (period=1.0s) SMS 1.29 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 0.86 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR1 0.891 Coefficient of risk (1.0s) PGA 0.507 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.558 Site modified peak ground acceleration 332 ft Map data ©2020 Google Page 5 of 73 12/16/20 LDC Project No. T20-408 10/16/2020 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=46.9497426&lng=-122.6020845&address=901 NW Rhoton RD%2C Yelm%2C WA 98597%2C USA 2/2 TL 16 Long-period transition period (s) SsRT 1.29 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.421 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.465 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.522 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.624 Factored deterministic acceleration value (1.0s) PGAd 0.507 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 6 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ USER NOTES: User entries May be modified by user if necessary Warning messages Used for design Yelm, WA Note: All loads calculated in this spreadsheet are intended to be used in the appropriate load combinations in the code selected within this spreadsheet. WIND/SEISMIC CALCULATIONS FOR TCOMM911 Yelm Page 7 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ Code: II Wind, Iw 1.00 Snow, Is 1.00 Seismic, Ie 1.00 Building Geometry: . / 12 0.00 deg 24 ft 11.67 ft 10.5 ft 0 ft Height to Top of Parapet, (hp)0 ft Site Parameters:https://hazards.atcouncil.org/ Wind: 97 mph Exposure Category C GCpi ±0.18 Elevation 332 ft Ke 0.99 1.00 Topography K1 #N/A Hill Height, HftK2 #DIV/0! Half Hill Length, Lh ft K3 #N/A Height above ground, zft Actual H/Lh Crest Distance, xft upwind/downwind? Yes 0.85 Seismic: 1.290 0.465 16 Site Class D Response Modification Factor, R 4.00 Overstrength Factor, Ω0 2.50 Approximate Period Parameter, Ct 0.02 Ta Approximate Period Parameter, x 0.75 Cs 0.12 0.22 Long Period Transition Period, TL Basic Wind Speed, V Enclosure Classification Low‐Rise Y or N? 0.2s Spectral Response Acceleration, Ss 1.0s Spectral Response Acceleration, S1 Gust Effect Factor, G Topographic Factor (Kzt) Taken From: Flat Enclosed Building ASCE 7‐16 Building Length (L) Least Building Width (B) Mean Roof Height (h) Parapet Height Risk/Occupancy Category: Roof Angle (θ) Type of Roof Monoslope Page 8 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ Wind Loads 1 97 mph C 0.18 1.00 K1 #N/A ft K2 #N/A ft K3 #N/A ft #DIV/0! ft Enclosed Building Monoslope Topographic Factor (Kzt) Topography Hill Height, H Flat Half Hill Length, Lh Importance Factor: Exposure Category Enclosure Classification Internal Pressure, (GCpi) Type of Roof Basic Wind Speed, V Height above ground, z Low‐Rise Y or N? Yes 0.85 upwind/downwind?downwind Gust Effect Factor, G Actual H/Lh Crest Distance, x Page 9 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ MWFRS (All Heights) ‐ Enclosed, Partially Enclosed, & Open Buildings (ASCE 7‐16 Section 27.2) G 0.85 Kd 0.85 qh 17.19 psf Ke 0.99 Wall Pressures Cp qhGCp qi(GCpi)CpqhGCpqi(GCpi) WW Wall 0.8 Varies 3.10 0.8 Varies 3.10 LW Wall ‐0.5 ‐7.31 3.10 ‐0.29717 ‐4.34 3.10 Side Wall ‐0.7 ‐10.23 3.10 ‐0.7 ‐10.23 3.10 Windward & Envelope Wall Pressures z (ft)Kz Kzt qz (psf) qzGCp qi(GCpi)Normal Parallel row 2.1 0.85 1.00 17.40 11.83 3.10 19.14 16.18 #N/A 4.2 0.85 1.00 17.40 11.83 3.10 19.14 16.18 #N/A 6.3 0.85 1.00 17.40 11.83 3.10 19.14 16.18 #N/A 8.4 0.85 1.00 17.40 11.83 3.10 19.14 16.18 #N/A 10.5 0.85 1.00 17.40 11.83 3.10 19.14 16.18 #N/A 0.85 1.00 17.40 11.83 3.10 19.14 16.18 #N/A Parapet Pressures Surface hp (ft) Kz Kzt qp (psf) (GCpn)pp (psf) Windward 0 0.85 1.00 17.40 1.50 26.10 #N/A Leeward 0 0.85 1.00 17.40 ‐1.00 ‐17.40 #N/A Leeward Roof Pressures ‐ Normal to Ridge Cp qhGCp qi(GCpi) 0' to 5.25'‐0.90 ‐13.15 3.10 5.25' to 10.5'‐0.90 ‐13.15 3.10 10.5' to 21'‐0.50 ‐7.31 3.10 > 21'‐0.30 ‐4.38 3.10 Windward Roof Pressures ‐ Normal to Ridge Cp (max)qhGCp (max)qi(GCpi)Cp (min)qhGCp (min)qi(GCpi) 0' to 5.25'‐0.90 ‐13.15 3.10 ‐0.90 ‐13.15 3.10 5.25' to 10.5'‐0.90 ‐13.15 3.10 ‐0.90 ‐13.15 3.10 10.5' to 21'‐0.50 ‐7.31 3.10 ‐0.50 ‐7.31 3.10 > 21'‐0.30 ‐4.38 3.10 ‐0.30 ‐4.38 3.10 Windward Roof Pressures ‐ Parallel to Ridge Cp qhGCp qi(GCpi) 0' to 5.25'‐0.90 ‐13.15 3.10 5.25' to 10.5'‐0.90 ‐13.15 3.10 10.5' to 21'‐0.50 ‐7.31 3.10 > 21'‐0.30 ‐4.38 3.10 ‐16.25 ‐10.40 ‐13.33 B/L = 0.49 & h/B = 0.9 qhGCp‐qi(GCpi) ‐16.25 See Table Below qhGCp‐qi(GCpi) B/L = 0.49 & h/B = 0.9 Horizontal distance from windward edge Wind Normal to Ridge Wind Normal to Ridge Surface ‐10.40 qhGCp(min)±qi(GCpi) ‐16.25 14.93 14.93 ‐16.25 ‐7.48 Horizontal distance from windward edge ‐7.48 14.93 Wind Parallel to Ridge Envelope WW + LW qzGCp+qi(GCpi) 14.93 14.93 L/B = 2.06 & h/L = 0.44 qhGCp‐qi(GCpi) 14.93 WW wall See Table Below ‐7.44 ‐13.33 Wind Normal to Ridge B/L = 0.49 & h/B = 0.9 ‐16.25 ‐16.25 ‐10.40 ‐10.40 ‐7.48 Wind Normal to Ridge Wind Parallel to Ridge B/L = 0.49 & h/B = 0.9 L/B = 2.06 & h/L = 0.44 Horizontal distance from windward edge qhGCp(max)‐qi(GCpi) ‐16.25 ‐16.25 ‐10.40 ‐7.48 qhGCp‐qi(GCpi) Page 10 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ Equipment Wind Loading (ASCE 7‐16 29.4.1) Ke 0.99 Kzt 1.00 Kh 0.85 G 0.85 Appurtenance Name shape Kd height (ft) width (ft) depth (ft) h/D Elevation of centroid (ft) Generac SG050 Square 0.9 4.125 7.9 3.166667 1.30 2.0625 500 gal Propane Tank (Empty) Round 0.95 3.667 9.917 3.083 1.19 1.8335 500 gal Propane Tank (Full) Battery Rack MW Rack Total pmin = 16 psf User Note: 16psf minimum pressure for ASCE 7‐10 and 7‐16, 10psf minimum pressure for ASCE 7‐05 Page 11 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ Equipment Wind Loading (cont.) Appt. Name Kz qh or qz (psf)slab/rooftop GCrh GCrv D√qz Cf Fh (lb) Fs (lb) Fv (lb) Generac SG050 N/A 18.18 slab N/A N/A 1.31 657.3 263.5 504.6 500 gal Propane Tank (Empty)N/A 19.19 slab N/A N/A 13.51 0.81 581.9 148.7 402.2 500 gal Propane Tank (Full) Battery Rack MW Rack Total 1239.1 412.2 906.8 Page 12 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ Seismic Ground Motion Building Design Coefficients 1.29 Response Modification Factor, R 4.00 0.465 Overstrength Factor, Ω0 2.50 16 Approximate Period Parameter, Ct 0.02 Site Class D Approximate Period Parameter, x 0.75 Site Coefficient, Fa 1.000 Site Coefficient, Fv 1.835 SMS = Fa*Ss 1.290 SM1 = Fv*S1 0.853 SDS = 2/3*SMS 0.860 SD1 = 2/3*SM1 0.569 SDC per SDS D SDC per SD1 D SDC per S1 N/A Controlling SDC D Approximate Period, Ta 0.12 Cs (calculated)0.22 Cs,max 1.22 Cs,min 0.04 Cs (governs)0.22 0.2s Spectral Response Acceleration, Ss 1.0s Spectral Response Acceleration, S1 Long Period Transition Period, TL Page 13 of 73 12/16/20 LDC Project No. T20-408 Project: _ LDC# XXX-XXX Date: 12/15/2020 Engineer: Page: of _ Equipment Seismic Loading Appurtenance Name weight (lb) height of attachment (ft)ap Rp Ip Fp, calc (lb) Fp, min (lb) Fp, max (lb) Fp (lb) Ev (lb) Generac SG050 2697 1 1 2.5 1 441.79 695.83 3711.1 695.8 463.9 500 gal Propane Tank (Empty)950 1 1 2.5 1 155.62 245.1 1307.2 245.1 163.4 500 gal Propane Tank (Full)3070 1 1 2.5 1 502.9 792.06 4224.3 792.1 528.0 Battery Rack 2100 1 1 2.5 1 344 541.8 2889.6 541.8 361.2 MW Rack 1200 1 1 2.5 1 196.57 309.6 1651.2 309.6 206.4 Total 10017 2584.386 1722.924 Page 14 of 73 12/16/20 LDC Project No. T20-408 Page 15 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: TCOMM911 Yelm - Generator Anchorage(Wind) Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 2.750 Effective Embedment depth, hef (inch): 2.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 4.50 cac (inch): 6.50 Cmin (inch): 4.00 Smin (inch): 4.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 4500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 34.50 x 75.90 x 0.50 Recommended Anchor Anchor Name: Strong-Bolt® 2 - 1/2"Ø CS Strong-Bolt 2, hnom:2.75" (70mm) Code Report: ICC-ES ESR-3037 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 16 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0W Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Service level loads: D W Strength level loads Na [lb]: -2697 505 -1922 Vax [lb]: 0 657 657 Vay [lb]: 0 0 0 Mx [ft-lb]: 0 0 0 My [ft-lb]: 0 1574 1574 Mz [ft-lb]: 0 0 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 17 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.91 82.1 82.10.0 0.92 82.1 82.10.0 0.93 82.1 82.10.0 0.94 82.1 82.10.0 0.05 82.1 82.10.0 0.06 82.1 82.10.0 0.07 82.1 82.10.0 0.08 82.1 82.10.0 657.0 0.0Sum3.7 657.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 2 Resultant tension force (lb): 4 Resultant compression force (lb): 1926 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 12100 0.75 9075 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 17.0 1.00 4500 2.250 3849 fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fNcbg (lb) 182.25 45.56 -1.000 1.000 1.00 1.000 3849 0.65 10007 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) fNpn = fYc,PlaNp(f’c / 2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Yc,P l a Np (lb)f’c (psi)n f fNpn (lb) 1.0 1.00 2870 4500 0.50 0.65 2503 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 18 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 7235 1.0 0.65 4703 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 1.0 364.50 45.56 1.000 1.000 1.000 1.000 3849 0.70 21553 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1 9075 0.00 Pass Concrete breakout 4 10007 0.00 Pass (Governs) Pullout 1 2503 0.00 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 82 4703 0.02 Pass Pryout 657 21553 0.03 Pass (Governs) Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.03 3.0%1.0 Pass 1/2"Ø CS Strong-Bolt 2, hnom:2.75" (70mm) meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 19 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: TCOMM911 Yelm - Generator Anchorage(Seismic) Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 2.750 Effective Embedment depth, hef (inch): 2.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 4.50 cac (inch): 6.50 Cmin (inch): 4.00 Smin (inch): 4.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 4500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 34.50 x 75.90 x 0.50 Recommended Anchor Anchor Name: Strong-Bolt® 2 - 1/2"Ø CS Strong-Bolt 2, hnom:2.75" (70mm) Code Report: ICC-ES ESR-3037 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 20 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0E Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Ω0 factor: 2.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Service level loads: D E Strength level loads Na [lb]: -2697 464 -1267 Vax [lb]: 0 696 1740 Vay [lb]: 0 0 0 Mx [ft-lb]: 0 0 0 My [ft-lb]: 0 1668 4170 Mz [ft-lb]: 0 0 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 21 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 22 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 222.21 217.5 217.50.0 222.22 217.5 217.50.0 222.23 217.5 217.50.0 222.24 217.5 217.50.0 0.05 217.5 217.50.0 0.06 217.5 217.50.0 0.07 217.5 217.50.0 0.08 217.5 217.50.0 1740.0 0.0Sum888.8 1740.0 Maximum concrete compression strain (‰): 0.01 Maximum concrete compression stress (psi): 23 Resultant tension force (lb): 889 Resultant compression force (lb): 2158 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 12100 0.75 9075 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 17.0 1.00 4500 2.250 3849 0.75fNcbg =0.75f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f 0.75fNcbg (lb) 182.25 45.56 -1.000 1.000 1.00 1.000 3849 0.65 7505 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.75fNpn = 0.75fYc,PlaNp(f’c / 2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Yc,P l a Np (lb)f’c (psi)n f 0.75fNpn (lb) 1.0 1.00 2870 4500 0.50 0.65 1877 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 23 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 6510 1.0 0.65 4232 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 1.0 364.50 45.56 1.000 1.000 1.000 1.000 3849 0.70 21553 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 222 9075 0.02 Pass Concrete breakout 889 7505 0.12 Pass (Governs) Pullout 222 1877 0.12 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 218 4232 0.05 Pass Pryout 1740 21553 0.08 Pass (Governs) Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..1 0.12 0.00 11.8%1.0 Pass 1/2"Ø CS Strong-Bolt 2, hnom:2.75" (70mm) meets the selected design criteria. 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 24 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/29/2020 Engineer:GJS Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 25 of 73 12/16/20 LDC Project No. T20-408 Page 26 of 73 12/16/20 LDC Project No. T20-408 General Footing LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator - Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 13.0 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis 7.50 in pz : parallel to Z-Z Axis 7.50 in Height == 12.0 in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 6 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 201.0 DLr ksf LS P : Column Load OB : Overburden = k WE M-zz V-x = =k V-z k M-xx = 85.0 k-ft= k-ft H = Page 27 of 73 12/16/20 LDC Project No. T20-408 General Footing LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator - Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design N.G. Governing Load CombinationMin. Ratio Item Applied Capacity FAIL 1.596 Soil Bearing 20.742 ksf 13.0 ksf +D+0.750L+0.750S+0.5250E+H about Z- PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 4.839 Overturning - Z-Z 85.0 k-ft 411.280 k-ft +D+H PASS n/a Uplift 0.0 k 0.0 k No Uplift FAIL As < Min Z Flexure (+X) 36.457 k-ft/ft 42.989 k-ft/ft +1.40D+1.60H FAIL As < Min Z Flexure (-X) 13.625 k-ft/ft 42.989 k-ft/ft +1.40D+1.60H FAIL As < Min X Flexure (+Z) 25.041 k-ft/ft 28.871 k-ft/ft +1.40D+1.60H FAIL As < Min X Flexure (-Z) 25.041 k-ft/ft 28.871 k-ft/ft +1.40D+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 75.228 psi 82.158 psi +1.40D+1.60H Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, +D+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+L+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+Lr+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+S+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+0.750Lr+0.750L+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+0.750L+0.750S+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+0.60W+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+0.750Lr+0.750L+0.450W+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+0.750L+0.750S+0.450W+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +0.60D+0.60W+0.60H 13.0 n/a7.712 7.712 n/a 0.5930.0n/a X-X, +D+0.70E+0.60H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 13.0 n/a12.853 12.853 n/a 0.9890.0n/a X-X, +0.60D+0.70E+H 13.0 n/a7.712 7.712 n/a 0.5930.0n/a Z-Z, +D+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+L+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+Lr+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+S+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+0.750Lr+0.750L+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+0.750L+0.750S+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+0.60W+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+0.750Lr+0.750L+0.450W+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+0.750L+0.750S+0.450W+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +0.60D+0.60W+0.60H 13.0 2.978n/a n/a 12.445 0.957n/a4.960 Z-Z, +D+0.70E+0.60H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +D+0.750L+0.750S+0.5250E+H 13.0 4.963n/a n/a 20.742 1.596n/a4.960 Z-Z, +0.60D+0.70E+H 13.0 2.978n/a n/a 12.445 0.957n/a4.960 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+H None 0.0 k-ft Infinity OK X-X, +D+L+H None 0.0 k-ft Infinity OK X-X, +D+Lr+H None 0.0 k-ft Infinity OK X-X, +D+S+H None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X, +D+0.60W+H None 0.0 k-ft Infinity OK X-X, +D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK X-X, +0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK Page 28 of 73 12/16/20 LDC Project No. T20-408 General Footing LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator - Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, +D+0.70E+0.60H None 0.0 k-ft Infinity OK X-X, +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E+H None 0.0 k-ft Infinity OK Z-Z, +D+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+L+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+Lr+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+S+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+0.750Lr+0.750L+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+0.750L+0.750S+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+0.60W+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+0.750Lr+0.750L+0.450W+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+0.750L+0.750S+0.450W+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +0.60D+0.60W+0.60H 51.0 k-ft 246.768 k-ft 4.839 OK Z-Z, +D+0.70E+0.60H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +D+0.750L+0.750S+0.5250E+H 85.0 k-ft 411.280 k-ft 4.839 OK Z-Z, +0.60D+0.70E+H 51.0 k-ft 246.768 k-ft 4.839 OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D+1.60H 25.041 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.40D+1.60H 25.041 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60L+0.50S+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60L+0.50S+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60Lr+L+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60Lr+L+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+L+1.60S+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+L+1.60S+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60S+0.50W+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+1.60S+0.50W+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+0.50Lr+L+W+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+0.50Lr+L+W+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+L+0.50S+W+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+L+0.50S+W+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +0.90D+W+1.60H 16.098 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +0.90D+W+1.60H 16.098 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+L+0.20S+E+1.60H 21.464 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +1.20D+L+0.20S+E+1.60H 21.464 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +0.90D+E+0.90H 16.098 +Z Bottom 0.5184 Min Temp % 0.310 28.871 OK X-X, +0.90D+E+0.90H 16.098 -Z Bottom 0.5184 Min Temp % 0.310 28.871 OK Z-Z, +1.40D+1.60H 13.625 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.40D+1.60H 36.457 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60Lr+L+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60Lr+L+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+L+1.60S+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+L+1.60S+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Page 29 of 73 12/16/20 LDC Project No. T20-408 General Footing LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator - Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn Z-Z, +1.20D+1.60S+0.50W+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+L+0.50S+W+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+L+0.50S+W+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +0.90D+W+1.60H 8.759 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +0.90D+W+1.60H 23.437 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+L+0.20S+E+1.60H 11.679 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +1.20D+L+0.20S+E+1.60H 31.249 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +0.90D+E+0.90H 8.759 -X Bottom 0.5184 Min Temp % 0.4650 42.989 OK Z-Z, +0.90D+E+0.90H 23.437 +X Bottom 0.5184 Min Temp % 0.4650 42.989 OK One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr+1.60L+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60L+0.50S+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60Lr+0.50W+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+1.60S+0.50W+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50Lr+L+W+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+L+0.50S+W+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+W+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+L+0.20S+E+1.60H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+E+0.90H 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVu Phi*VnLoad Combination... +1.40D+1.60H 75.23 164.32 0.4578 OKpsipsi +1.20D+0.50Lr+1.60L+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+1.60L+0.50S+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+1.60Lr+L+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+1.60Lr+0.50W+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+L+1.60S+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+1.60S+0.50W+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+0.50Lr+L+W+1.60H 64.48 164.32 0.3924 OKpsipsi +1.20D+L+0.50S+W+1.60H 64.48 164.32 0.3924 OKpsipsi +0.90D+W+1.60H 48.36 164.32 0.2943 OKpsipsi +1.20D+L+0.20S+E+1.60H 64.48 164.32 0.3924 OKpsipsi +0.90D+E+0.90H 48.36 164.32 0.2943 OKpsipsi Page 30 of 73 12/16/20 LDC Project No. T20-408 Page 31 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:EV Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: TCOMM911 Yelm - Propane Tank(Wind, Empty) Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.125 Effective Embedment depth, hef (inch): 3.500 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 6.52 cac (inch): 8.14 Cmin (inch): 6.50 Smin (inch): 5.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 30.00 x 66.00 x 0.50 Recommended Anchor Anchor Name: Strong-Bolt® 2 - 5/8"Ø CS Strong-Bolt 2, hnom:4.125" (105mm) Code Report: ICC-ES ESR-3037 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 32 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:EV Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0W Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Service level loads: D W Strength level loads Na [lb]: -950 371 -484 Vax [lb]: 0 582 582 Vay [lb]: 0 0 0 Mx [ft-lb]: 0 0 0 My [ft-lb]: 0 1068 1068 Mz [ft-lb]: 0 0 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 33 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:EV Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 34 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:EV Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 109.71 145.5 145.50.0 109.72 145.5 145.50.0 0.03 145.5 145.50.0 0.04 145.5 145.50.0 582.0 0.0Sum219.4 582.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 9 Resultant tension force (lb): 219 Resultant compression force (lb): 704 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 19070 0.75 14303 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 17.0 1.00 4500 3.500 7467 fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fNcbg (lb) 220.50 110.25 11.00 1.000 1.000 1.00 1.000 7467 0.65 9707 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) fNpn = fYc,PlaNp(f’c / 2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Yc,P l a Np (lb)f’c (psi)n f fNpn (lb) 1.0 1.00 5170 4500 0.50 0.65 4509 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 35 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:EV Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 11035 1.0 0.65 7173 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 3.50 0.625 1.00 4500 20.00 46863 fVcbgx = f (AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgx (lb) 1008.00 1800.00 1.000 0.820 1.000 1.581 46863 0.70 23818 Shear parallel to edge in x-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 3.50 0.625 1.00 4500 8.67 13368 fVcbgx = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vby (lb)f fVcbgx (lb) 576.00 338.00 1.000 1.000 1.000 1.041 13368 0.70 33195 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 2.0 441.00 110.25 1.000 1.000 1.000 1.000 7467 0.70 41816 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 110 14303 0.01 Pass Concrete breakout 219 9707 0.02 Pass Pullout 110 4509 0.02 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 146 7173 0.02 Pass T Concrete breakout x+582 23818 0.02 Pass (Governs) || Concrete breakout y-291 33195 0.01 Pass (Governs) Pryout 582 41816 0.01 Pass Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.02 2.4%1.0 Pass 5/8"Ø CS Strong-Bolt 2, hnom:4.125" (105mm) meets the selected design criteria. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 36 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:EV Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 37 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:GJS Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: TCOMM911 Yelm - Propane Tank(Seismic, Full) Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.125 Effective Embedment depth, hef (inch): 3.500 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 6.52 cac (inch): 8.14 Cmin (inch): 6.50 Smin (inch): 5.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 30.00 x 66.00 x 0.50 Recommended Anchor Anchor Name: Strong-Bolt® 2 - 5/8"Ø CS Strong-Bolt 2, hnom:4.125" (105mm) Code Report: ICC-ES ESR-3037 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 38 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:GJS Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0E Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Ω0 factor: 2.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Service level loads: D E Strength level loads Na [lb]: -3070 528 -1443 Vax [lb]: 0 792 1980 Vay [lb]: 0 0 0 Mx [ft-lb]: 0 0 0 My [ft-lb]: 0 1452 3630 Mz [ft-lb]: 0 0 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 39 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:GJS Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 40 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:GJS Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 422.81 495.0 495.00.0 422.82 495.0 495.00.0 0.03 495.0 495.00.0 0.04 495.0 495.00.0 1980.0 0.0Sum845.6 1980.0 Maximum concrete compression strain (‰): 0.01 Maximum concrete compression stress (psi): 30 Resultant tension force (lb): 846 Resultant compression force (lb): 2289 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 19070 0.75 14303 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 17.0 1.00 4500 3.500 7467 0.75fNcbg =0.75f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f 0.75fNcbg (lb) 220.50 110.25 8.00 1.000 1.000 1.00 1.000 7467 0.65 7281 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.75fNpn = 0.75fYc,PlaNp(f’c / 2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Yc,P l a Np (lb)f’c (psi)n f 0.75fNpn (lb) 1.0 1.00 5170 4500 0.50 0.65 3381 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 41 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:GJS Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 9930 1.0 0.65 6455 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 3.50 0.625 1.00 4500 8.00 11855 fVcbgx = f (AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgx (lb) 528.00 288.00 1.000 0.900 1.000 1.000 11855 0.70 13693 Shear parallel to edge in x-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 3.50 0.625 1.00 4500 8.00 11855 fVcbgx = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vby (lb)f fVcbgx (lb) 528.00 288.00 1.000 1.000 1.000 1.000 11855 0.70 30429 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 2.0 441.00 110.25 1.000 1.000 1.000 1.000 7467 0.70 41816 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 423 14303 0.03 Pass Concrete breakout 846 7281 0.12 Pass Pullout 423 3381 0.13 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 495 6455 0.08 Pass (Governs) T Concrete breakout x+990 13693 0.07 Pass || Concrete breakout y+990 30429 0.03 Pass Pryout 1980 41816 0.05 Pass Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..1 0.13 0.00 12.5%1.0 Pass 5/8"Ø CS Strong-Bolt 2, hnom:4.125" (105mm) meets the selected design criteria. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 42 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:9/30/2020 Engineer:GJS Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 43 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:10/9/2020 Engineer:GJS Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: TCOMM911 Yelm - Battery Rack Anchorage Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 4.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 5.38 cac (inch): 9.00 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: All-lightweight Concrete thickness, h (inch): 6.75 State: Cracked Compressive strength, f’c (psi): 5000 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 23.00 x 18.00 x 0.50 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 44 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:10/9/2020 Engineer:GJS Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0E Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Ω0 factor: 2.5 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Service level loads: D E Strength level loads Na [lb]: -2100 361 -988 Vax [lb]: 0 0 0 Vay [lb]: 0 542 1355 Mx [ft-lb]: 0 1896 4740 My [ft-lb]: 0 0 0 Mz [ft-lb]: 0 0 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 45 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:10/9/2020 Engineer:GJS Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 46 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:10/9/2020 Engineer:GJS Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 0.0 338.8338.8 1549.02 0.0 338.8338.8 1549.03 0.0 338.8338.8 0.04 0.0 338.8338.8 0.0 1355.0Sum3098.0 1355.0 Maximum concrete compression strain (‰): 0.04 Maximum concrete compression stress (psi): 154 Resultant tension force (lb): 3098 Resultant compression force (lb): 4088 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 17.0 0.60 5000 4.000 5770 0.75fNcbg =0.75f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f 0.75fNcbg (lb) 288.00 144.00 -1.000 1.000 1.00 1.000 5770 0.65 5626 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) tk,cr = tk,crfshort-termKsat(f’c / 2,500)naN.seis tk,cr (psi)fshort-term Ksat aN.seis f’c (psi)n tk,cr (psi) 1356 1.00 1.00 1.00 5000 0.24 1601 Nba = l atcrpdahef (Eq. 17.4.5.2) l a tcr (psi)da (in)hef (in)Nba (lb) 0.45 1601 0.63 4.000 5660 0.75fNag = 0.75f (ANa / ANa0)Yec,NaYed,NaYcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1b) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yec,Na Yed,Na Ycp,Na Nba(lb)f 0.75fNag (lb) 569.97 307.10 8.76 -1.000 1.000 1.000 5660 0.65 5121 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 47 of 73 12/16/20 LDC Project No. T20-408 Company:LDC Date:10/9/2020 Engineer:GJS Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f aV,seis fgroutaV,seisfVsa (lb) 7865 1.0 0.65 0.75 3834 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = f min|kcpNag ; kcpNcbg| = f min|kcp(ANa / ANa0)Yec,NaYed,NaYcp,NaNba ; kcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb| (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANa (in2)ANa0 (in2)Yed,Na Yec,Na Ycp,Na Nba (lb)Na (lb) 2.0 1057.83 307.10 1.000 1.000 1.000 5660 19496 ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f 576.00 144.00 1.000 1.000 1.000 1.000 5770 23080 0.70 fVcpg (lb) 27294 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1549 9833 0.16 Pass Concrete breakout 3098 5626 0.55 Pass Adhesive 3098 5121 0.60 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 339 3834 0.09 Pass (Governs) Pryout 1355 27294 0.05 Pass Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..1 0.60 0.00 60.5%1.0 Pass SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 48 of 73 12/16/20 LDC Project No. T20-408 Concrete Column LDC, IncLic. # : KW-06009700 DESCRIPTION:18" Pier Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 ASTM A615 Bars Used 3.0 ksi fy - Main Rebar 60.0 ksi Density =150.0 pcf E - Main Rebar 29,000.0 = ksi 0.850 ksi Min. Reinf.0.50 % =Max. Reinf.8.0 % 24.0 Allow. Reinforcing Limits 3,122.0E = Overall Column Height ft= General Information = = f'c : Concrete 28 day strength End Fixity Top Free, Bottom Fixed= = = Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling ABOUT X-X Axis Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : 18.0in Diameter, Column Edge to Rebar Edge Cover = 3.375in Column Reinforcing : Column Dimensions : 4 - #6 bars Column Cross Section Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 6,361.73 lbs * Dead Load Factor AXIAL LOADS . . . Pier Capacity: Axial Load at 24.0 ft above base, D = 201.0 k BENDING LOADS . . . Pier Load: Lat. Point Load at 3.50 ft creating Mx-x, D = 14.0 k DESIGN SUMMARY Maximum Stress Ratio Location of max.above base 23.839 ft Pu =290.306 k * Pn =298.796 k Mu-x =-68.60 k-ft Load Combination +1.40D+1.60H 0.0 k-ft General Section Information . : 10.973 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 * Mn-x =  -70.240 k-ft * Mn-y =Mu-y =0.0 k-ft Maximum SERVICE Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 14.0 k Maximum SERVICE Load Deflections . . . Along Y-Y 0.2096 in at 24.0 ft above base  for load combination :+D+H Along X-X 0.0 in at 0.0 ft Column Capacities . . . above base0.0 degMu Angle = for load combination :k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Mu at Angle = 0.850 k-ft70.454Mn at Angle =68.60 0.6916 % Rebar % Ok 0.650 254.469 in^2 1.760 in^2  k750.01 Pn, max : Usable Compressive Axial Capacity Pnmax : Nominal Max. Compressive Axial Capacity k : % Reinforcing = Pnmin : Nominal Min. Tension Axial Capacity 390.004  k Pn, min : Usable Tension Axial Capacity k Concrete Area  0.80 Reinforcing Area == Governing Load Combination Results Load Combination Dist. from  Axial Load k k-ftMomentGoverning Factored Bending Analysis Utilization base ftY-Y Pu * Pn x * Mux MuAlpha (deg)x yX-X Mn Ratioy * Muy +1.40D+1.60H 290.3123.84 298.80 -68.60 70.45 0.9730.000Actual 68.601.000 Page 49 of 73 12/16/20 LDC Project No. T20-408 Concrete Column LDC, IncLic. # : KW-06009700 DESCRIPTION:18" Pier Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Governing Load Combination Results Load Combination Dist. from  Axial Load k k-ftMomentGoverning Factored Bending Analysis Utilization base ftY-Y Pu * Pn x * Mux MuAlpha (deg)x yX-X Mn Ratioy * Muy +1.20D+0.50Lr+1.60L+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+1.60L+0.50S+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+1.60Lr+L+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+1.60Lr+0.50W+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+L+1.60S+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+1.60S+0.50W+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+0.50Lr+L+W+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +1.20D+L+0.50S+W+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +0.90D+W+1.60H 186.6323.84 298.80 -44.10 70.45 0.6260.000Actual 44.101.000 +1.20D+L+0.20S+E+1.60H 248.8323.84 298.80 -58.80 70.45 0.8340.000Actual 58.801.000 +0.90D+E+0.90H 186.6323.84 298.80 -44.10 70.45 0.6260.000Actual 44.101.000 k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 207.36214.000 49.000 +D+L+H 207.36214.000 49.000 +D+Lr+H 207.36214.000 49.000 +D+S+H 207.36214.000 49.000 +D+0.750Lr+0.750L+H 207.36214.000 49.000 +D+0.750L+0.750S+H 207.36214.000 49.000 +D+0.60W+H 207.36214.000 49.000 +D+0.750Lr+0.750L+0.450W+H 207.36214.000 49.000 +D+0.750L+0.750S+0.450W+H 207.36214.000 49.000 +0.60D+0.60W+0.60H 124.4178.400 29.400 +D+0.70E+0.60H 207.36214.000 49.000 +D+0.750L+0.750S+0.5250E+H 207.36214.000 49.000 +0.60D+0.70E+H 124.4178.400 29.400 D Only 207.36214.000 49.000 Lr Only L Only S Only W Only E Only H Only Note: Only non-zero reactions are listed. Load Combination Moment About X-X Axis Moment About Y-Y Axis @ Base @ Top@ Base @ Top Maximum Moment Reactions +D+H k-ft k-ft49.000 +D+L+H k-ft k-ft49.000 +D+Lr+H k-ft k-ft49.000 +D+S+H k-ft k-ft49.000 +D+0.750Lr+0.750L+H k-ft k-ft49.000 +D+0.750L+0.750S+H k-ft k-ft49.000 +D+0.60W+H k-ft k-ft49.000 +D+0.750Lr+0.750L+0.450W+H k-ft k-ft49.000 +D+0.750L+0.750S+0.450W+H k-ft k-ft49.000 +0.60D+0.60W+0.60H k-ft k-ft29.400 +D+0.70E+0.60H k-ft k-ft49.000 +D+0.750L+0.750S+0.5250E+H k-ft k-ft49.000 +0.60D+0.70E+H k-ft k-ft29.400 D Only k-ft k-ft49.000 Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft Page 50 of 73 12/16/20 LDC Project No. T20-408 Concrete Column LDC, IncLic. # : KW-06009700 DESCRIPTION:18" Pier Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.210 24.000 ftft inin 0.000 +D+L+H 0.0000 0.210 24.000 ftft inin 0.000 +D+Lr+H 0.0000 0.210 24.000 ftft inin 0.000 +D+S+H 0.0000 0.210 24.000 ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.210 24.000 ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.210 24.000 ftft inin 0.000 +D+0.60W+H 0.0000 0.210 24.000 ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.210 24.000 ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.210 24.000 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.126 24.000 ftft inin 0.000 +D+0.70E+0.60H 0.0000 0.210 24.000 ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.210 24.000 ftft inin 0.000 +0.60D+0.70E+H 0.0000 0.126 24.000 ftft inin 0.000 D Only 0.0000 0.210 24.000 ftft inin 0.000 Lr Only 0.0000 0.000 0.000 ftft inin 0.000 L Only 0.0000 0.000 0.000 ftft inin 0.000 S Only 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 0.000 0.000 ftft inin 0.000 E Only 0.0000 0.000 0.000 ftft inin 0.000 H Only 0.0000 0.000 0.000 ftft inin 0.000 Sketches Page 51 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Pile Cap - Shelter Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties 4.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *503.12 pcf E - Main Rebar ksi psi =1.0LtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi 0.8250 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure :   Cross Section & Reinforcing Details Rectangular Section, Width = 42.0 in, Height = 33.0 in Span #1 Reinforcing.... 6-#6 at 3.0 in from Bottom, from 0.0 to 10.250 ft in this span 6-#6 at 3.0 in from Top, from 0.0 to 10.250 ft in this span Span #2 Reinforcing.... 6-#6 at 3.0 in from Bottom, from 0.0 to 10.250 ft in this span 6-#6 at 3.0 in from Top, from 0.0 to 10.250 ft in this span Loads on all spans... W = 9.10 Uniform Load on ALL spans : W = 9.10 k/ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.328 : 1 Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft Mn * Phi : Allowable 364.359 k-ft Typical SectionSection used for this span Mu : Applied -119.509 k-ft Maximum Deflection 0 <360.0 51462 Ratio =0 <180.0 Max Downward Transient Deflection 0.002 in 51462Ratio =>=360. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.002 in Ratio =>=180. Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 34.978 34.978116.594 Overall MINimum 15.740 15.74052.467 +D+0.60W+H 20.987 20.98769.956 +D+0.750Lr+0.750L+0.450W+H 15.740 15.74052.467 +D+0.750L+0.750S+0.450W+H 15.740 15.74052.467 +0.60D+0.60W+0.60H 20.987 20.98769.956 W Only 34.978 34.978116.594 H Only Maximum Forces & Stresses for Load Combinations Page 52 of 73 12/16/20 LDC Project No. T20-408 Page 53 of 73 12/16/20 LDC Project No. T20-408 Page 54 of 73 12/16/20 LDC Project No. T20-408 Page 55 of 73 12/16/20 LDC Project No. T20-408 Page 56 of 73 12/16/20 LDC Project No. T20-408 Page 57 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Pile Cap - Shelter Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress Ratio Segment Phi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 10.250 -117.08 364.36 0.32 Span # 2 2 10.250 -119.51 364.36 0.33 +1.40D+1.60H Span # 1 1 10.250 -119.51 364.36 0.33 Span # 2 2 10.250 -119.51 364.36 0.33 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 10.250 -119.51 364.36 0.33 Span # 2 2 10.250 -119.51 364.36 0.33 +1.20D+1.60L+0.50S+1.60H Span # 1 1 10.250 -119.51 364.36 0.33 Span # 2 2 10.250 -119.51 364.36 0.33 +1.20D+1.60Lr+L+1.60H Span # 1 1 10.250 -119.51 364.36 0.33 Span # 2 2 10.250 -119.51 364.36 0.33 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 10.250 -58.54 364.36 0.16 Span # 2 2 10.250 -59.75 364.36 0.16 +1.20D+L+1.60S+1.60H Span # 1 1 10.250 -59.75 364.36 0.16 Span # 2 2 10.250 -59.75 364.36 0.16 +1.20D+1.60S+0.50W+1.60H Span # 1 1 10.250 -58.54 364.36 0.16 Span # 2 2 10.250 -59.75 364.36 0.16 +1.20D+0.50Lr+L+W+1.60H Span # 1 1 10.250 -117.08 364.36 0.32 Span # 2 2 10.250 -119.51 364.36 0.33 +1.20D+L+0.50S+W+1.60H Span # 1 1 10.250 -117.08 364.36 0.32 Span # 2 2 10.250 -119.51 364.36 0.33 +0.90D+W+1.60H Span # 1 1 10.250 -117.08 364.36 0.32 Span # 2 2 10.250 -119.51 364.36 0.33 +1.20D+L+0.20S+E+1.60H Span # 1 1 10.250 -119.51 364.36 0.33 Span # 2 2 10.250 -119.51 364.36 0.33 +0.90D+E+0.90H Span # 1 1 10.250 -119.51 364.36 0.33 Span # 2 2 10.250 -119.51 364.36 0.33 Page 58 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Pile Cap - Shelter Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Page 59 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Pile Cap - Shelter Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Page 60 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties 4.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *503.12 pcf E - Main Rebar ksi psi =1.0LtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi 0.8250 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure :   Cross Section & Reinforcing Details Rectangular Section, Width = 42.0 in, Height = 30.0 in Span #1 Reinforcing.... 4-#5 at 3.0 in from Bottom, from 0.0 to 8.167 ft in this span Load for Span Number 1 Uniform Load : W = 6.270 k/ft, Tributary Width = 1.0 ft Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.350 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.076 ft Mn * Phi : Allowable 149.368 k-ft Typical SectionSection used for this span Mu : Applied 52.276 k-ft Maximum Deflection 0 <360.0 46083 Ratio =0 <180.0 Max Downward Transient Deflection 0.002 in 46083Ratio =>=360. Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.002 in Ratio =>=180. Max Upward Total Deflection 0.000 in Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 25.604 25.604 Overall MINimum 11.522 11.522 +D+0.60W+H 15.362 15.362 +D+0.750Lr+0.750L+0.450W+H 11.522 11.522 +D+0.750L+0.750S+0.450W+H 11.522 11.522 +0.60D+0.60W+0.60H 15.362 15.362 W Only 25.604 25.604 H Only Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress Ratio Segment Phi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 8.167 52.28 149.37 0.35 Page 61 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress Ratio Segment Phi*Mnxalong Beam +1.40D+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +1.20D+1.60L+0.50S+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +1.20D+1.60Lr+L+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.167 26.14 149.37 0.17 +1.20D+L+1.60S+1.60H Span # 1 1 8.167 26.14 149.37 0.17 +1.20D+1.60S+0.50W+1.60H Span # 1 1 8.167 26.14 149.37 0.17 +1.20D+0.50Lr+L+W+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +1.20D+L+0.50S+W+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +0.90D+W+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +1.20D+L+0.20S+E+1.60H Span # 1 1 8.167 52.28 149.37 0.35 +0.90D+E+0.90H Span # 1 1 8.167 52.28 149.37 0.35 Page 62 of 73 12/16/20 LDC Project No. T20-408 Concrete Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Generator Pile Cap Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: Yelm GE SD.ec6 Project Title: Engineer: Project ID: Project Descr: Page 63 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Corner Plate Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 8.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 9.75 cac (inch): 20.12 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 9.00 x 0.50 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 3/4"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 64 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 0 Vuay [lb]: 4760 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 65 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 66 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 0.0 2380.02380.0 0.02 0.0 2380.02380.0 0.0 4760.0Sum0.0 4760.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f aV,seis fgroutaV,seisfVsa (lb) 11625 1.0 0.65 0.75 5667 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in y-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 4500 12.00 25097 fV cby =f (AVc / AVco)Yed,VYc,VYh,VVby (Sec. 17.3.1 & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vby (lb)f fVcby (lb) 264.00 648.00 0.767 1.000 1.225 25097 0.70 6720 Shear parallel to edge in y-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4500 4.00 4830 fVcbgy = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgy (lb) 108.00 72.00 1.000 1.000 1.000 1.000 4830 0.70 10143 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 67 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 fVcpg = f min|kcpNag ; kcpNcbg| = f min|kcp(ANa / ANa0)Yec,NaYed,NaYcp,NaNba ; kcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb| (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANa (in2)ANa0 (in2)Yed,Na Yec,Na Ycp,Na Nba (lb)Na (lb) 2.0 317.92 422.18 0.817 1.000 1.000 28434 17489 ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f 384.00 576.00 1.000 0.800 1.000 1.000 25804 13762 0.70 fVcpg (lb) 19267 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 2380 5667 0.42 Pass T Concrete breakout y+4760 6720 0.71 Pass (Governs) || Concrete breakout x+4760 10143 0.47 Pass (Governs) Pryout 4760 19267 0.25 Pass SET-3G w/ 3/4"Ø F1554 Gr. 36 with hef = 8.000 inch meets the selected design criteria. 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 68 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Corner Plate Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 8.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 9.75 cac (inch): 20.12 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 3/4"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 69 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 0 Vuay [lb]: 4760 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 70 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 71 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 0.0 4760.04760.0 0.0 4760.0Sum0.0 4760.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f aV,seis fgroutaV,seisfVsa (lb) 11625 1.0 0.65 0.75 5667 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear parallel to edge in y-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4500 4.00 4830 fV cby =f (2)(AVc / AVco)Yed,VYc,VYh,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcby (lb) 72.00 72.00 1.000 1.000 1.000 4830 0.70 6762 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcp = f min|kcpNa ; kcpNcb| = f min|kcp(ANa / ANa0)Yed,NaYcp,NaNba ; kcp(ANc / ANco)Yed,NYc,NYcp,NNb| (Sec. 17.3.1 & Eq. 17.5.3.1a) kcp ANa (in2)ANa0 (in2)Yed,Na Ycp,Na Nba (lb)Na (lb) 2.0 293.28 422.18 0.817 1.000 28434 16134 ANc (in2)ANco (in2)Yed,N Yc,N Ycp,N Nb (lb)Ncb (lb)f fVcp (lb) 384.00 576.00 0.800 1.000 1.000 25804 13762 0.70 19267 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 72 of 73 12/16/20 LDC Project No. T20-408 Company:Date:12/15/2020 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.6.6794.1 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 4760 5667 0.84 Pass (Governs) || Concrete breakout x+4760 6762 0.70 Pass Pryout 4760 19267 0.25 Pass SET-3G w/ 3/4"Ø F1554 Gr. 36 with hef = 8.000 inch meets the selected design criteria. 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied – designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Page 73 of 73 12/16/20 LDC Project No. T20-408 2105 South C Street 17625 130th Avenue NE, Suite 102 Tacoma, Washington 98402 www.robinson-noble.com Woodinville, Washington 98072 P: 253.475.7711 | F: 253.472.5846 P: 425.488.0599 | F: 425.488.2330 TECHNICAL MEMORANDUM 1 RN File No. 3458-003B DATE: December 9, 2020 TO: Mr. Richard Hall, LDC. Inc. PREPARED BY: John H. Anderson, PE REVIEWED BY: Rick B. Powell, PE RE: TComm 911 Yelm This memo is written to provide geotechnical recommendations for the design of drilled pier foundations at the TComm 911 Yelm site. We have previously prepared a Geotechnical Engi- neering Report for the site dated September 25, 2020. For our use in preparing this memo we have been provided with Sheet S-2.1 dated May 28, 2020 prepared by LDC, Inc. We have also been provided with drilled pier reaction loads from LDC, Inc. These maximum reactions are described in the table below. Shelter 500 Gallon Tank Generator Vertical (kip) Horizontal (kip) Vertical (kip) Horizontal (kip) Moment (k-ft) Vertical (kip) Horizontal (kip) 46.68 2.13 13.00 0.28 1.4 13.16 0.12 Axial Capacity Our analysis of the axial capacity indicates that the drilled pier will need to be at least 22 feet below the existing ground surface and should have a minimum embedment depth into native medium dense or better soils of 5 feet. With an additional 2 foot of fill to raise the site above the flood plain, we estimate that the total length of the piers will be 24 feet. The allowable axial capacity of the pier at this depth is indicated in the table below. Total Length (ft) Pier Diameter (ft) Minimum Embedment into Native Soil (ft) Allowable Axial Capacity at pier tip (kip)* 24 1.5 5 94 *Note: allowable soil bearing load does not include the weight of the pier. The above axial capacity includes a factor of safety of 3 for the end bearing portion and a factor of safety of 1.5 for the skin friction portion of the capacity. We have not included any contribu- tion of skin friction from the 2 foot structural fill or the existing fill at the site. The above allowa- ble axial capacity may be increased by one-third when considering short term wind and seismic loads. Settlements of pile foundations that are designed and constructed as recommended are ex- pected to not exceed about ½ inch. The majority of this should take place immediately after pile loading. We do not consider group action effects necessary to consider for the allowable capacity of the pile group. The group efficiency factors are greater than 1, when calculated from the geometry TComm 911 Yelm Technical Memorandum No. 1 December 9, 2020 Page 2 Robinson Noble, Inc. of the pier groups, the pile diameter and expected length. This indicates that the piers can be considered to be acting as single members and the allowable axial capacity of the pile group can be taken as the sum of the individual piers. Lateral Analysis We have used the program LPile to analyze the lateral capacity of the pile. The analysis was performed using section properties of an 18-inch diameter pile that extends to a depth of 24 feet. The 24 foot depth incorporates a 2 foot structural fill at the ground surface to raise the structures above the flood plain. A modulus of elasticity for the pile of 3,120 ksi was used in our analyses. Our analyses have incorporated the effect of lateral group action. This considers the impact of a loss of strength in the direction of loading when the pile spacing is less the 6 pile diameters. Group action is evaluated by reducing the effective coefficient of lateral subgrade reaction in the direction of loading by a reduction factor. We determined the reduction factor using the ta- ble presented in the NAVFAC Foundations and Earth Structures Design Manual page 7.2-241. Using the provided reaction loads, we evaluated the resulting ultimate loads imposed on the pier under a range of lateral deflections occurring at the pile head. The maximum ultimate shear and bending moment for each lateral deflection is shown in the table below. We have also in- cluded the shear and bending moment diagrams as Figures 1 through 6 attached to this memo. The use of these ultimate loads should incorporate appropriate factors of safety. Structure Pier Lateral Deflection (in) Estimated Max. Shear (kips) Estimated Max. Bending Moment (k-in) Shelter 0.10 3.2 130 0.25 8.0 330 0.50 14.2 650 Fuel Tank 0.10 3.0 120 0.25 7.8 315 0.50 14.0 625 Generator 0.10 2.4 110 0.25 5.8 260 0.50 11.2 530 Based on these lateral load results and the reaction load provided to us, it appears the amount of deflection will be less than 0.10 inches for all the structures. o O o TComm 911 Yelm Technical Memorandum No. 1 December 9, 2020 Page 3 Robinson Noble, Inc. We appreciate the opportunity to be of service to you. If there are any questions concerning this memo or if we can provide additional services, please call. Sincerely, Robinson Noble, Inc. John H. Anderson, PE Project Engineer 12/9/2020 Rick B. Powell, PE Principal Engineer JHA:RBP:am Attached: Figures 1 through 6 Shelter Shear Force vs. Depth LPILE Plus 5.0, (c) 2008 by Ensoft, Inc. Figure 1 0.5 inch Lateral Deflectiongfedcb 0.25 inch Lateral Deflectiongfedcb 0.1 inch Lateral Deflectiongfedcb Shear Force, kips 14121086420-2-4 Depth, feet24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Shelter Bending Moment vs. Depth LPILE Plus 5.0, (c) 2008 by Ensoft, Inc. Figure 2 0.5 inch Lateral Deflectiongfedcb 0.25 inch Lateral Deflectiongfedcb 0.1 inch Lateral Deflectiongfedcb Bending Moment, kips-in. 6005004003002001000 Depth, feet24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Fuel Tank Shear Force vs. Depth LPILE Plus 5.0, (c) 2008 by Ensoft, Inc. Figure 3 0.5 inch Lateral Deflectiongfedcb 0.25 inch Lateral Deflectiongfedcb 0.1 inch Lateral Deflectiongfedcb Shear Force, kips 14121086420-2-4 Depth, feet24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Fuel Tank Bending Moment vs. Depth LPILE Plus 5.0, (c) 2008 by Ensoft, Inc. Figure 4 0.5 inch Lateral Deflectiongfedcb 0.25 inch Lateral Deflectiongfedcb 0.1 inch Lateral Deflectiongfedcb Bending Moment, kips-in. 6005004003002001000 Depth, feet24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Generator Shear Force vs. Depth LPILE Plus 5.0, (c) 2008 by Ensoft, Inc. Figure 5 0.5 inch Lateral Deflectiongfedcb 0.25 inch Lateral Deflectiongfedcb 0.1 inch Lateral Deflectiongfedcb Shear Force, kips 1086420-2-4 Depth, feet24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Generator Bending Moment vs. Depth LPILE Plus 5.0, (c) 2008 by Ensoft, Inc. Figure 6 0.5 inch Lateral Deflectiongfedcb 0.25 inch Lateral Deflectiongfedcb 0.1 inch Lateral Deflectiongfedcb Bending Moment, kips-in. 500450400350300250200150100500 Depth, feet24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0