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2020.0061.BP0006 STRUCTURAL CALCS - Grocery Outlet GROCERY OUTLET - YELM, WA TENANT IMPROVEMENT 902 NE Algiers Rd SE Yelm, WA 98597 STRUCTURAL CALCULATIONS VLMK Project Number: 20190675 BRR Architecture, Inc. 250 Sutter Street, Suite 350 San Francisco, CA 94108 Prepared By: Emma Olds, EIT February 6, 2020 EXP 1/31/21 Structural Calculations: Grocery Outlet - Yelm, WA DC - 1 G:\Acad2019\20190675\02 Calculations\20190675 DC.docx 3933 SW Kelly Avenue Portland, OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com Project: Grocery Outlet - Yelm, WA Project Number: 20190675 Project Address: 902 NE Algiers Rd SE Yelm, WA 98597 Document: Structural Calculations for Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-4 Structural Calculations C-1 thru C-58 References R-1 thru R-14 DESCRIPTION OF PROJECT This ‘Grocery Outlet - Yelm, WA’ project consists of preparing structural drawings and their associated calculations for the addition of the following items at the site located at 902 NE Algiers Rd SE, Yelm, WA 98597.  Support and anchorage for roof-top Condensing Unit  Support and anchorage for roof-top DOAS Unit  Support and anchorage for VRF Condensing Unit  Support/Bracing of roof supported VRF Fan Coil  Anchorage for EVAC System and Compressor Rack  Support/Bracing of Partition Wall over Dairy Cooler  Misc. Wall Infills  CMU Trash Enclosure  Support and anchorage of roof-top screen walls  Anchorage for Racks and Shelves ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. Structural Calculations: Grocery Outlet - Yelm, WA DC - 2 G:\Acad2019\20190675\02 Calculations\20190675 DC.docx 3933 SW Kelly Avenue Portland, OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com CODES 2015 International Building Code as amended by The State of Washington DESIGN LOADS Live Loads Roof Loads Ordinary (non-occupied) Roofs 20 psf Roof Snow Load Flat Roof Snow Load, Pf 20 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, Is 1.0 Thermal Factor, Ct 1.0 Snow Drift As Required Dead Loads Existing Roof Total Roof Load 15.0 psf Additional Loads Roof Mounted Mechanical Units As Noted Interior Mechanical Units As Noted Wind Ultimate Design Wind Speed, Vult 110 mph Nominal Design Wind Speed, Vasd 85 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCpi = +/- 0.18 Seismic Location Latitude Longitude 46.9375 -122.5956 Seismic Importance Factor, Ie 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 1.246 S1 = 0.496 Site Class D (Assumed) Spectral Response Coefficients Sds = 0.832 Sd1 = 0.497 Seismic Design Category D Analysis Procedure Used Equivalent Static Component Anchorage Factors ap Rp Ip o HVAC Equip 2.5 6.0 1.0 2.5 Steel Storage Racks 4.0 1.0 2.0 Shelving Fixtures 2.5 2.5 1.0 2.5 DC-3 DC-4 SAME AS ROOF LIVE LOAD AND SAME FACTORS IN LOAD COMBOS C-1 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 8:35AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.670 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 11.335 ft 1.587 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 8.994 k-ft Maximum Deflection Max Downward Transient Deflection 0.165 in 1646 Max Upward Transient Deflection 0.003 in 103712 Max Downward Total Deflection 0.289 in 940 Max Upward Total Deflection 0.001 in 230472 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.907 0.907 Overall MINimum D Only 0.680 0.680 Lr Only 0.907 0.907 S Only 0.907 0.907 C-2 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist with ACC Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 8:43AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.670 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Uniform Load : D = 0.08220 k/ft, Tributary Width = 1.0 ft, (ACC) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 11.335 ft 2.519 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 14.274 k-ft Maximum Deflection Max Downward Transient Deflection 0.165 in 1646 Max Upward Transient Deflection 0.003 in 103712 Max Downward Total Deflection 0.459 in 592 Max Upward Total Deflection 0.003 in 97245 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.612 1.612 Overall MINimum D Only 1.612 1.612 Lr Only 0.907 0.907 S Only 0.907 0.907 C-3 Wood Beam Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(N) Joist with ACC Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 8:44AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150 ksf, Tributary Width = 2.0 ft, (Roof) Uniform Load : D = 0.08220, S = 0.07540 , Tributary Width = 1.0 ft, (ACC) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.699: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 11.335 ft 77.61 psi= = FB : Allowable 2,760.00 psi Fv : Allowable 3.125x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 3.125x12 fb : Actual Maximum Shear Stress Ratio 0.255 : 1 0.000 ft= = 1,928.26 psi fv : Actual Maximum Deflection 0 <240 196 Ratio =0 <180 Max Downward Transient Deflection 0.556 in 488Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.384 in Ratio =>=180 Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.272 1.272 Overall MINimum 0.855 0.855 D Only 1.272 1.272 Lr Only S Only 0.855 0.855 C-4 C-5 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) GLB - South End Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 8:55AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.039.917 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 22.670 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 19.959 ft 15.836 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 158.032 k-ft Maximum Deflection Max Downward Transient Deflection 9.002 in 53 Max Upward Transient Deflection 0.143 in 3352 Max Downward Total Deflection 15.754 in 30 Max Upward Total Deflection 0.064 in 7449 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.049 9.049 Overall MINimum D Only 6.787 6.787 Lr Only 9.049 9.049 S Only 9.049 9.049 C-6 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) GLB - South End with ACC Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 10:46AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.039.917 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 22.670 ft, (Roof) Point Load : D = 0.9388 k @ 1.50 ft, (ACC) Point Load : D = 0.9388 k @ 8.830 ft, (ACC) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 19.559 ft 17.471 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 162.915 k-ft Maximum Deflection Max Downward Transient Deflection 9.002 in 53 Max Upward Transient Deflection 0.143 in 3352 Max Downward Total Deflection 16.304 in 29 Max Upward Total Deflection 0.070 in 6814 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.049 9.049 Overall MINimum D Only 8.422 7.030 Lr Only 9.049 9.049 S Only 9.049 9.049 C-7 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) GLB at North End Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 9:13AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.042.917 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 22.417 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 21.459 ft 16.836 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 180.640 k-ft Maximum Deflection Max Downward Transient Deflection 11.895 in 43 Max Upward Transient Deflection 0.189 in 2727 Max Downward Total Deflection 20.817 in 24 Max Upward Total Deflection 0.085 in 6061 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.621 9.621 Overall MINimum D Only 7.216 7.216 Lr Only 9.621 9.621 S Only 9.621 9.621 C-8 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) GLB at North End with ACC Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 10:47AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.042.917 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 22.417 ft, (Roof) Point Load : D = 0.9388 k @ 1.50 ft, (ACC) Point Load : D = 0.9388 k @ 8.830 ft, (ACC) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 21.244 ft 18.488 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 185.519 k-ft Maximum Deflection Max Downward Transient Deflection 11.895 in 43 Max Upward Transient Deflection 0.189 in 2727 Max Downward Total Deflection 21.457 in 24 Max Upward Total Deflection 0.092 in 5600 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.621 9.621 Overall MINimum D Only 8.867 7.441 Lr Only 9.621 9.621 S Only 9.621 9.621 C-9 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment Based on the 2015 International Building Code and ASCE 7-10, 29.5.1 DESIGN INPUT B = 168 ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 15 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10 ̊) Height = 4.88 ft Height of Rooftop Structure or Equipment Width = 22.83 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = 7.54 ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 19.9 ft Height to Top of Structure or Equipment Vult =110 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C] B Exposure Category [Section 26.7.3] zg =1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] α = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] Kz =0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] Kzt =1.00 Topographic Factor [Figure 26.8-1] Kd =0.85 Wind Directionality Factor [Table 26.6-1] ANALYSIS qz =0.00256K z K zt K d V ult 2 [Equation 29.3-1] qz =18.4 psf Velocity Pressure at Ultimate Level GCr =1.9 Horizontal: Force Increase & Gust Factor [Section 29.5.1] GCr =1.5 Vertical-Uplift: Force Increase & Gust Factor [Section 29.5.1] Af =111.313 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar =172.201 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 2520 sf Building Area Normal to the Wind Direction Fh =q h (GC r )A f [Equation 29.5-2] Fh =3901 lbs Horizontal Design Wind Force (Ult., 1.0W) ph =35.0 psf Horizontal Design Wind Pressure (Ult., 1.0W) Fv =q h (GC r )A r [Equation 29.5-3] Fv =4765 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) pv =27.7 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-10 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - ACC Unit Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] Ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =6.0 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 15 ft Attachment height from base of structure h = 15 ft Average roof height of structure from base Wind Parameters: PHORIZ. =35.0 psf Design Wind Pressure (psf), 1.0W PUPLIFT =27.7 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp =3,755 lbs Total Weight X = 274.0 in Base Dimension (max) Y = 90.5 in Base Dimension (min) Z = 58.5 in Height of Unit Zcurb =0.0 in Height of Curb, where occurs Xcg =137.0 in Center of Gravity Ycg =45.3 in Center of Gravity (0.9-.2SDS)D + ΩE 0.9D + 1.0W Zcg =39.0 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7ΩE 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 1562 lbs 4999 lbs OK 937 lbs OK Base Shear, ΩVuE =1562 lbs Seismic, ΩE Wind:VuW =3901 lbs Wind, 1.0W Vu, BASE =3901 lbs Wind = 2341 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic:Mot =60921 lb-in Seismic, ΩE Net Tension: Tx* =555 lbs Mres,x =377390 lb-in Seismic, ΩE Ty* =977 lbs Mres,y =124649 lb-in Seismic, ΩE Wind:Mot =114112 lb-in Wind, 1.0W Max Tu, SIDE* =1954 lbs Wind Mres,x =462992 lb-in Wind, 1.0W = 1059 (ASD) Mres,y =152922 lb-in Wind, 1.0W *Negative (-) values indicate there is no net uplift Load Combinations: Seismic: Wind:   h z IR WSaF pp pDSp p 214.0 CR 43 21 SIDE VIEW Zcg Y Ycg X Xcg CG CG PLAN VIEW ppDSWIS6.1 ppDSWIS3.0 Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-11 C-12 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist - North End Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 10:47AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.167 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 11.084 ft 1.552 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 8.599 k-ft Maximum Deflection Max Downward Transient Deflection 0.151 in 1760 Max Upward Transient Deflection 0.002 in 110934 Max Downward Total Deflection 0.264 in 1006 Max Upward Total Deflection 0.001 in 246520 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.887 0.887 Overall MINimum D Only 0.665 0.665 Lr Only 0.887 0.887 S Only 0.887 0.887 C-13 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist with DOAS Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 2:10PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.167 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : D = 0.5625 k @ 7.583 ft, (DOAS) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 9.753 ft 1.922 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 10.864 k-ft Maximum Deflection Max Downward Transient Deflection 0.151 in 1760 Max Upward Transient Deflection 0.002 in 110934 Max Downward Total Deflection 0.331 in 803 Max Upward Total Deflection 0.002 in 156013 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.035 0.887 Overall MINimum D Only 1.035 0.857 Lr Only 0.887 0.887 S Only 0.887 0.887 C-14 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist with DOAS (Modified Trib) Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 2:12PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.167 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 3.250 ft, (Roof) Point Load : D = 0.4570 k @ 7.583 ft, (DOAS) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 9.753 ft 1.561 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 8.827 k-ft Maximum Deflection Max Downward Transient Deflection 0.123 in 2167 Max Upward Transient Deflection 0.002 in 136534 Max Downward Total Deflection 0.269 in 989 Max Upward Total Deflection 0.001 in 192021 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.841 0.720 Overall MINimum D Only 0.841 0.697 Lr Only 0.720 0.720 S Only 0.720 0.720 C-15 Wood Beam Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(N) Joist with DOAS Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 2:13PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Uniform Load : D = 0.04930 ksf, Extent = 0.0 -->> 7.583 ft, Tributary Width = 2.0 ft, (DOAS) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.442: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 9.223 ft 57.57 psi= = FB : Allowable 2,760.00 psi Fv : Allowable 3.125x10.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 3.125x10.5 fb : Actual Maximum Shear Stress Ratio 0.189 : 1 0.000 ft= = 1,219.13 psi fv : Actual Maximum Deflection 0 <360 276 Ratio =0 <180 Max Downward Transient Deflection 0.403 in 660Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.964 in Ratio =>=180 Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.952 0.460 Overall MINimum 0.443 0.443 D Only 0.952 0.460 Lr Only 0.443 0.443 S Only 0.443 0.443 C-16 C-17 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Beam Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 2:29PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.024.670 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 22.417 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 12.335 ft 9.678 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 59.689 k-ft Maximum Deflection Max Downward Transient Deflection 1.299 in 227 Max Upward Transient Deflection 0.021 in 14360 Max Downward Total Deflection 2.273 in 130 Max Upward Total Deflection 0.009 in 31911 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.530 5.530 Overall MINimum D Only 4.148 4.148 Lr Only 5.530 5.530 S Only 5.530 5.530 C-18 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Beam with DOAS Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 JAN 2020, 2:28PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.024.670 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 22.417 ft, (Roof) Uniform Load : D = 0.03710 ksf, Extent = 19.0 -->> 24.670 ft, Tributary Width = 7.583 ft, (DOAS) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 12.582 ft 11.090 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 24.670 ft 61.971 k-ft Maximum Deflection Max Downward Transient Deflection 1.299 in 227 Max Upward Transient Deflection 0.021 in 14360 Max Downward Total Deflection 2.373 in 124 Max Upward Total Deflection 0.010 in 29383 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.530 5.560 Overall MINimum D Only 4.331 5.560 Lr Only 5.530 5.530 S Only 5.530 5.530 C-19 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - DOAS Unit Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] Ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =6.0 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 15 ft Attachment height from base of structure h = 15 ft Average roof height of structure from base Wind Parameters: PHORIZ. =35.0 psf Design Wind Pressure (psf), 1.0W PUPLIFT =27.7 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp =2,250 lbs Total Weight X = 96.0 in Base Dimension (max) Y = 91.0 in Base Dimension (min) Z = 56.6 in Height of Unit Zcurb =0.0 in Height of Curb, where occurs Xcg =48.0 in Center of Gravity Ycg =45.5 in Center of Gravity (0.9-.2SDS)D + ΩE 0.9D + 1.0W Zcg =37.8 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7ΩE 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 936 lbs 2995 lbs OK 562 lbs OK Base Shear, ΩVuE =936 lbs Seismic, ΩE Wind:VuW =1323 lbs Wind, 1.0W Vu, BASE =1323 lbs Wind = 794 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic:Mot =35334 lb-in Seismic, ΩE Net Tension: Tx* =109 lbs Mres,x =79228.8 lb-in Seismic, ΩE Ty* =119 lbs Mres,y =75102.3 lb-in Seismic, ΩE Wind:Mot =37459 lb-in Wind, 1.0W Max Tu, SIDE* =238 lbs Wind Mres,x =97200 lb-in Wind, 1.0W = 76 (ASD) Mres,y =92137.5 lb-in Wind, 1.0W *Negative (-) values indicate there is no net uplift Load Combinations: Seismic: Wind:   h z IR WSaF pp pDSp p 214.0 CR 43 21 SIDE VIEW Zcg Y Ycg X Xcg CG CG PLAN VIEW ppDSWIS6.1 ppDSWIS3.0 Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-20 C-21 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 8:28AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.034.330 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 17.165 ft 2.403 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 20.625 k-ft Maximum Deflection Max Downward Transient Deflection 0.869 in 474 Max Upward Transient Deflection 0.014 in 29865 Max Downward Total Deflection 1.521 in 270 Max Upward Total Deflection 0.006 in 66367 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.373 1.373 Overall MINimum D Only 1.030 1.030 Lr Only 1.373 1.373 S Only 1.373 1.373 C-22 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist with VRFCU Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 8:36AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.034.330 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : D = 0.2978 k @ 2.50 ft, (VRFCU 1) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 16.993 ft 2.679 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 20.999 k-ft Maximum Deflection Max Downward Transient Deflection 0.869 in 474 Max Upward Transient Deflection 0.014 in 29865 Max Downward Total Deflection 1.554 in 265 Max Upward Total Deflection 0.007 in 62286 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.373 1.373 Overall MINimum D Only 1.306 1.052 Lr Only 1.373 1.373 S Only 1.373 1.373 C-23 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Beam Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 8:50AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.032.50 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 28.50 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 16.250 ft 16.209 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 131.701 k-ft Maximum Deflection Max Downward Transient Deflection 4.973 in 78 Max Upward Transient Deflection 0.079 in 4940 Max Downward Total Deflection 8.703 in 44 Max Upward Total Deflection 0.036 in 10978 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.263 9.263 Overall MINimum D Only 6.947 6.947 Lr Only 9.263 9.263 S Only 9.263 9.263 C-24 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Beam with VRFCU Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 8:55AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.032.50 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 28.50 ft, (Roof) Point Load : D = 0.09925 k @ 0.0 ft, (VRFCU) Point Load : D = 0.1985 k @ 2.0 ft, (VRFCU) Point Load : D = 0.2978 k @ 4.0 ft, (VRFCU) Point Load : D = 0.1985 k @ 6.0 ft, (VRFCU) Point Load : D = 0.2978 k @ 8.0 ft, (VRFCU) Point Load : D = 0.1985 k @ 10.0 ft, (VRFCU) Point Load : D = 0.09925 k @ 12.0 ft, (VRFCU) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 15.925 ft 17.243 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 135.901 k-ft Maximum Deflection Max Downward Transient Deflection 4.973 in 78 Max Upward Transient Deflection 0.079 in 4940 Max Downward Total Deflection 9.006 in 43 Max Upward Total Deflection 0.039 in 10075 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.263 9.263 Overall MINimum D Only 8.080 7.203 Lr Only 9.263 9.263 S Only 9.263 9.263 C-25 C-26 Steel Beam Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(N) Sleeper Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 9:41AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.07620, S = 0.020 ksf, Tributary Width = 1.250 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.010 : 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 4.167 ft 0.3132 k Mn / Omega : Allowable 25.365 k-ft Vn/Omega : Allowable W6x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S+H 27.554 k Section used for this span W6x15 Ma : Applied Maximum Shear Stress Ratio =0.011 : 1 4.167 ft 0.261 k-ft Va : Applied 0 <360 123408 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio =>=180 Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0004 1.767 0.0000 0.000 +D+S+H 2 0.0004 2.417 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.149 0.1490.496 Overall MINimum 0.039 0.0390.130 D Only 0.149 0.1490.496 Lr Only S Only 0.039 0.0390.130 C-27 Wood Beam Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(N) Header Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 10:31AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.2978 k @ 2.0 ft, (VRFCU) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.192: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 11.60 psi= = FB : Allowable 1,053.00 psi Fv : Allowable 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 162.00 psi== Section used for this span 4x6 fb : Actual Maximum Shear Stress Ratio 0.072 : 1 0.000 ft= = 202.52 psi fv : Actual Maximum Deflection 0 <240 5402 Ratio =0 <180 Max Downward Transient Deflection 0.000 in 0Ratio =<240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.009 in Ratio =>=180 Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.149 0.149 Overall MINimum 0.149 0.149 D Only 0.149 0.149 C-28 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - VRFCU 1 Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] Ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =6.0 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 15 ft Attachment height from base of structure h = 15 ft Average roof height of structure from base Wind Parameters: PHORIZ. =35.0 psf Design Wind Pressure (psf), 1.0W PUPLIFT =27.7 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp =1,455 lbs Total Weight X = 100.0 in Base Dimension (max) Y = 30.0 in Base Dimension (min) Z = 66.5 in Height of Unit Zcurb =0.0 in Height of Curb, where occurs Xcg =50.0 in Center of Gravity Ycg =15.0 in Center of Gravity (0.9-.2SDS)D + ΩE 0.9D + 1.0W Zcg =44.3 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7ΩE 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 605 lbs 1937 lbs OK 363 lbs OK Base Shear, ΩVuE =605 lbs Seismic, ΩE Wind:VuW =1619 lbs Wind, 1.0W Vu, BASE =1619 lbs Wind = 971 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic:Mot =26834 lb-in Seismic, ΩE Net Tension: Tx* =86 lbs Mres,x =53369.4 lb-in Seismic, ΩE Ty* =714 lbs Mres,y =16010.8 lb-in Seismic, ΩE Wind:Mot =53816 lb-in Wind, 1.0W Max Tu, SIDE* =1427 lbs Wind Mres,x =65475 lb-in Wind, 1.0W = 813 (ASD) Mres,y =19642.5 lb-in Wind, 1.0W *Negative (-) values indicate there is no net uplift Load Combinations: Seismic: Wind:   h z IR WSaF pp pDSp p 214.0 CR 43 21 SIDE VIEW Zcg Y Ycg X Xcg CG CG PLAN VIEW ppDSWIS6.1 ppDSWIS3.0 Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-29 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - VRFCU 2 Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] Ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =6.0 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 15 ft Attachment height from base of structure h = 15 ft Average roof height of structure from base Wind Parameters: PHORIZ. =35.0 psf Design Wind Pressure (psf), 1.0W PUPLIFT =27.7 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp =1,586 lbs Total Weight X = 100.0 in Base Dimension (max) Y = 30.0 in Base Dimension (min) Z = 66.5 in Height of Unit Zcurb =0.0 in Height of Curb, where occurs Xcg =50.0 in Center of Gravity Ycg =15.0 in Center of Gravity (0.9-.2SDS)D + ΩE 0.9D + 1.0W Zcg =44.3 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7ΩE 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 660 lbs 2111 lbs OK 396 lbs OK Base Shear, ΩVuE =660 lbs Seismic, ΩE Wind:VuW =1619 lbs Wind, 1.0W Vu, BASE =1619 lbs Wind = 971 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic:Mot =29250 lb-in Seismic, ΩE Net Tension: Tx* =56 lbs Mres,x =58174.5 lb-in Seismic, ΩE Ty* =684 lbs Mres,y =17452.3 lb-in Seismic, ΩE Wind:Mot =53816 lb-in Wind, 1.0W Max Tu, SIDE* =1368 lbs Wind Mres,x =71370 lb-in Wind, 1.0W = 773 (ASD) Mres,y =21411 lb-in Wind, 1.0W *Negative (-) values indicate there is no net uplift Load Combinations: Seismic: Wind:   h z IR WSaF pp pDSp p 214.0 CR 43 21 SIDE VIEW Zcg Y Ycg X Xcg CG CG PLAN VIEW ppDSWIS6.1 ppDSWIS3.0 Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-30 C-31 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist at VRF 1&2 Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 11:05AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.583 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 11.292 ft 1.581 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 8.925 k-ft Maximum Deflection Max Downward Transient Deflection 0.163 in 1665 Max Upward Transient Deflection 0.003 in 104916 Max Downward Total Deflection 0.285 in 951 Max Upward Total Deflection 0.001 in 233146 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.903 0.903 Overall MINimum D Only 0.677 0.677 Lr Only 0.903 0.903 S Only 0.903 0.903 C-32 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist with VRF 1&2 Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 11:06AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.583 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : D = 0.07550 k @ 3.083 ft, (VRF) Point Load : D = 0.07550 k @ 7.583 ft, (VRF) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 11.066 ft 1.696 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 9.332 k-ft Maximum Deflection Max Downward Transient Deflection 0.163 in 1665 Max Upward Transient Deflection 0.003 in 104916 Max Downward Total Deflection 0.298 in 907 Max Upward Total Deflection 0.001 in 208194 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.903 0.903 Overall MINimum D Only 0.793 0.713 Lr Only 0.903 0.903 S Only 0.903 0.903 C-33 General Beam Analysis Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :(E) Joist with VRF 3 & 4 Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 17 JAN 2020, 11:09AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.034.330 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Uniform Load : D = 0.0150, Lr = 0.020, S = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : D = 0.07550 k @ 9.583 ft, (VRF) Point Load : D = 0.07550 k @ 13.167 ft, (VRF) .DESIGN SUMMARY Maximum Bending = Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 16.822 ft 2.504 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr+H Maximum Shear = 0.000 ft 21.492 k-ft Maximum Deflection Max Downward Transient Deflection 0.869 in 474 Max Upward Transient Deflection 0.014 in 29865 Max Downward Total Deflection 1.585 in 259 Max Upward Total Deflection 0.007 in 60238 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.373 1.373 Overall MINimum D Only 1.131 1.080 Lr Only 1.373 1.373 S Only 1.373 1.373 C-34 v1.00 - Software Copyright 2018 VLMK Consulting Engineers. All Rights Reserved. Suspended Equipment Seismic Support Analysis - VRF Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Unit Weight Unit Supports D = 302 lbs # Hanger Rods = 2 supporting vertical unit weight # Splay Cables = 2 engaged in each direction Splay Slope Angle = 45 deg Splay Skew Angle = 45 deg Seismic Design Parameters SDS =0.83 Fp =0.416 * Wp [Eqn. 13.3-1] ap =2.5 Fp,max =1.331 * Wp [Eqn. 13.3-2] Rp =6.0 Fp,min =0.250 * Wp [Eqn. 13.3-3] Ip =1.0 z/h = 1.0 0.7*Fp =0.291 * Wp ANALYSIS Drod =151 lbs Total dead load per hanger = D/#rods Wp,splay =151 lbs Total seismic weight per splay = D/#splays 0.7*Fp,splay =44 lbs Seismic force per splay 0.14*SDS =0.12 Coefficient of vertical seismic component [Section 12.4.2.2] (1+0.14SDS) =1.12 Maximum coefficient value (0.6-0.14SDS) =0.48 Minimum coefficient value Maximum Lateral Splay Cable Load (tension only cable) Tsplay =88 lbs 0.7*Fp,splay / [cos(slope)*cos(skew)] Thoriz, splay =44 lbs 0.7*Fp,splay Tvertical, splay =62 lbs Tsplay * sin(slope) Maximum Tension Load in Vertical Hanger Rod Trod =169 lbs (1+0.14SDS)*Drod Maximum Compression in Vertical Hanger Rod Prod =-11 lbs Tvertical, splay - (0.6-0.14SDS)*Drod (-) value indicates post is in tension and compression is not applicable Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-35 C-36 v1.00 - Software Copyright 2018 VLMK Consulting Engineers. All Rights Reserved. Partition Wall Forces DESIGN INPUT sstud =2 ft Stud Spacing sbrace =4 ft Brace Spacing LL = 5 psf Interior pressure DLwall =10 psf Weight of partition wall 𝜃 = 45 deg Angle of brace h = 5.67 ft Length of main span a = 0.00 ft Length of cantilever lbrace =8.02 ft Total length of brace ANALYSIS 56.7 plf Weight of wall on joist/beam 20 plf 56.70 lbs 80.19 lbs 𝑃௕௥௔௖௘.௛௢௥௜௭ = 𝑅ଶ =𝜔௕௥௔௖௘ 2ℎℎ + 𝑎 ଶ = 𝑃௔௫௜௔௟ =𝑃௕௥௔௖௘ sin 𝜃= 𝐷𝐿௪௔௟௟ =𝐷𝐿௪௔௟௟ ℎ+𝑎= 𝜔௕௥௔௖௘ =𝐿𝐿∗ 𝑠௕௥௔௖௘ = Project:GO Yelm, WA Job #:20190675 By:ERO Date:01/2020 Sheet #:C-37 Section : 600S162-33 (33 ksi) Single C Stud Maxo =950.6 Ft-Lb 638.1 lbVa =I =1.79 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: 4.4% NA No Shear and Web Crippling Checks Stressed @R1 Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector Connector Interaction Anchor Interaction Simpson Strong-Tie® Connectors NAR128.35 0 NABy Others & Anchorage Designed by Engineer NAR228.35 0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 40.2 0.042 40.2 Full 950.6 0.042 0.004 L/15474 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 68.0 788.8 0.051 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:20190675 Model:Partition Wall 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 12/16/2019 Simpson Strong-Tie® CFS Designer™ 2.8.11.0 C-38 Section : 362S162-33 (33 ksi) Single C Stud Maxo =440.9 Ft-Lb 1023.6 lbVa =I =0.55 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: N/A NA No Shear and Web Crippling Checks Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector Connector Interaction Anchor Interaction Simpson Strong-Tie® Connectors NAR1080.19 NABy Others & Anchorage Designed by Engineer NAR200NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 0.0 0.000 0.0 None 271.4 0.000 0.000 L/0 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 96.2 452.4 0.000 Combined Bending and Axial Load Details Span Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in) Lm Bracing (in) Allow load(lb)P/Pa Intr. Value Bracing(in) Span 80.2(c)None 156 0.0 96.2 910.1(c)None 0.09 0.09 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:20190675 Model:Partition Brace 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 12/16/2019 Simpson Strong-Tie® CFS Designer™ 2.8.11.0 C-39 Wood Beam Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :Partition Wall Beam Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 DEC 2019, 3:19PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.05670 , Tributary Width = 1.0 ft, (Wall) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.534: 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 11.959 ft 34.05 psi= = FB : Allowable 2,160.00 psi Fv : Allowable 3.125x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+H = = = 238.50 psi== Section used for this span 3.125x9 fb : Actual Maximum Shear Stress Ratio 0.143 : 1 0.000 ft= = 1,153.20 psi fv : Actual Maximum Deflection 0 <240 233 Ratio =0 <180 Max Downward Transient Deflection 0.000 in 0Ratio =<240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.229 in Ratio =>=180 Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.678 0.678 Overall MINimum 0.678 0.678 D Only 0.678 0.678 C-40 Wood Column Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :Partition Wall Post Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 16 DEC 2019, 3:20PM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . .Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Wood Section Name 4x4Analysis Method : 9.33Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.1 Fb +1000 1000 psi 1500 625 180 675 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1700 620 1700 620 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.50 in Exact Depth 3.50 in Area 12.250 in^2 Ix 12.505 in^4 Iy 12.505 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.150 1700 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for Y-Y Axis buckling = 9.33 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 9.33 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 24.771 lbs * Dead Load Factor AXIAL LOADS . . . Beam: Axial Load at 9.330 ft, Xecc = 0.670 in, D = 0.6780 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1249 Location of max.above base 0.0 ft Applied Axial 0.7028 k Applied Mx 0.0 k-ft Load Combination +D+H Load Combination +D+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.4968 psi 162.0Allowable Shear psi 0.003067 : 1 Bending Compression Tension Location of max.above base 9.330 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.004057 k Bottom along X-X 0.004057 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X -0.01733 in at 5.448 ft above base Fc : Allowable 459.430 psi Other Factors used to calculate allowable stresses . . . for load combination :+D+H C-41 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - Compressor Rack Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 1.0 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] Ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =6.0 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 0 ft Attachment height from base of structure h = 15 ft Average roof height of structure from base nclip =2 Number of clips per side Wind Parameters: PHORIZ. =5.0 psf Design Wind Pressure (psf), 1.0W PUPLIFT =0.0 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp =8,300 lbs Total Weight X = 176.0 in Base Dimension (max) Y = 56.0 in Base Dimension (min) Z = 80.0 in Height of Unit Zcurb =0.0 in Height of Curb, where occurs Xcg =88.0 in Center of Gravity Ycg =28.0 in Center of Gravity (0.9-.2SDS)D + ΩE 0.9D + 1.0W Zcg =40.0 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7ΩE 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all anchors/corners together) Seismic: 1151 lbs 11049 lbs OK 2072 lbs Controls Base Shear, ΩVuE =2072 lbs Seismic, ΩE Wind:VuW =489 lbs Wind, 1.0W Vu, BASE =2072 lbs Seismic = 1450 (ASD) Overturning/Uplift: (Load applied to each side) Seismic:Mot =82867 lb-in Seismic, ΩE Net Tension:Tx* =-1287 lbs Mres,x =535821 lb-in Seismic, ΩE Ty* =-782 lbs Mres,y =170489 lb-in Seismic, ΩE Wind:Mot =19556 lb-in Wind, 1.0W Max Tu, SIDE* =-1565 lbs Wind Mres,x =657360 lb-in Wind, 1.0W = -971 (ASD) Mres,y =209160 lb-in Wind, 1.0W *Negative (-) values indicate there is no net uplift Clip Loads: Vu, CLIP =259 lbs Max Tu, CLIP* =-782 lbs = 181 (ASD) = -485.4 (ASD) Vu, CLIP, Ω = Vu, CLIP =647 lbs = Vu, CLIP =453 (ASD) VBASE / nclip = Tu, SIDE / nclip = TSIDE / nclip = Load Combinations: Seismic: Wind: Vu, BASE / nclip =   h z IR WSaF pp pDSp p 214.0 CR 43 21 SIDE VIEW Zcg Y Ycg X Xcg CG CG PLAN VIEW ppDSWIS6.1 ppDSWIS3.0 Project:GO Yelm, WA Job #:20190675 By:ERO Date:12/19 Sheet #:C-42 www.hilti.us Profis Anchor 2.6.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: VLMK Engineering + Design Name 3933 SW Kelly Avenue Portland, OR 97239 503-222-4453 | Page: Project: Sub-Project I Pos. No.: Date: 1 GO Yelm, WA 20190675 1/17/2020 Specifier's comments: Compressor Rack Anchorage 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hef,act = 2.000 in., hnom = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 7/1/2015 | 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: lx x ly x t = 4.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] C-43 www.hilti.us Profis Anchor 2.6.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: VLMK Engineering + Design Name 3933 SW Kelly Avenue Portland, OR 97239 503-222-4453 | Page: Project: Sub-Project I Pos. No.: Date: 2 GO Yelm, WA 20190675 1/17/2020 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bbbbN / bbbbV [%]Status Tension ---- / -- Shear Steel Strength 647 1466 - / 45 OK Loading bbbbN bbbbV zzzz Utilization bbbbN,V [%]Status Combined tension and shear loads ----- 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. C-44 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - EVAC Unit Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 2.5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] Ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =6.0 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 0 ft Attachment height from base of structure h = 15 ft Average roof height of structure from base Wind Parameters: PHORIZ. =5.0 psf Design Wind Pressure (psf), 1.0W PUPLIFT =0.0 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp =1,000 lbs Total Weight X = 27.0 in Base Dimension (max) Y = 36.0 in Base Dimension (min) Z = 67.0 in Height of Unit Zcurb =0.0 in Height of Curb, where occurs Xcg =13.5 in Center of Gravity Ycg =18.0 in Center of Gravity (0.9-.2SDS)D + ΩE 0.9D + 1.0W Zcg =40.3 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7ΩE 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 139 lbs 1331 lbs OK 250 lbs Controls Base Shear, ΩVuE =624 lbs Seismic, ΩE Wind:VuW =84 lbs Wind, 1.0W Vu, BASE =624 lbs Seismic = 437 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic:Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex =0.675 in ey =0.9 in 1 13.5 182.25 18 324 Mx-x =421 in-lbs My-y =562 in-lbs 2 13.5 182.25 18 324 Y Direction X Direction 3 13.5 182.25 18 324 V1,3 =164 lbs V1,2 =164 lbs 4 13.5 182.25 18 324 V2,4 =164 lbs V3,4 =164 lbs 729 1296 Wind:V1,2,3,4 =21 lbs Max Vu, ANCHOR =164 lbs Seismic = 115 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic:Mot =25147 lb-in Seismic, ΩE Net Tension:Tx* =282 lbs Mres,x =9903.6 lb-in Seismic, ΩE Ty* =166 lbs Mres,y =13204.8 lb-in Seismic, ΩE Wind:Mot =2806 lb-in Wind, 1.0W Max Tu, ANCHOR* =282 lbs Seismic Mres,x =12150 lb-in Wind, 1.0W = 10 (ASD) Mres,y =16200 lb-in Wind, 1.0W *Negative (-) values indicate there is no net uplift Load Combinations: Seismic: Wind:   h z IR WSaF pp pDSp p 214.0 CR 43 21 SIDE VIEW Zcg Y Ycg X Xcg CG CG PLAN VIEW ppDSWIS6.1 ppDSWIS3.0 Project:GO Yelm, WA Job #:20190675 By:ERO Date:12/19 Sheet #:C-45 www.hilti.us Profis Anchor 2.6.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: VLMK Engineering + Design Name 3933 SW Kelly Avenue Portland, OR 97239 503-222-4453 | Page: Project: Sub-Project I Pos. No.: Date: 1 GO Yelm, WA 20190675 11/25/2019 Specifier's comments: EVAC Anchorage 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hef,act = 2.000 in., hnom = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 7/1/2015 | 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] C-46 www.hilti.us Profis Anchor 2.6.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: VLMK Engineering + Design Name 3933 SW Kelly Avenue Portland, OR 97239 503-222-4453 | Page: Project: Sub-Project I Pos. No.: Date: 2 GO Yelm, WA 20190675 11/25/2019 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bbbbN / bbbbV [%]Status Tension Pullout Strength 282 1107 26 / -OK Shear Steel Strength 164 1466 - / 12 OK Loading bbbbN bbbbV zzzz Utilization bbbbN,V [%]Status Combined tension and shear loads 0.255 0.112 5/3 13 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. C-47 Cantilevered Retaining Wall Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :Trash Enclosure Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 5 FEB 2020, 7:52AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-100.50 6.00 0.00 6.00 1,500.0 45.0 0.0 30.0 psf/ft 389.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Heel Active Pressure =psf/ft: 1Slope Behind Wall Height of Soil over Toe = in Water height over heel =ft pcf pcf=110.00 = 110.00 = Soil Density, Heel Toe Active Pressure = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe Soil height to ignore Friction Coeff btwn Ftg & Soil =0.400 Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance.for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 0.0 Lateral Load =0.0 plf 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf19.2= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning =0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in Design Summary Wall Stability RatiosOverturning =2.42 OK Sliding =4.94 OK Total Bearing Load =1,022 lbs...resultant ecc.=6.19 in Soil Pressure @ Toe =928 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,113 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =5.5 psi OK Footing Shear @ Heel =2.0 psi OK Allowable =75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force =132.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 : 1 Stability = 0.0= 408.70.0 243.1 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =3 Stem Construction Top Stem Stem OKDesign Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00in Rebar Size =#5 Rebar Spacing =16.00in Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.223 Total Force @ Section =117.1lbs Moment....Actual =403.5ft-l Moment.....Allowable =1,812.8ft-l Shear.....Actual =1.9psi Shear.....Allowable =38.7psi Lap splice if above =30.00in 7.00in Hook embed into footing 7.00=in Wall Weight =84.0 Lap splice if below = psf Rebar Depth 'd'=5.25in Masonry Dataf'm =1,500psi Fy or Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Masonry Design Method ASD= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 C-48 Cantilevered Retaining Wall Licensee : VLMK CONSULTING ENGINEERSLic. # : KW-06002728 Description :Trash Enclosure Project Title:GO Yelm, WA Engineer:E. Olds, EIT Project ID:20190675 Printed: 5 FEB 2020, 7:52AM Project Descr: File = G:\Acad2019\20190675\02 Calculations\20190675.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . 0.92 1.58 12.00 0.00 0.00 =Min. As %0.0018 Footing Dimensions & Strengths f'c =2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in =0.00 Footing Thickness =in 2.50= ft Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr =None Spec'd = = = = = 1,113 546 144 402 5.51 75.00 Heel: 0 0 144 144 1.98 75.00 HeelToe psf ft-lb ft-lb ft-lb psi psi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force Soil Over Heel ft-lb 50.6 50.4 lbs 25.3 -33.8Toe Active Pressure 0.50 2.04 ftft 102.9=Heel Active Pressure ft-lblbs Sloped Soil Over Heel = =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =115.2 4.50 518.4 = = 0.50 -16.9 50.4 0.46 23.1= = = Stem Weight(s) = 546.0 1.25 682.5 Earth @ Stem Transitions =Footing Weight = 375.0 1.25 468.8 Key Weight =Added Lateral Load lbs =526.8 Vert. Component Total = 1,021.8 1,277.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =132.1 O.T.M. = Resisting/Overturning Ratio =2.42 Vertical Loads used for Soil Pressure =1,021.8 lbs C-49 C-50 Section : 362S162-43 (33 ksi) Single C Stud Maxo =612.0 Ft-Lb 1739.1 lbVa =I =0.71 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Top CantiLever N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: 15.4% NA No Shear and Web Crippling Checks Stressed @R2 Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector Connector Interaction Anchor Interaction Simpson Strong-Tie® Connectors NAR188.2 0 NABy Others & Anchorage Designed by Engineer NAR2205.8 0 NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 92.6 0.151 92.6 None 575.3 0.161 0.012 L/4894 Top CantiLever 84.0 0.137 53.6 None 612.0 0.088 0.004 L/11305 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 60.0 634.9 0.146 Top CantiLever 0.00 24.0 634.9 0.132 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:20190675 Model:Screen Wall 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 02/05/2020 Simpson Strong-Tie® CFS Designer™ 2.8.11.0 C-51 Section : 362S162-43 (33 ksi) Single C Stud Maxo =612.0 Ft-Lb 1739.1 lbVa =I =0.71 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method = AISI S100 Span/CantiLever Simpson Strong-Tie Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): Bending and Shear (Stiffened): Web Stiffeners Required?: N/A NA No Shear and Web Crippling Checks Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector Connector Interaction Anchor Interaction Simpson Strong-Tie® Connectors NAR101430.5 NABy Others & Anchorage Designed by Engineer NAR200NABy Others & Anchorage Designed by Engineer * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Span Mmax Ft-Lb Mmax/ Maxo Mpos Ft-Lb Bracing (in) Ma(Brc) Ft-Lb Mpos/ Ma(Brc) Deflection (in)Ratio Span 0.0 0.000 0.0 None 431.0 0.000 0.000 L/0 Span Distortional Buckling Check K-phi lb-in/in Lm Brac in Ma-d Ft-Lb Mmax/ Ma-d Span 0.00 84.8 634.9 0.000 Combined Bending and Axial Load Details Span Axial Ld (lb)KyLy KtLt Max KL/r K-phi (lb-in/in) Lm Bracing (in) Allow load(lb)P/Pa Intr. Value Bracing(in) Span 1430.5(c)None 139 0.0 84.8 1572.9(c)None 0.91 0.91 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:20190675 Model:Screen Wall Brace 2012 NASPEC [AISI S100-2012]Code: Page 1 of 1 Date: 02/05/2020 Simpson Strong-Tie® CFS Designer™ 2.8.11.0 C-52 C-53 v2.02 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Bays = 1.0 Total Number of Bays WShelf = 3000 (lbs) Shelf Capacity WRack = 200 (lbs) Rack Weight HT = 72 (in) Height of Rack db =32 (in) Distance Between Forces of Overturning Couple d = 36 (in) Width of Rack ΩE =2.00 Overstrength Factor (Table 15.4-1) SDS =0.832 Short Period Spectral Response Acceleration Parameter R = 4.00 Response Modification Factor (Table 15.4-2) Ie =1.50 Seismic Importance Factor (Table 1.5-2) Cs = 0.312 Level Weight, Wi Height, Hi Wi * Hi Ratio Vi ∑ Vi Mi ∑ Mi (lbs) (in) CVX (lbs) (lbs) (lb-in) (lb-in) Top 2000 40 80000 0.87 1085 1085 43409 43409 1st 2000 6 12000 0.13 163 1248 977 44385 Total 4000 92000 1.000 1248 44385 1310 (lbs)0 (lbs) 2246 (lb-in) 46632 (lb-in) 75600 (lb-in) -8828 Level Weight, Wi Height, Hi Wi * Hi Ratio Vi ∑ Vi Mi ∑ Mi (lbs) (in) CVX (lbs) (lbs) (lb-in) (lb-in) Top 3000 40 120000 1.00 936 936 37440 37440 Total 3000 120000 1.000 936 37440 998 (lbs)0 (lbs) 39686 (lb-in) 57600 (lb-in) -2569 SHEAR: TENSION: 655 (lbs) 0 (lbs) T = MNET / db = LOAD CONDITION 'B' (100% of Load at Top Level Only) LOAD CONDITION 'A' CONTROLS Overturning Forces Seismic Design Base Anchorage Forces - Pallet Racks Based on the 2012 International Building Code and ASCE 7-10, Section 15.5.3 DESIGN INPUT ANAYLSIS LOAD CONDITION 'A' (67% of Load at Each Level) T = MNET / db = MRES = (∑Wi + WRack) * d/2 = MRES = (∑Wi + WRack) * d/2 = Sds / (R / Ie) = Vbaseplate (MAX) = Ωe*V * Shear Distribution Coefficient / 2 = Tbaseplate (MAX) = Ωe*T * Tension Distribution Coefficient = Vertical Distibution V = CS * (∑Wi + WRack) = MRack = WRack * CS * HT/2 = MOTM = ∑Mi + MRack = MNET = LOAD CONDITION 'B' CONTROLS RESULTS Vertical Distibution Overturning Forces V = CS * (∑Wi + WRack) = Load Combination: E - (0.9 - 0.2*SDS)*D = MOTM - (0.9 - 0.2*SDS)*MRES MOTM = ∑Mi + MRack = MNET = Load Combination: E - (0.9 - 0.2*SDS)*D = MOTM - (0.9 - 0.2*SDS)*MRES Project:GO Yelm, WA Job #:20190675 By:ERO Date:12/19 Sheet #:C-54 v3.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Seismic Design Anchorage Forces - Wall Shelving Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 2.5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =2.5 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 0 ft Attachment height from base of structure h = 24 ft Average roof height of structure from base Mechanical Unit Parameters: Wpershelf =500 lbs Max Weight per shelf nanchor =2.0 Number of anchors nshelves =6 Number of shelves per side nscrew =3.0 Number of screws nsides =1 Number of sides with shelves ANALYSIS Shear: 3000 lbs 998.4 lbs 3994 lbs 749 lbs Base Shear, ΩFp =2496 lbs Seismic, ΩE Shear per Anchor, ΩFpA =624 lbs Overturning/Uplift: Tension per Screw, Tscrew =116.5 lbs Seismic, ΩE 349.44 lbs   h z IR WSaF pp pDSp p 214.0 ppDSWIS6.1 ppDSWIS3.0 𝑊௣ = 𝑊௣௘௥௦௛௘௟௙ ∗ 𝑛௦௛௘௟௩௘௦ ∗ 𝑛௦௜ௗ௘௦ = 𝑇௦௧௨ௗ =𝐹௣ 2 ∗ 0.7 = Project:GO Yelm, WA Job #:20190675 By:ERO Date:12/19 Sheet #:C-55 v1.00 - Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Seismic Design Anchorage Forces - Gondola Shelving Based on the 2015 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: SDS =0.83 g Design Spectral Response Acceleration Ω = 2.5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] ap =2.5 [ASCE7 13.5-1 or 13.6-1] Rp =2.5 [ASCE7 13.5-1 or 13.6-1] Ip =1.00 [ASCE7 13.1.3] z = 0 ft Attachment height from base of structure h = 24 ft Average roof height of structure from base Mechanical Unit Parameters: Wpershelf =100 lbs Max Weight per shelf nshelves =6 Number of shelves per side nsides =2 Number of sides with shelves hshelf =5.5 ft Max height of shelf banchor =1.5 ft Distance from anchor to center of shelf nanchor =2.0 Number of anchors ANALYSIS Shear: 1200 lbs 399.4 lbs 1597 lbs 300 lbs Base Shear, ΩFp =998 lbs Seismic, ΩE Shear per Anchor, ΩFpA =499.2 lbs Overturning/Uplift: 2196.5 lb-ft 1320.5 lb-ft Tension per Anchor, ΩTuA =365.0 lbs Seismic, ΩE 365 lbs   h z IR WSaF pp pDSp p 214.0 ppDSWIS6.1 ppDSWIS3.0 𝑊௣ = 𝑊௣௘௥௦௛௘௟௙ ∗ 𝑛௦௛௘௟௩௘௦ ∗ 𝑛௦௜ௗ௘௦ = 𝑀ை் = 𝑊௣ ∗ℎ௦௛௘௟௙ = 𝑀௥௘௦ = 𝑊௣௘௥௦௛௘௟௙ ∗ 𝑛௦௛௘௟௩௘௦ ∗ 𝑛௦௜ௗ௘௦ ∗𝑏௔௡௖௛௢௥ ∗0.9 − 0.2 ∗ 𝑆஽ௌ = Ω𝑇௨஺ =𝑀ை் −𝑀௥௘௦ 2 ∗𝑏௔௡௖௛௢௥ ∗𝑛௔௡௖௛௢௥ ∗ Ω = Project:GO Yelm, WA Job #:20190675 By:ERO Date:12/19 Sheet #:C-56 www.hilti.us Profis Anchor 2.6.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: VLMK Engineering + Design E. Olds, EIT 3933 SW Kelly Avenue Portland, OR 97239 503-222-4453 | Page: Project: Sub-Project I Pos. No.: Date: 1 GO Yelm, WA 20190675 12/17/2019 Specifier's comments: Shelving Anchorage 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hef,act = 2.000 in., hnom = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 7/1/2015 | 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: lx x ly x t = 20.000 in. x 20.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 420.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] C-57 www.hilti.us Profis Anchor 2.6.1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: VLMK Engineering + Design E. Olds, EIT 3933 SW Kelly Avenue Portland, OR 97239 503-222-4453 | Page: Project: Sub-Project I Pos. No.: Date: 2 GO Yelm, WA 20190675 12/17/2019 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bbbbN / bbbbV [%]Status Tension ---- / -- Shear Steel Strength 655 1466 - / 45 OK Loading bbbbN bbbbV zzzz Utilization bbbbN,V [%]Status Combined tension and shear loads ----- 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. C-58 R-1 NOT FOR CONSTRUCTION R-2 NOT FOR CONSTRUCTION R-3 R-4 R-5 ESTIMATED OPERATING WEIGHT: 8300 LBS R-6 R-7 R-8 R-9 R-10 R-11 R-12 R-13 R-14