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2021.0074.BP0005 Structural_Design_TCOMM911 Yelm_Water_Tank_LDC_20210203
February 3, 2021 LDC Project #T20-408 February 3, 2021 Jeff Mock Pyramid Network Services, LLC 7418 East Helm Dr Scottsdale , AZ 85260 Re: Structural Design Antenna Mount Design and Handrail Modification Yelm Water Tank 901 Rhoton Rd NW Yelm, WA 98597 Status: The antenna and equipment additions are acceptable as outlined in this report pending modifications to the handrail. 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: 2018 International Building Code (IBC 2018) 2018 International Existing Building Code (IEBC 2018) Minimum Design Loads for Buildings and Other Structures (ASCE 7-16) Structural Standard for Antenna supporting Structures, Antennas and Small Wind Turbine Support Structures (ANSI/TIA-222) AISC Steel Manual, 14th Edition (AISC 360-10) Please reference the following report which gives full details of our assumptions, available information, results, and recommendations. 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. LDC, Inc. Basri Basri, PE, SE Prepared By: Garrett Skelton, PE February 3, 2021 LDC Project #T20-408 Pyramid Network Services, LLC Yelm Water Tank Structural Design: Antenna Mount Design and Handrail Modification 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 Basri Basri, PE, SE February 3, 2021 LDC Project #T20-408 1. Site Parameters 2. Loading Configuration All equipment shall be supported by the steel water tank. The microwave dishes shall be flush mounted to the face of the existing water tank utilizing magnet mounts. All other appurtenances are located on top of the existing water tank and attached to the existing handrail. Additional bracing is required at the VHF antenna. The final loading configuration at each sector is as follows: Appurtenance Quantity Size (in x in x in) Weight (lb/each) TX CC807-06 Omi 1 3” dia x 71” 16 RX CC807-08 Omi 1 3” dia x 114” 27 TTA 428E83I01T 1 9.2 x 6 x 5.2 8.9 VHF1 OA40-41 1 26 x 26 x 146 Projected Area = 5.2 ft2 32 RFS SB4-W100C 4’ MW 2 48” dia 77+8 Ultimate Wind Speed, Vult 97 mph Exposure Category C Risk Category II Topographic Factor, Kzt 1.00 Site Class D SDS 0.860 Seismic Design Category D February 3, 2021 LDC Project #T20-408 3. Available Information and Assumptions The following documents were available for LDC’s use to determine the structural adequacy of the existing structure. Data Document Author Date Existing Structure and/or Subgrade Information Water System Improvement Potable Water Storage Tank Job No. 03045-3 Skillings Connolly 01/2004 Previous Analyses TCOMM911 Yelm Water Tank SA LDC, Inc 10/30/2020 Previous Installation and/or Modification Drawings N/A Field Mapping, Measurements, and/or Material Testing LDC Site Visit Notes & Pictures LDC Project No. T20-408 LDC, Inc 08/03/2019 Existing, Reserved, and Proposed Loading LDC PCDs REV 12 LDC Project No. T20-408 LDC, Inc REV 12: 12/30/2020 TCOMM_Site_Engineering_NTP Attachment Motorola Solutions A number of site visits were performed by LDC. One of the visits included climbing the existing water tank to collects pertinent structural information for the analysis and mount design. The following assumptions were made regarding the existing structure based on standard material strengths at the time of construction based on ASCE 7-41: (E)steel pipe yield strength, Fy = 35 ksi (E)miscellaneous steel yield strength, Fy = 36 ksi (E)Tank wall thickness, t=3/8” (E)Tank Roof thickness, t=3/16” (E)Paint thickness, t=0.04” The structure is assumed to be free of damage, corrosion, and deterioration as well as properly installed and maintained. If conditions are other than as indicated in this letter or the construction drawings, please contact LDC immediately as new design and detailing may be required. February 3, 2021 LDC Project #T20-408 Table of Contents Design Criteria & Assumptions 1 – 3 Google Earth 4 – 6 Flush Mount Antenna Magnet Mount (LDC Phase 28) 7 - 18 Handrail Modification (LDC Phase 27B) 19 – 46 Appendix 11 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 02/03/21 Page 1 of 46 LDC# 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 02/03/21 Page 2 of 46 LDC# T20-408 0.853 0.569 D 1.835 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. 02/03/21 Page 3 of 46 LDC# T20-408 02/03/21 Page 4 of 46 LDC# T20-408Does not meet Kzt Requirements, Kzt=1.0 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 02/03/21 Page 5 of 46 LDC# T20-408 02/03/21 Page 6 of 46 LDC# T20-408Does not meet Kzt Requirements, Kzt=1.0 02/03/21Page 7 of 46LDC# T20-408 02/03/21Page 8 of 46LDC# T20-408 02/03/21Page 9 of 46LDC# T20-408 Steel Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:MW Antenna Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Antenna Mount Enercalc.ec6 Project Title: Engineer: Project ID: Printed: 28 JAN 2021, 12:01PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :35.0 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 Load(s) for Span Number 1 Point Load : W = 0.2740 k @ 2.0 ft, (4' MW Dish) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.132 : 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 0.08220 k Mn / Omega : Allowable 1.245 k-ft Vn/Omega : Allowable Pipe2STDSection used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W+H 6.413 k Section used for this span Pipe2STD Ma : Applied Maximum Shear Stress Ratio =0.013 : 1 0.000 ft 0.164 k-ft Va : Applied 0 <360 2294 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.035 in 1,376Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 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 0.137 0.137 Overall MINimum 0.062 0.062 +D+0.60W+H 0.082 0.082 +D+0.750Lr+0.750L+0.450W+H 0.062 0.062 +D+0.750L+0.750S+0.450W+H 0.062 0.062 +0.60D+0.60W+0.60H 0.082 0.082 W Only 0.137 0.137 H Only 02/03/21 Page 10 of 46 LDC# T20-408 Steel Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Angle Support Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Antenna Mount Enercalc.ec6 Project Title: Engineer: Project ID: Printed: 28 JAN 2021, 12:03PM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :36.0 ksi Beam Bracing :E: Modulus :29,000.0 Vertical Leg Up .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : W = 0.1370 k @ 1.0 ft, (Pipe Reactions) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.047 : 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 1 Location of maximum on span 1.000 ft 0.04110 k Mn / Omega : Allowable 0.867 k-ft Vn/Omega : Allowable L3x3x3/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W+H 7.295 k Section used for this span L3x3x3/16 Ma : Applied Maximum Shear Stress Ratio =0.006 : 1 0.000 ft 0.041 k-ft Va : Applied 0 <360 27752 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.001 in 16,651Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 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 0.069 0.069 Overall MINimum 0.031 0.031 +D+0.60W+H 0.041 0.041 +D+0.750Lr+0.750L+0.450W+H 0.031 0.031 +D+0.750L+0.750S+0.450W+H 0.031 0.031 +0.60D+0.60W+0.60H 0.041 0.041 W Only 0.069 0.069 H Only 02/03/21 Page 11 of 46 LDC# T20-408 02/03/21Page 12 of 46LDC# T20-408Magnet will be centered using 2stabilizing magnets. 02/03/21Page 13 of 46LDC# T20-408 02/03/21Page 14 of 46LDC# T20-408 02/03/21Page 15 of 46LDC# T20-408 02/03/21Page 16 of 46LDC# T20-408 Project: _________TCOMM911 Yelm______________________________________ LDC# _T20-408_ Date: 2/3/2021 Engineer:____EV______ Page___ of___ Magnet Capacity Joint X (k)LC Y (k)LC Z (k)LC MW @ Face 0.1252 D+0.6W 0.022 D+0.6W MW Tangent 0.2074 D+0.6W 0.1644 D+0.6W X Y Z Tension Shear Shear Result Shear Result Force Angle of Force Magnet Reduction Cap.* Percent Passing K K K K K degrees loading angle # Safety Factor = 3 MW @ Face0.1252 0.022 0 0.02 0.13 9.97 0.73 733 17% MW Tangent0.2074 0.1644 0 0.16 0.26 38.40 0.36 360 73% 2250.0 0.90 0.49 Safety Factor 3 *Capacity(Cap.) = (Breakaway)(Thickness Reduction)(Material Reduction)(Loading Angle) Magnet Tank Thick.(in) Tank Material Air Gap(in) MXL-2200 3/8 Non-Alloyed 0.04 02/03/21 Page 17 of 46 LDC# T20-408 <Licensed Company> gskelton T20-408 Yelm Tank SK-1 Oct 30, 2020 Yelm Tank.r3d 02/03/21 Page 18 of 46 LDC# T20-408 <Licensed Company> gskelton SK-1 Oct 30, 2020 Yelm Handrail SA.r3d 02/03/21 Page 19 of 46 LDC# T20-408 Original Members under Proposed loading fail. Kickers are required at VHF antenna installation, no kickers are required at Omni installation. 02/03/21 Page 20 of 46 LDC# T20-408 02/03/21 Page 21 of 46 LDC# T20-408 02/03/21 Page 22 of 46 LDC# T20-408 02/03/21 Page 23 of 46 LDC# T20-408 02/03/21 Page 24 of 46 LDC# T20-408 02/03/21 Page 25 of 46 LDC# T20-408 02/03/21 Page 26 of 46 LDC# T20-408 02/03/21 Page 27 of 46 LDC# T20-408 02/03/21 Page 28 of 46 LDC# T20-408 02/03/21 Page 29 of 46 LDC# T20-408 02/03/21 Page 30 of 46 LDC# T20-408 02/03/21 Page 31 of 46 LDC# T20-408 02/03/21 Page 32 of 46 LDC# T20-408 02/03/21 Page 33 of 46 LDC# T20-408 02/03/21 Page 34 of 46 LDC# T20-408 02/03/21Page 35 of 46LDC# T20-408 Company Designer Job Number Model Name : : : : <Licensed Company> evinyard Checked By : __________ 2/3/2021 8:41:44 AM RISA-3D Version 19 [ Mast Tripod.r3d ]Page 202/03/21 Page 36 of 46 LDC# T20-408 Use PL1/4"x4"x0'-6" (1)5/8"∅ BOLT, okay through inspection (E)Weld modeled as pin connection, okay through inspection Company Designer Job Number Model Name : : : : <Licensed Company> evinyard Checked By : __________ 2/3/2021 8:41:44 AM RISA-3D Version 19 [ Mast Tripod.r3d ]Page 3 Model Settings Solution Members Number of Reported Sections 7 Number of Internal Sections 100 Member Area Load Mesh Size (in2)144 Consider Shear Deformation Yes Consider Torsional Warping Yes Wall Panels Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Processor Core Utilization Single No Multiple (Optimum)Yes Maximum No Axis Vertical Global Axis Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Member Orientation Default Global Plane for z-axis XZ Plate Axis Plate Local Axis Orientation Global Codes Hot Rolled Steel AISC 14th (360-10): ASD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 14th (360-10): ASD Cold Formed Steel AISI S100-12: ASD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-15: ASD Temperature < 100F Concrete ACI 318-14 Masonry ACI 530-13: ASD Aluminum AA ADM1-15: ASD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): ASD Stiffness Adjustment Yes (Iterative) Concrete Column Design Analysis Methodology Exact Integration Method Parme Beta Factor 0.65 Compression Stress Block Parabolic Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No 02/03/21 Page 37 of 46 LDC# T20-408 Company Designer Job Number Model Name : : : : <Licensed Company> evinyard Checked By : __________ 2/3/2021 8:41:44 AM RISA-3D Version 19 [ Mast Tripod.r3d ]Page 4 Model Settings (Continued) List forces which were ignored for design in the Detail Report Yes Rebar Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Shear Reinforcement Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Seismic RISA-3D Seismic Load Options Code ASCE 7-16 Risk Category I or II Drift Cat Other Base Elevation (ft) Include the weight of the structure in base shear calcs Yes Site Parameters S1 (g)1 SD1 (g)1 SDS (g)1 TL (sec)5 Structure Characteristics T Z (sec) T X (sec) CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 1 Ω0X 1 CdZ 4 CdX 4 ρ Z 1 ρ X 1 02/03/21 Page 38 of 46 LDC# T20-408 Company Designer Job Number Model Name : : : : <Licensed Company> evinyard Checked By : __________ 2/3/2021 8:41:44 AM RISA-3D Version 19 [ Mast Tripod.r3d ]Page 5 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 0 15 0 3 N3 0 8 0 4 N4 4 -1.5 4 5 N5 4 -1.5 -4 6 N6 0 3.94 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in] 1 N5 Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction 3 N1 Reaction Reaction Reaction Hot Rolled Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Ry Fu [ksi]Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 HR1 W10X33 Beam Wide Flange A992 Typical 9.71 36.6 171 0.583 2 Pipe Mast PIPE_3.5 Beam HSS Pipe A53 Gr.B Typical 2.5 4.52 4.52 9.04 3 Kicker L3.5X3.5X4 Column Single Angle A36 Gr.36 Typical 1.7 2 2 0.039 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N2 N1 Pipe Mast Beam HSS Pipe A53 Gr.B Typical 2 M2 N3 N4 Kicker Column Single Angle A36 Gr.36 Typical 3 M3 N3 N5 Kicker Column Single Angle A36 Gr.36 Typical Member Advanced Data Label I Release Physical Deflection Ratio Options Seismic DR 1 M1 Yes Default None 2 M2 BenPIN Yes ** NA **None 3 M3 BenPIN Yes ** NA **None Hot Rolled Steel Design Parameters Label Shape Length [ft]Lcomp top [ft]Function 1 M1 Pipe Mast 15 Lbyy Lateral 2 M2 Kicker 11.057 Lbyy Lateral 3 M3 Kicker 11.057 Lbyy Lateral Node Loads and Enforced Displacements (BLC 1 : Wind-X) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N2 L X 0.38 02/03/21 Page 39 of 46 LDC# T20-408 Company Designer Job Number Model Name : : : : <Licensed Company> evinyard Checked By : __________ 2/3/2021 8:41:44 AM RISA-3D Version 19 [ Mast Tripod.r3d ]Page 6 Node Loads and Enforced Displacements (BLC 2 : Dead) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N2 L Y -0.032 Node Loads and Enforced Displacements (BLC 3 : Wind-Z) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N2 L Z 0.38 Node Loads and Enforced Displacements (BLC 4 : Live) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N6 L X 0.2 Basic Load Cases BLC Description Category Nodal 1 Wind-X WLX 1 2 Dead DL 1 3 Wind-Z WLZ 1 4 Live LL 1 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE ASD 5 (a) (a)Yes Y DL 1 WLX 0.6 2 ASCE ASD 5 (a) (b)Yes Y DL 1 WLZ 0.6 3 ASCE ASD 5 (a) (c)Yes Y DL 1 WLX -0.6 4 ASCE ASD 5 (a) (d)Yes Y DL 1 WLZ -0.6 5 ASCE ASD 6 (a) (a)Yes Y DL 1 WLX 0.45 LL 0.75 LLS 0.75 RLL 0.75 6 ASCE ASD 6 (a) (b)Yes Y DL 1 WLZ 0.45 LL 0.75 LLS 0.75 RLL 0.75 7 ASCE ASD 6 (a) (c)Yes Y DL 1 WLX -0.45 LL 0.75 LLS 0.75 RLL 0.75 8 ASCE ASD 6 (a) (d)Yes Y DL 1 WLZ -0.45 LL 0.75 LLS 0.75 RLL 0.75 9 ASCE ASD 6 (b) (a)Yes Y DL 1 WLX 0.45 LL 0.75 LLS 0.75 10 ASCE ASD 6 (b) (b)Yes Y DL 1 WLZ 0.45 LL 0.75 LLS 0.75 11 ASCE ASD 6 (b) (c)Yes Y DL 1 WLX -0.45 LL 0.75 LLS 0.75 12 ASCE ASD 6 (b) (d)Yes Y DL 1 WLZ -0.45 LL 0.75 LLS 0.75 13 ASCE ASD 7 (a)Yes Y DL 0.6 WLX 0.6 14 ASCE ASD 7 (b)Yes Y DL 0.6 WLZ 0.6 15 ASCE ASD 7 (c)Yes Y DL 0.6 WLX -0.6 16 ASCE ASD 7 (d)Yes Y DL 0.6 WLZ -0.6 Envelope Node Reactions Node Label X [k]LC Y [k]LC Z [k]LC MX [k-ft]LC MY [k-ft]LC MZ [k-ft]LC 1 N5 max 0.214 3 0.508 4 0.214 1 0 16 0 16 0 16 2 min -0.214 4 -0.508 3 -0.214 2 0 1 0 1 0 1 3 N4 max 0.214 3 0.508 2 0.214 4 0 16 0 16 0 16 4 min -0.214 2 -0.508 3 -0.214 1 0 1 0 1 0 1 5 N1 max 0.2 1 1.049 3 0.2 2 0 16 0 16 0 16 6 min -0.226 7 -0.997 13 -0.2 4 0 1 0 1 0 1 7 Totals:max 0.228 3 0.032 1 0.228 4 8 min -0.321 5 0.019 15 -0.228 2 Envelope Member Section Forces Member Sec Axial[k]LC y Shear[k]LC z Shear[k]LC Torque[k-ft]LC y-y Moment[k-ft]LC z-z Moment[k-ft]LC 1 M1 1 max 0.032 9 0.229 3 0.229 4 0 16 0 16 0 16 2 min 0.019 15 -0.229 1 -0.229 2 0 1 0 1 0 1 3 2 max 0.032 9 0.229 3 0.229 4 0 16 0.571 4 0.571 1 4 min 0.019 15 -0.229 1 -0.229 2 0 1 -0.571 2 -0.571 3 5 3 max 0.032 9 0.229 3 0.229 4 0 16 1.143 4 1.143 1 6 min 0.019 15 -0.229 1 -0.229 2 0 1 -1.143 2 -1.143 3 02/03/21 Page 40 of 46 LDC# T20-408 Company Designer Job Number Model Name : : : : <Licensed Company> evinyard Checked By : __________ 2/3/2021 8:41:44 AM RISA-3D Version 19 [ Mast Tripod.r3d ]Page 7 Envelope Member Section Forces (Continued) Member Sec Axial[k]LC y Shear[k]LC z Shear[k]LC Torque[k-ft]LC y-y Moment[k-ft]LC z-z Moment[k-ft]LC 7 4 max 1.049 3 0.225 9 0.2 2 0 16 1.5 4 1.498 1 8 min -0.997 13 -0.196 3 -0.2 4 0 1 -1.5 2 -1.502 3 9 5 max 1.049 3 0.225 9 0.2 2 0 16 1 4 0.99 1 10 min -0.997 13 -0.196 3 -0.2 4 0 1 -1 2 -1.011 3 11 6 max 1.049 3 0.197 1 0.2 2 0 16 0.5 4 0.491 1 12 min -0.997 13 -0.228 7 -0.2 4 0 1 -0.5 2 -0.571 7 13 7 max 1.049 3 0.197 1 0.2 2 0 16 0 16 0 16 14 min -0.997 13 -0.228 7 -0.2 4 0 1 0 1 0 1 15 M2 1 max 0.592 2 0 16 0 16 0 16 0 16 0 16 16 min -0.592 3 0 1 0 1 0 1 0 1 0 1 17 2 max 0.592 2 0 16 0 16 0 16 0 16 0 16 18 min -0.592 3 0 1 0 1 0 1 0 1 0 1 19 3 max 0.592 2 0 16 0 16 0 16 0 16 0 16 20 min -0.592 3 0 1 0 1 0 1 0 1 0 1 21 4 max 0.592 2 0 16 0 16 0 16 0 16 0 16 22 min -0.592 3 0 1 0 1 0 1 0 1 0 1 23 5 max 0.592 2 0 16 0 16 0 16 0 16 0 16 24 min -0.592 3 0 1 0 1 0 1 0 1 0 1 25 6 max 0.592 2 0 16 0 16 0 16 0 16 0 16 26 min -0.592 3 0 1 0 1 0 1 0 1 0 1 27 7 max 0.592 2 0 16 0 16 0 16 0 16 0 16 28 min -0.592 3 0 1 0 1 0 1 0 1 0 1 29 M3 1 max 0.592 4 0 16 0 16 0 16 0 16 0 16 30 min -0.592 3 0 1 0 1 0 1 0 1 0 1 31 2 max 0.592 4 0 16 0 16 0 16 0 16 0 16 32 min -0.592 3 0 1 0 1 0 1 0 1 0 1 33 3 max 0.592 4 0 16 0 16 0 16 0 16 0 16 34 min -0.592 3 0 1 0 1 0 1 0 1 0 1 35 4 max 0.592 4 0 16 0 16 0 16 0 16 0 16 36 min -0.592 3 0 1 0 1 0 1 0 1 0 1 37 5 max 0.592 4 0 16 0 16 0 16 0 16 0 16 38 min -0.592 3 0 1 0 1 0 1 0 1 0 1 39 6 max 0.592 4 0 16 0 16 0 16 0 16 0 16 40 min -0.592 3 0 1 0 1 0 1 0 1 0 1 41 7 max 0.592 4 0 16 0 16 0 16 0 16 0 16 42 min -0.592 3 0 1 0 1 0 1 0 1 0 1 Envelope Member End Reactions Member Member End Axial[k]LC y Shear[k]LC z Shear[k]LC Torque[k-ft]LC y-y Moment[k-ft]LC z-z Moment[k-ft]LC 1 M1 I max 0.032 9 0.229 3 0.229 4 0 16 0 16 0 16 2 min 0.019 15 -0.229 1 -0.229 2 0 1 0 1 0 1 3 J max 1.049 3 0.197 1 0.2 2 0 16 0 16 0 16 4 min -0.997 13 -0.228 7 -0.2 4 0 1 0 1 0 1 5 M2 I max 0.592 2 0 16 0 16 0 16 0 16 0 16 6 min -0.592 3 0 1 0 1 0 1 0 1 0 1 7 J max 0.592 2 0 16 0 16 0 16 0 16 0 16 8 min -0.592 3 0 1 0 1 0 1 0 1 0 1 9 M3 I max 0.592 4 0 16 0 16 0 16 0 16 0 16 10 min -0.592 3 0 1 0 1 0 1 0 1 0 1 11 J max 0.592 4 0 16 0 16 0 16 0 16 0 16 12 min -0.592 3 0 1 0 1 0 1 0 1 0 1 Envelope AISC 14TH (360-10): ASD Member Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft]Cb Eqn 1 M1 PIPE_3.5 0.326 7.031 3 0.015 6.875 3 20.939 52.395 5.292 5.292 1.341H1-1b 2 M2 L3.5X3.5X4 0.086 11.057 2 0 11.057 y 16 6.871 36.647 1.607 2.345 1 H2-1 3 M3 L3.5X3.5X4 0.086 11.057 4 0 11.057 y 16 6.871 36.647 1.607 2.345 1 H2-1 02/03/21 Page 41 of 46 LDC# T20-408 Project: _____TCOMM911 Yelm __________________________________________ LDC# _T20-408_ Date: 2/3/2021 Engineer:____ EV _______ Page___ of___ Magnet Capacity RISA Output Joint X (k)LC Y (k)LC Z (k)LC Kicker @ Handrail 0.508 4 0.214 3 0.214 1 -0.508 3 -0.214 4 -0.214 2 0.508 2 0.214 3 0.214 4 -0.508 3 -0.214 2 -0.214 1 2 Magnets @ Kicker 0.254 0.107 0.107 4 Magnets@ Kicker 0.127 0.0535 0.0535 Magnet Angle to Forces 15 degrees X Y Z Tension Shear Shear Result Shear Result Force Angle of Force Magnet Reduction Cap.* Percent Passing K K K K K degrees loading angle # Safety Factor = 3 Kicker @ Handrail 0.508 0.214 0.214 0.30 0.59 45.78 0.33 164 360% -0.508 -0.214 -0.21 0.30 0.23 90.00 0.30 150 153% 0.508 0.214 0.214 0.30 0.59 45.78 0.33 164 360% -0.508 -0.214 -0.21 0.30 0.23 90.00 0.30 150 153% 2 Magnets @ Kicker 0.254 0.107 0.107 0.15 0.30 45.78 0.33 164 180% 4 Magnets@ Kicker 0.127 0.0535 0.054 0.08 0.15 45.78 0.33 164 90% 1125.0 0.90 0.49 Safety Factor 3 *Capacity(Cap.) = (Breakaway)(Thickness Reduction)(Material Reduction)(Loading Angle) Magnet Tank Thick.(in) Tank Material Air Gap(in) MXL-2200 3/16 Non-Alloyed 0.04 02/03/21 Page 42 of 46 LDC# T20-408 Y eo^t1CctN4 4tl LDCX. 17_o -lcsz Date: Bar3e 0t^7s @ n.AL N€1 LDC lil{i;;t" T b L. A --'l: I t,t q A ZQ, ( I -- 3 6 u*'. n4^ /r. : Fr Z^ _fL - t.6l )o.53 ro4 t 5,6k-:^ Service ABOVE the Standard www.LDCcorp.com -'ru I -.1 Lj 3,6*' : oz3{r.5.S" O.qAb i^3 F t-,Engineer: - - Page:_of = O. tZ 7 t{ /B"r.T = 7" = o^9,, : c).?t?Q n-;n Ouay 02/03/21 Page 43 of 46 LDC# T20-408 /9.46k-in0.889k-in Project: LDC #:LDCI:[jffi;r'.aLo - qcro Te<i CCq.o/r &AGLoGts AerrzAu) cAsq- I o.s( Engineer: { L Page:-of (. = I * d.", d. - {oo R sr^'t ; d'" !: 51"1 tLr CESE Z o,Sl\t Service ABOVE the Standard www.LDCcorp.com &r+ o.jtt 02/03/21 Page 44 of 46 LDC# T20-408 Tcu/^a^4t1 \€Vq ato-40E cvEngineer: o - Page: -of - LDC I:L{:;;r"LDC #: lLI?(1l!! \^rl r(I.c(ER (,, . SZart A - 1?tot (ts' -6' ) -- 11zc:s4t,1 Service ABOVE the Standard www.LDCcorp.com 02/03/21 Page 45 of 46 LDC# T20-408 Steel Beam LDC, IncLic. # : KW-06009700 DESCRIPTION:Pipe Mast w/ kicker Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Antenna Mount Enercalc.ec6 Project Title: Engineer: Project ID: Printed: 3 FEB 2021, 11:39AM Project Descr: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :35.0 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 Load(s) for Span Number 1 Point Load : W = 0.380 k @ 2.0 ft, (VHF attachment) Moment : W = 3.420 k-ft, Loc = 2.0 ft in span .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.248 : 1 Load Combination +D+0.60W+H Span # where maximum occurs Span # 1 Location of maximum on span 2.020 ft 0.5922 k Mn / Omega : Allowable 5.292 k-ft Vn/Omega : Allowable Pipe3-1/2STDSection used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W+H 15.719 k Section used for this span Pipe3-1/2STD Ma : Applied Maximum Shear Stress Ratio =0.038 : 1 2.020 ft 1.312 k-ft Va : Applied 6,198 >=360 4293 Ratio =10330 >=180 Maximum Deflection Max Downward Transient Deflection 0.023 in 2,576Ratio =>=360 Max Upward Transient Deflection -0.006 in Ratio = Max Downward Total Deflection 0.014 in Ratio =>=180 Max Upward Total Deflection -0.003 in . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.607 -0.2521.239 Overall MINimum -0.273 -0.1130.557 +D+0.60W+H -0.364 -0.1510.743 +D+0.750Lr+0.750L+0.450W+H -0.273 -0.1130.557 +D+0.750L+0.750S+0.450W+H -0.273 -0.1130.557 +0.60D+0.60W+0.60H -0.364 -0.1510.743 W Only -0.607 -0.2521.239 H Only 02/03/21 Page 46 of 46 LDC# T20-408 Use (2)5/8"Dia bolts APPENDIX Operation Manual MagnaHoist™ MXL-2200 Lifting Magnet 2 Contents Safety Instructions, Proper Use, Device Description, Technical Data, Markings on the Lifting Magnet, Start-up, Pivoting or Vertical Lifting of Loads, Basic Information, Maintenance and Inspection, Detailed Performance Data, EC Declaration of Conformity Before use please read and save these instructions! Page 3 3 Dear customer, Thank you for purchasing a Maglogix® product. Please read these operating instructions closely before using your device for the first time and keep them along with the enclosed Product Control Card for later reference. Safety Instructions Serious accidents with fatal physical injuries can occur when using extremely strong magnetic clamps if they are improperly used and/or maintained. Please observe all safety instructions in this operation manual and contact the manufacturer if you have any questions. Always... activate the lifting magnet completely activate the lifting magnet on metallic, ferromagnetic materials use the entire magnetic surface for lifting lift on plane surfaces check the magnetic holding force by lifting the load slightly a few inches clean the magnetic surface and keep it clear of dirt, chips and welding spatter set the lifting magnet down gently to prevent damage to the magnetic surface check the surrounding hazard area before pivoting the load respect the stated maximum load before pivoting the load inspect the magnetic surface and the entire lifting magnet for damage use suitable lifting devices, chains, hooks, slings, etc… follow the instructions in this operating manual instruct new operators in the safe use of lifting magnets respect local and country-specific guidelines keep and use in a dry environment read and follow guidelines specified in ASTM B30-20 and / or BTH-1 Never... lift round or arched objects exceed the stated maximum load lift loads over people lift more than one work piece at a time switch the lifting magnet off before setting down the load safely allow the load to sway or bring to a sharp and immediate stop lift loads exceeding the recommended dimensions lift loads with cavities, cut-out openings or drilled holes lift unbalanced loads modify the lifting magnet or remove operating labels use the lifting magnet if damaged or missing parts strain the underside of the magnet through heavy impact or blows position yourself beneath the lifted load lift loads while people are within the hazard area leave the lifted load unattended use the lifting magnet without having been properly instructed use if you have not read and understood these operating instructions completely use the lifting magnet to support, lift or transport persons operate the lifting magnet in temperatures higher than 60°C (140°F) expose to corrosive substances People using pacemakers or other medical devices should not use this lifting magnet until they have consulted with their physician. 4 Proper Use The MagnaHoist™ MXL-2200 permanent is designed to lift ferromagnetic, metallic loads and may only be used according to its technical data and determination. Proper use includes adherence to the start-up, operating, environment and maintenance conditions specified by the manufacturer. The user bears sole responsibility for understanding the operating manual as well as for proper use and maintenance of the lifting magnet. Device Description The MagnaHoist™ MXL-2200 is a switchable lifting magnet with manual actuation for the lifting, transporting and lowering of ferromagnetic materials. By pressing the lever (F) down, the magnetic field generated by the permanent magnet (D) can be activated in the lower magnetic plate area (C). Thanks to the special design, a very compact magnetic field is generated which develops excellent adhesive force , especially on thin materials (less than 10 mm). The magnet can be deactivated by first pressing the safety tab (E) with the heel of the hand and then moving the lever upwards. An adjustable oil damper (G) is incorporated underneath the safety tab in order to absorb the recoil energy of the lever, especially during use on thin materials . Additional threads for mounting (H) are located on either front side of the magnet which, if desired, can be used as holding device. An eyelet (A) is situated on the top of the lifting magnet for attachment to a crane. The load-bearing capacity of the lifting magnet is equivalent to 1/3 of the maximum breakaway force of the magnet and thus is equivalent to the standard safety factor 3:1. A) Load hook B) Basic body C) Magnetic surface D) Center of the magnet E) Safety tab F) Lever for activation/deactivation G) Shock absorber for lever H) Additional threads for mounting 5 Technical Data Prod.-No.: 41700.MX Designation: MagnaHoist™ MXL-2200 Lifting magnet Breakaway force: >7500 lbs on ½” AISI CRS 1020 Steel >3400 kg on 12 mm S235 Max. load-bearing capacity: (on flat material with safety factor 3:1) 2200 lbs on 3/8” AISI CRS 1020 Steel 1000 kg on 10 mm S235 Max. load-bearing capacity: (at 6° inclination acc. to EN 13155 with safety factor 3:1) 1760 lbs on 3/8” AISI CRS 1020 Steel 800 kg on 10 mm S235 Max. load-bearing capacity: (at 90° inclination of the load with safety factor 3:1) 660 lbs on 3/8” AISI CRS 1020 Steel 300 kg on 10 mm S235 Dead weight of the magnet: 39.4 lbs 17.9 kg Storage temperature: -22°F to +140°F -30°C to +60°C Operating temperature: +14°F to +140°F -10°C to +60°C Markings on the Lifting M agnet Additional detailed descriptions for handling and operating conditions can be found on both sides of the lifting magnet. This labeling must not be modified, damaged or removed, as otherwise the manufacturer cannot be held responsible for any personal injuries, property damage or accidents resulting from this fact. New labels must be ordered from the manufacturer if necessary. 6 Start-up You have received a completely assembled MagnaHoist™ MXL-2200 lifting magnet and detailed operating manual. Please check the condition of the goods upon receipt for any damage incurred during transport, and make sure the delivery is complete. If you have any problems, please contact the authorized reseller or manufacturer immediately. Be sure to read the operation instructions completely before using this magnet for the first time! 1. The lever is facing upwards. The lifting magnet is deactivated. 2. Follow the safety instructions. Clean the work piece and the lower magnetic plate of the lifting magnet. 3. Position the lifting magnet at the center of gravity of the load. The lifting magnet is slightly magnetized in order to assist in positioning the magnet (e.g. when used in a vertical or other forced position). 4. Align the lifting magnet according to the desired application. 5. Press the lever down until it is fully engaged in the ON position. Make sure that the safety tab is securely locked in place. 6. Move the load hook to the required position and lift the load about several inches as a test lift to check for excessive deformation and to verify adequate magnetic holding force. Do not place any part of your body under the material at any time during lift. Ensure that only one piece is being lifted and that the load is safely held. Refer to ASTM B30-20 and / or BTH-1 for more detail. 7. Now move your load slowly and smoothly. Avoid swinging or jarring. 8. After the load has been set down completely and safely, you can deactivate the lifting magnet. To do this, press the safety tab using the heel of your hand and move the lever upwards into the OFF position. 7 Pivoting or Vertical Lifting of Loads The special design of the MXL-2200 lifting magnet allows the user to turn and pivot the load freely. The suspended load can be turned around at 360° and pivoted at 90° in most cases. 1. Be sure to use a flexible soft eye to avoid jamming the lifting magnet into the hook of the crane since this would lead to extremely unfavorable load conditions and the lifting capacity would no longer be assured. In addition, this will protect your magnet from damage and extend its lifetime. Figure 1 Figure 2 2. If the load is attached horizontally to the magnet, the entire breakaway force of the lifting magnet is acting on the load, so you can use 100% of the lifting capacity as stated in table 2 (page 12). However, if the load and the magnet surface tilt at an angle other than 0° to horizontal, the load-bearing decreases due to the new alignment of the magnet to the gravity of Earth. As soon as the load is suspended vertically, i.e. at an angle of 90°, friction will be the only effect exerted by the magnet which is not more than 10 - 35% of the maximum load-bearing capacity, depending on material being lifted. Load-figures corresponding to the direction of the MXL-2200 You can calculate the maximum load-bearing capacity of your magnet, including the 3:1 safety factor, on the basis of the load-figure that corresponds to the direction. 8 Example INCH: You would like to lift a plate of mild Cold Rolled Steel (CRS) which is 1/4 inch thick. The plate stands vertically, i.e. at an angle of 90°, in your shelf rack and your magnet is ideally positioned, as shown in figure 1. Material thickness: 1/4 inch max. load-bearing capacity at 0° = 1600 lbs (see table 2, page 12) Material: mild steel holding force, subject to material = 100% (see table 1, page 9) Alignment of the load: 90° tilted; load hook facing upwards load-figure corresponding to direction = 30% Example mm: You would like to lift a plate made of S235 which is 6.4 mm thick. The plate stands vertically, i.e. at an angle of 90°, in your shelf and your magnet is ideally positioned, as shown in figure 1. Material thickness: 6.4 mm max. load-bearing capacity at 0° = 727 kg (see table 2, page 12) Material: S235 holding force, subject to material = 100% (see table 1, page 9) Alignment of the load: 90° tilted; load hook facing upwards load-figure corresponding to direction = 30% Maximum load weight with 3:1 safety factor = 1600 lbs x 100% x 30% = 480 lbs Maximum load weight with 3:1 safety factor = 727 kg x 100% x 30% = 218 kg Adjustable shock absorber An oil filled shock absorber is incorporated on the backside of the magnet in order to absorb any recoil energy of the lever. The thinner the material to be lifted the higher the recoil energy to be absorbed. The set screw on the backside of the magnet makes it possible to adjust the shock absorber variably, so that the upward movement of the lever is controlled and operates smoothly. This adjustment should be made by using a flat-blade screwdriver. 9 Basic Information Concerning the Maximum Holding Force of the MXL-2200 The magnetic contact area is located on the underside of the magnet incorporating multiple magnetic poles which generate the magnetic holding force when activated. The maximum holding force that can be achieved depends upon different factors which are explained below: Material Every material reacts in different ways to the penetration of magnetic field lines. The breakaway force of the magnetic contact area is determined by using common (low carbon) A36 steel. The given load-bearing capacity of the magnet should be De-Rated based on Table 1. It is up to the user to determine adequate magnetic holding force for alloys not shown in this table. Table 1 Material Magnetic force in % Non-alloyed steel (0.1-0.3% C content, includes A36) 100 Non-alloyed steel (0.3-0.5% C content) 90-95 Cast steel 90 Grey cast iron 45 Nickel 11 Stainless steel, aluminium, brass 0 Material thickness The magnetic flux (north to south field lines) of the permanent magnet requires a minimum material thickness to flow completely into and across the material below the magnetic contact area. Beyond this minimum material thickness, the maximum holding force continues to decrease (see Detailed Performance Data, Table 2). Conventional switchable permanent magnets have a deep penetrating singular (north to south) magnetic field. The way conventional switchable permanent magnets hold onto steel would be similar to stapling paper together using one large heavy staple in the center of the page, and not bending the legs together. The compact multi-field magnetic array of the Maglogix® switchable permanent magnets would be similar to stapling paper together in a circular pattern with many small lightweight staples close together, and bending the legs together to achieve an even greater holding force. An infinate number of small magnetic field arrays are the principle behind the Maglogix® patented switchable magnetic clamps. Surface quality The maximum holding force of a permanent magnet can be achieved in case of a closed magnetic circuit in which the magnetic field lines can connect up freely between the poles, thus creating a high magnetic flux. In contrast to iron, for example, air has very high resistance to magnetic flux. If an “air gap” (i.e. a space) is formed between the workpiece and the magnet contact area, the holding force will be reduced. In the same way, paint, rust, scale, surface coatings, grease or similar substances all constitute a space between the workpiece and magnetic contact area. Furthermore, an increase in surface roughness or unevenness has an adverse effect on the magnetic holding force. Reference values for your MagnaHoist™ MXL-2200 can also be found in Table 2. Load dimensions When working with large workpieces such as girders or plates, the load can partly become deformed during the lift. A large steel plate would bend downwards at the outer edges and create a curved surface which no longer has full contact with the magnetic contact area. The resulting air gap reduces the maximum load-bearing capacity of the Lifting Magnet. Hollow objects or those smaller than the magnetic contact area of the magnet will also result in less holding power being available. Conventional (singular) switchable permanent magnet Maglogix® (multi-field) switchable permanent magnet 10 Load alignment During load movement care must be taken that the Lifting Magnet stays located at the workpiece center of gravity and that the Lifting Magnet’s magnetic contact area respectively, stays balanced horizontally. In this scenario, the magnetic force of the Lifting Magnet’s magnetic contact area and workpiece stay perpendicular to gravity, thus providing the maximum rated load-bearing capacity, resulting in a standard 3:1 safety factor. Danger: If by accident the workpiece and Lifting Magnet shift or change from a horizontal to a vertical position. The Lifting Magnet is now transitioning into shear mode and the workpiece can slip away to the edge or even detach. In shear mode, the load-bearing capacity decreases dependent upon the coefficient of friction between the two materials. Maximum operating temperature The high-power permanent magnets installed in the magnetic clamp will maintain their load-bearing capacity up to a maximum operating temperature of 176°F (80°C). Exceeding this maximum operational temperature may cause irreversible damage. 11 Maintenance and inspection of the lifting magnet The user is obliged to maintain and service the lifting magnet in compliance with the specifications in the operating manual and according to the country-specific standards and regulations (e.g. ASME B30.20B, DGUV-Information 209-013; AMVO). The maintenance intervals are classified according to the recommended schedule. Before every use... visually inspect the lifting magnet for damage clean the surface of the work piece and the underside of the magnet free the underside of the magnet of rust, chips or unevenness verify the lock function of the safety tab on the lever Weekly... inspect the lifting magnet and load hook for deformation, cracks or other defects make sure that the operating lever and safety tab are working properly inspect the load hook for damage or wear and have it replaced if necessary inspect the bottom of the magnet for scratches, pressure points or cracks and have the magnet repaired by the manufacturer if necessary Monthly... check the markings and labelling on the lifting magnet for legibility and damage and replace them if necessary Annually... have the load-bearing capacity of the lifting magnet checked by the supplier or an authorized workshop inspect the load hook thoroughly for damage, cracks or wear and have it replaced if necessary After 5 years or 20,000 lifting operations After a maximum of 5 years of use or 20.000 lifting operations the load hook must be replaced with a new one by the manufacturer or an authorized workshop (thread locking adhesive, medium strength; 100 Nm torque). Unauthorized repairs or modification to the lifting magnet are not permitted. If you have any questions contact the manufacturer. An annual inspection is recommended for the safe use of this lifting magnet. We will be glad to perform this inspection for you in-house. Please send us an email to: MX-Test@maglogix.com You will then promptly receive an offer and have the assurance that the lifting magnet will be inspected in a process-reliable manner where it was actually produced. 12 Detailed Performance Data for the MXL-2200 Lifting Magnet Values shown for load capacity are based on material S235 JR comparable to AISI 1020 Cold Rolled Steel with the maximum, vertical breakaway force at 0° deviation from the load axis and additionally under a 6° inclined load in accordance with EN 13155, in each case with a 3:1 safety factor. This manual does not contain any instructions for use on round material, as the MXL-2200 is designed for flat material and round material or arched objects may not be lifted. Table 2 Load capacity in lbs Thickness of material Clean, flat, ground surface Rusty, slightly scratched surface Irregular, rusty or rough surface Air gap <0.00394 inches Air gap = 0.01 inches Air gap = 0.02 inches Inches 0° 6° 0° 6° 0° 6° 1/8 550 446 450 365 350 284 3/16 1125 912 1003 813 851 690 1/4 1600 1296 1440 1167 1216 985 5/16 1990 1612 1760 1426 1424 1154 3/8 2250 1823 1923 1558 1428 1157 7/16 2400 1945 2043 1655 1445 1171 1/2 2475 2005 2141 1735 1460 1183 3/4 2500 2026 2163 1752 1525 1236 Load capacity in kg Thickness of material Clean, flat, ground surface Rusty, slightly scratched surface Irregular, rusty or rough surface Air gap <0.1 mm Air gap = 0.2 mm Air gap = 0.6 mm mm 0° 6° 0° 6° 0° 6° 3,2 250 203 205 166 159 129 4,8 511 414 456 370 387 314 6,4 727 589 655 530 553 448 7,9 905 733 800 648 647 524 9,5 1023 829 874 708 649 526 11,1 1091 884 929 752 657 532 12,7 1125 912 973 788 664 538 19,1 1136 921 983 796 693 562 The maximum dimensions of the loads to be lifted depend to a large extent on the geometry and flexural stiffness of the work pieces. If the material bends, an air gap will form under the magnetic surface which will decrease the load-bearing capacity significantly. During each lift, watch for any deformation of the work piece that might occur and, if necessary, check for any air gap developing at the edges of the TiN -coated magnetic surface (e.g. with a sheet of paper; 80g/m2). Spreader bars with additional magnets may be required to safely lift large or f lexible loads. Immediately stop the lift if there is any excessive deformation or an air gap. Never exceed the dimensions and/or the load-bearing capacity of the material thickness given in table 2. 13 Markus A. Döring (Managing Director) EC Declaration of Conformity as defined by the Machinery Directive 2006/42/EC We, Alfra GmbH 2. Industriestr. 10 68766 Hockenheim/Germany hereby declare that the switchable permanent magnet-type lifting magnet MXL-2200 from serial number 1884M0620 onwards complies with all relevant provisions of this directive. Applied standards: EN ISO 12100:2010 EN 13155:2003+A2:2009 This certificate is no longer valid if the product is modified without the manufacturer's consent. Furthermore, this certificate is no longer valid if the product is not used properly in accordance with the use cases documented in the user manual or if regular maintenance is not carried out in accordance with this manual or country -specific regulations. Person authorized to compile the documents: Alfra GmbH 2. Industriestr. 10 68766 Hockenheim/Germany Hockenheim/Germany, 28.02.2018