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Specifications OFFICE COPY Comm No.: 210061.141 Project: Target#345(23-72985-10) Location: Tigard,OR Code: 2019 Oregon Structural Specialty Code/ASCE 7-16 W. NICHOLAS DEAL, P.E., S.E. Designer: TSM Date: 12/23/2021 RECEIVED FEB 01 2022 BUILDING DIVISION j i_..i_7 0Z2,, ` 0 il otfl 14/,..1 1 61UJ STRUCTURAL CALCULATIONS FOR: Target #345 (23-72985-10) Tigard, OR CALCULATION PACKET STRUCTURAL J4' ii, irtr JOB INFORMATION ' 4� PE Comm.No.: 210061.141 10 Zl Project: Target#345(23-72985-10) OREGON City: Tigard ' State: OR GL ' 13,2�����v Building Code: 2019 Oregon Structural Sped: •'A/CH SQ Loads Based On: ASCE 7-16 OL A Designer: TSM EXPIRES: 12/31/21 Date: 12/23/2021 Doing Business As: WND W.NICHOLAS DEAL,PE,SE LIC.NO.85443PE , , . 1 i STRUCTURAL CALCULATIONS FOR: 1 Target Beacon CALCULATION PACKET CALCULATIONS CONTAINED HEREIN ARE SUITABLE FOR THE FOLLOWING CODE REQUIREMENTS 2018 IBC-ASCE 7-16-UP TO AND INCLUDING 180 MPH 2015 IBC-ASCE 7-10-UP TO AND INCLUDING 180 MPH 2012 IBC-ASCE 7-10-UP TO AND INCLUDING 180 MPH 2009 IBC-ASCE 7-05-UP TO AND INCLUDING 140 MPH 2006 IBC-ASCE 7-05-UP TO AND INCLUDING 140 MPH 1 1 WIND DATA DEFLECTION ANALYSIS Building Code 2018/2015/2012 Importance Factor,I 1.0 Damping Ratio,13 0.005 Deflection Limit H/60 Wind Load Criteria ASCE 7-16 Directionality Factor,K°121 0.85 Natural Frequency,nl 1.92 Hz Deflection at 0.7*W 2.27 in Wiad Speed,V 180 mph Topography Factor,K,, 1.0 Gust Effect Factor,G 0.85 Deflection Ratio le H/78 Exposure Category C Base Pressure,y(q,/K,1 42.3 psf ASD Wind Load Factor,v 131 0.6 Wind Pressure Override per 0 psf Notes: (1) Loading values in chart below are based upon average K,values for each segment. Actual values are Jurisdiction Requirement calculated on hidden sheet using derived V-M equations. Chart is provided for information purposes only. (2) Wind directionality(K°)factor is 0.95 for Single Pole(Round)segments instead of 0.85. The C f value GEOMETRY INPUT M Monument: No from Fig.6-21 has been increased by 0.95/0.85 to account for this variation. No.of Poles 1 No.of Footings 1 (3) Wind pressures listed below have already been multiplied by the ASD Wind Load Factor, y. Horiz. Top Wind Support Pole Loads Footing Loads Height Width Area Centroid Section Location Type Offset Elev. K, Cr Press. Trib. Shear Moment Trib. Shear Moment ft ft ft sgft ft ft psf Factor kips k-ft Factor kips k-ft 1 Base Single Pole(Round) 2.00 1.50 3.0 2.0 1.0 0.85 0.78 23.9 1.0 0.1 0.1 1.0 0.1 0.1 2 Single Pole w/Cabinet 5.83 1.00 5.8 7.8 4.9 0.85 1.76 53.7 1.0 0.3 1.5 1.0 0.3 1.5 3 Single Pole w/Cabinet 4.17 1.00 4.2 12.0 9.9 0.85 1.83 55.9 1.0 0.2 2.3 1.0 0.2 2.3 4 Single Pole w/Cabinet 2.83 2.17 6.1 14.8 13.4 0.85 1.82 55.5 1.0 0.3 4.6 1.0 0.3 4.6 5 None 0.0 14.8 14.8 0.85 1.46 44.6 0.0 0.0 0.0 0.0 0.0 0.0 6 None 0.0 14.8 14.8 0.85 1.46 44.6 0.0 0.0 0.0 0.0 0.0 0.0 7 None 0.0 14.8 14.8 0.85 1.46 44.6 0.0 0.0 0.0 0.0 0.0 0.0 8 None 0.0 14.8 14.8 0.85 1.46 44.6 0.0 0.0 0.0 0.0 0.0 0.0 9 None 0.0 14.8 14.8 0.85 1.46 44.6 0.0 0.0 0.0 0.0 0.0 0.0 10 Top None 0.0 14.8 14.8 0.85 1.46 44.6 0.0 0.0 0.0 0.0 0.0 0.0 7 Overall Height: 14.83 ft Summation based upon averages above: 1.0 8.5 1.0 8.5 Actual base reactions based upon V-M equations: 1.0 8.5 1.0 8.5 SUPPORT POLE DESIGN SUMMARY MATERIAL= STEEL Base Elev Required Strength Values(ASD) Allowable Strength Values(ASD) Unity Ratios Interaction Ratios Section Axis V, Mr T, P, V, M, Tr Pr Vr/Vr Mr/M, Tr/T. Pr/Pr P-M P-M-V-T Status ft kips kip-ft kip-ft kips kips kip-ft kip-ft kips 0.00 HS55X5X1/4 Strong 1.0 8.5 0.3 0.3 36.9 17.5 14.5 8.7 2.6% 48.9% 1.9% 3.7% 52.6% 0.0% V 2.00 HSS4X4X5/16 Strong 0.9 6.7 0.3 0.3 33.5 12.8 10.9 11.1 2.7% 52.6% 2.4% 2.7% 55.2% 0.0% ,toi 7.83 HSS3X3X1/4 Strong 0.6 2.4 0.2 0.2 19.7 5.7 4.8 22.3 2.9% 42.6% 4.1% 0.7% 43.3% 0.0% e/ 12.00 2.375"0 x 0.154"wall Strong 0.3 0.5 0.2 0.1 7.0 1.2 8.4 18.3 4.9% 40.3% 1.8% 0.4% 40.7% 0.0% 1/ 0.00 None Strong 1.0 8.5 0.3 0.3 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% e/ 0.00 None Strong 1.0 8.5 0.3 0.3 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% N/ 0.00 None Strong 1.0 8.5 0.3 0.3 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% */ 0.00 None Strong 1.0 8.5 0.3 0.3 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% %/ 0.00 None Strong 1.0 8.5 0.3 0.3 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% s/ 0.00 None Strong 1.0 8.5 0.3 0.3 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% ,/ ELEMENT DESIGN LOCATIONS,LOADS AND DISPLACEMENTS Element Elev. I Type V, M, Tr P, 0.7*0 0.7*5 Element) Elev. Type Vr M, Tr Pr 0.7*0 0.7*6 ft kips kip-ft kip-ft kips radians in ft kips _ kip-ft kip-ft kips radians_ in 1 0.00 Base Plate 1.0 8.5 0.3 0.3 0.0 0.0 3 12.00 Match Plate 2 0.3 0.5 0.2 0.1 0.020 1.52 2 2.00 Match Plate 1 0.9 6.7 0.3 0.3 0.0 0.0 4 0.00 Torsion Tube 1.0 8.5 0.3 0.3 0.000 0.00 PLATE DESIGN SUMMARY Plate Dimensions Bolts Weld Type N B 0 t de NQ°a ge° Circle Embed in Caisson Embed Number s - Diamete Material /Vertical Slab in Size Gussets Status in in in in in in in in in in in LiRectangular Base Plate u Circular Base Plate Match Plate 1(Lower) 11.75 11.75 - 0.75 6 0.75 1 1 . A325 .. -- 0.250 Yes OK u Match Plate 1(Upper) 11.75 11.75 -- 0.75 6 0.75 1 1 •- A325 -- -- 0.250 Yes OK U Match Plate 2(Lower) 10 10 -- 0.375 4 0.375 2.25 2.25 -- A307 -- -- 0.188 No OK Match Plate 2(Upper) 8 8 -- 0.375 4 0.375 1.25 1.25 -- A307 -- -- 0.188 No OK FOUNDATION DESIGN SUMMARY Diameter Width Thicknes, Length Depth Volume Allowable Soil Type ft ft ft ft ft CY Reinforcing Status ( � �� Pressure LJ Caisson 1.50 -- - -- 6.50 0.43 (6)#4 Vert.w/#3 Ties @ 6"O.C.and(3)@ 4"O.C.Top OK 300 psf/ft UVertical Slab Spread C 1 FOUNDATION DESIGN IBC Table 1806.2-Allowable Foundation and Lateral Pressure Allowable Bearing Fogting Loads Pressures Class of Materials Axial,P, 0.3 k Vertical Lateral Moment,M, 8.5 k-ft psf psf/ft Shear,V, 1.0 k 1 Crystalline bedrock 12000 1200 Base Column to Footing Connection Type Direct Embed 2 Sedimentary and foliated rock 4000 400 3 Sandy gravel and/or gravel(GW and GP) 3000 200 Footing and Soils Data 4 Sand,silty sand,clayey sand,silty gravel and 2000 150 Concrete Strength,f', 2500 psi clayey gravel(SW,SP,SM,SC,GM and GC) ( Materials Class 4 5 Clay,sandy clay,silty clay,clayey silt,silt and Sign or Flagpole Yes sandy silt(CL,ML,MH and CH) 1.500 100 Allowable Vertical Bearing Pressure 2000 psf Geotech Geotechnical study is applicable Allowable Lateral Bearing Pressure 300 psf/ft < Note: If structure is a sign or flagpole,the lateral bearing pressure value from above has been doubled at left per IBC 1806.3.4(only for Class of Materials 1-5) Caisson Footing ) Constrained Base No Diameter,b 1.50 ft Vertical Reinforcing Bar Size #5 ( Top Depth to Ignore for Poor Soil Conditions 0.25 ft Depth Calculation Status OK l Effective Height,h 8.9 S1 0.62 S3 1.86 A 2.42 ft Assumed Depth(not including ignored top depth) 6.20 ft Required Depth(not including ignored top depth) r/ 6.20 ft Concrete Strength,f', 2500 psi Minimum Diameter for Structural Plain Concrete Use 1.92 ft Required Reinforcing Type None Note: If pole is directly embedded into caisson footing,the steel pole is Minimum Reinforcing Ratio 0.00% deemed to provide footing reinforcement for flexural loads applied to the footing. I Minimum Reinforcing,As_rnm 0.00 sq in f anchor bolts are used and the"Diameter,b"exceeds"Minimum Required Flexural Reinforcing Ratio 0.00% Diameter for Structural Plain Concrete Use"value,AC!318 does not require reinforcement in footing since an unreinforced section is sufficient to resist the Required Flexural Reinforcing,A, 0.00 sq in flexural loads applied to the footing. However,office standard practice is to Controlling Reinforcing,A5_feq'd 0.00 sq in provide at minimum 0.18%in a caisson footing due to the presence of anchor ()i!4 Bars 0.00 sq in bolts,primarily due to the need to develop the anchor bolt tensile forces with ()#5 Bars 0.00 sq in the longitudinal reinforcing. ()#6 Bars 0.00 sq in ().#7 Bars 0.00 sq in ()#8 Bars 0.00 sq in Caisson Footing Design Summary Footing Diameter,b 1.50 ft Footing Depth,D 6.50 ft Estimated Volume 0.4 yd3 Stirrup Size&Spacing Selected Bar Size #5 #3 Required Quantity 0 12.0 in • MATCH PLATE 1 DESIGN-LOWER COLUMN Input Parameters Nees d-,i Elevation 2.0 ft Column Size HSS5X5X1/4 B�9 • I I • n Column Type HSS_Rect L_ - Axis Strong -- 0.- bf b' B Wind Depth or Diameter,d 5.0 in - -, Width,bf 5.0 in • i t . n Plate Length,N 11.75 in m d' m Plate Width,B 11.75 in Plate Thickness,t 0.75 in OK N Edge Distance,Nedge 1.00 in OK Edge Distance,Badge 1.00 in OK Match Plate Dimensions Diagram Bolt Configuration Custom Custom Entry(not applicable) Diameter,db 0.75 in OK Bolt Material A325 • . Fillet Weld Size at Column Base 0.25 in OK Gussets(If yes,reduce req'd plate thickness by 20% Yes Weld Group Section Modulus With Gussets • • Custom Bolt Configuration Entry Coordinates from Column Center Bolt Number X Y 1 4.9 in 4.9 in 2 4.9 in 1.9 in • • 3 4.9 in -4.1 in 1 4 -4.9 in 4.9 in 5 -4.9 in 1.9 in sr- I 6 -4.9 in -4.1 in W--i 7 8 Bolt Configuration Layout Joint Loads Bolt Design Axial,Pa 0.3 k #of Bolts in Tension 3 Moment,Ma 6.7 k-ft #of Bolts in Shear 6 Shear,Va 0.9 k Tension,Ta 3.0 k Shear,Va 0.1 k Match Plate Dimensions Area,Ab 0.44 sq in Effective Plate Length,m 3.5 in Ultimate Stress,F 120.0 ksi Effective Plate Width,n 3.9 in Nominal Shear Stress,Fri,, 48.0 ksi Effective Column Depth,d' 4.8 in Nominal Tensile Stress,Fnt 90.0 ksi Effective Column Width,b' 4.0 in Nominal Effective Tensile Stress,F'nt 90.0 ksi Tensile Group from Centerline,A' 4.9 in Shear/Tension Safety Factor,Qv, 2 Tensile Group from Plate Edge,N' 10.8 in Allowable Shear Stress,F, 24.0 ksi Tensile Group to Center of Bearing,N'-0.5m 9.0 in Allowable Tensile Stress,Ft 45.0 ksi Actual Shear Stress,fy 0.3 ksi OK Required Match Plate Thickness Actual Tensile Stress,f q 6.7 ksi OK Compression on Bearing Face,Ctotai 9.2 k Tension on Bolt Group,Ttatai 8.9 k Column Base Weld to Match Plate I Steel Yield Stress,Fy 36.0 ksi Allowable Weld Stress,Fw/() 14.8 ksi Bearing Moment,Ma-pl-bearing 1.4 k-in/in Section Modulus of Weld w/out Gussets 33.33 in2 Tension Moment,Ma-pl-tension 1.5 k-in/in Weld Stress Without Gussets,fw 10.0 ksi OK Controlling Moment,Ma.pl-max 1.5 k-in/in Custom Section Modulus With Gussets 0.00 in2 Required Plate Thickness,tpl-,eqd(Unreduced) 0.52 in Weld Stress With Gussets,fy,-gossats 0.0 ksi OK MATCH PLATE 1 DESIGN-UPPER COLUMN Nedged Input Parameters ,-....." Elevation 2.0 ft Hed . 1 I • Column Size HSS4X4X5/16 n Column Type HSS_Rect Axis Strong bf b' B Wind Depth or Diameter,d 4.0 in \ _ Width,bt 4.0 in ft Plate Length,N 11.75 in m d' m Plate Width,B 11.75 in Plate Thickness,t 0.75 in OK (V Edge Distance,Nedge 1.00 in OK Edge Distance,Bedge 1.00 in OK Match Plate Dimensions Diagram Bolt Configuration Custom Custom Entry(not applicable) Diameter,db 0.75 in OK Bolt Material A325 • • Fillet Weld Size at Column Base 0.25 in Use Gussets,Fw=15.2 k Gussets(If yes,reduce req'd plate thickness by 20% Yes Weld Group Section Modulus With Gussets • • Custom Bolt Configuration Entry Coordinates from Column Center Bolt Number X Y 1 4.9in 4.9in 2 4.9 in 1.9 in • • 3 4.9 in -4.lin ' 4 -4.9 in 4.9 in 5 -4.9 in 1.9 in j 6 -4.9 in -4.1 in _._Wind 7 0.0 in 0.0 in 8 0.0 in 0.0 in Bolt Configuration Layout Joint Loads Bolt Design Axial,Pa 0.3 k #of Bolts in Tension 3 Moment,Me 6.7 k-ft #of Bolts in Shear 6 Shear,Va 0.9 k Tension,Ta 3.0 k Shear,Ve 0.1 k Match Plate Dimensions Area,Au 0.44 sq in Effective Plate Length,m 4.0 in Ultimate Stress,F„ 120.0 ksi Effective Plate Width,n 4.3 in Nominal Shear Stress,Fey 48.0 ksi Effective Column Depth,d' 3.8 in Nominal Tensile Stress,Fnt 90.0 ksi Effective Column Width,b' 3.2 in Nominal Effective Tensile Stress,rut 90.0 ksi Tensile Group from Centerline,A' 4.9 in Shear/Tension Safety Factor,f)„/t 2 Tensile Group from Plate Edge,N' 10.8 in Allowable Shear Stress,F 24.0 ksi Tensile Group to Center of Bearing,N'-0.5m 8.8 in Allowable Tensile Stress,Ft 45.0 ksi Actual Shear Stress,f, 0.3 ksi OK Required Match Plate Thickness Actual Tensile Stress,ft 6.9 ksi OK Compression on Bearing Face,Ctete, 9.4 k Tension on Bolt Group,Ttotal 9.1 k Column Base Weld to Match Plate Steel Yield Stress,F, 36.0 ksi Allowable Weld Stress,F,,/f1 14.8 ksi Bearing Moment,Ma_pi-bearing 1.6 k-in/in Section Modulus of Weld w/out Gussets 21.33 in2 Tension Moment,Ma-pi-tension 1.5 k-in/in Weld Stress Without Gussets,fw 15.2 ksi NG Controlling Moment,Ma-pl-max 1.6 k-in/in Custom Section Modulus With Gussets 0.00 in2 Required Plate Thickness,tpi-reQd(Unreduced) 0.54 in Weld Stress With Gussets,fw-gussets 0.0 ksi OK t MATCH PLATE 2 DESIGN-LOWER COLUMN Nedge d Input Parameters Elevation 12.0 ft Column Size HSS3X3X1/4 age • • f1 Column Type HSS_Rect r-- - ' Axis Strong "'� bi II -II b' B Wind Depth or Diameter,d 3.0 in _ Width,bf 3.0 in • • n Plate Length,N 10.00 in Plate Width,B m d' m10.00 in Plate Thickness,t 0.38 in OK N Edge Distance,Nedge 2.25 in OK Edge Distance,Bedge 2.25 in OK Match Plate Dimensions Diagram Bolt Configuration Flange #per Flange Side 2 Diameter,du 0.38 in OK Bolt Material A307 Fillet Weld Size at Column Base 0.19 in OK • • Gussets(If yes,reduce req'd plate thickness by 20% No Weld Group Section Modulus With Gussets .......... Custom Bolt Configuration Entry Coordinates from Column Center Bolt Number X y 1 2 • • 3 4 5 6 7 Wind 8 Bolt Configuration Layout Joint Loads Bolt Design Axial,P, 0.1 k #of Bolts in Tension 2 Moment,M, 0.5 k-ft #of Bolts in Shear 4 Shear,Va 0.3 k Tension,Ta 0.5 k Shear,Ve 0.1k Match Plate Dimensions Area,Ab 0.11 sq in Effective Plate Length,m 3.6 in Ultimate Stress,F„ 60.0 ksi Effective Plate Width,n 3.8 in Nominal Shear Stress,F„„ 24.0 ksi Effective Column Depth,d' 2.9 in Nominal Tensile Stress,Fa 45.0 ksi Effective Column Width,b' 2.4 in Nominal Effective Tensile Stress,F'„f 45.0 ksi Tensile Group from Centerline,A' 2.8 in Shear/Tension Safety Factor,Quit 2 Tensile Group from Plate Edge,N' 7.8 in Allowable Shear Stress,F, 12.0 ksi Tensile Group to Center of Bearing,N'-0.5m 6.0 in Allowable Tensile Stress,Ft 22.5 ksi Actual Shear Stress,f, 0.8 ksi OK Required Match Plate Thickness Actual Tensile Stress,ft 4.4 ksi OK Compression on Bearing Face,Crotai 1.0 k Tension on Bolt Group,Tfofal 1.0 k Column Base Weld to Match Plate Steel Yield Stress,F,, 36.0 ksi Allowable Weld Stress,Fw/O 14.8 ksi Bearing Moment,Ma-pl-bearing 0.2 k-in/in Section Modulus of Weld w/out Gussets 12.00 in2 Tension Moment,Ma_pl_tens;o„ 0.2 k-in/in Weld Stress Without Gussets,fw 3.2 ksi OK Controlling Moment,Ma_pl_max 0.2 k-in/in Custom Section Modulus With Gussets 0.00 in2 Required Plate Thickness,tpl_regd(Unreduced) 0.21 in Weld Stress With Gussets,fw.gu,,et, 0.0 ksi OK ir • MATCH PLATE 2 DESIGN-UPPER COLUMN Nedge d Input Parameters -' Elevation 12.0 ft Column Size !.375"0 x 0.154"wall 88e • I I ! D Column Type HSS_Round - - -. Axis Strong --ow b' B Depth or Diameter,d 2.4 in Wind Width,bf 2.4 in , r i ft Plate Length,N 8.00 in • 1 I ` m d' m Plate Width,B 8.00 in Plate Thickness,t 0.38 in OK N Edge Distance,Nedge 1.25 in OK Edge Distance,Bedge 1.25 in OK Match Plate Dimensions Diagram Bolt Configuration Flange #per Flange Side 2 Diameter,db 0.38 in OK Bolt Material A307 Fillet Weld Size at Column Base 0.19 in OK • • Gussets(If yes,reduce req'd plate thickness by 20% No Weld Group Section Modulus With Gussets Custom Bolt Configuration Entry Coordinates from Column Center Bolt Number X Y 0 1 2 3 • • 4 5 6 7 Wind 8 Bolt Configuration Layout Joint Loads Bolt Design , Axial,Pa 0.1 k #of Bolts in Tension 2 Moment,Ma 0.5 k-ft #of Bolts in Shear 4 Shear,Va 0.3 k Tension,Ta 0.5 k Shear,Ve 0.1 k Match Plate Dimensions Area,Ab 0.11 sq in Effective Plate Length,m 2.9 in Ultimate Stress,F„ 60.0 ksi Effective Plate Width,n 3.1 in Nominal Shear Stress,Fn„ 24.0 ksi Effective Column Depth,d' 1.7 in Nominal Tensile Stress,Fnt 45.0 ksi Effective Column Width,b' 1.7 in Nominal Effective Tensile Stress,F'nt 45.0 ksi Tensile Group from Centerline,A' 2.8 in Shear/Tension Safety Factor,Ovit 2 Tensile Group from Plate Edge,N' 6.8 in Allowable Shear Stress,F„ 12.0 ksi Tensile Group to Center of Bearing,N'-0.5m 5.3 in Allowable Tensile Stress,Ft 22.5 ksi Actual Shear Stress,f 0.8 ksi OK Required Match Plate Thickness Actual Tensile Stress,ft 5.0 ksi OK Compression on Bearing Face,Ctota1 1.2 k Tension on Bolt Group,Ttotai 1.1 k Column Base Weld to Match Plate Steel Yield Stress,Fy 36.0 ksi Allowable Weld Stress,Fw/O 14.8 ksi Bearing Moment,Ma-pl.bearing 0.2 k-in/in Section Modulus of Weld w/out Gussets 4.43 in2 Tension Moment,Ma-pl-tension 0.3 k-in/in Weld Stress Without Gussets,fw 7.5 ksi OK Controlling Moment,Ma-pl-ma, 0.3 k-in/in Custom Section Modulus With Gussets 0.00 in2 Required Plate Thickness,tpl-feQd(Unreduced) 0.23 in Weld Stress With Gussets,fw- gussets 0.0 ksi OK