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
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STRUCTURAL CALCULATIONS FOR:
Target #345 (23-72985-10)
Tigard, OR
CALCULATION PACKET
STRUCTURAL
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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
,
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1
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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
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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
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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
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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
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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