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Specifications g 970 �NWENGINEERSL RECEIVED E® Engineers Northwest Inc.,P.S. SEP 2 9 2015 CITY OF TIGARD BUILDING DIVISION COSTCO WHOLESALE 1850 SW Dartmouth Tigard , OR STRUCTURAL CALCULATIONS FOR OPTICAL REMODEL I OREGON / EXPIRES 3D _ 17 2014 Oregon Structural Specialty Code September 22, 2015 ENW Project No. 93085022 • 9725 Third Avenue NE.Seattle,WA 98115 . 206.525.7560.fax 206.522.6698 www.engineersnw.com ENWENGINEERs NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 9725 THIRD Ave NE,SUITE 207,SEATTLE,WA 98115 (206)525---7560 FAX(206)5226698 PROJECT#g306JC 0ZZ PROJECT C• T;QUrj a DATE 9 6 - SUBJECT OPTICA L RE-(,A0pu L SHEET OF By Lq . 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(. _ ..�•e1y'...,y�, F.. LLQ( y' �� #�t&x.P.l,�f. �• '' 'F••4 - °:� �'�{ '�� .N•.1,N`>�,Y. ..,�W S.�.,:• � ' .T,'.« y� t� ' 'ter=•?XJ 'ZNr { .1{' S' 141 "}I n r„•Ll ' ,k) k'is A,'- mal .r _ .,,•,,�w,,„,�,F.,ltrlifl$�Qp„►+ ••i '$ �'� ,''Ja` �'•, .cr.`1j4: `.}. ,q �r'y, p4F1,.\•.iFx1 jy Y'r`.s'4,'�,.�i.r;��c-a ;��' r3R'L ! *�{.I •� ;�` 'n+ _�4: -0��•�tiR.:.-i�°:"t� t G,.� _ 4•' t t. Y•� �,,If.r�f•'�t �y�`;;r. �N: '��E'�lliA�]r'I.+.J FIY ry ��i1��Yk�®�����: yh'��i +C•_ ..r•' t -,r ':�:.tom.:. Ittrna�. Y�' 4.�(.s- _'s-'Y-F. ��l-t'Sj. y, „x 3d :> u:•�- r'gGiJu�£ 97j a°,. !r P '' .i.s` ✓:: i i " 1•' - }�, ?. r i ¢Y-` �`r •:,'fir ;<" lr>r -,v .S:` c.'�•:t•• `EIS �j �•� i.'-.: 210 , .._ » t•%,; •-�:�,�, �.' .li ,''s,..,4. d 'i ' r�r.f.� �.::���c: `�*"^•..._j.'r is i}.:! "s•�'"`•-,`�� '�`a'�.f".' i�:�'�.•r /. ',"f•'C fI: �' " � ,..+•- J�.','•i�'+l'•--.•*�r.'� ia.�r'§':.Y''� � - '4'9 ...i`. •'s�OC�iOItB' i _ ! j.: �'f' `�` �;i. r .y.; A O � r<'< King City_,ta- X I1+t. E:'R 1'';C. Tu latin� 't.., ;•.. y` _ 'l: 7;,,�.-fit: r� +_�.• ,x.•< '.'i `'r,.% ''�.-`:_,i..,, ".4.4' > �. p ry"rpiuelft �''.4�t�V I I�GV iS: � f`� ,'..�_ i.t> • t,®s.!Y�l ss� s• _.a....« '1 �i.5�-.":�'1z..... .�.�.,._. ,. `Sv_,_, ..._.........S.c?r.r,:� r. Cr• . ..,cG,�. 'n.,....s,. �.. .. ....,,i'4.'•:�,`.r�,. .... .xa�..... USGS-Provided Output SS = 0.978 g S,s = 1.085 g Sps = 0.723 g S, = 0.424 g Sh,l = 0.668 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRV building code reference document. MCE, Response Spectrum 0.e8_- Design Response Spectrum 1.10 0.80 0.990.72 0.88 0.64 0.77 0.56 a 0.66 0 0.48 r r 0.55 to 0.40 0.44 0.32- 0.33-- 0.24 0.22 0.16-- 0.11 0.08 0.00 i0.00 4 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0,00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T(sec) Period. T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the http://ehp2-earthquake.wr.usgs.gav/designmaps/us/Summary.php?tem plate=minimal&latitude=45.43484281 ongitude=-122.758125&siteclass=3&riskcategory=0... 1/2 ENGINEERS-NORTHWEST,INC.P.S. SHEET OF 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 *****Property of Engineers Northwest, Inc., P.S.- Use by others unlawful ASCE 7-10 Seismic Loads per ASCE 7-10-Chapter 12 Seismic Design Requirements for Building Structures 1 Input Cells= Project Number: 93085022 Project Name: Costco Tigard,OR Location: Design By: 2012 IBC Section 1613/ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-10(U.N.O.) Input Basic Seismic Force Resisting System=A18. Light-frame(cold-formed steel)wall systems using flat strap bracing Basic Seismic Force Resisting System= BWS =Bearing Wall Systems Is diaphragm considered flexible?= YES Structural height, hn= 12 ft Ss= 0.978 spectral response acceleration at a period of 0.2s for Site Class B S1 = 0.424 spectral response acceleration at a period of 1.0s for Site Class B TL= 6 Long-period transition period Site Class(soil)= D Risk Category= II Table 1.5-1 Top of wall elevation(parapet)= 12 ft Elev. of top of wall lateral support(max.)= 12 ft(roof high point-minimum parapet) Elev. of top of wall lateral support(min.)= 12 ft(roof low point-maximum parapet) Regular structures 5 stories?= YES Section 12.8.1.3 Out ut Site Coefficient, Fa= 1.109 Table 11-4.1 Site Coefficient, F„= 1.576 Table 11-4.2 SMS= 1.085 Eqn 11.4-1 SM1 = 0.668 Eqn 11.4-2 SDS= 0.723 Eqn 11.4-3 SD1 = 0.445 Eqn 11.4-4 Seismic Design Category(SDC)= D Section 11.6&Tables 11.6-1 & 11.6-2 To= 0.123 Section 11.4.5,0.2Sd1/Sds Ts= 0.615 Section 11.4.5, Sd1/Sds Ct= 0.02 Table 12.8-2 Period,T= 0.129 sec,Section 12.8.2.1 (Eqn 12.8-7) Sa= 0.723 Section 11.4.5(Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R= 4 Table 12.2-1 System Overstrength Factor, 0,= 2 Table 12.2-1 Deflection Amplification Factor,Cd= 3.5 Table 12.2-1 Importance Factor, le= 1 Table 1.5-2, by Risk Category Detailing Reference Section= 14.1 C.caic= 0.181 Section 12.8.1.1, Eqn 12.8-2 Cs max= 0.862 Section 12.8.1.1, Eqns 12.8-3& 12.8-4 Cs min= 0.032 Section 12.8.1.1, Eqns 12.8-5& 12.8-6 Cs use= 0.181 Section 12.8.1.1, Eqns 12.8-2-12.8-6 V„= 0.181 *W (LRFD) Section 12.8.1, Eqn 12.8-1 V= 0.127 *W (ASD) E„= 0.145 *D=+/-SDs D(Eqn 12.4-4)- May be zero for proportioning foundations. ASCE7-10 Seismic Loads-interior stl strap.xlsx EQ ENGINEERS-NORTHWEST,INC.P.S. SHEET OP- 1 OF 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 COSTCO - Optical w/X-braced walls Cs (USD)= 0.181 Cs (ASD) = 0.127 Low Seismic Cs=0.127 V=0.127 W (ASD) Joist LL (for maintenance only) = 10.0 psf Building Wall Joist DL w/T-bar Ceiling 42'4" 8" Joists @ 48"o/c = 0.6 psf IE 12'4" 30'-0" Ceiling (T-bar, drop-in) = 1.8 psf I 11'-0"brace Misc. = 0.6 psf T.O. Frmg = 12'-0" i Total = 3.0 psf -- - - Wall DL w/sheathing each side 7'-0" ;T 4 90 5/8"GWB each side of wall = 5.6 psf brace i 8x1-5/8x16Ga. O; 3-5/8" Studs @ 16"o/c = 0.7 psf @IP 48 in.o/c(typ.) Hdr 2 - 17'-0" Misc. = 0.7 psf 7'-6" O O.A. width Total = 7.0 psf - -------------- ------- - Wall DL w/sheathing one side Header#1 5/8" GWB one side of wall = 2.8 psf IE 11'-0"brace 3-5/8" Studs @ 16"o/c = 0.7 psf Misc. = 0.5 psf PLAN Total = 4.0 psf Notes: O=wall numbering system Direction#2 -GWB one side only @ building wall (Wall 4) Direction#1 Lateral Directions Joists A 48"o/c L= 17'-0" See calc.sht.#OP-3 w= ( 10+ 3)*4'-0"=52 plf R= 52 *(17'4"/2 ) =442#each end Studs(a'�24" o/c L= 11'-4" See calc.sht.#OP-4 Loading# 1 P= 52 *(17'-0"/2 ) =442# q = 0 psf Loading#2 P = 12 *(17'-0"/2 ) = 102# q = 5 psf Headers #1 L= 7'-6" w=[(10+ 3)*4'-0"/2]+8+5'-2"*7=71 plf R = 267# See calc.sht.#OP-5 #2 L=4'-0" w=[(10+ 3)*4'-0"/2]+8+5'-2"*7=71 plf R= 142# See calc.sht.#OP-5 Posts L= 10'-8 P max. = 442# See calc.sht.#OP-4 9/6/2015 X-Braced Walls Tigard_Optical.xlsx ENGINEERS-NORTHWEST,INC.P.S. SHEET OP-2 OF 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 COSTCO-Optical w/X-braced walls Cs(USD)= 0.181 CODE= 2012 IBC Cs (ASD) = 0.127 Low Seismic Cs=0.127 IBC Section 2211 no= 2.0 ASD V=0.127 W P= 1.0 Direction#1 w wt.1 =3*(17)+(7+7+4)*(12/2)= 159 plf w eq.1 = 0.127*159=20.2 pif E V= 0.86 kips Direction#2 w wt.2=3*(42.33)+7*(12/2)*4=295 plf w eq.2= 0.127*295=37.5 plf E V= 0.64 kips Wall L V top Wall self-wt. V wall wt. E V E v Diagonal Strap Tension #screws Gross u 1 17.00 ft. .43 k 1.34 k 0.17 k 0.51 k 0.030 klf 0.62 kips 5 0.342 k 2 7.00 ft. .43 k .55 k 0.07 k 0.46 k 0.066 klf 0.88 kips 7 0.750 k 3 11.00 ft. .32 k .87 k 0.11 k 0.38 k 0.034 klf 0.54 kips 5 0.387 k 4 11.00 ft. .32 k 1.90 k 0.24 k 0.44 k 0.040 klf 0.63 kis 5 0.455 k controling screw #8 screws gage values Required#of screws @ 16ga.Diagonal strap to 16ga.Corner Plate= 7 16 ga 0.268 kips Required#of screws @ 16ga.Comer Plate to 20ga.end studs= 10 20 ga 0.164 kips ( Required#of screws @ 16ga.Comer Plate to 16ga.Top Track= 4 16 ga 0.268 kips Required#of screws @ 16ga.Corner Plate to 169a. BotTrack= 4 16 ga 0.268 kips Wall Self Perp.Wall Sum Walls Net Walt DL x 0.6 DL x 0.6 DL x 0.6 u lift 1 0.36 kips 0.10 kips 0.46 kips 0.00 kips 2 0.15 kips 0.10 kips 0.25 kips 0.50 kips 3 0.23 kips 0.10 kips 0.33 kips 0.06 kips 4 0.13 kips 0.10 kips 0.23 kips 0.23 kips Max.uplift= 0.50 kips Area of 6 in.slab to resist the net uplift @ holdowns=(0.505/(0.6*0.075))^0.5=3.35 ft. square-O.K.by inspection w/slab reinf. slab Mu= 1.4*0.075*(1.68)^2/2=0.149 k-ft/ft. b= 12in.,t=6in. fb=0.149*6/(6)^2=0.025 ksi @ 2 ksi concrete(4 ksi specified) (pfr=0.9(7.5(2000)^0.5)/1000=0.302 ksi 0.302>0.025 O.K. For Holdown try(Simpson S/LTT20 w/1.2 k capacity) >0.5 k O.K. Use S/LTT20 holdown Try 0.5" DIA Simpson Titen HD Screw Anchor embedded 3.25"into a 0.5" DIA hole per ICC Report#ESR-2713. @ Concrete f'c=4 ksi&3.25 in.embedment, 9Nn=0.772 k >0.702 k O.K. Diagonal Strap to be 16 gage and 1.5 inches wide 9/6/2015 X-Braced Walls(2) Tigard_Optical.xlsx 2007 NASPEC '3roject: C. New Warehouse Date: 6/25/2014 Model: C8 @ 48"0- Bridging @ 1/3 pts Pi Unif Ld I b/ft R1 R2 18.00 ft Point Loads Pi Load(lb) 200 X-Dist.(ft) 9.00 Section : 8005162-54 Single CStud (X-XAxis) Fy= 50.0 ksi Maxo= 3065.9 Ft-Lb Moment of Inertia, 1= 5.600 in'14 Va= 2091.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 1710.0 0.558 1710.0 Third-Pt 1994.6 0.857 0.540 U400 Jistortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 216.0 2734.3 0.625 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd ? R1 280.0 1.00 574.6 1005.5 0.0 0.25 No R2 280.0 1.00 574.6 1005.5 0.0 0.25 No P1 200.0 1.50 1377.7 2273.2 1710.0 0.41 No Combined Bending and Shea Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VIVa M/Ma Unstiffen Stiffen R1 280.0 0.0 1.00 0.13 0.00 0.02 NA R2 280.0 0.0 1.00 0.13 0.00 0.02 NA P1 100.4 1710.0 1.00 0.05 0.56 0.31 NA 2007 North American Specification ASD O DATE:5/12/2010 OP`/- Costco:Typical Stud SECTION DESIGNATION: 362S162-33 [33] Single ection Dimensions: Web Height= 3.625 in Top Flange= 1.625 in Bottom Flange= 1.625 in Stiffening Lip= 0.500 in Inside Comer Radius= 0.0765 in Punchout Width= 1.500 in Punchout Length= 4.000 in Design Thickness= 0.0346 in Steel Properties- Fy= 33.000 ksi Fu= 45.000 ksi Fya= 33.000 ksi COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height= 11.33 Lateral Load =5.0 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending -phi (flexure)for Distortional Buckling = 0.00 Ib*in/in -phi (axial)for Distortional Buckling= 0.00 Ib*in/in ALLOWABLE LOADS tib) SPACING Maximum BRACING 12 in 16 in 24 in KUr NONE 408 375 311 221 MID Pt 1042 947 769 110 24 in 1595 1434 1145 94 SHEATH 2 SIDES N/A N/A N/A 94 DEFLECTION U1192 U894 0596 Note:Axial loads for sheathing braced design are based on the North American Standard for Cold-Formed Steel Framing-Wall Stud Design, 2007 Edition with 1/2 inch gypsum sheathing and No.6 fasteners max 12 inches on center 2007 North American Specification ASO 3 O DATE:5/12/2010 Costco Typical Header SECTION DESIGNATION: 8005162-54[50] (2)Boxed ;ection Dimensions: Web Height= 8.000 in Top Flange= 1.625 in Bottom Flange= 1.625 in Stiffening Lip= 0.500 in Inside Comer Radius= 0.0849 in Design Thickness= 0.0566 in Steel Properties: Fy= 50.000 ksi Fu = 65.000 ksi Fya= 50.000 ksi INPUT PARAMETERS ALLOWABLE UNIFORM Deflection Limit: U360 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: (2) BOXED MEMBERS End Bearing Length for Web Crippling= 1 in Flexural Bracing: NONE -OTAL ALLOWABLE UNIFORM LOADS (Ib/ft) SPAN LENGTH (ft) 6.00 8.00 10.00 Without Web Stiffeners 383.0 / 287.3 229.8 / With Web Stiffeners 1362.6 766.5 489.5 SeE oP-2 ar'� O 2001 North American Specification Project: Costco Date: 5/11/2010 lodel: Max Track Span Horizontally Unif Ld F4 lb1ft 'R1 14.37 ft R2 Section : 362TI25-54 Single (X-XAxis) Fy= 50.0ksi Maxo= 778.5 Ft-Lb Moment of Inertia,1= 0.678 in'14 Va= 3371.6 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 773.8 0.994 773.8 Full 778.5 0.994 1.438 U120 Combined Bendinq and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 215.5 1.00 487.8 0.0 0.53 No R2 215.5 1.00 487,8 0.0 0.53 No ornbined Bending and Shear Reaction or Vmax Mmax va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor v/va M/Ma Unstiffen Stiffen R1 215.5 0.0 1.00 0.06 0.00 0.00 NA R2 215.5 0.0 1.00 0.06 0.00 0.00 NA oP� 2001 North American Specification Project: Costco Date: 5/11/2010 Model: Max Track Span Horizontally SECTION DESIGNATION: 362T125-54(50) Single i INPUT PROPERTIES: Web Height= 3.8231 in Steel Thickness= 0.0566 in Top Flange= 1.2500 in Inside Corner Radius= 0.0849 in Bottom Flange—` 1.2500 in Yield Stress, Fy= 50.0 ksi Fy With Cold-Work, Fya= 50.0 ksi OUTPUT PROPERTIES: Effective Section Properties,Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0425 in Moment of Inertia for Deflection(Ixx) 0.6777 in^4 Section Modulus(Sxx) 0.3120 in 3 Allowable Bending Moment(Ma) 778.52 Ft-Lb Gross Section Properties of Full Section,Strong Axis Neutral Axis from Top Fiber(Ycg) 1.9116 in Moment of Inertia(Ixx) 0.7226 in^4 Cross Sectional Area(A) 0.3460 in^2 Radius of Gyration(Rx) 1.4452 in Section Properties, Weak Axis Gross Neutral Axis(Xcg)From Web Face 0.2728 in Gross Moment of Inertia(lyy) 0.0481 in^4 Radius of Gyration(Ry) 0.3729 in Other Section Property Data Member Weight per Foot of Length 1.1773 ib/ft Allowable Shear Force In Web(Unpunched) 3371.56 Ib Pao for use in Interaction Equation C5-2 6237 Ib I Torsional Properties Dist.from Shear Center to Neutral Axis(Xo) -0.6591 in St. Venant torsion Constant(J x 1000) 0.3695 in^4 Warping Constant(Cw) 0.1225 in^6 Radii of Gyration(Ro) 1.6316 in Torsional Flexural Constant(Beta) 0.8368