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Specifications (13) At(ge400 7gG10Sw494 PORTLAND COMPRESSOR TIGARD, OR STRUCTURAL CALCULATIONS DESIGN CRITERIA: DC 1—DC2 ���' I NEW OPENINV4 ; y j. e 1—NF22 PRO` ° �°� PROP �' :sii:z; 'AUG 2011VIIIIiir'N°Gf 1'11adi •- a �� 174;!; (13 PAGES TOTAL INCLUDING COVER SHEET) August 17, 2017 PROJECT NUMBER: 170184.01 il ® rEECTJF,E er,:,,. ur c FLa^JNitiG VIt.TERIOF . I F.N6SCI.E 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO p@CIDAINC.COM WWW.CIDAINC.COM Design Maps,Summary Report https://earthquake.usgs.gov/cnl/designmaps/us/summary.phpa... Design Maps Summary Report 17 , User-Specified Input Report Title Portland Compressor x Wed August 16, 2017 12:12:04 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordina .4 °N, Site Soil Classificationtes Site 45Class1466 D - "Stiff122.75349 Soil"°W Risk Category I/II/III u fit+ `, va a3 , ,k - ° �a: µ # � ;,,-.74-,-'.:;--i, •!-; o� x rm� �N � : ' .at r . _# xa s� .co-. USGS-Provided Output Ss = 0.970 g SMS = 1.078 g S S1 = 0.421 g os = 0.719 g M3 = 0.664 g SDI = 0.443 g S 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 NEHRP"building code reference document. Ee Resp se Sptctrurn Des o Response Spectrum MCaa- Q 0 034.1f a Liin a.S? vl ass 0a ruT 1• as al? ux ,3.13 ,3 4, 0..7 040 t..r 7. 3 f�3 i,z+3 ?.9:1 :13, s`"§= 133 ar a43 aW apae {.73 '.E: '.1a la- '.as 3,..43" Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein. This tool is not a substitute for technical subject matter knowledge. 1 of 1 8/16/17,5:12 AM 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 , ,,A< I, :,, TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com AR HiTscru.e SHEET U E,'G1NEERING PROJEC: A : Pno. No. TITLE: j�f INTERIOES —_ .-- ---- By ��`!' 11 --- ----- — DATE: �� ,1 W�� : ! : 1 Lill: 1 , Za V= 12Dx, 1�u H D, oJ2 S6 D, 7��0, ' I -' Z 3 n 6 T : : f5 I 1 615 6�tfG Qi, 1tar i y , - ! i , i -. I I //(/{y cry/ ..y �/{' , 1 1 , + ! � 1 ! I ! i +_ ! l , L I I I I II r ! I, 1 � —i -'4 7 r L T 1 I L 1 II I r 1 1 I, j 1 V� -- I L 1 i I jr! I -- �_ I I 1 ' 1 I 1 1 I -,E 1 !— , — 1 T 1 I— � 1 � -� I I L- I-I I I I j i I I L— I I I ! i ! � I L . 1 I 1 - I 1 1 1 I I _ I F r � 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 r + --L- -� 1 I I I I 1 I I 1 1 I I 1 11 1 L j T i i- 1 i_ i 1 I I I ! 1 1 1 t t I ! �- �- I I I 11 _ i 1 — I I—__ 1 I I 1 1 T 1 -t — I 1 I I I 1 1 1 I T T- 1 I I —1 1 1 171- 1 ' I 1 1 1 1 I � 1 I I I i � - — 1 I—i I—�—J — 1 1— 1 1 1 1 1 1 1 1 1 1 1 � 1 1 1 1 t t I i , I 1 I I --- , I T— l— 1 1 I 1 1 1 I I 1 I I 1 I I T i i 1 -i 1 1 , , � � i I_ �_ 1 I 1 _i_ 1 1 1 1 1 1 1 ' l 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info©cidainc.com ,P gal P_ �} 1 J! r _cp PROJECT NAME: P71 I LlJ�YT�A — ( 40 if'fp.Yl$ , OI_ PROD. NO. I70[011-,a1 SHEET fiF 1_ ♦: G IY q TITLE: �N _tt DATE: S/374INTERIORS I) BY: � ' � r EI j ii � � � � ��/l t( �YtY1�� �- _ _ 1 ' 3 - S ' '. r $ 'r -are Gam � G4 A ee (51F2.0- _ / Z ,, 2 ,Q � It 5 —4 p i� p I u) -[2_,1,_13 A; q A i‹. .\ ' ' 1 1 1 ''r-y)' 102 ' !, r-i,--,'C, ,-f.,, i„)(--fit.)-...:: 1 1 1 �+�j( 7 . 1 : 1 — Y)`'— J' GOI ��Yo 1$'L6�j I ..1_,M1050)4, 2 7 G" ay ��" 3� _ �� E� S _ n it�' --' T ! I � _ : — -.. L. I j 7 d 1 i -- 1 11 _ j - I i - —I I 4 - -- _._I I 1 1 � IT L j 1 j 1T I �- -� _ I I f + -- — 1 � I --' --1 1 l �— I I I a— t -- — 41 i I f I_—! I i r— ' I j � HHtF II I I ! —�— I t _� 1 I ! T - } Imo- - _ L L —_L- 1 1 —1i_— I ! i I i — 1 I ... _CI0m4'Ptx' - ii,u, ',..04.44,, ,, i % :,---, 4,140.8iii) ,,:,,-,--,, .. . 54m.#0690-" model Materiel , ."L , . , - „",-,--' 331114(29 944-." , : -'.- ' No. Thicrtli'*' (In) Max. Self-Drilling ' - 4 '4 ' -Fk4 0 Pii- 1 'F4i: -Hs'. f22. F3z -641(9-0- '' 8Fews- Flm F22 Fq F4 1 _--,,g .1„..:__,,,,,____ Min. I 4'--- 135 755 I-755755 206_4 1,105 9751 1,120 235 I 1,250 915 I 1,490 FC643,5 I 54(16) I 3h I- 1- 4. 1 i = : Max. I 6 205 1,100 1,130 I 1,130 205 1,105 1,260 1 1.455 235 1.250 I 1,735 1 1.910 1- -' ---- ' - tvin ' 120 755 755' -165-.' 175 --1,105 975. -.945.= --,17 - 1,105 75 ,325, ' ' ' ' '''' ' 4 - -': ' -' ' " ' i35 1925 54 ' 90 ;55.---(---i 755 220 go , 1,105 1 945 T 330 9,1L1,105 I 945 . 365 FC846'6-. (16i 635' Max,'- ' a - 155' -1 100' 1:260 --1,100 1751,105 1,260 1.485- '175,,-1,1q5 1,, _ , _ Mie, 1 4, , 4. = -----> FCB475 54( [ Max 1 12 205 1,100 1 1,250, . 1,105 , , 16) 1 714 7 -7 i 705 235 I 1 260 1 050 235 I 1,105 . 1.736T 1,445 Mis, 4 60-----755 755 170-' 60---'----'1,105 945" "255 "-60- 1,105 .945 1 -365 60649.5 54(16) ' W5Max. 12-_, _ 205 •110(1 1,40:-,.750 235- 1,105 ''1,260 -1,i15'. -235 1,105 1,735 1,200 I [ Min, I 4i 755 i 755 I 140 45 I 1,105 I 920 I, 205 45 L1,105±i _9_204 365 1 FCB411.5 54(16) I 111i : -----t---32 ---2-0546 Max. , I -.-t .1 1-1.1001 1.260 1 795-2-3771-1-..1-051T-1,4260 1860 235 I 1,105 I 1,735 i4 860 ._ 1.mtn.fastener quantity and load values-fill all round holes;max,fasxerier quantity and load values-fill all round and triangular holes. 2.Allowable loads are based on clip capacity only and do not consider anchorage.The capacity of the connection system wilt be the minimum of the tabulated value and the allowable load from the FCB Allowable Anchorage Loads table below. 3.Anchorage to the supporting structure usirtg welds or a minimum of(2)#12-24 self-drilling screws is required. 4.Allowable loads are based on in-plane loads applied to the stud fasteners that are nearest the support with complete relational restraint at the studs.For a risers extensive treatment of in-plane loads please refer to Simpson Strong-Tie engineering letter•••• i.-:`i'..- 5.Reference tables below for loads for#10-16 screws. _ . .. . . . .-.._.-. . . .. = 15895 SW 72ND AVENUE,SUITE 200 4( ' ' PORTLAND,OREGON 97224 TEL:503.226,1285 FAX:503.226.1670 0 E-MAIL:info©cidainc.com A NE,a , P ;'.CT NAME: POrflanj Compressor 1701 d : 0 Pao. No. S:aErr /V r ✓ U r_,,.r�n�,Nc BY. !`J 14 DATE: D< 16717 TIT'F: ,n eaioRs • L „I/ ie_ hD ii. Z,--6hrf �;r�� Ga 4 fzarcrlr�tt 1t�rri - 1 � 1 1 - 1 - 1 f 1. I� t r - ; I I 1 1 I T rt , F O i i 0 T /I IZ i I I t� --AO �� ' I � I 1 --1 +/.33C-1--)_ 'lei , E a ' oYtC 4 i— II TXz� Iq �� o1� I� L1 F- GOAfrblg , 1 CO 4 Fs � I IIII _ (0, .,47X57 � � rj� L I�� — III 4 _,, P , - (.- 56-Orz• 2- ! Oft) 7 T ow I 1 ii� € i I�� r r = jz4�5 fa I I � � �' 4, � o, �o n � �. 13 +�I _I 1 i_ L I I / E 'f Steel Column File E•ladcaddV1710184 00 Portland CompressorlStrueturallPoitland Compressocec6 Lic.#:KW-06006865 "' � �..> EVERCALC,INC f9832Q17,�uilda¢17.6.9,;11er1017,8;9 Description: Cl-Column Licensee:CIDA INC. Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General.Information Steel Section Name: C5x6.7 Overall Column Height 10 ft Analysis Method: Allowable Strength Steel Stress Grade Top&Bottom Fixity Top&Bottom Pinned Fy:Steel Yield Brace condition for deflection(buckling)along columns: 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:5 ft,10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10 ft K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:67.0 lbs'Dead Load Factor AXIAL LOADS.,. Axial Load at 10.0 ft.Xecc=0.250 in,Yecc=0.250 in.D=0.4530 k BENDING LOADS.. Lat.Uniform Load creating Mx-x,W=0.1650 k/ft D=0.10 D=0.10 ,D=0.10 DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2459 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.000944 k Location of max.above base 5.034 ft Bottom along X-X 0.000944 k At maximum location values are... Pa:Axial Top along Y-Y 0.8250 k 0.520 k Bottom along Y-Y 0.8250 k Pn/Omega:Allowable 19.224 k Maximum Load Deflections... Ma-x:Applied 1.233 k-ft Mn-x/Omega:Allowable 5.409 k-ft Along Y-Y 0.1035 in at 5.034ft above base for load combination:+0.60D+0.60W Ma-y:Applied -0.004750 k-ft Mn-y/Omega:Allowable 1.069 k-ft Along X-X -0.007742 in at 5.839ft above base PASS Maximum Shear Stress Ratio= for load combination:D Only 0.04036 :1 Load Combination +D+0.60W Location of max.above base 10.0 ft At maximum location values are... Va:Applied 0.4959 k Vn/Omega:Allowable 12.287 k N"5 Steel CO�Ufl711 File ,F:Aadcadd\17\0184 0o Portland CompressonStructural5Pgnland Compressor ec6 ., - �"� " � � ; ENEI�CALC,I�lC,,1,983-2017,Budd1017 8�9,�Ver10.17 8.9„ Lie.#: KW-06006865 Licensee:CIDA INC. Description: Cl -Column - Steel Section Properties : C5x6.7 Depth = 5.000 in I xx = 7.48 inA4 J = 0.055 inA4 Web Thick = 0.190 in S xx = 2.99 inA3 Cw = 2.22 inA6 Flange Width = 1.750 in R xx = 1.950 in Ro = 2.260 in Flange Thick = 0.320 in Zx = 3.550 inA3 H = 0.790 in Area = 1.970 inA2 I yy = 0.470 inA4 Weight = 6.700 plf S yy = 0.372 inA3 Wno = 2.360 inA2 Kdesign = 0.750 in R yy = 0.489 in Sw = 0.380 inA4 Zy = 0.757 inA3 Of = 1.210 inA3 its = 0.584 in Qw = 1.800 inA3 Ycg = 0.000 in Wn2 = 1.510 Xcg = 0.484 in Sw2 = 0.220 XP = 0.215 in Sw3 = 0.110 Eo = 0.552 in 7 ,, Attall •'. Loa:.1 X $ 3 _ 1 75i ......._._...... "Avitsf;„ 15895 SW 72ND AVENUE,SUITE 200 < „,,,,,,,,,„„:„,,,,„,„ PORTLAND,OREGON 97224 5,iggqi-0.!! TEL:503.226.1285 FAX:503.226.1670 JEJE'rJR,RJRJEJR7EEEEt E-MAIL:infogcidainc.com AFE1.1-11TETURE 11111 17z)ir riti Er,R., EHINJ,-; PROJECT NAME ,,,, 4--LJ (omore-.5.60r- P Roy No. 170 lezt ,..51 SHEET Air 6 FLA,,,,,..„N- U ' TOE /' ! By: Ft_N/VH A DATE: INTERIORS /V W 'I Lr ; ' ' ct , : , ' , ' ' : • . ' : ' ' ,e, : 0-ve.,k i via_ G okl+/ ij 1 ''''. . ; : / I / H e'ade r. : . ; : ; i . : ,r / viiL , : , j , • , • : ! 1, , . , ,, , , , ! 1, i : ! , : ! to : , . w• : : , , , ! : , , ! ! : . . 1 1 . , , , • ' , : 1 , , , . ! . , - '5-- tuz. ' : ' • to, ( 1, , • r : 1 r . , ! o . , li , • ,.. 35'1 )10 (1 ON - ', '• _ i i , : . , : : : TT . : ! )2- !1-- , , m,P4- ! ' ! K., = 3-."6, / ' ( 116p) "I ' L t H I 1 / 1 , — , , J ! ! R , ,if — 613 i'4 ' (1 0 P) , , ' ! . : . : • , , , . , : . , , ! ! 1 J : : '12 ,,, i , 12 ! • ' ,...., r ii : 6,! : 1 , , I i•-•1 :i iti:1 V 1.3 .>1}1(&•• 5 : r‘,.:4+10 : II.349 . , ! /. /,' 'yl 1 ,. , [ 1 ' ' In H- ' . > 1.-rec, ' K ft° — ' i 4,4 ' . ' , i ! H_ 4 _ , 1 1 I I I I I I I I -1- --j -1- ; • r r 1 1 -j- -r t 1 ! ! ! 1 H I 1 j , ! : ! ! : ' : : , : ! • ! ' i ! , 1 ! ! ! ' I H t r r , ! • ! , , --,- ! ! , : ,,_ r : , . 1 , . , -1- 41 „ , , I 11 :.i1 r + - ; : r • , r : r , , I 1 1 I : I ! I I I j4i / li 41‘ .12 ?.ail c;II I i I , I 1 I I 1 ' 1 ---- j : 1 : 1 I— 1 , ii ' 1111 ,r i 1 , , r illi , i i 1 & ; r 9 r_ 1--, I -1 1 / 1 i 1 r 1 1 I \ I- ::432- 1,i0c I OW) ' I : 1 I — + -1- , H- : — -k- r ; -.I-- ' ; I I I- El 1' 1 ' ' , r 1 1 I 1 , I 1 , L!'if 41624;34 < T2-3, -'•-• 'Z.. r i 1 jr , J li , , , 1 _1 j_ 1 ' 1 1_ ir i _Llir , 1-- f- -L --F ---; - ! 1 : ! i r -'hT -T0i - r —joL , , j • 7 1 I I r I , , : 7z, 2/9 , , - - , 1-- , 1,,, -, • i , __ F 1 + tTir r i —r- I — 5-1176: i „ II 1 1 1 F• —; t 7 --r- .- - r- 1 1 jjjr rj- 1 --, -,1-- -! ---- ----r --1 1 , I i j 1 1 i 1 LI , ri , i • iii , i , , r i a 1 •--- f + 1- i ' I I I JJ ,I r 101-411 DP; .5147- Li-Ito -74 5A 1 I 1 i 1 , 1-----.1- at -,- , --1 ! -1-• -L -1 1 I I --, 4 if )/ 11, , r , , i jj I -r --, 1 1 -- --- --I, 5 5. XI I X i 74 I iS 1 ot,AL-d! 'at-cl 1 I I I • ! , _ I--;I —L. t ;11c1 cr,1r0514.1-rir)ir_ -1-301,i06.,16 ill?, ----6... <..if -•--)--1,„; -, L- 11 L", Ao-. , 4,1-k ' • ' 1 i I 4 . , 1 1 j --t- , j ! I j1 f I I ! I _L I i I : , I __,_ • : _i_ __J_ I j _L - _ . _ NF7 Ste@) B@a1Y1 i File Eadcadd\17\018400 Portland Com'pressor!StructurraPPPortland Compressor.ec6 _ ,-,_ ENE9PALC,I C 19832017,Build:10.17. 9,Uer�10.1789, Lia.#:KW-06006865 � `�`' "` Licensee:CIDA INC. Description: H1-Header - CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 _ Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending b a D(0.05) s b a D(O 025) c ?(0,,,05, 1 -f i+:Vt.,:- 4 `4 VAN::4:4_W j-tr- iso} y* b d b 1 HSS5x3x114 y HSS5x3x1/4 TrR1 �r444`, �i SS5x3x 1/* Span=6.10 ft Span= 12.0 5 Span= 1.90 ft d Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 - Uniform Load: D=0.050 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0250 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.050 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum BendingStress Ratio : u a_. 0.043: 1 Maximum Shear Stress Ratio= 0.014 : 1 Section used for this span HSS5x3x1/4 Section used for this span HSS5x3x1/4 Ma:Applied 0.288 k-ft Va:Applied 0.1997 k Mn/Omega:Allowable 6.772 k-ft Vn/Omega:Allowable 13.869 k Load Combination D Only Load Combination D Only Location of maximum on span 6.100ft Location of maximum on span 6.10ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 6616 >=240. Max Upward Total Deflection -0.001 in Ratio= 33671 ;=240. Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn.L= 6.10 ft 1 0.043 0.014 0.11 -0.29 0.29 11.31 6.77 1.00 1.00 0.20 23.16 13.87 Dsgn.L= 12.00 ft 2 0.043 0.014 0.17 -0.29 0.29 11.31 6.77 1.00 1.00 0.19 23.16 13.87 Dsgn.L= 1.90 ft 3 0.039 0.014 -0.27 0.27 11.31 6.77 1.00 1.00 0.19 23.16 13.87 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0033 2.359 D Only -0.0003 5.653 D Only 2 0.0218 6.080 0.0000 5.653 3 0.0000 6.080 D Only -0.0007 0.785 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.105 0.351 0.336 -0.093 Overall MINimum 0.105 0.351 0.336 -0.093 D Only 0.105 0.351 0.336 -0.093 Steel'Bearr NN File E Iadcadd117\018400 Portland CompressorAStructural1Palland Compressor c8 : 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL: 503.226.1285 FAX:503.226.1 670 4, 0 . E-MAIL:info@cidainc.com ,N,-,.-.1,,,,,,,,,, PROJECT NAME: pGY [6,Yx a 6'0)41 0 :S J0! Pao, N . � - Q1 g zt°. O j SHEET N II— UPLANNING KALE_ x/16117 TITLE: By: DATE: I NTFRI0 RS JU -W 6. 1r<,('6 in-eAft I, , i : 1 ! /,'; 'a‘l : Wet ik '6 at irl'1'1711.))/L' : 1 ' ' : : 1 1 ! 1 : t : (,E) 4—Gjr+ ( . oluvetiVt ._ : 1 1 r - � I— I ' + I 1 1 T - I I I— I I i . , I -F , I I I 111 ' 11116, 1t111 � 1 If - 1 , } 2_ cbivtn� IIA - � --I?ci i i I I- e- ern 4 1 L ' 114- gois I lv - 21,.� s l, 1 (�4154 ')_ 22 "),3_41 _+ _ ! I I 1 I ! , I j 1 y T1_ T S / ' j1 i F r , _. I i i , II I , I !I 111 , I' I'I j i i 1 11 ( 1,0Y/1 ! - :- dor 4 /!V F 'F I ! T � , C GI 1 �K L 1 � � 1 �-- 1-- 1 1 1� � -- � : a 1- I , 1 1 1 I YQhdi �I 1 e5 I 1 I [ I 1 _' 1 t •;� � ' 1 ! ,�atej ' 1 i i a S \1a.,t 12 .�, l i I ' ' ' ; _ 1 1 I _fix —;0 60 i r, L. 4- 0. 33 , 1 1_-1 j _ 1 1 j Ilil [ 1 f� - ' 1,15., ` v't l-t ih j 1 _ _ ,__, 4 _,_01- r4- 1 , 1 .1 ; 6 ? M , i I r 7 rIII1 11 —� L L--1 1 1 i _ L-- I -I_ I I I � Steel Column E�d� NFl0 File dd11710184 00 Portland Com 983-2fructuralld:10.1nd Compressor ec6_ P LIC,#: KW-06006865 _ NER,CALC,INC.1983 21317 Bulld 101789 Ver10 t78 9, Description: C2-Column Licensee:CIDA INC. Code References __ Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 _ Load Combinations Used:ASCE 7-10 General Information Steel Section Name: C5x6.7 Overall Column Height 10.0 ft Analysis Method: Allowable Strength Steel Stress Grade Top&Bottom Fixity Top& Bottom Pinned Fy:Steel Yield Brace condition for deflection(buckling)along columns: 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000,0 ksi Lu for X-X Axis buckling:5 ft,10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=10.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:67.0 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft.Xecc=0.250 in.Yecc=0.250 in.D=0.350 k BENDING LOADS.. . Lat.Uniform Load creating Mx-x,W=0.190 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2770 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.000729 k Location of max.above base At maximum location values are... 5.034 ft Bottom along X-X 0.000729 k Pa:Axial Top along Y-Y 0.950 k 0.4170 k Bottom along Y-Y 0.950 k Pn/Omega:Allowable 19.224 k Maximum Load Deflections,.. Max:Applied 1,421 k-ft Mn-x/Omega:Allowable 5.409 k-ft Along Y-Y 0.1193 in at 5.034ft above base May:Applied -0.003670 k-ft for load combination:+0.60D+0.60W Mn-y/Omega:Allowable 1.069 k-ft Along X-X -0.005982 in at 5.839ft above base for load combination:D Only PASS Maximum Shear Stress Ratio= 0.04645 :1 Load Combination +D+0.60W Location of max.above base 10.0 ft At maximum location values are... Va:Applied 0.5707 k Vn/Omega:Allowable 12.287 k Steel Section Properties C5x6.7 Depth De ---_- P = 5.000 in I xx 7.48in^4 Web Thick = 0.190 in S xx 2.99 ^ J3 Cw == 0..22 inA64 Flange Width m 2.22 in g = 1.750 in R xx 1.950 in Flange Thick = 0.320 in HR = 2.260 in Zx = 3.550 inA3 H = 0.790 in Area = 1.970 inA2 I yy = 0.470 in^4 Weight = 6.700 plf S yy = 0.372 inA3 Kdesign = 0.750 in Wno = 2.360 inA2 R yy = 0.489 in Sw = 0.380 in^4 rts = Zy = 0.757 inA3 Of = 1.210 inA3 0.584 in Ycg = 0.000 in Ow = 1.800 inA3 Xcg = 0.484 in Wn2 = 1.510 Xp = 0.215 in Svv2 = 0.220 Sw3 = 0.110 Eo = 0.552 in ivr Co File El\adcadd•1T0184 00 Portland Com ressorStructural\Porttand Compressor ec6 Stee{ lumn p A ,. � �. ,-. � _,. ,�, � �. a ,tr_.,f u.b .,, a, gFIERCALq INS 183 al.17,Butld iQr17.80,Uer to 17,8.9_ Lica#:KW-06006865 Licensee:CIDA INC. Description: C2-Column I toad x ry I 1 75in TM Company: CIDA NF SIMPSON Anchor Designer I Date: 18/16/2017 Software Engineer: Rebekah Huschka Page: 1/4 Strong-TieSoftware 2.5.6326.14 Project: Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com .Project information ----- Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment:Tension on anchors in footing 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 18.00 Anchor Information: State:Cracked Anchor Compressive strength,f.(psi):3000 type:Concrete screw t1Jc,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Nominal Embedment depth(inch):3.250 Supplemental reinforcement:Not applicable ffective Embedment (inch): corners:Codereport: ESR-2713 Do not evaluate concrete breakout in tension:No Anchor cate o 1 Do not evaluate concrete breakout in shear:No gory: Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):5.00 cac(inch):3.56 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch):5.25 x 6.00 x 0.25 Smin(inch):3.00 Yield stress:36000 psi Load and Geometry Profile Load factor source:ACI 318 Section 9.2 type/size:C5X6.7 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicAle Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> 1 lb -lb 9501 ® 0 l 4111 - X Oft-lb 44.1 OtS CO Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn SIMPS®N TM Company: CIDA N j 3 Anchor Designer Date: 8/16/2017 Software Engineer: Rebekah Huschka Page: 2/4 StrongTie Project: Version 2.5.6326.14 ® Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> 6.00 0 • M 3.00 ,-1 Recommended Anchor Anchor Name:Titen HD®-1/2"0 Titen HD,hnom:3.25"(83mm) Code Report:ICC-ES ESR-2713 #\ ' 4 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Te Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com NF I'I Company: CIDA Date: 8/16/2017 SIMPSON Anchor Designer TM Engineer: Rebekah Huschka Page: 3/4 Strong-Tie Software Project: _ Version 2.5.6326.14 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V.(Ib) Vuay(Ib) 1(Vuax)2+(Vuay)2(Ib) 1 0.5 1187.5 0.0 1187.5 2 0.5 -237.5 0.0 237.5 Sum 1.0 950.0 0.0 1425.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):1 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4114 02 X 4.Steel Strength of Anchor in Tension(Sec.D.5.11 Nsa(Ib) r/i ON..(Ib) 20130 0.65 13085 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAell rah (Eq.D-6) kc Aa f c(psi) her(in) Nb(Ib) 17.0 1.00 3000 2.350 3354 ONcbg=0(ANc/ANc.)V'ec,NTed,N'yo,NY'cp,NNb(Sec.D.4.1 &Eq.D-4) ANC(in2) AN..(in2) Cumin(in) 4rfec,N Fed,N 4vc,N Pcp,N Nb(Ib) 0 ONcbg(Ib) 65.58 49.70 3.00 1.000 0.955 1.00 1.000 3354 0.65 2748 8.Steel Strength of Anchor in Shear(Sec.D.6.11 Vsa(Ib) tbgmut IS cbgmutOVsa(Ib) 7455 1.0 0.60 4473 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vbx=min17(1e/da)0211daaa,fccal'5;92a11fccaii15I(Eq.D-33&Eq.D-34) le(in) da(in) Aa fc(psi) cal(in) Vbx(Ib) 2.35 0.500 1.00 3000 3.00 1920 IOVcbgx=¢(Avc/Avco)Y'ec,v Y'ed,V Y'c,v Y'n,vVbx(Sec.D.4.1 &Eq.D-31) Avc(int) Avco(in2) Pec,V Ped,V KV Ph,v Vbx(Ib) 0 cbVcbgx(Ib) 40.50 40.50 1.000 1.000 1.000 1.000 1920 0.70 1344 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I. fir 15 SIMPSONCompany: CIDA Date: 8/16/2017 Anchor Designer TM Engineer: Rebekah Huschka Page: 4/4 StrongTie Software Project: - Version 2.5.6326.14 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) QVcp=OkcpNcb=Okcp(ANc/ANco)Ted,NTc,N'Ycp,NNb(Sec.D.4.1 &Eq.D-40) kcp ANc(in2) ANco(in2) Ped,N Tc,N Tcp,N Nb(Ib) 0 0Vcp(Ib) 1.0 32.79 49.70 0.955 1.000 1.000 3354 0.70 1480 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,Nue(Ib) Design Strength,oN„(Ib) Ratio Status Steel 1 13085 0.00 Pass Concrete breakout 1 2748 0.00 Pass(Governs) Shear Factored Load,VCO(Ib) Design Strength,oV„(Ib) Ratio Status Steel 1188 4473 0.27 Pass T Concrete breakout x+ 1188 1344 0.88 Pass(Governs) Pryout 1188 1480 0.80 Pass Interaction check N„./ON„ V„./OV„ Combined Ratio Permissible Status Sec.D.7.2 0.00 0.88 88.4% 1.0 Pass 1/2"0 Titen HD,hnom:3.25"(83mm)meets the selected design criteria. Base Plate Thickness Required base plate thickness:0.008 inch 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 15895 SW 72ND AVENUE,SUITE 200 1 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 : E-MAIL:info@cidainc.com ARCHITECTUREilal I ,.n�,,,,,,„ PROTECT NAME: ^/0 ( a1 d 6(9 e 5 r PRaj. No. 01 SHEET A/F16 U PLANNING -- _ TITLE: R N ' `AC,-- - -- _— BY: H Dare 1 et 2 0 ; En d �(✓ U 1 l�-01k r i;1 J 1 C0 , f YUA, j T VI/, YaV 1 I fi-L�, �^ I i I _ T l I w w I � 4 (I � I ! 1 I _ Z 1 - L 3 7IYJ �t _ 1Z ��t 5 33!111 (I D) 1 • 'he 1` 4-' , _ Afia=l 1i 3%a_- �j>C2 `� a-g0.5 in ISI - , i 1 --- i 1 1 11 , 1` .C �YG1 Ac ��Ii I p �� fi 1 r II r 11,F- i r- , I,, i L.h1'i ;' 6041 , I I --_ 1 -- 1_ c,, Fail , 1 I 1 I _ LT r 1 1 5 rrl' 1 )I, 1 j �� 1 — TT -r I I 1- I J IrlI 1 +a � 1 1 T to 1� J ��nG� � J �,� � 1 — ELV 1 , I I 1 I S' i Vt =X G 'S 1 , L I I 1 ( 1 -E 1 I — f I 1 i 1 1 I I I 1 II ' I I I —1 i I _ I II NF +7 teel Bfl : File Eadca..ddt17018.4.00 Portland Compressor,AStructuralportland Compressor,ec6S -_al . .. u, ; , „ .-:,..--„,,E NECLC, to 198321?Bulld10.17 8•9,,yer10 i7 Q 9Lic.#:Kw-06006865 Description: H2-Header Licensee:CIDA INC. • CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending _..__....__._.. o bD(ObO5)b o b D(0.025) D(0.05) gf , ti`s,'^ ' 1. t, a. ,, ,, � ,.v a „':',.75-7.:, � ,--' -b .. �--`,.,,.x..," `7; ... b ,7,,,; ' -„,t at o lr!HSS5x3x1/4 y HSS5x3x1/4 $+; nTTT y HSS5x3x1/4 j Span=2"0ft Span= 12.0 ft TAT TT4� Span=2-10 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.050 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0250 k/ft, Tributary Width=1.0 ft Load for Span Number 3 - Uniform Load: D=0.050 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.040: 1 Maximum Shear Stress Ratio= Section used for this span HSS5x3x1/4 Section used for this span3x1/4 1 Ma:Applied HSS5xx1/4 0.273 k-ft Va:Applied 0.1866 k Mn/Omega:Allowable 6.772 k-ft Vn/Omega:Allowable 13.869 k Load Combination D Only Load Combination D Only Location of maximum on span 2.000 ft Location of maximum on span 2.00ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.023 in Ratio= 6249 >=240. Max Upward Total Deflection -0.001 in Ratio= 31017>=240. Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary a -- Summary of Moment Values ---"-- - - - Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max -- Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only - - Dsgn.L= 2.00 ft 1 0.040 0.013 -0.27 0.27 11.31 6.77 1.00 1.00 0.19 23.16 13.87 Dsgn.L= 12.00 ft 2 0.040 0.013 0.18 -0.27 0.27 11.31 6.77 1.00 1.00 0.18 23.16 13.87 Dsgn.L= 2.10 ft 3 0.040 0.013 -0.27 0.27 11.31 6.77 1.00 1.00 0.18 23.16 13.87 Overall Maximum Deflections Load Combination - --- Span Max.""Defl Location in Span Load Combination -- - Max "+"Defl Location in Span 1 0.0000 0.000 D Only D Only 2 0.0230 6.080 -0.0007 1.187 0.0000 3 0.0000 6.080 D Only 0 1.1878 -0.0008 0.854 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination --- Support 1 Support 2 Support 3 Support 4 Overall MAXimum - -0.087 0.337 _- - 0.331 - --0.076- - ---- _ _- - - --- Overall MINimum -0.087 0.337 0.331 -0.076 D Only -0.087 0.337 0.331 -0.076 NFIS _ Steel Beam . . _. File Eladcadd,17t0184 00 Portland Com pressodStructurallPortantl Compressor.ec6 . n ,ENFRCALCtNC1883 017BuI010178.$;Ver10t7:89 Lie.#:KW-06006865 Licensee:CIDA INC. Description: H2-Header - CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties -- ----- ---- ---- - -- ------.__-_.------ Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span#1, Defined Brace Locations, First Brace at ft,Second Brace at 6.10 ft,Third Brace at 18.10 ft w(o.317) W(0-347) a s - a a a o 0 HSS5x3x1/4 --Span=1610ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: W=0.3470 k/ft,Extent=0.0--»5.0 ft, Tributary Width=1.0 ft Uniform Load: W=0.3170 k/ft,Extent=5.0--»16.10 ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.649: 1 Maximum Shear Stress Ratio= 0.062 : 1 Section used for this span HSS5x3x1/4 Section used for this span HSS5x3x1/4 Ma:Applied 6.276 k-ft Va:Applied 1.607 k Mn/Omega:Allowable 9.665 k-ft Vn/Omega:Allowable 25.923 k Load Combination +0.60W Load Combination +0.60W Location of maximum on span 7,958ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<180.0 Max Upward Transient Deflection 0.000 in Ratio= 0 <180.0 Max Downward Total Deflection 0.665 in Ratio= 291 >=120. Max Upward Total Deflection 0.000 in Ratio= 0 <120.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 6.07 ft 1 0.000 16.14 9.66 1.00 1.00 -0.00 43.29 25.92 Dsgn.L= 10.03 ft 1 0.000 16.14 9.66 1.00 1.00 -0.00 43.29 25.92 +0.60W Dsgn.L= 6.07 ft 1 0.614 0.062 5.93 5.93 16.14 9.66 1.41 1.00 1.61 43.29 25.92 Dsgn.L= 10.03 ft 1 0.649 0.060 6.28 6.28 16.14 9.66 1.19 1.00 1.55 43.29 25.92 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max. '+"Defl Location in Span +0.420W 1 0.6650 8.050 0.0000 0.000 - Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.679 2.575 - Overall MINimum 1.607 1.545 +0.60W 1.607 1.545 W Only 2.679 2.575 -, 15895 SW 72ND AVENUE,SUITE 200 I1 PORTLAND,OREGON 97224 0 . TEL:503.226.1285 FAX:503,226,1670 ,,, ,i,,,,RE E-MAIL:infogcidainc,com El11 ,,,,,,,,j, PROJECT NAtlE: 1:24)ft'IA Iftj G.okop re-;-,:;(.-At PRO; No 170/ ett, 6 I SHEET NFi U PER r.r.,,4- ' J ,_ . IBoTAJI/ D ATE: 416/17 INTERIORS , -I- e W , 10' , l'esi'''''j I h+elir.1 'W AW 0 • i ' • ' ' ' ' ' ' ' . : , . ,._ - ,- : . „, [ -7 , r n /, 1: 1 ,_ IA-)j , ! . 1°11.R i I I I ! ! , , I ':— : ; : 1 ! ' ! !- - 1 ; • 6 _, L_O vity ;_ [ !-- - 1 1 r 1 )0-1-f- , 1 i , 1 i 1 , i + H H -I-- H-t- i 1 1 I • ! i I ' ! ! ! ) I ! ; ! ' ! j 4 J 1 j i i j j , ' H L3i Lai killrf , 1100S 164---11 4C,IX be6j1,1. 1.5 to.deti,itai--4, , ; I _ — I I ! I I I I-I 17 'loo 11 ' (0'4 — — x-. . .) , 1 --‹-----i2,, _LI i 1_ ; 1 , L .fi'' ,..11 1 T- ' ' ' 1 w 1 1 L„.--7:-, , ,,) P 1106/), 0 00 1 1 1 1-------, v., 1- _i_ _,,r___,L ! t • ! , , , i , 1 ' . ' 1 (t 1 I L 7 i R-- ioo'$ 0,061 1- 6:1------:' !-- -,-, • t i 1 : : ± 1 h 1 hr h 1 - ji li 1 i J ' 1 j 14 II IWI -1(5 jp_51- 1 [ ! 1 L .! 110 1 Adzyvi"=.1._/5pfl, _)T. 3/3745.c (2;) 4i b0 ri 50 t 4'13 15' x ' 1 a-eg ] - i.... 1 , Ifi ' 1 ! 4 i 1 1 ---, , I i 1,-- -1 .___ =ill/ 1110 ' 01,I0k9 I , 11 r - i 1 ' i 1 H 1- 1 -;- _, .+_. ! 1 '! 1- I _I- __ i ' Ail I ‘i ' ; 4 __L.. : ! -I- ! : I I I I I I I _L _ 1- - , T j 1 j j j -I- 1-1 I 1 -r- ' • I 1;- 1 - -.I -4 1 1 1 i i J- - 1 1 1 1 1 i --'r , 11 _ - J- 1 1 -F 11 1 1 i--IL ! ! ! ! ! ' I ! I I i i 1 i ± ' i i 1 ! , , ___. _i 1 1 . -1- 1 — 1 1 - ! ! : J !' i 1 1 , , az4.); 1 ,a _ ci:i/41_0,ft , 1 , ,- i , i 1 , , 1 ....- - 1 --.- , -1 I j-- H i JS•te- 1 e(.. .... : ELL I I F i a t J ; I ; 1 71 I I I I I I I 1 I 1 1 --1 + 1 -- 1 I i 1 I I 1 1 -4 -I -1-- I -H 1 i 1 1 i f' I 1 I I 1 I 1 ! ! 1 (i 1i ClarkWestern Building Systems �/� 20 �ill� �I1�� CW Tech Support: (888)437-3244 1 1 clarkwestern.com 2007 North American Specification ASD DATE: 8/17/2017 SECTION DESIGNATION: 4005162-43 [33](2) Boxed Input Properties: Web Height= 4.000 in Design Thickness= 0.0451 in Top Flange= 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data-Simple Span Header/Beam Span 10.00 ft Deflection Limit L/360 Dead Load=20.0 lb/ft DL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb= 1.14 lyy(Box) = 1.144 in^4 J (Box) =2.024 in^4 Lu = 1213.4 in Mmax=250 Ft-Lb <= Ma= 1372 Ft-Lb Check Deflection Deflection Limit: U360 Maximum Deflection =0.086 in Deflection Ratio= U1403 Check Shear Vmax= 100 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va=3478 lb>=Vmax Check Web Crippling Rmax= 100 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra=547 lb >= Rmax, stiffeners not required • 111110111111 � �� ClarkWestern Building Systems N 21 VIII VIII CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 8/17/2017 SECTION DESIGNATION: 400T150-43 [33] Single Section Dimensions: Web Height= 4.161 in Top Flange = 1.500 in Bottom Flange = 1.500 in Inside Corner Radius= 0.0712 in Design Thickness= 0.0451 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya= 33.000 ksi ALLOWABLE UNIFORM LOADS - INPUT PARAMETERS - Deflection Limit: 0120 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: SINGLE MEMBER End Bearing Length for Web Crippling = 1 in Flexural Bracing: NONE Include Torsion? No TOTAL ALLOWABLE UNIFORM LOADS(lb/ft) SPAN LENGTH (ft) 6.00 8.00 10.00 Without Web Stiffeners 68.1 26.8 12.5 With Web Stiffeners 72.1 26.8 12.5 11111111111111 �� ,� �� ClarkWestern Building Systems 1I' 11111 CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 8/17/2017 SECTION DESIGNATION: 4005162-43 [33] (2) Back-to-Back Section Dimensions: I I Web Height= 4.000 in Top Flange= 1.625 in Bottom Flange = 1.625 in Stiffening Lip= 0.500 in Inside Corner Radius= 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0451 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= 18.0 Lateral Load= 15.14 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 K-phi (flexure)for Distortional Buckling= 0.00 lb*in/in K-phi (axial)for Distortional Buckling = 0.00 lb*in/in ALLOWABLE LOADS(Ib] SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 560 400 101 273 MID Pt 1624 1122 271 137 THIRD Pt 1634 1129 273 137 SHEATH 2 SIDES N/A N/A N/A 137 DEFLECTION L/318 0238 U159 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