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� W D Structural • Civil Engineers STRUCTURAL CALCULATIONS FOR EWING IRRIGATION TENANT IMPROVEMENTS PORTLAND, OREGON October 31, 2011 PRO;F OFFICE COPY G I N /6:2 , ?() ?-1C-D • 9 . 417: p It 1171, . 18, i RENEWS: 12-31-2012 DESIGN PARAMETERS: 2010 Oregon Structural Specialty Code (OSSC) CANOPY LOAD DEAD LOADS 10 psf GROUND SNOW LOAD 20 psf SEISMIC MAPPED RESPONSE Ss = 0.944; S1 = 0.340 SITE CLASS D IMPORTANCE IE = 1.00 WIND BASIC WIND SPEED 95 MPH EXPOSURE B IMPORTANCE I = 1.0 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph. 503.203 8111 •www.wdyi corn ' w D Y Structural -Civil En.ineers . Name: 60 , .r,ell-Gc,A�rr, 1,17 Job No.: log Sheet No: ,Q_ 1 -nt: E.._1 S Date: $ q By: p ■ 111 -1111 1 1 1 _- 1 1 , l , Ll /I of 1/IX- rr10 1 Dc. I_ . .. SON r E i1/3 —■E — 1, c) < AL'i�"1: 11!,G • ■ - ;, 2, 6/.. ... . a 1-u - ■ ■■ ■■ ■■■■■ ■■ III _i_ 1 ---- ill IIIIIIII C Tr. 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Gnn nnn ct nn...,,.,..,,.,d,, ..,,.n W D Y Structural.Civil Engineers ob Name: 6:∎,.JZ/VG, 74�LG.Hi it) '` L Job No: 1111k Sheet No: /2- 4-/ :Bent: L1 S Date: S/7.4,i t By: OIL 3flection Load Combinations 'e Load Deflection: Total Load Deflection: - L 1)- D + L - Lr or S 2)- D + (Lr or S) - 0.75L + 0.75(Lr or S) 3)- D +0.75L+ 0.75(Lr or S) - W or 0.7E 4)- D +(W or 0.7E) - 0.75(W or 0.7E) +0.75L+ 0.75(Lr or S) 5)- D+0.75(W or 0.7E) +0.75L+0.75(Lr or S) gads 2).2-11 Full Uni Part(1) ernd Conc#1 Conc#2 0 130.0 860.0 520.0 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0 570.0 4300.0 2600.0 0 508 3910 2033.0 7E 0 0.0 0.0 angths ;am (/) 24 ft iiform Load Part Dist at One End (Dist from left) 4.0ft b 20ft Dncentrated Load at Any Point(Dist from left)#1 4.0 ft b 20 ft oncentrated Load at Any Point(Dist from left)#2 12.0 ft b 12 ft ection Properties = 2.9E+07 psi 90.1 inA4 reflection Equations (max) II Uniform 5w14 384E1 iform Part for(x < a) wx (a2(21-a)2 -2ax2(21-a)+1x3) 24E11 for(x> a) wa2(1-x)(4x1-2x2 -a2) 24E11 •ncentrated for(a>_ b) Pab(a+2b).J3a(a+2b 27 Eli W D Y Structural.Civil Engineers lob Name: T-t■I6, ,Gd,QU„ ce>vv T r. Job No: /!]1e Sheet No:R-c ;lient: ( Q.,g Date:k f2.°11 By: 0�L Idividual Load Deflections Full Uni Part(1) End Conc#1 Conc#2 0.000 0.024 0.081 0.099 0.000 0.000 0.000 0.000 _r 0.000 0.000 0.000 0.000 3 0.000 0.107 0.403 0.495 N 0.000 0.095 0.366 0.387 0.000 0.000 0.000 0.000 eflections Based on Loading Combinations ve Load Deflection: Total Load Deflection: - 0.000 in 1) - 0.204 in - 0.509 in 2) - 0.713 in - 0.382 in 3) - 0.586 in - 0.461 in 4) - 0.665 in - 0.728 in 5) - 0.932 in ax In ax 0.932 in 5 W D Y Structural • Civil En•ineers ill b Name: 6 is tJ A Tre,4 .,i7.6.4-vo'd - . Job No.: 0 IF- Sheet No: ent: I._e,, Date: 9'2„ i I By: 0 A.A., 7.___ I 1 [ II E lair ..4-1.0 I I., . - - ---- .0• i 15 • _ - • I I . „ — 1 H , , II - IIIIIIII - • 11111111,1 ___________1 _ _____. 1 __ _ • la 111111111 IIREEM • I ::-. I , ( 9.-...iv.. - '--- --t IIIII 11111111111111111 - - Ill. 1 MIAIIIMINIIIIIII ION. 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(:).1) -7- /4-9,1-• — iti- -. imitilL. d E , , I f ` , F 1 I _ 3 J_ . g_i, l - ---7 >Q( I L, I I • Ella ll 11 Nan .1‘Er ")I CI if I I , E _ ■ ...001-I hi ' p 'n i '.1_r .. 1 , _�_ I H■ s■--- m+■ ' t_► t • ' 1 Page 1 of 2 Anchor Calculations Anchor Selector(Version 4.5.1.0) Job Name:Ewing Irrigation Date/Time:8/4/2011 5:02:48 PM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-05 Anchor Anchor Steel #of Anchors Embedment Depth(in) Category 3/8"SET-XP A193 GR.B7 1 3 1 Concrete Concrete Cracked fc(psi) �c,v Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 10 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Factored Loads Nua(Ib) Vuax(Ib) Vuay(Ib) Mux(Ib'ft) Muy(Ib*ft) 0 0 -2325 0 0 ex ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind/seis loads c front row 0 0 No No No No Individual Anchor Tension Loads N ua1 (Ib) 0.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V uat (Ib) 2325.00 e'vx(in) e'vy0n) 0.00 0.00 Tension Strengths Steel(m=0.75) Nsa(Ib) ONsa(Ib) Nua(Ib) N ua/cDNsa 9750 7312.50 0.00 0.0000 Concrete Breakout(c1)=0.65) Ncb(Ib) ONcb(Ib) Nua(lb) Nua/(NNcb 4416.73 2870.87 0.00 0.0000 Adhesive(D=0.65) Na(lb) Na(lb) Nua(lb) Nua/4)Na 4159.86 2703.91 0.00 0.0000 about:blank 8/4/2011 Page 2 of 2 P--7 Side-Face Blowout does not apply Shear Strengths Steel(4)=0.65) Vsa(Ib) ctVsa(lb) Vua(lb) V ua/mVsa 5850 3802.50 2325.00 0.6114 Concrete Breakout(case 1)(c=0.70) Vcbx(Ib) OVcbx(Ib) Vuax(lb) Vuax/DVcbx 7502.41 5251.69 0.00 0.0000 Vcby(lb) d)Vcby(Ib) Vuay(lb) Vuay/lVcby Vua/lVcb 6125.70 4287.99 -2325.00 0.5422 0.5422 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(c=0.70) cx1 edge Vcby(Ib) OVcby(Ib) Vuay(lb) Vuay/mVcby 15004.83 10503.38_-2325.00 0.2214 cy.i edge Vcbx(lb) I Vcbx(Ib) Vuax(Ib).Vuax/mVcbx 12251.39 8575.97 0.00 0.0000 c edge Vcby(Ib) DVcby(Ib) Vuay(lb) Vuay lcPVcby 15004.83 10503.38 -2325.00 0.2214 cy2 edge Vcbx(Ib) cDVcbx(lb) Vuax(lb) Vuax/TVcbx Vua/cVcb 12251.39_8575.97 0.00 0.0000 0.2214 Pryout(1 =0.70) Vcp(lb) cDVcp(lb) Vuax(lb) Vuax/cl)Vcp 8319.72 5823.81 0 0.0000 Vcp(Ib) c0Vcp(Ib) Vuay(lb) Vuay/QAVcp Vua/c1Vcp 8319.72 5823.81 -2325 0.3992 0.3992 Interaction check T.Max(0)<=0.2 and V.Max(0.61)<=1.0[Sec D.7.2] Interaction check:PASS Use 318"diameter A193 GR.B7 SET-XP anchor(s)with 3 In.embedment about:blank 8/4/2011 5 W D Y Structural • Civil En.ineers Name: C.wkJUC. 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Dead Load 250.00 Ibstft It ! 10.50 ft Live Load Gross Section Properties 1.6250 i lx (major) (in4) 7.0912 '0.1069 -10.s000 Sx (major) (in3) 1.7728 rx (major) (in) 2.9131 ly(minor) (in4) 0.2346 Sy(minor) (in3) 0.1838 a.00 o •-0.0713 ry(minor) (in) 0.5299 Area (in2) 0.8356 Xo (in) -0.8985 J x 1000 (in4) 1.4160 ' Cw(in6) 3.0930 Ro (in) 3.0943 Weight(Ib/ft) 2.8436 800S162-68mi1, 50 ksi Floor Information: Material Properties: Design Code 2009 IBC w/AISI S100-07 Fy(ksi) 65 Fu (ksi) 65 Design Method ASD E(ksi) 29500 Joist Length (ft) 10.5 G (Ksi) 11300 Joist Spacing (in) 24 Load Factors: LL Allowable Deflection, L/ 360 Dead Load Strength Factor 1 TL Allowable Deflection, L 240 Dead Load Deflection Factor 1 Absolute Deflection (in) 0.5 Live Load Strength Factor 1 Top Bracing @ (in) Full Live Load Deflection Factor 1 Bottom Bracing @ (in) Full Reactions: K(pDistortional Buckling 100 Joint Rx (kips) Ry (kips) ,Rm (kips.in) Rotational Stiffness (lbf-in./in.) 1 0.0000 1.4700 0.0000 2 0.0000 1.4700 0.0000 Span Loads: Span Dead Load (psf) Live Load (psf) 1 15 125 Design Options: ° Standard Punchout Considered ° Strength Increase from Cold Work of Considered Forming (AISISec. A7.2) Capacity Check: Sections Effective Properties: Member Moment Shear LL Deflection TL Deflection Crippling Member Value (kips.in) (kips) (in) (in) (kips) Ae(Comp.) (in2) 0.6711 Actual 46.3043 1.2366 0.3287 0.3681 N/A 1 Sxe (in3) 1.7728 1 Allowable 46.5004 3.3674 0.3500 0.5000 N/A Ixe(in4) 7.0516 Act.IAll. 0.9958 0.3672 0.9391 0.7362 N/A Fy Design (ksi) 50.0000 X/L 0.5000 0.0794 N/A N/A N/A ASt SteelSmart®System 6-Version 6.1.0.67 SP1 Page 1/3 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Suite 21,9 ist 1 City/ State: Portland /OR Date: Mon, Aug 22 11 Zip Code: 97221 Simple Supported Joist Design for Web Crippling is Disabled Interaction Check: Member Combined (M,V) (kips.in,kips) Combined (M,Pcr) (kips.in,kips) Moment(Mx) 44.4522 Moment(Mx) N/A 1 Shear(Vy) 0.2940 P (Crippling) N/A Act./All. 0.8968 Act./All. N/A X/L 0.6000 XIL N/A AS! SteelSmart®System 6-Version 6.1.0.67 SP1 Page 213 >Z- I Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Suite 2190ist 1 City/ State: Portland /OR Date: Mon, Aug 22 11 Zip Code: 97221 Simple Supported Joist Connection Data: Clip Position Clip @ joint 1 Clip Data Clip Type None 'F1 Screws N/A F3 Fl (kips) N/A M1 F . Clip Allowable F2 (kips) N/A Loads F3 (kips) N/A M1 (kips.in) N/A Fl (kips) 0.0000 1 Clip Actual F2 (kips) 0.0000 Loads F3 (kips) 1.4700 M1 (kips.in) 0.0000 Clip Interaction Linear Interaction ratio N/A Screws Allowable Screw All Shear(kips) N/A Loads Screw All Tension (kips) N/A Screws Actual Screw Act Shear(kips) N/A Loads Screw Act Tension (kips) N/A Screws Interaction Linear Interaction ratio N/A Clip Position Clip @ joint 2 Clip Data Clip Type None Screws N/A F3 Fl (kips) N/A Clip Allowable F2 (kips) N/A Loads F3 (kips) N/A M1 (kips.in) N/A Fl (kips) 0.0000 2 Clip Actual F2 (kips) 0.0000 Loads F3 (kips) 1.4700 M1 (kips.in) 0.0000 Clip interaction Linear Interaction ratio N/A Screws Allowable Screw All Shear(kips) N/A Loads Screw All Tension (kips) N/A Screws Actual Screw Act Shear(kips) N/A Loads Screw Act Tension (kips) N/A Screws Interaction Linear Interaction ratio N/A 0 When more than one load affect a connection,simple linear relationship is used to check the interaction of multiple loads acting on the connection. AS! SteelSmart®System 6-Version 6.1.0.67 SP1 Page 3/3 1t Company: WDY Project Ref# 0 Address: 6443 SW Beaverton-Hillsdale Hwy Suite gam 1 \* City 1 State: Portland /OR Date: Mon, Aug 22 11 Zip Code: 97221 Simple Supported Beam 5 00 it Dead Load II 5.00 n Live Load Stud Section 1x800S200-68mi1, 50 ksi Track Section N/A Stud Gross Properties lx (major) (in4) 8.1423 Sx (major) (in3) 2.0356 rx (major) (in) 2.9963 ly(minor) (in4) 0.4346 Sy(minor) (in3) 0.2875 ry(minor) (in) 0.6923 Area (in2) 0.9069 ,J Xo (in) -1.2481 J x 1000 (in4) 1.5368 Cw(in6) 5.7117 Ro (in) 3.3189 Weight(Ib/ft) 3.0863 Material Properties: Fy(ksi) 50 Fu (ksi) 65 E(ksi) 29500 G (Ksi) 11300 Floor Information: Load Factors: Design Code 2009 IBC w/AISI S100-07 Dead Load Strength Factor 1 g Dead Load Deflection Factor 1 Design Method ASD Live Load Strength Factor 1 Beam Length (ft) 5 Live Load Deflection Factor 1 LL Allowable Deflection, L/ 360 TL Allowable Deflection, L/ 240 Aboslute Deflection (in) 0.5 Top Bracing© (in) Full Bottom Bracing© (in) None KK Distortional Buckling Rotational 100 Stiffness (lbf-in./in.) Span Loads: Reactions: Span Dead Load (lbs/ft) Live Load (Ibslft) Joint Rx (kips) Ry (kips) Rm (kips.in) 1 146.25 1218.75 1 0.0000 3.4125 0.0000 2 0.0000 3.4125 0.0000 Design Options: ° Standard Punchout Considered ASI SteelSmart®System 6-Version 6.1.0.67 SPi Page 1/2 R_ I I Company: WDY Project Ref# 0 Address: 6443 SW Beaverton-Hillsdale Hwy Suiteia m 1 \\ City /State: Portland /OR Date: Mon, Aug 22 11 Zip Code: 97221 Simple Supported Beam ° Strength Increase from Cold Work of Considered Forming (AISISec. A7.2) Capacity Check: Span Moment Shear LL Deflection TL Deflection Crippling (kips.in) (kips) (in) (in) (kips) Actual 51.1875 3.4125 0.0714 0.0799 N/A 1 Allowable 52.8898 4.2207 0.1667 0.2500 N/A Act./All. 0.9678 0.8085 0.4281 0.3196 N/A X/L 0.5000 0.0000 N/A N/A N/A Design for Web Crippling is Disabled Interaction Check: Span Combined (M,V) (kips.in,kips) Combined (M,Pcr) (kips.in,kips) Moment(Mx) 0.0020 Moment(Mx) N/A 1 — Shear(Vy) -3.4124 P (Crippling) N/A Act./AII. 0.8085 Act./AII. N/A X/L 0.0000 X/L N/A ASI SteelSmart®System 6-Version 6.1.0.67 SP1 Page 2/2 7 W D Y Structural • Civil En.ineers )b Name: ewn-/J6, .Lii TvAl T..1 Job No.: /)))c, Sheet No: f2 _ .2(5 lient: Lte2. 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'..e..n+n•o...a....a no n79n1 •..1.•Gtv Ong Ri i i •fv Fl14 9(1'Z R199•www wrlvi Mm Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Suite 21kam 1 City/ State: Portland/OR Date: Mon, Aug 22 11 Zip Code: 97221 User-Defined Beam is.oatiN0 lbs 8.50ft Dead Load 25 quo_ F9t).Ibs 8.50 f1 Live Load Stud Section 1x8005200-118mil, 50 ksi Track Section N/A Stud Gross Properties: lx (major) (in4) 13.3185 Sx (major) (in3) 3.3296 rx (major) (in) 2.9496 ly(minor) (in4) 0.6657 Sy(minor) (in3) 0.4398 ry(minor) (in) 0.6594 Area (in2) 1.5309 Xo (in) -1.1884 J x 1000(in4) 7.8716 Cw(in6) 8.9812 Ro (in) 3.2476 Weight(lb/ft) 5.2097 Material Properties: Fy(ksi) 50 Fu (ksi) 65 E(ksi) 29500 G (Ksi) 11300 Floor Information: Design Options: 2009 IBC w/AISI ° Standard Punchout Considered Design Code S100-07 ° Strength Increase from Cold Work of Considered Design Method ASD ,Forming (AISISec. A7.2) Beam Length (ft) 8.5 LL Allowable Deflection, L i 360 TL Allowable Deflection, L/ 240 Absolute Deflection (in) 0.5 Top Bracing @ (in) Full Bottom Bracing @ (in) None Kip Distortional Buckling 100 Rotational Stiffness (lbf-in./in.) Joint Supports & Reactions: Joint Loads: Joint Support Type Rx (kips) Ry(kips) Rm (kips.in) Joint Load Case Vertical (Ibs) M (lbs.ft) 1 Hinged 0.0000 2.0016 0.0000 2 Hinged 0.0000 2.6044 0.0000 Span Uniform Loads: Span Non-Uniform Loads: ASI SteeiSmart®System 6-Version 6.1.0.67 SP1 Page 1/2 e --;z2__ Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Suite 2Wam 1 }} City/ State: Portland /OR Date: Mon, Aug 22 11 Zip Code: 97221 User-Defined Beam Span Dead Load (Ibs/ft) Live Load (lbs/ft) Span Load Case Start pt. Load (Ibs/ftl End pt. Load (Ibs/ft) 1 15 125 Span Concentrated Loads: Load Combination Factors: # Load Case Vertical (Ibs) Moment(lbs.ft) X/L # Dead Live Used For 1 Dead Load 366 0 0.5882353 1 1 0 Strength 1 Live Load 3050 0 0.5882352 2 1 1 Strength 3 1 1 Deflection Capacity Check: Member Moment Shear LL Deflection TL Deflection Crippling (kips.in) _ (kips) (in) (in) (kips) Actual 99.0944 2.4878 0.2019 0.2261 N/A 1 Allowable 99.6897 7.1154 0.2833 0.4250 N/A Act./AII. 0.9940 0.3496 0.7125 0.5320 N/A X/L 0.5882 0.9020 N/A N/A N/A Design for Web Crippling is Disabled Interaction Check: Member Combined (M,V) (kips.in,kips) Combined (M,Pcr) (kips.in,kips) Moment(Mx) 99.0936 Moment(Mx) N/A 1 Shear(Vy) 2.1144 P (Crippling) . N/A Act./AII. 0.8910 Act./All. N/A X/L 0.5882 X/L N/A ASI SfeelSmart®System 6-Version 6.1.0.67 SP1 Page 2/2 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Wall 1 ' 71 ,...)A.1...4„. Date: Tue, Aug 23 11 City I State: Portland /OR Zip Code: 97221 Simple Stud Interior Span 2 .50 lbs 2 7.50 lbs 0. - 10.00 ft 10.00 ft 10.00 ft ,Q.-.i 10.00 ft t . K Dead Load Wind Load Live Load Transverse Load Gross Section Properties: lx (major) (1n4) 2.8610 1.6250 Sx (major) (in3) 0.9537 ti 0.5000 Ix (major) (in) 2.2678 0.0849 ly(minor) (in4) 0.1805 Sy(minor) (in3) 0.1490 ry(minor) (in) 0.5696 6.0010" 0.0566 Area (in2) 0.5563 Xo (in) -1.0487 J x 1000 (in4) 0.5941 Cw(in6) 1.3372 Ro (in) 2.5626 _ I _Weight(1b/ft) 1.8932 600S162-54mi1, 33 ksi Wall Information: Material Properties: Fy(ksi) 33 Design Code 2009 IBC w/A1SI Fu (ksi) 45 S100-07 E(ksi) 29500 Design Method ASD G (Ksr) 11300 Wall Height(ft) 10 Stud Spacing (in) 24 Allowable H. Deflection L/ 360 Span Loads: Absolute Deflection (in) 0.5 I Dead Loads (lbs) 292.5 Span Wind Load (psf) . Transverse Load(psfl Live Loads (lbs) 2437.5 1 0.0000 5.0000 Max. Bridging Spacing(ft) 5 Torsional Bracing Full Reactions: Kq Distortional Buckling 100 Joint Rx(kips) Ry (kips) Rm (kips.in) Rotational Stiffness (lbf-in./in.) 1 -0.0500 2.7300 0.0000 2 -0.0500 0.0000 0.0000 Load Combination Factors: # Dead Live Wind Transverse Used For i 1 1 0 1 Strength 2 1 0 1 0 Strength 3 1 0.75 0.75 0 Strength 4 0 0 1 0 Deflection 5 0 0 0 1 Deflection ASI Stee!Smart®System 6-Version 6.1.0.67 SP1 Page 1/5 g 2 -) Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Wall 1 WC, Li k,L. City /State: Portland /OR Date: Tue, Aug 23 11 Zip Code: 97221 Simple Stud Interior Span Design Options: o Section Layout Single o Fastener Spacing (in) N/A o Standard Punchout Considered ° Strength Increase from Cold Work of Forming (AISI, Sec. A7.2) Considered Capacity Check: Effective Section Properties: Moment Shear Tension CompressionHL.Deflection Crippling Member _ Value Member Ae(Comp.) (in2) 0.3659 (kips.in) (kips) (kips) (kips) (in) (kips) Actual 1.4994 0.0416 N/A 2.7300 0.0266 N/A 1 Sxe (in3) 0.9537 Allowable 18.8447 1.8896 9.0158 3.9622 0.3333 N/A Ixe(in4) 2.8610 1 Act./All. 0.0796 0.0220 N/A 0.6890 0.0799 N/A Fy Design (ksi) 37.0700 X/L 0.5000 0.0833 N/A 0.1000 N/A N/A Design for Web Crippling is Disabled Interaction Check (kips.in, kips): Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx) -1.4394 Moment(Mx) N/A Moment(Mx) N/A Moment(Mx) -1.4994 1 Shear(Vy) 0.0100 Pcr(Crippling) N/A Tension (T) N/A Comp. (P) -2.7300 Act./All. 0.0682 Act./All. N/A Act./All. N/A Act./All. 0.7760 X/L 0.4000 X/L N/A X/L N/A X/L 0.5000 ASI SteelSmart®System 6-Version 6.1.0.67 SP1 Page 2/5 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Wall 1 P. (,.Jn Date: Tue, Aug 23 11 City I State: Portland /OR Span Simple Stud Interior S Zip Code: 97221 P P Connection Data: Clip Position Base Connection @ Wall Clip Data Clip Type None Screws N/A Fl (kips) N/A F2 (kips) N/A F Allowable Loads F3 (kips) N/A •> M1 (kips.in) N/A Screw Shear(kips) N/A Fl (kips) 0.0000 F2 (kips) -0.0500 Actual Loads F3 (kips) 2.7300 M1 (kips.in) 0.0000 Screw Shear(kips) N/A Interaction Linear Interaction ratio N/A 1 Material N/A Base Material — Concrete Compressive Strength (psi) N/A Fastener Designation N/A Quantity N/A Min. Penetration (in) N/A Attachment to Min. Edge Distance for Shear(in) N/A Structure Min. Edge Distance for Tension (in) N/A Min. Fastener Spacing for Shear(in) N/A Min. Fastener Spacing for Tension (in) N/A Allowable Shear(kips) N/A Allowable Tension (kips) N/A Actual Shear(kips) N/A Fastener Actual Tension (kips) N/A Design Load Combined Forces (Act./All.) N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A ASI SfeelSmart®System 6-Version 6.1.0.67 SP1 Page 3/5 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Wall 1 WC, (-)A,/,1,..- Date: Tue, Aug 23 11 City/State: Portland /OR Zip Code: 97221 Simple Stud Interior Span Clip Position Head connection @ Wall Clip Data Clip Type None Screws N/A Fl (kips) N/A Allowable F2 (kips) N/A F3 (kips) N/A Loads M1 (kips.in) N/A y Screw Shear(kips) N/A M1 Fl (kips) 0.0000 F2 (kips) -0.0500 Actual Loads F3 (kips) 0.0000 M1 (kips.in) 0.0000 Screw Shear(kips) N/A Interaction Linear Interaction ratio N/A 2 Material N/A Base Material Concrete Compressive Strength(psi) N/A Fastener Designation N/A Quantity N/A Min. Penetration (in) N/A Attachment to Min. Edge Distance for Shear(in) N/A Structure Min. Edge Distance for Tension (in) N/A •Min. Fastener Spacing for Shear(in) N/A Min. Fastener Spacing for Tension (in) N/A Allowable Shear(kips) N/A Allowable Tension (kips) N/A Actual Shear(kips) N/A Fastener Actual Tension (kips) N/A Design Load Combined Forces(Act./All.) N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A o When more than one load affect a connection,simple linear relationship is used to check the interaction of multiple loads acting on the connection. o Fastener attachment of connectors to the primary structure should be reviewed by a design professional. o Displayed actual&allowable are for one fastener. Bridging Data: AS1 SteelSmart®System 6-Version 6.1.0.67 SP1 Page 4/5 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Wall 1 Date: Tue, Aug 23 11 City/ State: Portland/OR Span Simple Stud Interior S Zip Code: 97221 P p Type of Bridging Member TSN BridgeBar Bridge Spacing (ft) 5 Bridging Row Anchored @ (ft) 16 Bridging Allowable Bending Moment(M1)(kips.in) 0.69 Member Actual Bending Moment(M1) (kips.in) 0.0497469 1 Allowable Axial Load (F1) (kips) 0.6093781 Actual Axial Load (F1) (kips) 0.1584896 Interaction Ratio 0.3321811 Type of Bridging Clip BridgeClip (1 Screw) Clip Data Bridging Clip Allowable Bending Moment(kips.in) 0.18 Bridging Clip Actual Bending Moment(kips.in) 0.0497469 Allowable Tension on Clip (kips) N/A Actual Tension on Clip (kips) N/A Clip Interaction Ratio N/A The stiffness of the clip(s) shall be>=478 lb/in.for satisfying (Eq D3.3-2)in the AISI S100-07 specification. Allowable Tension on individual screw(kips) N/A Screws Actual Tension on individual screw(kips) N/A Data Allowable Shear on individual screw(kips) N/A Actual Shear on individual screw(kips) N/A Total Screws Number N/A Screw Diameter(in) 0.19 ASl SteelSmart®System 6-Version 6.1 0.67 SP1 Page 5/5 ae —op- Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Post 1 City I State: Portland /OR l Date: Tue, Aug 23 11 Zip Code: 97221 Post Span 3 .63 lbs 3 6.88 lbs 110.00 ft 10.00 ft Dead Load Live Load Gross Section Properties: (for Single Section) 1.6250 Ix (major) (in4) 2.8610 '..\ Sx (major) (in3) 0.9537 0.0849 -.0.5000 rx (major) (in) 2.2678 —1-1 ly(minor) (in4) 0.1805 Sy(minor) (in3) 0.1490 6.00 0"' 0.0566 11 ry(minor) (in) 0.5696 Area (in2) 0.5563 Xo (in) -1.0487 J x 1000(in4) 0.5941 Post Configuration Cw(in6) 1.3372 . I Ro (in) 2.5626 Wall Information: Weight(ib/ft) 1.8932 600S162-54mi1, 33 ksi Material Properties: Design Code 2009 iBC w/AISI S100-07 Fy(ksi) 33 Fu (ksi) 45 _Design Method ASD E(ksi) 29500 Wall Height(ft) 10 G (Ksi) 11300 Section Count 2 Reactions: Dead Loads (lbs) 365.625 Live Loads (lbs) 3046.875 Joint Ry (kips) Fastener Spacing (in) 12 1 3.4125 Lateral and Torsional Bracing (ft) Unbraced 2 I 0.0000 K9 Distortional Buckling 100 Rotational Stiffness (lbf-in./in.) Load Combination Factors: Design Options: # Dead Live Used For ° Standard Punchout Considered 1 1 1 Strength ° Strength Increase from Cold Work of Considered 2 1 0 Strength Forming (AISI, Sec. A7.2) Capacity Check: Member Moment Shear Tension Compression (kips.in) (kips) (kips) (kips) Actual N/A N/A N/A 3.4125 1 Allowable 13.2907 3.7792 18.0316 4.0096 Act./All. N/A N/A N/A 0.8511 ASI SteelSmart®System 6-Version 6.1.0.67 SP1 Page 1/3 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Post 1 Date: Tue, Aug 3 11 City I State: Portland /OR Post Span 9 Zip Code: 97221 P Member Moment Shear Tension Compression (kips.in) (kips) (kips) (kips) X/L N/A , N/A N/A 0.1000 ASI SteelSmart®System 6-Version 6.1.0.67 SP1 Page 2/3 Company: WDY Project Ref#: 0 Address: 6443 SW Beaverton-Hillsdale Hwy Post 1 Date: Tue, Aug 23 11 City / State: Portland /OR Zip Code: 97221 Post Span Connection Data: Clip Data Clip Position Base Connection @ Wall Clip Type None Fl (kips) 0.0000 Isiroe Support F2 (kips) 0.0000 ` Reactions F3 (kips) 3.4125 <el'•. 4 M1 (kips.in) 0.0000 Base Material Material N/A 1 Concrete Compressive Strength (psi) N/A Allowable Shear(kips) N/A Allowable Tension (kips) N/A Actual Shear{kips) N/A Fastener Actual Tension (kips) N/A Design Load Combined Forces(Act./All.) 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Job No: 11118 Sheet No: (,),4i _ lent: LRS Date: 8/2011 By: onterminous 48 States 303 NEHRP Seismic Design Provisions atitude = 45.4416944444 ongitude = -122.778616667 pectral Response Accelerations Ss and S1 s and S1 = Mapped Spectral Acceleration Values ite Class B - Fa = 1.0 ,Fv = 1.0 rata are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.944 (Ss, Site Class B) 1.0 0.340 (51, Site Class B) :onterminous 48 States 003 NEHRP Seismic Design Provisions .atitude = 45.4416944444 .ongitude = -122.778616667 >pectral Response Accelerations SMs and SM1 ;Ms = FaxSs and SM1 = Fv x S1 >ite Class D - Fa = 1.122 ,Fv = 1.721 Period Sa (sec) (g) 0.2 1.059 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) ,onterminous 48 States ?003 NEHRP Seismic Design Provisions _atitude = 45.4416944444 _ongitude = -122.778616667 Design Spectral Response Accelerations SDs and SD1 3Ds = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.122 ,Fv = 1.721 Period Sa (sec) (g) 0.2 0.706 (SDs, Site Class D) 1.0 0.390 (SD1, Site Class D) 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com )-\'LL _ 3 Company: WDY Ewing Irrigation T.I. Project Ref#: 11118 Address: 6443 SW Beaverton-Hillsdale Hwy Demising Wall Date: Mon, Aug 22 11 City/ State: Portland /OR Zip Code: 97221 Simple Stud Nr 6:25 00 ft I Wind Load Gross Section Properties: Ix (major) (in4) 6.6426 2.0000 Sx (major) (in3) 2.2142 � 1 �_o.s2so rx (major) (in) 2.2758 • 0.1863 ly(minor) (in4) 0.6123 Sy(minor) (in3) 0.4278 ry(minor) (in) 0.6910 6.00 0 —0.1242 Area (in2) 1.2825 Xo (in) -1.3513 J x 1000 (in4) 6.5944 Cw(in6) 4.7533 Ro (in) 2.7355 Weight(lb/ft) 4.3644 6005200-118mil, 50 ksi Wall Information: Material Properties: Fy(ksi) 50 Design Code 2009 IBC w/AISI S100-07 Fu (ksi) 65 E(ksi) 29500 Design Method ASD G (Ksi) 11300 Wall Height(ft) 25 Span Loads: Stud Spacing (in) 24 Span Wind Load (psf) Allowable H. Deflection L/ 360 1 5.0000 Absolute Deflection (in) 0.5 Dead Loads (Ibs) N/A Reactions: Live Loads (Ibs) N/A Joint Rx (kips) Ry (kips) Rm (kips.in) Max. Bridging Spacing(ft) 5 1 -0.1250 0.0000 0.0000 Torsional Bracing @ Bridging Spacing 2 -0.1250 0.0000 0.0000 K cp Distortional Buckling 100 Rotational Stiffness (lbf-in./In.) Load Factors: Wind Load Strength Factor 1 Wind Load Deflection Factor 1 Dead Load Strength Factor N/A Live Load Strength Factor N/A Design Options: °Section Layout Single ASI SteelSman®System 6-Version 6.1.0.67 SP1 Page 1/5 v&L - q Company: WDY Ewing Irrigation T.I. Project Ref#: 11118 Address: 6443 SW Beaverton-Hillsdale Hwy Demising Wall Date: Mon, Aug 22 11 City / State: Portland /OR Zip Code: 97221 Simple Stud o Fastener Spacing (in) N/A o Standard Punchout Considered o Strength Increase from Cold Work of Forming (AISI, Sec.A7.2) Considered Capacity Check: Effective Section Properties: Member Moment Shear Tension CompressionHL Deflection Crippling Member Value (kips.in) (kips) (kips) (kips) (in) (kips) Ae(Comp.) (in2) 1.0962 Actual 9.3713 0.1166 N/A N/A 0.4483 N/A 1 Sxe(in3) 2.2142 J 1 Allowable 66.1266 3.6224 30.2821 8.0461 0.5000 N/A Ixe(in4) 6.6426 Act./All. 0.1417 0.0322 N/A N/A 0.8967 N/A Fy Design (ksi) 59.1706_ X/L 0.5000 0.9667 N/A N/A N/A N/A Design for Web Crippling is Disabled Interaction Check(kips.in, kips): Member Combined (M,V) Combined (M,Pcr) Combined (M,T) Combined (M,P) Moment(Mx) -8.9964 Moment(Mx) N/A Moment(Mx) N/A Moment(Mx) N/A 1 Shear(Vy) -0.0250 Pcr(Crippling) N/A Tension (T) N/A Comp. (P) N/A Act./All. 0.1149 Act./All. N/A Act./All. N/A Act./All. N/A X/L 0.6000 X/L N/A X/L N/A X/L N/A AS! SteelSmart®System 6-Version 6.1.0.67 SP1 Page 2/5 LJA_t. - s Company: WDY Ewing Irrigation T.I. Project Ref#: 11118 Address: 6443 SW Beaverton-Hillsdale Hwy Demising Wall Date: Mon, Aug 2 11 m City I State: Portland /OR Simple Stud g Zip Code: 97221 P Connection Data: Clip Position Base Connection @ Wall Clip Data Clip Type StiffClip AL600 Screws 2 (#12) t Fl (kips) 0.8660 F2I Allowable F2 (kips) 2.0910 F3 (kips) 3.0150 F Loads M1 (kips.in) N/A F3 Screw Shear(kips) 0.9009 Fl (kips) 0.0000 F2 (kips) 0.0000 Actual Loads F3 (kips) -0.1250 M1 (kips.in) N/A Screw Shear(kips) 0.0725 Interaction Linear Interaction ratio 0.0805 0 0 1 Material NW Concrete,fc=4000 psi Base Material Concrete Compressive Strength(psi) N/A Fastener Designation X-U Quantity 2 Min. Penetration (in) 1 Attachment to Min. Edge Distance for Shear(in) 2.75 Structure Min. Edge Distance for Tension (in) 2.75 Min. Fastener Spacing for Shear(in) 2.75 Min. Fastener Spacing for Tension (in) 2.75 Allowable Shear(kips) 0.2250 Allowable Tension (kips) 0.1700 Actual Shear(kips) 0.0625 Fastener Actual Tension (kips) 0.0489 Design Load Combined Forces(Act./All.) 0.2437 Tensile Strength Reduction Factor 1.0000 Shear Strength Reduction Factor 1.0000 AS! SteelSmart®System 6-Version 6.1.0.67 SP1 Page 3/5 Company: WDY Ewing Irrigation T.I. Project Ref#: 11118 Address: 6443 SW Beaverton-Hillsdale Hwy Demising Wall Date: Mon, Aug 22 11 City/State: Portland/OR Zip Code: 97221 Simple Stud Clip Position Head connection Wall Clip Data Clip Type None Screws N/A Fl (kips) N/A N/A Allowable F2 (kips) N/A F F3 (kips) •: Loads ' M1 (kips.in) N/A Screw Shear(kips) N/A M1 Fl (kips) 0.0000 F2 (kips) -0.1250 Actual Loads F3 (kips) 0.0000 M1 (kips.in) 0.0000 Screw Shear(kips) N/A Interaction Linear Interaction ratio N/A 2 Material N/A Base Material Concrete Compressive Strength (psi) N/A Fastener Designation N/A Quantity N/A Min. Penetration (in) N/A Attachment to Min. Edge Distance for Shear(in) N/A Structure Min. Edge Distance for Tension (in) N/A Min. Fastener Spacing for Shear(in) N/A Min. Fastener Spacing for Tension (in) N/A Allowable Shear(kips) N/A Allowable Tension (kips) N/A Actual Shear(kips) N/A Fastener Actual Tension (kips) N/A Design Load Combined Forces(Act./All.) N/A Tensile Strength Reduction Factor N/A Shear Strength Reduction Factor N/A o When more than one load affect a connection,simple linear relationship is used to check the interaction of multiple loads acting on the connection. o Fastener attachment of connectors to the primary structure should be reviewed by a design professional. o Displayed actual&allowable are for one fastener. Bridging Data: AS! SteelSmart®System 6-Version 6.1.0.67 SP1 Page 4/5 - ?- Company: WDY Ewing Irrigation T.I. Project Ref#: 11118 Address: 6443 SW Beaverton-Hillsdale Hwy Demising Wall Date: Mon, Aug 22 11 City / State: Portland /OR Zip Code: 97221 Simple Stud Type of Bridging Member Cold-Rolled Channel Bridge Spacing (ft) 5 44 Bridging Row Anchored c (ft) 24 Bridging Allowable Bending Moment(M1)(kips.in) 1.23 Member Actual Bending Moment(M1) (kips.in) 0.06331062 1 Allowable Axial Load (F1) (kips) 0.6699448 r i (I* Actual Axial Load (F1) (kips) 0.4827653 M1 Interaction Ratio 0.7720767 Type of Bridging Clip BridgeClip (3 Screw) Clip Data Bridging Clip Allowable Bending Moment(kips.in) 0.34 Bridging Clip Actual Bending Moment(kips.in) 0.06331062 Allowable Tension on Clip(kips) 0.075 Actual Tension on Clip (kips) 0 Clip Interaction Ratio 0.1862 The stiffness of the clip(s) shall be >= 1708 lb/in. for satisfying (Eq D3.3-2) in the AISI S100-07 specification. Allowable Tension on individual screw(kips) 0.38233 Actual Tension on individual screw(kips) 0.04023045 Screws Allowable Shear on individual screw(kips) 0.213655 Data Actual Shear on individual screw(kips) 0.08046089 Total Screws Number N/A Screw Diameter(in) 0.19 AS! SteelSmart®System 6-Version 6.1.0.67 SP1 Page 5/5 IND y structural • Civil En•ineers ) Name: ) .•1/1/6-, ' ,42-C-67Pr\-1-_,6„J I-, S-. Job No.: p//7 Sheet No: fii_ - I ant: L (2)) Date: ?hell BY: D4,1,,, CLI 1 1 - a ----741111g2-41 . 4 r- 111 El -- 1 Ilillf. 1"111111111111 11111 I ill_ Ill 4-1 4401 II. 11111/1 II I III - III lo MI • ,, _ . , • III 11111111111111111111111 MIMI MOM ..._ 1111111111 1111111111111111513 iL:c._,_ MVP . MM. fif 11111111B1111111611 . Ill I i 1 II 111111 mogilliglIEn-auffilIMINIIIIMIWIMIll"11111119112, . MOM 11111111111r1M611111!11111111 II. 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U111..1.1.L..n. 0..4./14 A.ra,....1...,,a no n-yln, --a— aIV)ono 0111 .k,• ano ono 0100 a lAriAnAt MAW;•nrn Page 1 of 2 14 6--S Anchor Calculations Anchor Selector(Version 4.5.1.0) Job Name:Ewing Handrail Anchor Date/Time: 8/24/2011 12:41:23 PM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-05 Anchor Anchor Steel #of Anchors Embedment Depth(in) Category 3/8"Torq-Cut N/A 1 5 1 Concrete Concrete Cracked fc(Ps1) Pc,v Normal weight Yes 2500.0 1.00 Condition 'Thickness(in) Suppl.Edge Reinforcement B tension and shear 6 No Factored Loads Nua(Ib) Vuax(Ib) Vuay(Ib) Mux(Ib*ft) Muy(Ib*ft) 0 0 -250 750 0 ex(in) ey(in) Mod/high seismic Apply entire shear©front row 0 0 No No Individual Anchor Tension Loads N ual (Ib) 3108.12 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 250.00 e'vx(in) e'yy(in) 0.00 0.00 Tension Strengths Steel(43=0.75) Nsa(Ib) (13Nsa(Ib) Nua(lb) N ua/(1)Nsa 9690 7267.50 3108.12 0.4277 Concrete Breakout(1)=0.65) Ncb(lb) (Mcb(Ib) Nua(lb) Nua/ONcb 9600.00 6240.00 3108.12 0.4981 Pullout does not apply about:blank 8/24/2011 Pat Ige 2 of 2 7tR_-(o Side-Face Blowout does not apply Shear Strengths Steel(4)=0.65) Vsa(lb) ctVsa(lb) Vua(lb) V ua/cVsa 5815 3779.75 250.00 0.0661 Concrete Breakout(case 1)(a)=0.70) Vcbx(Ib) obVcbx(lb) Vuax(lb) Vuax/cDVcbx 2894.45 2026.11 0.00 0.0000 Vcby(lb) cl)Vcby(Ib) Vuay(lb) Vuay/PVcby Vua/tVcb 3659.31 2561.52 -250.00 0.0976 0.0976 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(4)=0.70) cx1 edge Vcby(Ib) I Vcby(Ib) Vuay(lb) Vuay/$Vcby 7469.54 5228.68 -250.00 0.0478 cv1 edge Vcbx(lb) 4'Vcbx(Ib) Vuax(lb) Vuax/c1Vcbx 7318.62 5123.03 0.00 0.0000 cx2 edge Vcby(Ib) 4)Vcby(Ib) Vuay(Ib) Vuay/41Vcby 7469.54 5228.68 -250.00 0.0478 cy2 edge Vcbx(Ib) IVcbx(Ib) Vuax(lb) Vuax/1 Vcbx Vua/(13Vcb 11951.26 8365.88 0.00 0.0000 0.0478 Pryout(4)=0.70) Vcp(lb) CDVcp(Ib) Vuax(Ib) Vuax/4)Vcp 19200.00 13440.00 0 0.0000 Vcp(lb) 1 Vcp(lb) Vuay(lb) Vuay/cPVcp Vua/clVcp 19200.00 13440.00 -250 0.0186 0.0186 Interaction check V.Max(0.1)<=0.2 and T.Max(0.5)<=1.0[Sec D.7.1] Interaction check:PASS Use 3/8"diameter Torq-Cut anchor(s)with 5 in.embedment about:blank 8/24/2011