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Plans (706) • VLIViK Consulting Engineers a y -0023,y 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 (503) 222 -4453 / FAX (503) 248 -9263 JOB MEMORANDUM DATE: June 23, 1999 TO: The City of Tigard - Robert Poskin, Senior Plans Examiner 13123 SW Hall Blvd., Tigard, Oregon FROM: Jim Riemenschneider - Structural Designer @ VLMK Consulting Engineers RE: Response to STRUCTURAL Building Plan Review for TIGARD CORPORATE CENTER - 12123 SW 69th, Tigard Oregon. PC# 5 -79c BUP# 99- 232,233,234 Mr. Poskin: I am responding to the STRUCTURAL COMMENTS in your Building Plan Review for Tigard Corporate Center. Comment #1 is as follows 1. Your structural calculations appear not to have considered P -Delta on your columns. Provide details, OSSC, Section 1630.1.3. In an effort to stiffen the columns at grids 2, 5, 6, and 9, to help prevent weak column deflections, we have decided to change to column size from a W 10 x 33 to a W 10 x 45. Therefore, my P -delta analysis will then be analyzing a W10 x 45. Three load cases were reviewed. They are ♦ EQ. 12 -8 D + L + S ...for maximum gravity design ♦ EQ. 12 -9 D + E/1.4 ...for P -delta analysis ♦ EQ. 12 -11 D + .75 x (L + S + E/1.4) ...for P -delta analysis. I used the calculated drifts shown in the Structural Calculations, sheet R -8, for the defected distance for my analysis. This lateral deflection approximately occurs at grids 5 and 6, and would be due to an East / West occurring seismic event. Unbalanced loads are considered, lateral deflections are modified per the above load combinations, and the live loads have, conservatively, not been reduced per UBC 1607. The results of my analysis indicate that gravity loads control the design of the interior column, and that a W10 x 45 is adequate. We will be changing our drawings to reflect this change in the column sizing. If you have any questions or comments, please do not hesitate to call. 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Kelly Avenue Page: 1 Portland, OR 97201 -4393 Date: 6/23/99 File: 98145CPD TIGARD TRIANGLE INTERIOR COLUMN pdelta analysis for City of Tigard Review Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.500 Vertical Axis Y < Joint Coordinates > Joint X Y Z Joint No Coordinate Coordinate Coordinate Temperature ft ft ft °F 1 0.000 -1.500 0.000 0.00 2 0.000 0.000 0.000 0.00 3 0.000 13.500 0.000 0.00 4 0.000 27.000 0.000 0.00 < Boundary Conditions > Joint + Translation + + Rotation + No • X Y Z Mx My Mz K /in K /in K /in K-ft/rad---K-ft/rad---K-ft/rad 1 Reaction Reaction Reaction Reaction 2 3 Reaction S 1 411 MAPOISL S`CAC4Ci 4 Reaction S 1 < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi 4. 29000.00 11154.00 0.3000 0.65000 0.490 46.00 50 29000.00 11154.00 0.3000 0.65000 0.490 50.00 ,, < Sections > Section Database Material As As I I Torsion T Label Shape Label Area yy zz yy zz J C in in in in - - - WF W10X45 22 13.30 1.2 1.2 53.40 248.00 1.51 < Members > Member Joints x Axis Section End Releases Offsets Inactive? No I J K Rotate Set I: MMM J: MMM I -End J -End Label y Length xyzxyz- xyzxyz - - -in in ft - -- 1 1 2 WF 1.50 2 2 3 WF 13.50 3 3 4 WF 13.50 RISA -3D (R) Version 3.01 VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 2 Portland, OR 97201 -4393 Date: 6/23/99 File: 98145CPD TIGARD TRIANGLE INTERIOR COLUMN pdelta analysis for City of Tigard Review < AISC,NDS Parameters > Section Length Lb -yy Lb -zz Lcomp K K Cmyy Cmzz Cb,B Sway Member Set let lel le -bend yy zz CH y z ft ft ft ft 1 WF 1.50 15.00 15.00 15.00 1.00 1.00 2 WF 13.50 15.00 15.00 15.00 1.00 1.00 3 WF 13.50 1.00 1.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 dead load 13 2 live load 7 3 snow load 6 4 induced lateral deflection 2 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 4 L Y -9.900 4 L Mz 4.125 4 L Y 0.000 4 L Y -7.800 4 L Mz -3.250 4 L Y 0.000 3 L Y -8.900 3 L Mz 3.708 3 L Y 0.000 3 L Y - 31.200 3 L Mz - 13.000 3 L Y - 24.500 3 L Mx 8.167 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 3 L Y -5.500 3 L Mz 2.292 3 L Y 0.000 3 L Y - 19.500 3 L Mz -8.125 3 L Y - 15.300 3 L Mx 5.100 RISA -3D (R) Version 3.01 VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 3 Portland, OR 97201 -4393 Date: 6/23/99 File: 98145CPD TIGARD TRIANGLE INTERIOR COLUMN pdelta analysis for City of Tigard Review < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X, Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 4 L Y - 12.400 4 L Mz 5.167 4 L Y 0.000 4 L Y -9.700 4 L Mz -4.042 4 L Y 0.000 < Joint Loads /Enforced Displacements, BLC 4 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 3 D Z 0.156 4 D Z 1.195 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 D 1 1 2 D +S +L 1 1 2 1 3 1 yy 3 * *••elta 4 D +E 1.4 1 1 4 .7143 yy 5 D +.75(L +S +E /1.4) 1 1 2 .75 3 .75 4 .5357 yy 6 DELTA ONY 4 1 Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec"2 Convergence Tolerance 0.001 Converge Work Vectors No < Envelope Displacements > + Translation + Rotation + Joint X lc Y lc Z lc Rx lc Ry lc Rz lc in in in rad rad rad 1 U 0.000 4 0.000 4 0.000 4- 0.00124 2 0.00000 2 0.00037 2 L 0.000 2 0.000 2 0.000 5- 0.00179 5 0.00000 2 0.00022 4 2 U -0.004 4 -0.004 4 -0.022 2- 0.00116 2 0.00000 2 0.00036 2 L -0.007 2 -0.007 2 -0.032 5- 0.00170 5 0.00000 2 0.000224 3 U 0.000 2 -0.038 4 0.136 2 0.00473 5 0.00000 2- 0.00047 4 L 0.000 4 -0.068 2 0.084 5 0.00450 2 0.00000 2- 0.00078 2 4 U 0.000 2 -0.046 4 0.854 4 0.00460 4 0.00000 2 0.00051 2 L 0.000 4 -0.084 2 0.493 2 0.00106 2 0.00000 2 0.00028 4 RISA -3D (R) Version 3.01 VLMK Engineers Job : 98145 3933 S.W. Kelly Avenue Page: 4 Portland, OR 97201 -4393 Date: 6/23/99 File: 98145CPD TIGARD TRIANGLE INTERIOR COLUMN pdelta analysis for City of Tigard Review < Envelope Reactions > + Forces + Moments + Joint X lc Y lc Z lc Mx lc My lc Mz lc K K K K -ft K -ft K -ft 1 U 0.51 2 144.70 2 0.65 5 0.00 2 0.00 2 0.00 2 L 0.31 4 82.30 4 0.60 4 0.00 2 0.00 2 0.00 2 3 U -0.02 4 0.00 2 NC 4 0.00 2 0.00 2 0.00 2 L -0.10 2 0.00 2 -0.14 2 0.00 2 0.00 2 0.00 2 4 U -0.28 4 0.00 2 NC 4 0.00 2 0.00 2 0.00 2 L -0.41 2 0.00 2 -0.49 2 0.00 2 0.00 2 0.00 2 Tot: U 0.00 5 144.70 2 0.65 5 L 0.00 2 82.30 4 0.00 2 < Envelope Section Forces > Member Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc K K K K -ft K -ft K -ft 1 1 U 144.70 2 -0.33 4 0.88 5 0.00 2 0.00 2 0.00 2 L 82.30 4 -0.56 2 0.72 4 0.00 2 0.00 2 0.00 2 2 U 144.70 2 -0.33 4 0.88 5 0.00 2 0.33 5 0.21 2 L 82.30 4 -0.56 2 0.72 4 0.00 2 0.27 4 0.12 4 3 U 144.70 2 -0.33 4 0.88 5 0.00 2 0.66 5 0.42 2 L 82.30 4 -0.56 2 0.72 4 0.00 2 0.54 4 0.24 4 4 U 144.70 2 -0.33 4 0.88 5 0.00 2 0.99 5 0.63 2 L 82.30 4 -0.56 2 0.72 4 0.00 2 0.81 4 0.37 4 5 U 144.70 2 -0.33 4 0.88 5 0.00 2 1.32 5 0.84 2 L 82.30 4 -0.56 2 0.72 4 0.00 2 1.08 4 0.49 4 2 1 U 144.70 2 -0.30 4 0.56 5 0.00 2 1.32 5 0.84 2 L 82.30 4 -0.50 2 0.49 2 0.00 2 1.08 4 0.49 4 2 U 144.70 2 -0.30 4 0.56 5 0.00 2 3.22 5 2.53 2 L 82.30 4 -0.50 2 0.49 2 0.00 2 2.86 2 1.52 4 3 U 144.70 2 -0.30 4 0.56 5 0.00 2 5.12 5 4.22 2 L 82.30 4 -0.50 2 0.49 2 0.00 2 4.50 2 2.54 4 4 U 144.70 2 -0.30 4 0.56 5 0.00 2 7.02 5 5.91 2 L 82.30 4 -0.50 2 0.49 2 0.00 2 6.15 2 3.57 4 5 U 144.70 2 -0.30 4 0.56 5 0.00 2 8.91 5 7.60 2 L 82.30 4 -0.50 2 0.49 2 0.00 2 7.80 2 4.60 4 3 1 U 39.80 2 -0.28 4 0.41 2 0.00 2 0.11 4 -4.70 4 L 17.70 4 -0.41 2 -0.01 4 0.00 2 -5.47 2 -7.53 2 2 U 39.80 2 -0.28 4 0.41 2 0.00 2 0.08 4 -3.74 4 L 17.70 4 -0.41 2 -0.01 4 0.00 2 -4.10 2 -6.14 2 3 U 39.80 2 -0.28 4 0.41 2 0.00 2 0.05 4 -2.79 4 L 17.70 4 -0.41 2 -0.01 4 0.00 2 -2.73 2 -4.76 2 4 U 39.80 2 -0.28 4 0.41 2 0.00 2 0.03 4 -1.83 4 L 17.70 4 -0.41 2 -0.01 4 0.00 2 -1.37 2 -3.38 2 5 U 39.80 2 -0.28 4 0.41 2 0.00 2 0.00 4 -0.87 4 L 17.70 4 -0.41 2 -0.01 4 0.00 2 0.00 2 -2.00 2 RISA -3D (R) Version 3.01 VLMK Engineers Job -: 98145 3933 S.W. Kelly Avenue Page: 5 Portland, OR 97201 -4393 Date: 6/23/99 File: 98145CPD TIGARD TRIANGLE INTERIOR COLUMN pdelta analysis for City of Tigard Review < Envelope Section Forces > Member Shear Shear Moment Moment Sec Axial lc y -y lc z -z lc Torque lc y -y lc z -z lc K K K K -ft K -ft K -ft < Envelope AISC Unity Checks > Unity Shear Fb Fb Cm Cm ASD Memb Chk Loc lc Chk Loc lc Fa yy zz Cb yy zz Eqn Ksi - - -- Ksi - -- -Ksi 1 0.688 5 2 0.010 1 y 2 16.97 37.50 30.00 1.00 0.60 0.60 H1 -1 2 0.988 5 2 0.008 1 y 2 16.97 37.50 30.00 1.00 0.66 0.64 111 -1 3 0.294 1 2 0.007 1 y 2 18.84 37.50 30.00 1.00 0.60 0.71 H1 -1 =•-- - _ -_ - __ A ✓,CGS 1.- VLMK Consulting Engineers • 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 -_o -___ _- - -- (503) 222 -4453 / FAX (503) 248 -9263 / vlmk vlmk.com PRINCIPALS ALFRED H. VAN DOMELEN, P.E. JAMES E. KNAUF, P.E. TIGARD CORPORATE CENTER GREGORY J. BLEFGEN, P.E. JOHN T. BROOKS Lots have been consolidated through Eric Stone at Washington County. New lot HAVLIN G. KEMP P.E. KIMBERLY A. SCHOENFELDER configuration is as follows: T2SR1W, Lot 2900 — 2.26 Acres — Building A Lot T2SR1W, Lot 2800 — 2.26 Acres — Building B Lot T2SR1W, Lot 9700 — 1.51 Acres — Building C Lot .014* `MG • (4 ti o a, 4 MEMBER NE 1/4 NE 1/4 SECTION 1 TZS RIW WM. se sl 2S 1 1A4 m WA SHI r101Q 31 C0111/ IT 019E0014 l 1 - I ` .nu v 0 ` - ' 1 IADO iC.1li 1'• 100 - . - - 1 L L - aJ L i 1 J /I SVIC DARTMOUTH STREET .' ...wt. I 33 I . ;m •• I % • 1c• /0.444) = i 3 1 ..� •.911 O 2100 a • 1••W7r.•a .s.yr r rs . /rdrrrrlMnrrlrl.1 Irrer,.rrar.Ir.I eat er. r r - 1 - 9, "T2'.12:1" +� i. ' °�{ 1 — 1 txc I W " 'vac W 1 pic , l u c 1. DOUGLAS .. a w c)900 • It`-+- sit 2 e z 1 341 c • I t 1 1 7 c r 7 1 . 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