Loading...
Specifications (5) . .. CONSULTING P 503.222.4453 V LMK ENGINEERS F 503.248.9263 E vlmk ©vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 W www.vlmk.com RECFR(FD January 5, 2007 JAN — 5 2007 CITY OF fiG' R: x'1 ~o0 BUiLDlNG t)1 r f ; ' Ms. Val Henzel City of Tigard Building Department EL EJ 13125 Hall Boulevard f d � �° C �' ^� �° Tigard, Oregon 97233 JAN 0 2007 Project: Project No. 061237 OFIC COY Fanno Creek Building B pr,A HEO: 16083 SW Upper Boones Ferry Road Avp U N -A 1T AC 014. C L� T ION BO sPEC1FICA L CALCS RE: Structural Plan Review #1 s -vR et GE c UMEpow, Dear Ms. Henzel, ._MISCO l In the structural plan review dated November 27, 2006 for Building B, item #6 was a question regarding calculation of column eccentricities that prompted an additional review and correction of several column sizes. The following information is being re- submitted: 1. Sheet S1.1b Foundation Plan - revised with delta 2 dated 1 -5 -07 2. Revised calculation sheets C -7 thru C -9 - gravity column design summary 3. Revised calculations for response to plan check item #6. Thank you for your attention to these items. Should you have additional questions, please don't hesitate to contact us. T PRop Sincerely, � GINc VLMK Consulting Engineers r 0, CGOI� n v .5) " x ' 1 3,2 �. Trent C. Nagele, P.E., S.E. k rC /•5o7 cc: Trish Nixon, LRS Architects EX /Zeapb J attachments: Foundation plan; Revised column calculation summary; Revised calculations for plan check item #6. I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement Gravity Column Design Summary , El RAM Steel v11.0 _ to � � ��.� RANI c�� DataBase: Fanno B1dgB 50psf 10 -11 -06 JAN - 5 200 /, 01/04/07 16:33:44 NE Building Code: IBC Steel Code: ASD 9th Ed. "wry ( LS= 'rt-' L.". -in Colu Line 8.75ft - 35.00ft BU!LO NO €D1VIStON Level P Mx My LC Interaction Eq. Angle Fy Size Roof 7.6 2.6 1.7 1 0.35 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 26.4 2.5 1.6 1 0.48 Eq H1 -2 0.0 46 HSS6X6X3 /16 Second 41.3 2.0 1.3 1 0.73 Eq H1 -1 0.0 46 HSS6X6X3 /16 Co mn Line 26.75ft - 1.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.8 0.0 3.9 1 0.29 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 22.2 0.0 3.8 1 0.42 Eq H1-2 0.0 46 HS S 6X6X3/ 16 Second 36.0 0.0 3.1 1 0.64 Eq H1 -1 0.0 46 HSS6X6X3 /16 Co mnLine2 -E Level P Mx My LC Interaction Eq. Angle Fy Size Roof 28.6 9.1 2.9 10 0.37 Eq H1 -3 0.0 46 HSS8X8X5 /16 Third 98.9 5.6 1.7 3 0.58 Eq H1 -1 0.0 46 HSS8X8X5 /16 Second 158.4 5.1 0.4 1 0.92 Eq H1 -1 0.0 46 HSS8X8X5 /16 ColMn Line 48.33ft - 72.50ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 22.9 10.4 4.1 1 0.50 Eq H1 -3 0.0 46 HSS8X8X1 /4 Third 69.3 8.7 3.3 1 0.65 Eq H1 -2 0.0 46 HSS8X8X1 /4 Second 109.3 7.5 2.9 1 0.92 Eq H1 -1 0.0 46 HSS8X8X1 /4 Col riinLine3 -E Level P Mx My LC Interaction Eq. Angle Fy Size Roof 45.6 7.8 5.5 3 0.37 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 125.8 5.0 4.0 4 0.62 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 197.8 1.2 3.7 1 0.95 Eq H1 -1 0.0 46 HSS8X8X3 /8 'Winn Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.2 0.0 2.1 4 0.18 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 15.2 0.0 2.2 4 0.27 Eq H1 -2 0.0 46 HSS6X6X3 /16 Second 24.2 0.0 1.8 1 0.40 Eq H1-1 0.0 46 HSS6X6X3 /16 i. kg x / / f 1 Column Line 76.83ft - 35.00ft Level P Mx My LC Interaction Eq. Angle Fy Size .--___- Roof 47.1 9.9 7.6 1 0.44 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 106.1 8.3 7.0 1 0.61 Eq H1 -2 0.0 46 HSS8X8X3 /8 Second 158.8 7.2 6.2 1 0.89 Eq H1 -1 0.0 46 HSS8X8X3 /8 Gravity Column Design Summary RAM Steel v11.0 6 l'ftge -213 ,• FRI RAM DataBase: Fanno BldgB 50psf 10 -11 -06 av: 01/04/07 16:33:44 IMERNARDNAI Building Code: IBC Steel Code: ASD 9th Ed. Column Line 4 - E Level P Mx My LC Interaction Eq. Angle Fy Size < Roof 44.9 11.6 7.5 17 0.46 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 114.5 8.2 1.5 4 0.57 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 172.4 7.4 0.1 1 0.87 Eq H1 -1 0.0 46 HSS8X8X3 /8 Column Line 4 - C Level P Mx My LC Interaction Eq. Angle Fy Size '.r.,-' Roof 47.8 11.7 13.2 5 0.47 Eq H1 -2 0.0 46 HSS10X10X5 /16 Third 133.3 8.9 9.5 5 0.67 Eq H1 -2 0.0 46 HSS10X10X5 /16 Second .209.7 7.8 7.0 1 0.95 Eq H1-1 0.0 46 HSS10X1(716 Column Line 5 - E Level P Mx My LC Interaction Eq. Angle Fy Size Roof 47.7 12.6 7.5 3 0.33 Eq H1 -2 0.0 46 HSS10X10X3 /8 Third 144.1 9.5 5.3 3 0.54 Eq H1 -2 0.0 46 HSS10X10X3 /8 Second 239.1 8.4 0.8 1 0.84 Eq H1 -1 0.0 46 HSS10X10X3 /8 Column Line 5 - C G.__ Level P Mx My LC Interaction Eq. Angle Fy Size Roof 38.2 6.9 7.0 11 0.32 Eq H1 -3 0.0 46 HSS10X10X5 /16 Third 134.2 3.9 5.2 3 0.56 Eq H1 -1 0.0 46 HSS10X10X5 /16 Second 217.1 0.9 3.5 1 0.88 Eq H1-1 0.0 46 HSS10X10X5 /16 Column Line 6 - E Level P Mx My LC Interaction Eq. Angle Fy Size ...e_____ Roof 59.1 17.9 7.3 2 0.41 Eq H1 -2 0.0 46 HSS10X10X3 /8 Third 159.7 9.5 5.4 2 0.59 Eq H1 -2 0.0 46 HSS10X10X3 /8 Second 259.0 8.4 1.0 1 0.91 Eq H1 -1 0.0 46 HSS1OX1OX3 /8 Column Line 6 - C Level P Mx My LC Interaction Eq. Angle Fy Size <,--- Roof 39.4 7.8 7.1 8 0.34 Eq H1 -3 0.0 46 HSS10X10X5 /16 Third 137.8 3.9 5.4 2 0.58 Eq H1 -1 0.0 46 HSS10X10X5 /16 Second 221.7 0.9 3.7 1 0.90 Eq H1 -1 0.0 46 HSS10X10X5 /16 Column Line 7 - E Level P Mx My LC Interaction Eq. Angle Fy Size Roof 52.5 16.4 7.4 10 0.56 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 119.8 8.2 1.3 5 0.59 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 176.4 7.4 0.3 1 0.89 Eq H1 -1 0.0 46 HSS8X8X3 /8 Gravity Column Design Summary , El RAM Steel v11.0 e.-.? 4-age--3-6 to RAM DataBase: Fanno BldgB 50psf 10 -11 -06 1 01/04/07 16:33:44 It Building Code: IBC Steel Code: ASD 9th Ed. c dl Line 7 -C V Level P Mx My LC Interaction Eq. Angle Fy Size Roof 50.8 6.4 2.4 5 0.33 Eq H1 -1 0.0 46 HSS8X8X3 /8 Third 140.3 3.8 1.3 2 0.66 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 220.5 0.9 0.0 1 0.99 Eq H1 -1 0.0 46 HSS8X8X3 /8 Column Line 181.08ft - 35.00ft Level P Mx My LC Interaction Eq. Angle Fy Size Roof 38.8 19.4 6.7 1 0.64 Eq H1 -2 0.0 46 HSS8X8X5 /16 Third 92.3 7.6 6.2 1 0.64 Eq H1 -2 0.0 46 HSS8X8X5 /16 Second 140.0 6.6 5.6 1 0.93 Eq H1 -1 0.0 46 HSS8X8X5 /16 C umn Line 8 -E Level P Mx My LC Interaction Eq. Angle Fy Size Roof 39.5 6.5 3.3 3 0.29 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 115.9 3.4 2.1 2 0.56 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 184.4 3.2 0.2 1 0.86 Eq H1 -1 0.0 46 HSS8X8X3 /8 Column Line 8 - C Level P Mx My LC Interaction Eq. Angle Fy Size Roof 38.7 9.0 2.5 4 0.32 Eq H1 -2 0.0 46 HSS8X8X3 /8 Third 114.2 5.0 1.4 5 0.55 Eq H1 -1 0.0 46 HSS8X8X3 /8 Second 181.4 4.6 0.0 1 0.87 Eq HI -1 0.0 46 HSS8X8X3 /8 umn Line 9 -F Level P Mx My LC Interaction Eq. Angle Fy Size Roof 5.4 0.9 2.2 1 0.25 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 15.8 0.0 2.3 1 0.28 Eq H1 -2 0.0 46 HSS6X6X3 /16 Second 24.5 0.0 1.9 1 0.41 Eq H1 -1 0.0 46 HSS6X6X3 /16 olumn Line 9 - B Level P Mx My LC Interaction Eq. Angle Fy Size Roof 4.3 0.8 1.7 1 0.20 Eq H1 -3 0.0 46 HSS6X6X3 /16 Third 12.4 0.0 1.7 1 0.21 Eq H1 -2 0.0 46 HSS6X6X3 /16 Second 19.8 0.0 1.6 1 0.33 Eq HI -1 0.0 46 HSS6X6X3 /16 • l l'il Gravity Column Design RAM Steel v11.0 q Gre,,e_ ` / 7E-ank 4 RAM DataBase: Fanno BldgB 50psf 10 -11 -06 Pev / -S - -o 7 12/26/06 10:36:15 KBN^ Building Code: IBC Steel Code: ASD 9th Ed. Story level Roof, Column Line 5 - E. Fy (ksi) = 46.00 Column Size = HSS 10X10X3/8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 13.50 13.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 .. Bottom 7.00 7.00 CONTROLLING COLUMN LOADS - Load Case 3: Dead Live Roof Axial (kips) 21.30 1.09 25.35 • Moments Top Mx (kip -ft) -5.12 ;`0 y _64 _ „__ -5.58 Le . 21 My (kip -ft) 0.21 0.00 0.34 (B ^ (kip -ft) -5.82 -6.79 0.00 My (kip -ft) 0.35 7.12 0.00 Reverse curvature about X -Axis " �' 1 1710..& % . r , , 4,, Reverse curvature about Y -Axis 2.1 ra r rz.& ) r..• ,fie., iv€ CALCULATED PARAMETERS: (DL + LL + RF) Ate° fa (ksi) = 3.62 Fa (ksi) = 23.80 fbx (ksi) = 3.74 Fbx (ksi) = 30.36 fby (ksi) = 2.22 Fby (ksi) = 30.36 KL /Rx = C 41.41) KL/Ry = 41.41 F'ex = 87.08 F'ey = 87.08 Cmx = 0.24 Cmy = 0.57 INTERACTION EQUATION �` -_ G,o$ fa/Fa = 0.15 : 7.4o Eq H1 -1: 0.152 + 0.031 + 0.043 = 0.226 13 40, Eq H1 -2: 0.131 + 0.123 + 0.073 = 0.327 F"1 • _ LA la GS c1.-- (,.`l5 1^(� t S. ?'l r ( z.) - .1 Z'L t� - - ,5s 1 ` k . t . = e eMC Ch2) - 6' D a t. z) = 4' a z `�' 'r w - 6111 (,4Z) - 7'ee 7 /Z> -----,','Y Gravity Column Design : ,, FRI RAM Steel v11.0 _ /� Page 2/3 PLAN/ N/ RAM DataBase: Fanno BldgB 50psf 0 -11 -06 Pev. /- 5=0 7 12/26/06 10:36:15 INITENATX:NAL Building Code: IBC Steel Code: ASD 9th Ed. Story level Third, Column Line 5 - E Fy (ksi) = 46.00 Column Size = HSS10X10X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 13.50 13.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 7.00 7.00 CONTROLLING COLUMN LOADS - Load Case 3: Dead Live Roof Axial (kips) 82.29 36.47 25.35 Moments Top Mx (kip -ft) -5.82 -3.32 0.00 My (kip -ft) 0.35 0.22 0.00 Bot Mx (kip -ft) -6.03 -3.44 0.00 My (kip -ft) 0.36 4.92 0.00 Reverse curvature about X -Axis Reverse curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 10.92 Fa (ksi) = 23.80 fbx (ksi) = 2.81 Fbx (ksi) = 30.36 thy (ksi) = 7 Fby (ksi) = 30.36 KL /Rx = 41.41 KL /Ry = 41.41 F'ex = 87.08 F'ey = 87.08 Cmx = 0.21 Cmy = 0.56 INTERACTION EQUATION "` = / 99z fa/Fa = 0.46 u. z 3 Yz.9S Eq H1-1: 0.459 + 0.023 + 0.033 = 0.514 Eq HI -2: 0.396 + 0.093 + 0.052 = 0.540 .. _ t DL= /4 , MR / 1 3,6y LL :/ L= z l y n / 9.9s " /0 11,44-lie- r z � 33N LV Zyc� tai to 1 `r .„ 7 r of 2 0o F - 1....-41E-t.- I/S 57.... le' ( 9 0 l ,� ' // 4'f yi. /1 + yl 542 - 11,s trGi ,-rte =i To T' of 3 LSE_` Aio Lc ,w t o , G / y/, N( e< ► s,... , ,.4..Z ; /..0DIGASTr-`2 o /ore l/ y �/l1 '��2 c;rnNy 'o ^�0T r�co � rliR KE y I Al-C. OP /11 r : EF Gt.1 t- -. Gravity Column Design RAM Steel v11.0 Page 3/3 to lr> Cf -L /75Wt *le RAM DataBase: Fanno BldgB 50psf 10 -1 -06 � / -567 12/26/06 10:36:15 INITERNAMNAI Building Code: IBC Steel Code: ASD 9th Ed. Story level Second, Column Line 5 - E Fy (ksi) = 46.00 Column Size = HSS10X10X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis 1"-Axis Lu (ft) 14.50 14.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 143.28 70.44 25.35 Moments Top Mx (kip -ft) -5.61 -2.77 0.00 My (kip -ft) 0.34 0.42 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 18.11 Fa (ksi) = 23.41 fbx (ksi) = 2.49 Fbx (ksi) = 30.36 thy (ksi) = 0.22 Fby (ksi) = 30.36 KL/Rx = 44.48 KL/Ry = 44.48 F'ex = 75.48 Fey = 75.48 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION = I g fa/Fa = 0.77 w = Y2 Eq H1-1: 0.774 + 0.065 + 0.006 = 0.844 / /y, i/n Eq H1 -2: 0.656 + 0.082 + 0.007 = 0.746 P� =i9 LL = /5. v9 (1 z = l// leg 14 , = z! 1 Z 35.39' u= zt, ,�� D F 3 � - Ft..o a2 y 7.30 Jl �y L,9i,� , `fJ��! 4. YY' _ 6, 03 / 9), 491-1 ,4-1 Gravity Column Design RAM Steel v 11.0 to R- I RAM DataBase: Fanno BldgB 50psf 10 -1 - 7 01/05/07 08:16:54 INTFNAT1CAVAL Building Code: IBC Steel Code: ASD 9th Ed. Story level Roof, Column Line 4 - C Fy (ksi) = 46.00 Column Size = HSS 10X10X5/16 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 13.50 13.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 7.00 7.00 CONTROLLING COLUMN LOADS - Load Case 5: Dead Live Roof Axial (kips) 22.14 3.47 22.21 Moments Top Mx (kip -ft) 4.55 0.42 5.14 My (kip -ft) -3.65 -0.30 -4.09 Bot Mx (kip -ft) 5.40 6.30 0.00 My (kip -ft) -4.58 -8.63 0.00 Reverse curvature about X -Axis Reverse curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.31 Fa (ksi) = 23.83 fbx (ksi) = 4.07 Fbx (ksi) = 27.60 fby (ksi) = 4.60 Fby (ksi) = 27.60 KL /Rx = 41.15 KL/Ry = 41.15 F'ex = 88.17 Fey - 88.17 Cmx = 0.25 Cmy = 0.36 INTERACTION EQUATION fa/Fa = 0.18 EgH1-1: 0.181 + 0.039 + 0.062 = 0.283 Eq H1-2: 0.156 + 0.148 + 0.167 = 0.470 Gravity Column Design RAM Steel v11.0 to C. &g. ' Page 2/3 y RAM DataBase: Fanno BldgB 50psf 10-i 1 -0 =Tho7 7 08:16:54 I A - +SAL Building Code: IBC Steel Code: ASD 9th Ed. Story level Third, Column Line 4 - C Fy (ksi) = 46.00 Column Size = HSS10X10X5 /16 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 13.50 13.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 7.00 7.00 CONTROLLING COLUMN LOADS - Load Case 5: Dead Live Roof Axial (kips) 75.66 35.41 22.21 Moments Top Mx (kip -ft) 5.40 3.19 0.00 My (kip -ft) -4.58 -3.05 0.00 Bot Mx (kip -ft) 5.60 3.30 0.00 My (kip -ft) -4.75 -4.75 0.00 Reverse curvature about X -Axis Reverse curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 12.01 Fa (ksi) = 23.83 fbx (ksi) = 3.10 Fbx (ksi) = 27.60 fby (ksi) = 3.30 Fby (ksi) = 27.60 KL /Rx = 41.15 KL/Ry = 41.15 F'ex = 88.17 F'ey = 88.17 Cmx = 0.21 Cmy = 0.28 INTERACTION EQUATION fa/Fa = 0.50 Eq H1 -1: 0.504 + 0.028 + 0.039 = 0.570 Eq H1-2: 0.435 + 0.112 + 0.120 = 0.667 Gravity Column Design FLANJ RAM Steel v 11.0 ‘,. Fil to re - . /,K1 *40 Page 3/3 ,, RAM DataBase: Fanno B1dgB 50psf 10 -11 -0 2-ev, /.5 -p1 01/05/07 08:16:54 IN RN^ -NAL Building Code: IBC Steel Code: ASD 9th Ed. Story level Second, Column Line 4 - C Fy (ksi) = 46.00 Column Size = HSS 10X10X5/16 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 14.50 14.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 129.17 58.34 22.21 Moments Top Mx (kip -ft) 5.21 2.62 0.00 My (kip -ft) -4.42 -2.57 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 18.89 Fa (ksi) = 23.45 fbx (ksi) = 2.72 Fbx (ksi) = 27.60 thy (ksi) = 2.43 Fby (ksi) = 27.60 KL /Rx = 44.20 KL /Ry = 44.20 F'ex = 76.43 F'ey = 76.43 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION fa/Fa = 0.81 Eq H1-1: 0.806 + 0.079 + 0.070 = 0.955 Eq H1-2: 0.685 +0.099 +0.088 =0.871 Gravity Column Design RAM Steel vl 1.0 to co f_64- /7r-4111 *4 RAM DataBase: Fanno BldgB 50psf 10- 11 -06y , � {U • / 5- D 7 u1105/07 08:17:11 M� • INITE"TKJN4 Building Code: IBC Steel Code: ASD 9th Ed. Story level Roof, Column Line 6 - E Fy (ksi) = 46.00 Column Size = HSS10X10X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 13.50 13.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 7.00 7.00 CONTROLLING COLUMN LOADS - Load Case 2: Dead Live Roof Axial (kips) 27.37 6.35 25.37 Moments Top Mx (kip -ft) 8.65 3.71 5.58 My (kip -ft) 0.19 0.00 0.31 Bot Mx (kip -ft) 5.82 6.79 0.00 My (kip -ft) 0.41 6.85 0.00 Reverse curvature about X -Axis Reverse curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.48 Fa (ksi) = 23.80 fbx (ksi) = 5.33 Fbx (ksi) = 30.36 thy (ksi) = 2.16 Fby (ksi) = 30.36 KL/Ry = 41.41 KL/Ry = 41.41 F'ex = 87.08 Fey = 87.08 Cmx = 0.32 Cmy = 0.57 INTERACTION EQUATION fa/Fa = 0.19 Eq H1 -1: 0.188 + 0.059 + 0.043 = 0.290 Eq H1-2: 0.162 + 0.175 + 0.071 = 0.409 Gravity Column Design , RAM Steel v11.0 Page 2/3 to ? l _ A �l G/7' - - /7-r6,4 tap DataBase: Fanno BldgB 50psf 10 -11 -06 01 /0 /07 08:17:11 rre?r�nc n v. /- S - D7 Building Code: IBC Steel Code: ASD 9th Ed. Story level Third, Column Line 6 - E • Fy (ksi) = 46.00 Column Size = HSSIOX10X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 13.50 13.50 I{ 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 7.00 7.00 CONTROLLING COLUMN LOADS - Load Case 2: Dead Live Roof Axial (kips) 92.02 42.34 25.37 Moments Top Mx (kip -ft) 5.82 3.39 0.00 My (kip -ft) • 0.41 0.43 0.00 Bot Mx (kip -ft) 6.03 3.51 0.00 My (kip -ft) 0.42 5.02 0.00 Reverse curvature about X -Axis Reverse curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 12.10 Fa (ksi) = 23.80 fbx (ksi) = 2.83 Fbx (ksi) = 30.36 fby (ksi) = 1.62 Fby (ksi) = 30.36 KL/Rx = 41.41 KL/Ry = 41.41 F'ex = 87.08 F'ey = 87.08 Cmx = 0.21 Cmy = 0.54 INTERACTION EQUATION fa/Fa = 0.51 Eq H1 -1: 0.508 + 0.023 + 0.033 = 0.565 Eq H1 -2: 0.438 + 0.093 + 0.053 = 0.585 Gravity Column Design ‘. , ' RAM Steel v11.0 Page 3/3 to 4 4 J =h G� " / 7F-wl *Le RAM DataBase: Fanno BldgB 50psf 10 -11 -06 . , S o7 01/05/07 08:17:11 INTE'a Building Code: IBC Steel Code: ASD 9th Ed. Story level Second, Column Line 6 - E Fy (ksi) = 46.00 Column Size = HSS10X10X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis V -Axis Lu (ft) 14.50 14.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.00 7.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 156.67 76.92 25.37 Moments Top Mx (kip -ft) 5.61 2.82 0.00 My (kip -ft) 0.40 0.59 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 19.62 Fa (ksi) = 23.41 fbx (ksi) = 2.51 Fbx (ksi) = 30.36 fby (ksi) = 0.29 Fby (ksi) = 30.36 KL /Rx = 44.48 KL /Ry = 44.48 F'ex = 75.48 Fey = 75.48 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION fa/Fa = 0.84 EgH1 -1: 0.838 + 0.067 + 0.008 = 0.913 Eq H1-2: 0.711 + 0.083 + 0.010 = 0.803 VLMK CONSULTING P 503.222.4453 ENGINEERS F 503.248.9263 E vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 W www.vlmk.com December 22, 2006 RECEIVED OFFICE COPY DEC 2 2 2006 Ms. Val Henzel CITY OF TIGARD City of Tigard Building Department BUILDING DIVISION o . • 13125 Hall Boulevard Qv���►Coo`- t "N- ��o. Tigard, Oregon 97233 o ' P vc> p 07"■ F �9.N‘ o‘t- g Project: Project No. 061237 VCs‘V-C‘\C-NPP' S ( 0 Fanno Creek Building B ,ov,0 .0 0 16083 SW Upper Boones Ferry Road 0; RE: Structural Plan Review #1 Dear Ms. Henzel, Please note the following items in response to your structural plan review dated November 29, 2006. Plan check questions are summarized in italics with our responses following. 1. Indicate specific times for items noted as periodic special inspected. Items noted for "periodic" inspection are defined in item 1. of the special inspection program notes on the same sheet. An additional explanation has been added to clarify that the general contractor is responsible for coordinating this work and ensuring that all noted items are inspected. Specific time and frequency required is largely a function of the pace of construction and something we can't know or coordinate in advance. 2. Panel elevations on drawing S1.1b appear to be in conflict with sheet 57.26. Clarify. Elevation detail bubbles on S1.1b have been updated. 3. Detail 4/52.1 notes detail 1/56.2 for column information. No information noted on detail 1/S6.2. Detail reference should be 6/S2.1. Drawing has been updated. 4. Submit calculations and details for brick veneer anchorage. The brick "veneer" shown is a thin set brick that is applied much like tile. It is not an anchored veneer system. 5. Submit calculations and details for load transfer around openings, wall offsets, load transfer to shear wall 28 and diaphragm tension. For diaphragm openings, drawings have been updated to note (2) #4 trim bars around all slab openings (see sheet 50.0, div. 3, #14 in the structural notes) and on the plan where continuity of the trim around grouped I Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement Structural Plan Check Response Fanno Creek Building B Page 2 of 4 openings is desired. A brief analysis for tension forces at the diaphragm openings is attached. If there are additional specific concerns or need for a specific analysis, please advise. For chord forces in the long direction, (2) #5 were added at the floors along grid 8. At the roof, chord forces are reasonably small (less than 15k) and can be resisted by axial loads in the joists (approx grid 8) and transfer through the seat, particularly if two adjacent joist lines are considered. Regarding shear transfer at wall 28, see response to item #8 below. 6. Submit detailed calculations for moments into columns. (Sheet 51.lb at Grid C -4, E -5, and F -5) See attached calculations. Column sizes have been increased. 7. Submit calculations for connection at grid G and 5. See attached calculation. 8. Submit calculations for lateral load transfer from girder and beam to shear wall 28. Shear transfer is made through connection to the diaphragm per detail 15/S4.2 and associated reinforcing ( "drag ") bars. Connection per 9/S4.3 is intended only to brace the column and not for shear transfer. 9. Submit calculations for load into middle of HSS column (detail 1/S4.1). Detail 1/S4.1 is not used and drawing has been updated to reflect omission of detail. 10. Submit calculations for stiffener plate load into middle of HSS column. Calculations are attached. A 1/2" backing plate was added to bearing seats in noted details. 11. Clarify typical ledger detail noted as 3/S4.1 (detail 11/S4.2). Detail reference should be to 4/S4.1 for embed plate. Drawing has been updated. 12. Clarify noted details 3/S7.1 and 1/S7.1 (detail 13/S4.2). Details references should be 4/S4.1 and 3/S4.1, respectively. 13. Submit calculations for loads to shear wall (details 15, 16/S4.2). See attached calculations for details. 14. Submit calculations for load to curtain wall (detail 3/S4.3). Curtain wall is a deferred submittal. Detail illustrates one possible method of attachment. Actual attachment loads will be reviewed in conjunction with curtain wall submittal. G: \Acad 2 05497 \CORRESPONDENCE \Structural Plan Review Response - Building B.doc Structural Plan Check Response Fanno Creek Building B Page 3 of 4 15. Submit calculations, plans, and details, for stair beams. Calculations are attached. 16. Clarify detail noted as 4/S7.1 (detail 10/S6.1). Detail reference should be 9/S4.3. Drawing has been updated. 17. Clarify location of detail 10/S2.1 (sheet S7.2b). Panel elevations have been updated to show 10/S2.1 detail at each panel. As noted in 10/S2.1, each panel should have a minimum of (1) connection unless notes indicate additional connections. 18. Submit calculations for down and uplift loads (details sheet 57.2, Panel 26, 21, 16, 13 and 6). Panel 26 - sheet C -14, added holdown at free edge. Panel 21 - sheet C -15, added holdowns at edges Panel 16, 13 - sheet C -16, added holdown at fee edge Panel 6 - sheet C -15, no net uplift 19. Submit calculations and details for same size wall (panel 28). Wall has been revised to reflect 8" thickness. See item #20 below. 20. Submit corrected calculations for loading (panel 28). Calculations, including rigidity analysis and wall shears were based on an 8" wall thickness. Calculation sheets C -30 thru C -32 have been revised. See attached. 21. Submit calculations and details for structure at elevators. A center beam is provided (see attached calc for lateral support), but per the owner support for elevator rails (strongbacks or reinforced rails) will be provided by the elevator manufacturer as part of the deferred submittal for the elevator. 22. Submit calculations and details for stair structural framing and connections (deferred submittal). As noted on sheet S0.0. 23. Submit calculations and details for curtain walls and storefront walls (deferred submittal). As noted on sheet S0.0. 24. Submit calculations and details for entrance canopies (deferred submittal). As noted on sheet S0.0. 25. Submit one set of reinforced steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. G: \Acad205\ 205497 \CORRESPONDENCE \Structural Plan Review Response - Building B.doc Structural Plan Check Response Fanno Creek Building B Page 4 of 4 26. Submit one set of miscellaneous and structural steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 27. Submit one set of open web joist and girders shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (deferred submittal). As noted on sheet SO.O. 28. Submit one set of steel decking shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 29. Submit one set of light gage metal structural framing shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement (shop drawings). Okay. 30. Special Inspection shall be per items noted on drawing sheet S0.0b. Yes. 31. Structural observation shall be per items noted on drawing sheet SO.0b. Yes. 32. Approved resolution of the above items shall be incorporated into submittal plans before a permit will be issued. Submit four (4) sets of revised plans to our office for review. Thank you for your attention to these items. Should you have additional questions, please don't hesitate to contact us. Sincerely, VLMK Consulting Engineers Trent C. Nagele, P.E., S.E. cc: Trish Nixon, LRS Architects attachments: structural calculations G: \Acad205 \205497 \CORRESPONDENCE \Structural Plan Review Response - Building B.doc C-ti 6 110 8 r : 82 77 151; C3 1 E 0 9 1.1 bhi I) 0/1 0 I \Ara/./ - ri-tra „ . CONSULTING Job /1 C a. - 3+-D4 B , ENGINEERS C lent 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No Z06 By P 503.222.4453 503.248.9263 ® Date Sheet No. 1p1-AJ Gt' /7E, 1# S A-7- T 4t , C,' 2, 3,z_ ,b `> , 04.2 o _e_ D1 E r-e. 'l-vz_ S ty- 2 As -sc) 8S4.0 w e.►.1 r i;'A bN3 Se e....-1 ?24 1 T7 . S . I 4 = b,1 ( )...f D .3 ( I I � y Y79 /0' ai Z� - � -4z ,''z� Y79 zr +v-At-e- gcags 0 t ?l = z' - /,U c.F- `-? b (sT ra,QTt C-c { '� _` /,.0 L/, 7_ 9 __ ziy' r” 4 /-79 + M!.11 ik9 7 '---- /ALZ °) 0-5 (Z / ) 00AAe.-4.Jr kyr 9cfr :, (4 f" -7--,c,:.-._ / - 547 --r---- (12-'_ �t y 7,--,,A, Building B 2nd Floor Top Bottom Location Shear h d Rt Vt v Mt h d Rb Vb v Mb (ft) (kips) (ft) (ft) (kips) NO (kip -ft) (ft) (ft) (kips) NO (kip -ft) 35 -26.2 21 34 4.79 -12.9 -0.49 -189 21 35 4.96 -13.3 -0.49 -194 < 56 -5.1 110 -0.1 119 -34 8 45 18.55 -24.7 -3.10 -148 8 18 7.037 -9.3 -1.16 -56 149 2.9 170 32 21 52 7.83 19.6 0.85 299 21 35 4.96 12.4 0.54 190 3rd Floor Top Bottom Location Shear h d Rt Vt v Mt h d Rb Vb v Mb (ft) (kips) (ft) (ft) (kips) (klf) (kip-ft) (ft) (ft) (kips) (klf) (kip-ft) 35 -32 21 34 4.79 -15.7 -0.70 -242 21 35 4.96 -16.3 -0.7 -251 56 -4 110 2.2 119 -35 8 45 18.5 - 25.4 -149 8 18 7.037 -9.6 -1.1 -56 149 0.5 170 36 21 52 7.83 22.0 1.04 346 21 35 4.96 14.0 0.65 218 VnnA>c = ? � ( bt- "- Zj• " 1v( = 6/r , 4- T 2 -r 1 C�� 0. 4 o .zoIZ) _ /'/' - 0,4 Gravity Column Design . El RAM Steel v11.0 f1rnJ //__ Page 3/3 to C -. / ; `' 0 RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12.20/06 18:23:50 'NnE4TE^1k Building Code: IBC g Steel Code: ASD 9th Ed. Story level Second, Column Line 4 - C Fy (ksi) = 46.00 Column Size = HSS8X8X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: Lu (ft) X -Axis Y -Axis 14.50 14.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 2.00 2.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 129.17 . 58.34 22.21 �ZOq" Moments Top Mx (kip -ft) 1.49 0.75 0.00 My (kip -ft) -1.26 -0.74 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 20.16 Fa (ksi) = 21.82 fbx (ksi) = 1.08 Fbx (ksi) = 30.36 fby (ksi) = 0.96 Fby (ksi) = 30.36 269 - 5 �- 3 3 ?-o KL /Rx = 56.23 KL /Ry = 56.23 ' /4.'il- F'ex = 47.24 Fey = 47.24 Cmx = 0.60 - Cmy = 0.60 � y Z no F - 2 Ir k ke-ri f 1 4" 4------ CF} -Dr `L LL QrpUG.. INTERACTION EQUATION 55 171 'Fort ' L-I.- fa/Fa = 0.92 B ^ ..:, ►� Cot- Eq H1 -1: 0.924 + 0.037 + 0.033 = 0.994 c--" . 0 Eq H1-2: 0.731 + 0.036 + 0.032 = 0.798 �` C A-_e_ so L...11 N Z. EGLEti1'12 -1 t 11 Pr 'e t'o { 1J el Co wa ,fe.sr.o>e -ca LO+ FVW.. CO Lvov, PJ HE-4 r, 6- � = (G, )- 06 (4 � = bz r /08 fi 5 1 I 1 1a5 ?3 1 VLMK Consulting Engineers Title : Job # - @ 3933 SW Kelly Avenue Dsgnr: Date: Portland, Oregon 97201 Description 503.222.4453 / 503.248.9263 fax Scope : Rev: 580008 User: KW -0602728, Ver 5.8.0, 1-Dec-2003 Steel Column Page 1 (c01983 -2003 ENERCALC Engineering Software fanno cre ek ECW:C01CUIatI0n5 Description TS Column - Bldg B - Grid 4 -C 12 -20 -06 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS10X10X1l2 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 14.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin . X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads Axial Load... Dead Load 209.00 k Ecc. for X -X Axis Moments 1.200 in Live Load k Ecc. for Y -Y Axis Moments 1.600 in Short Term Load k ' Summary $� Column Design OK Section : TS10X10X1/2, Height = 14.00ft, Axial Loads: DL = 209.00, LL = 0.00, ST = 0.00k, Ecc. = 1.200in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.7580 0.7580 0.7580 AISC Formula H1 - 2 0.8027 0.8027 0.8027 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc YY Axis : Fa calc'd per Eq. E2 -1, KL /r < Cc L tresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 23.51 ksi 0.00 ksi 23.51 ksi 23.51 ksi fa : Actual 11.36 ksi 0.00 ksi 11.36 ksi 11.36 ksi Fb:xx : Allow [F1 -6] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : xx Actual 4.63 ksi 0.00 ksi 4.63 ksi 4.63 ksi Fb:yy : Allow [F1 -6] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : yy Actual 6.17 ksi 0.00 ksi 6.17 ksi 6.17 ksi Gravity Column Design F RAM Steel v11.0 Page 3/3 to RANI DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:24:38 irrreerunca wi Building Code: IBC Steel Code: ASD 9th Ed. Story level Second, Column Line 5 -,6 Fy (ksi) = 46.00 Column Size = HSS10X10X5 /16 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 14.50 14.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 2.00 2.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 143.28 70.44 25.35 = 059 44 ' Moments Top Mx (kip -ft) -1.60 -0.79 0.00 My (kip -ft) 0.10 0.12 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 21.54 Fa (ksi) = 23.45 fbx (ksi) = 0.83 Fbx (ksi) = 27.60 _ fby (ksi) = 0.07 Fby (ksi) = 27.60 23 _ 9 - y " '8 "' S - /// KL /Rx = 44.20 KL /Ry = 44.20 F'ex = 76.43 Fey = 76.43 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION fa/Fa = 0.92 liC ID , 6 Eq H1-1: 0.919 + 0.025 + 0.002 = 0.946 .0 4 °! -'- �- Eq H1 -2: 0.780 + 0.030 + 0.003 = 0.813 e 1 = ys(79 t / ( . : 1'4'4 2� = 3--(5).___ -- I. �" um-. Ts /6 ?c /J )K-- ' /Z Iii “5 VLMK Consulting Engineers Title : Job # -. @ 3933 SW Kelly Avenue Dsgnr: Date: - Portland, Oregon 97201 Description : 503.222.4453 / 503.248.9263 fax Scope : Rev: 580008 User: KW- 0602728, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 1 (01983 -2003 ENERCALC Engineering Software fanno creek.ecw:Calculatlons Rte s.. ,, t, , -._. _tav, a�rr .ff s4 .aaY .�L9n ,++ws.I.,,V:'. . 1,`,74 1 -4 ,.; Description TS Column - Bldg B - Grid 5 -E 12 -20 -06 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - ,. ,. � ..._ r. r Steel Section TS10X10X1/2 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 14.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads A Axial Load... Dead Load 239.00 k Ecc. for X -X Axis Moments 0.110 in Live Load k Ecc. for Y -Y Axis Moments 1.900 in Short Term Load k Summary Column Design OK Section : TS10X10X1/2, Height = 14.00ft, Axial Loads: DL = 239.00, LL = 0.00, ST = 0.00k, Ecc. = 0.110in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.7838 0.7838 0.7838 AISC Formula H1 - 2 0.7918 0.7918 0.7918 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2 -1, K *L /r < Cc YY Axis : Fa calc'd per Eq. E2.1. K *L /r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 23.51 ksi 0.00 ksi 23.51 ksi 23.51 ksi fa : Actual 12.99 ksi 0.00 ksi 12.99 ksi 12.99 ksi Fb:xx : Allow [F1 -6] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.49 ksi 0.00 ksi 0.49 ksi 0.49 ksi Fb:yy : Allow [F1 -6] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : yy Actual 8.38 ksi 0.00 ksi 8.38 ksi 8.38 ksi Fil Gravity Column Design RAM Steel v11.0 Page 3/3 to RANI DataBase: Fanno B1dgB 50psf 10 -11 -06 12/20/06 18:25:18 iNrrERSIATKDN4 Building Code: IBC Steel Code: ASD 9th Ed. Story level Second, Column Line 6 - E Fy (ksi) = 46.00 Column Size = HSS10X10X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 14.50 14.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 2.00 2.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 156.67 76.92 25.37 = Z ' Moments Top Mx (kip -ft) 1.60 0.81 0.00 My (kip -ft) 0.11 0.17 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 19.62 Fa (ksi) = 23.41 fbx (ksi) = 0.72 Fbx (ksi) = 30.36 thy (ksi) = 0.08 Fby (ksi) = 30.36 251 - 'I4/ .-3c - {°/q KL /Rx = 44.48 KL /Ry = 44.48 K F'ex = 75.48 Fey = 75.48 / Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION fa/Fa = 0.84 4 Eq H1-1: 0.838 +0.019 +0.002 =0.859 itf d `� .,5 Eq H1-2: 0.711 + 0.024 + 0.003 = 0.737 �---p i J L ir 61 = Lq ( �. 1 - y9( -75 ) - M /3 / I'M t '19 �_, ,17 e� _ �� C. b ~} _ Y 1, 7 / - / - 3 ' 1)5,C ; 73 M / z VLMK Consulting Engineers Title : Job # , @ 3933 SW Kelly Avenue Dsgnr: Date: Description : • Portland, Oregon 97201 503.222.4453 / 503.248.9263 fax Scope : Rev: 580008 Page 1 User: KW -0602728, Ver 5.8.0, 1 -Dec -2003 Steel Column ri (c)1983 -2003 ENERCALC Engineering Software fanno creek.ecw:Calculatlons Description TS Column - Bldg B - Grid 6 -E 12 -20 -06 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 �, . . ;;, Steel Section TS10X10X1/2 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 14.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 14.000 ft Kyy 1.000 Loads Axial Load... Dead Load 259.00 k Ecc. for X -X Axis Moments 0.170 in Live Load k Ecc. for Y -Y Axis Moments 1.700 in Short Term Load k S ummary Column Design OK Section : TS10X10X1/2, Height = 14.00ft, Axial Loads: DL = 259.00, LL = 0.00, ST = 0.00k, Ecc. = 0.170in Unbraced Lengths: X -X = 14.00ft, Y -Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.8359 0.8359 0.8359 AISC Formula H1 - 2 0.8338 0.8338 0.8338 AISC Formula H1 - 3 XX Axis : Fa calc'd per Eq. E2-1, K*Lir < Cc YY Axis : Fa calc'd per Eq. E2-1, K`L /r < Cc Stresses Allowable & Actual Stresse s Dead Live - �.. Short DL + LL DL +Short Fa : Allowable 23.51 ksi 0.00 ksi 23.51 ksi 23.51 ksi fa : Actual 14.08 ksi 0.00 ksi 14.08 ksi 14.08 ksi Fb:xx : Allow [F1 -6] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.81 ksi 0.00 ksi 0.81 ksi 0.81 ksi Fb:yy : Allow [F1 -6] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 27.60 ksi 0.00 ksi 27.60 ksi 27.60 ksi fb : yy Actual 8.12 ksi 0.00 ksi 8.12 ksi 8.12 ksi } . CONSULTING Job �r� ! E N G I N E E R S Client 1-1e4 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 JobNo.r 0 6 - 9 , / By `!7V P 503.222.4453 503.248.9263 ® Date Sheet No. I �u11V CFi — / 7 # 7 i c ,::: .2,5 9h F = Zcf 44 1/-- 2 % - `7/ Etc 5 77/0, �y y 57 5 • = /i (.9',490-/,5) 47--- Top to/ / () /k & sryos moo (Oc r /04p �e..-no�> CONSULTING om ^ C p Job �PrNNo j.P �6 43 VLM ENGINEERS Client Job No. 7 0 5 -17/ 9 7 B 71' 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 / P 503.222.4453 503.248.9263 ® Date Sheet No. � k- - T B L- 1/4— Low ' rte, s Pea-- Al - t,Jkt.c_ zeb ZwD 3�° 2 2- 1/ A5 -` — 17,9t 3e4' 1200f- _ � 5; Toe— — 2e 5 2/5 94 14) L— w � �°r�}- - /0 ' -7" `—f 4623 (C►JD2 et, NCR- ERAS..` -::- 4c (e a, ' 111 7- /Y400 14471) ) 144_ V1 = Qt. L z i (z.s-xz:-) + d 6,0 -J 7 /Dot) e'..+ ca 1FU. • (3-) 3A2 G- (.3/ % 1 14.6 Ic° z) = z 73 � / C ' ° 9Z y e sw) 3;7 /0: 3 4t CONSULTING Job/���� Ce�,� vLMK ENGINEERS Client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. G/J`7 /� By %N P 503.222.4453 503.248.9263 Q Date d l e4 yy Sheet No. /,ems.. Cf cc 77s _ 4 - 49 z - z - 5 e-x-e77 /tea z v : 4 /se, ,"/ss C., Ec.:7701,/ �u� A� Tom L z v1/41 -- L I (p1F P f c4(..,:.4) , , — L . H4 5 0)e►-r.t.;• Thticenc4s ys'• vrcE CC,t -s (=>q. (t) L. _ 21 " , l,t, . f,; 1,2 (Z1 . ) + lG(ay) 4,34' . a 1 C0A1 Tyzvcc_' s ax ivy =� j 3- ( �" _ /off • dZsz `1 o*- Hss W114.av/44 —: t7 1 = ' (Tv w oft ) L= tz" L� f - r -. 1-et-Yep P z = &t • 4 . C .n Li.)/ft- cgrTE S /!, ZS p4;60 z S ()SS ; 1/z a' � 1�4 ' O TS /0k /0x /� 340 4 = 3 * e)7 - Z y- io la Vk.) 16” < 3967 N-4. w�7 %z" R R._4) = � 3 -'e _ / /171 D CON 5 U L T I N G Job 1� f7d ` 7 '� VLMK ENGINEERS client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 2�7 By TA/ + P 503.222.4453 503.248.9263 Date 06' Sheet No I p,„, - - — .rn /O F-v f , Z CI I) t 1 d ( 2�, J - J 2y ,e c Es a.z5' T I = y ?3S < . 1z3g7 /Z t 70M, 31Z� /ev = / /9z < Q-` 4 - �v� = g14 < / !etz ©_ . S�� Jobe d - _ '4.` a -` CONSULTING V I M . , ENGINEERS Client Jab No. BY 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 P 503.222.4453 503.248.9263 ® Date Sheet No. e-Zo,,3Ne-lr--716gJ -- 1 % rz , / %V , / 4e-/(Z 691.1-Kle -G TR 04.+ M 9/6'` D - L. Wt A It VA1)4'rf -* 0-Nka. t ae.- Of W/1-1-4 -- P g," ° F Free' " e 0 r xs1� � = 37 j, = 9. 3 / /r z rfl i i-att cam -'-s 7 1, zn , z z- 2'2 • =- 9"t -- cy' - / -4" 3j K" — 1 ` m - S7,9 4 — C® I72P o . FL /s' 041-.D so Q A-.) Act o ,L} 7. 1 - TI zr J etc- ` l % e., - / „_, /-rr. -7 ' v4 661E_ VLMK C ONSULTING G S Job Flo � ,� Client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. ZO5Y9 7 BY sr P 503.222.4453 503.248.9263M Date Sheet No. e.H - F_c_rc — 4re,2)c l v Q$ t e_e rtsF LAcv I N. 5L = Sb . C.L — /D Li— = /Do f'SF T p. k42_ .(21 4 /T���w. T 7 A o>c1 v orrE. /EF,cst aN5 ptis STak+c.�-v h I K g a II } ee 4 411 9- o► •• �3S t -/000Z �� " 8 ® c35- -rioox gZy /) 6-M1 6 ® \ \5 f/ov -( -Y ,) = lr�� Floor Map . Fil RAM Steel v11.0 / TE-e" e" # /c- tn �� , .( �� — I RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:09:36 INrTE 'LATCJJF4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third XI Cr) Cl) X (I X X X X X 11 X CO 0 X 1 X 1 3 3.2K W27x84 o GSI {_ O {I N X CO O CD X X X X X co Cl) X N N N X Wx10 P4 M1 4 x26 P4 E j_1 7 D4 J J 4 WOU1 O P4 O ?x16 A:4 35.4K I p- �rvtsx1 - x W21 x44 ' , xxGSI u 1 I j 1 , 1 I I 1 1 a_ 1 r I (), I e ni ro Floor Map RAM Steel v11.0 Page 2/2 to RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:09:36 INTE2NATCN4 Building Code: IBC Steel Code: ASD 9th Ed. Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stair 1.000 0.000 4.000 Unreducib 0.000 0.000 le P4 Stair 1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le P5 Stair 5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le Floor Map . ril RAM Steel v11.0 to RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:09:36 Ir'ffE9NATCNAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Third CO r X N— CD N co X a) W24x68 co co O N = X J CD O N N = N N X CO CO CD P4 W1 & x2 ; ®4W $X 10 P4 O fri4 7 • J oso o • 4 V� o ) X1 5 � O S P � , ' W21 > , ._ vvbx u— xx( 5. 1 ! i RAM Steel v11.0 Page 2/2 . Fil to Floor Map RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:09:36 INRFNA " Building Code: IBC Steel Code: ASD 9th Ed. Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stair 1.000 0.000 4.000 Unreducib 0.000 0.000 le P4 Stair 1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le P5 Stair 5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le Floor Map . F RAM Steel v11.0 to RAM DataBase: Fanno B1dgB 50psf 10 -11 -06 12/20/06 18:09:36 iNfiERNATICINIAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second CO co X X co O N X _ > O X > W24x68 co N3 CO CO O N 2 X J CO O N O r X X Co I CO J N N co N N W 1 6 F W8x � o N 7* J C o ' 0 ?x O W�x10 10 P , W21 VV $X I u ' o G3N3 1 i i 1 1 El RAM Steel v11.0 to Page 2/2 Floor Map RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:09:36 INITE'NATCNAL Building Code: IBC Steel Code: ASD 9th Ed. Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible 0.000 0.000 Wall Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stair 1.000 0.000 4.000 Unreducib 0.000 0.000 le P4 Stair 1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le P5 Stair 5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le Floor Map , Fil RAM Steel v11.0 to RAIN DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 INITENATCN4 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: Second — — — ,, X (/) 0 X X 33.2K W27x84 xxGS (0 N X co x co in 1.0 LO X X X X U) co ' w W8x1 O P4 /16x26 P4 w P4 J J : 4 WE c1 O P4 ° N16 P4 35.4K Vvbx W21 x44 I xxGSP 1 1 I j i 1 r- 1 U) � I 01 x 1 xi x1 x (Al sef RAM Steel v11.0 Page 2/2 , pril to Floor Map RAM DataBase: Fanno BldgB 50psf 10 -11 -06 12/20/06 18:09:36 NI,c'�4 Building Code: IBC Steel Code: ASD 9th Ed. Line Loads Label DL CDL LL Reduction CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft L2 Shaft/Elevator 0.250 0.000 0.000 Reducible . 0.000 0.000 Wall Point Loads Label DL CDL LL Reduction CLL Mass DL kips kips kips Type kips kips P1 Stair 1.000 0.000 4.000 Unreducib 0.000 0.000 le P4 Stair 1.8k 0.500 0.000 1.300 Unreducib 0.000 0.000 le P5 Stair 5.5k 1.800 0.000 3.700 Unreducib 0.000 0.000 le A 6/7E4/ - /7E ev C 0 - S N �"[� L�"T�1 - NFG�" �'� E N G I N E E R S Client -c2.- �J 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. 2d5 q"G73, .J (� P 503.222.4453 503.248.9263 ® Date Sheet No. C paw. /Z'ZO -0(0 01.'7 fl,r A6y e41.11',4-g-r7s)= crPy 11 A`. 'f givAc„ /QoB = 3 gr 3rd' " ` 421, 610 ( / f .. • - - 7a.T �-. � ? , L , l + 3��. 3 9 12 � ! L a h vi u_ • 5,2 �c /0,? f7•G ��� �r I( S zVe0 1Iz$ w vi 4 (it , 71- ig )c"2) ® , (,q) = sly e--140g0 - 2 L/44 - J/ �. ( Z y 30 - :4. t. 44 ' J. � A' 2 bra , w 2w �O r dos s(e)( « ) = Oo 24-<N7 = �J� /5 A Vet 8 4' 1 �e/Y-i,7 )J �� '� r tJC.� 4 6:00e):47,76' e. �i� 4. l- 2® 9 frv7, fry l fi r - '4 - = 154 - �� /1 %)(4) /c �- -- 7 -- ,e;2==• s � 7 `7 ;� 2 2 4–" GAT'- • t M, _ (cZa ,¢� -�� t» ) >') e '_" #7 EA. Thy ,c x �� , ', Nt, - (qs -' ^ ( 4 /z) = z8/ �rr�a _ 10/ a, 0 zk = //, l c"` — 77 v v / " SSG / O �� � g #-1, (/ 2 to ,L 55 7` //, 5 2) A -r 7:7/-rdx (r,z,45)('e)' v5,Z5r.r." --� 4 Q — /gee /q2, 3.� rA C ONSULTING 5 Job , < ,; V � LI( E N G N Client 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 Job No. B P 503.222.4453 503.248.9263 ® Date SheetNo. 6 • 12 - o4 w/ Goy r2L. ) moor P• - ' `- = 0, 0 41 = 1 of e tel,r ( 244 • ' 45)(e) == 7 i / e l cO(4 Intl, _ //27 `` 2 6 _ _ = - IzA = q'4/ 5,4 _ 7 ao3 A 419 2e R40 -- l �. x =. //27 & (I ?,eoo3 A 9 OtAfXZI-- = ZZg y 440 y (1;Yze,).-z- 9/ 74x (,moo) — p -a,aor a•�` ('XY -= `46.°60 r-- 747— 6,3z V L M K E N G I N LETEI R 5 - 503.248.9263 Job Name Fanno Creek vlmk ©vlmk.com Job NO. 205497 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 www.vlmk.com Sheet No. DATE: F, 12/20/2006 FOOTING OVERTURNING CHECK: 1997 UBC Load Combination (12 -10) WALL: Bldg B - Walls 12 and 17 SOIL INFORMATION: ASSUMPT IONS: 1.) Wall centered on footing in trans direction qallowable = 3 ( ksf) 2.) All applied loads are service loads. allowable increase = 1.33 3.) Resisting loads from ftg. self wgt., w applied Mot = 1728 ( kip -ft ) @ bottom of footing and offset PT. load. approx. soil desity = 120 (pcf) 4.) W applied is along ' width of wall ' dimension. depth of top of ftg. = 1.25 (ft ) 5.) Wall self weight is to be entered with W applied. 6.) Mu neg based on soil and fig. FOOTING PROPERTIES: weights above footing cant. B = 7 width of footing (ft ) L1 = 8.62 length of left cantilever portion of ftg. (ft ) L2 = 8.62 length of right cantilever portion of ftg. (ft ) L TOTAL= 27.74 total length of ftg. (ft) t = 32 thickness ( in. ) conc. dens = 0.15 (kcf ) w applied = 9.09 (klf) footing wgt = 77.67 (kips) 19.2 cu.yd's width of wall = 10.5 (ft) overburden = 29.13 (kips) P offset = 0.00 (kips) P applied = 95.45 (kips) L3 = 0.1 (ft ) P total = 202.24 (kips) 2.800 (klt) ftg self Mr applied loads = 1323.82215 ( kip -ft) : P total = 182.02 (kips) Mr ftg = 1077.3 ( kip -ft ) Mr soil overburden = 404.0 ( kip -ft ) Total Mr = 2805.1 ( kip -ft ) 0.9 *Mr = 2524.6 ( kip -ft ) Therefore, M, = - 796.6 ( kip -ft ) P offset O.K. e= 9.49 (ft ) L/6= 4.62 (ft ) if e < U6, then if e > U6, then q+ = 2.86 ( ksf) q = 3.96 (ksf) q-= -0.987 ( ksf) L'= 13.13 (ft) Mot Therefore, q = 3.96 ( ksf) Width of L1 wall O.K. FOOTING LOADS: ACI 9.2.3 Mu + cantilever = 1.4 x q over cantilever tenth ,K £, = 1126.54 (K -FT) over full width of footing ` , FOOTWG „U',.:,5,,,:',, g P, Mu - cantilever = 1.4 x soil & self wgt. over cantilever lenth o - 200.25 (K -FT) over full width of footing L TOTAL Vu + cantilever = 1.4 x q over cantilever lenth = 224.77 ( KIPS ) over full width of footing