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Plans �. , . ti\ 2 • • idge Engineering LLC P. 503.702.9169 [ 1' 1 I Structural Engineering ® Evaluations • Planning F: 503.647,5152 15475 NW Pumpkin Ridge Road North Plains ® OR 97133 ridgeengineering@coho.net RACK ANCHORAGE CALCULATIONS for AEROPOSTALE 1033 SPACE #CO5 - WASHINGTON SQUARE MALL 9677 SW WASHINGTON SQUARE ROAD Tigard, Oregon 97281 for Lakeview Construction Inc. 10505 Corporate Drive, Suite 200 Pleasant Prairie, WI 53158 oYgN ' ? City of Tigard 5 ;i7t. T, P E A.,. r. ve • Plans f lr By kin_ Date q C��` /� s I` a I T y L tl REVISION SITE COPY Ridge Engineering LLC Job Number: 210005 03 -08 -10 • Aeropostale 1083 - Racking Anchorage Calculations TC1 TABLE OF CONTENTS Table of Contents TC1 Rack Lateral Loads RL1 thru RL3 Titen HD Printout RL4 thru RL10 Email indicating Racking Capacity RL1 1 Racking Layout and Anchorage Details RL12 Thru RL14 File: C: \ODRAWING \2010 \210005 - (L) Aeropostale Racking Anchorage\Aeropostale 1083 Racking Anchorage Calculatlons.doc Page 2 of 2 Printed: April 29, 2010 . ...._ .- ,. .- _ _ •:::-..- - . . Ridge Engineering 1 1." 1 .! .,;.,,,,4. LLC Job . ‘ ' 1 _ ) . , Client / Structural Engineering o Evaluations 0 Planning 15475 NW Pumpkin Ridge Road • North Plains . OR 97133 Job No. 2 (XS By P: 503.702.9169 F: 503.647.5152 Date 44,5 / Sheet No. • . Ci\C.IC.. 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'•A ic7.1C_ Z1UC)C) re • Conterminous 48 States 'OS ,/ /� izt- z. 2003 NEHRP Seismic Design Provisions Latitude = 45.4499652 Longitude = - 122.780513 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv =1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.948 (Ss, Site Class B) 1.0 0.341 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4499652 Longitude = - 122.780513 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D- Fa =1.121 ,Fv =1.719 • Period Sa (sec) (g) 0.2 1.063 (SMs, Site Class D) 1.0 0.586 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4499652 Longitude = - 122.780513 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.121 ,Fv = 1.719 Period Sa (sec) (g) 0.2 0.709 (SDs, Site Class D) 1.0 0.390 (SD1, Site Class D) ..„. . . .. .. . . . 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Gt.i . i , . , . • - ; • " . • 1 2S A*-ec./-7 P.Fiz szt_,..e. . . . . . .. , . . • . • : • • . • ;. . . . : • - . . . . . . . , . . . . • . .. . , .•• i . . . . • . - • .. .. . . . . . . , rs /.: A gi.c.z, 0k...A 77)E . ,7A.)!:::;) i - 1-0 1..72: Pf+ce-T a -35 .5" ,-.. .5, ; X , 3 .-.V • , . . . . ■ . • .. .. , . :.... .44 1:5E..r. 7 .5/"' . X. '..7. l iZ n 5•1•2;t _."5•27,- 0 ‘ 'fa •4 1.i ' • • . • . . • . . . . . • • . . , . . . . . . Page 1 of 7 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : Aeropostale Rack Anchorage Date/Time : 4/29/2010 6:38:38 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor : 3/8" Titen HD Number of Anchors : 1 Embedment Depth : 2.5 in Built -up Grout Pads : No I . x .� Cx2 Vuay C y 2 )M Nua b y 2 (vim by Vijax co 1 ANCHOR "Nua is i POSITIVE FOR TENSION AND NEGATIVE. FOR COMPRE:9sICNY. + INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : c :12 in c c y1 : 12 in c y2 : 12 in b : 1.5 in b b :1.5in b b) Base Material about:blank 4/29/2010 Page 2 of 7 E IS' Concrete : Normal weight f, • 3500.0 psi Cracked Concrete : Yes : 1.00 Condition : B tension and shear 4 F : 1 9 3 3 . 8 psi Thickness, h : 4 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 200 Ib V uax : 171 Ib V uay : 0 Ib Mux • 0 Ib *ft Muy • 0 Ib *ft e : 0 in e:0in Moderate /high seismic risk or intermediate /high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From C- SAS -2009: Anchor Model = THD37 d = 0.375 in Category = 1 h ef = 1.77 in h min = 3.75 in cac = 2.6875 in c min = 1.75 in s min = 3 in Ductile = No 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 200.00 Ib Sum of Anchor Tension EN = 200.00 Ib a = 0.00 in a = 0.00 in e' = 0.00 in e' = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 171.00 Ib (Vuaix = 171.00 Ib , V ua1y = 0,00 Ib ) Sum of Anchor Shear EV uax = 171.00 Ib, EV = 0.00 Ib e' = 0.00 in about:blank 4/29/2010 Page 3 of 7 e' 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 1 N = 10890 Ib (for a single anchor) [C- SAS -2009] = 0.65 [D.4.4] 4Nsa = 7078.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb - ANc /ANcotPed,NTc,NWcp,NNb [Eq. D -4] Number of influencing edges = 0 h =1.77 in A Nco = 28.20 in [Eq. D -6] ANc = 28.20 in Smallest edge distance, G = 12.00 in Tr ed,N = 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 = 1.0000 [Sec. 0.5.2.6] '1'cp,N = 1.0000 [Eq. D -12 or D -13] - - - N = kc f ' c h ef 1 .5 = 2368.33 Ib [Eq. D -7] k = 17 [Sec. D.5.2.6] N = 2368.33 Ib [Eq. D -4] = 0.65 [D.4.4] (I)Ncb = 1539.42 Ib (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N pn = ' I' c,P N P N = 12351b (f /2,500 psi) = 1461.27 Ib = 0.65 (I)N = 949.83 Ib 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] about:blank 4/29/2010 Page 4 of 7 gel V = 4460.00 Ib (for a single anchor) [C- SAS -2009] = 0,60 [D.4.4] V = 2676.00 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear Toad In x- direction... V cbx = Avcx /Avcojed,V 'Pc,VVbx [Eq. D -21] c = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 96.00 in A vcox = 288.00 in [Eq. D -23] `'ed,V = 1.0000 [Eq. D -27 or D -28] = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 ,� d04 fc(ca1)1.5 [Eq. D -24] 1 1.77 in V = 7826.56 Ib V cbx = 2608.85 Ib [Eq. D-21] =0.70 4V cbx = 1826.20 Ib (for a single anchor) In y- direction... V cby = Avcy/Avcoy 'Ped,VTc,vVby [Eq. D-21] c = 8.00 in (adjusted for edges per D.6.2.4) A vcy = 96.00 in A vcoy = 288.00 in [Eq. D -23] T ed,V = 1.0000 [Eq. D -27 or D -28] T c,v = 1.0000 [Sec. D.6.2.7] V = 7(I /d doi fc(ca1)1.5 [Eq. D -24] 1 1.77 in V = 7826.56 Ib V cby = 2608.85 Ib [Eq. D-21] = 0.70 Vcby = 1826.20 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout about:blank 4/29/2010 Page 5 of 7 Case 3: Anchor checked for parallel to edge condition Check anchors at c edge V cbx = Avcx /Avcoxf'ed,V 'Pc,VVbx [Eq. D-21] C = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 96.00 in A vcox = 288.00 in [Eq. D -23] ''ed,V = 1.0000 [Sec. D.6.2.1(c)] ' = 1.0000 [Sec. D.6.2.7] V = 7(le /do)o.2 ,.sI do J f c(Ca1)1.5 [Eq. D -24] 1 1.77 in V = 7826.56 Ib V cbx = 2608.85 Ib [Eq. D -21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby 5217.71 Ib = 0.70 4Vcby = 3652.40 Ib (for a single anchor) Check anchors at c y1 edge V cby = Avcy/Avcoy`1`ed,V`Yc,VVby [Eq. D -21] c = 8.00 in (adjusted for edges per D.6.2.4) A vcy = 96.00 in 288.00 in [Eq. D -23] A vcoy = `P ed,V = 1.0000 [Sec. D.6.2.1(c)] `Pc,v = 1.0000 [Sec. D.6.2.7] V = 7(le /do)c.2.\f d o ., " fc(Ca1)1.5 [Eq. D -24] 1 1.77 in V = 7826.56 Ib V cby = 2608.85 Ib [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 5217.71 Ib = 0.70 V cbx = 3652.40 Ib (for a single anchor) about :blank 4/29/2010 Page 6 of 7 / Check anchors at c edge V cbx = Avcx /Avcox`Fed,V11'c,VVbx [Eq. D - 21] c = 8.00 in (adjusted for edges per D.6.2.4) A vcx = 96.00 in A vcox = 288.00 in [Eq. D -23] kl' ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] = 1.0000 [Sec. D.6.2.7] Vbx = 7(le /do)0.2 \) d fc(ca1)1.5 [Eq. D -24] 1 1.77 in V = 7826.56 Ib V cbx = 2608.85 Ib [Eq. D -21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 5217.71 Ib = 0.70 Vcby 3652.40 Ib (for a single anchor) Check anchors at c y2 edge V cby = Avcy/AvcoyTed,V11'c,VVby [Eq. D - 21] c = 8.00 in (adjusted for edges per D.6.2.4) A = 96.00 in A vcoy = 288.00 in [Eq. D -23] 1.0000 [Sec. D.6.2.1(c)] To/ = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 „� d fc(ca1)1.5 [Eq. D -24] l = 1.77 in V = 7826.56 Ib V cby = 2608.85 Ib [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] Vcbx = 5217.71 Ib = 0.70 Vcbx = 3652.40 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. 0.6.3] about:blank 4/29/2010 Page7of7 { 1—tt> V = kcpNcb [Eq. D -29] k = 1 [Sec. D.6.3.1] N = 2368.33 Ib (from Section (5) of calculations) V = 2368.33 Ib = 0.70 [D.4.4] OV = 1657.83 Ib (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.0283 - Breakout : 0.1299 - Pullout : 0.2106 - Sideface Blowout : N/A Shear - Steel : 0.0639 - Breakout (case 1) : 0.0936 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0468 - Pryout : 0.1031 V.Max(0.1) <= 0.2 and T.Max(0.21) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 3/8" diameter Titen HD anchor(s) with 2.5 in. embedment about:blank 4/29/2010 Ridge Engineering LLC / k �,2Ui From: John De Santo [jdesanto @krgenterprises.com] Sent: Thursday, April 15, 2010 9:32 AM .714,00 To: Lance Pennington; Jessica 3 //U `e / °1 . Cc: Ridge Engineering LLC Subject: RE: Aeropostale 1083 - PORTLAND, OR Attachments: Certification .txt Lance...please e-mail Rich (see his e-mail address in the Cc...) going forward and Cc...me Thanks, John • From: Lance Pennington [ mailto :lp @stockroomsolutions.com] • Sent: Thursday, April 15, 2010 12:19 PM To: John De Santo; Jessica Subject: Re: Aeropostale 1083 - PORTLAND, OR John, Did you get my email before stating tha a 48x24 shelf with particle board will rate at 60# per square foot or 480# for a fully supported shelf. This can be easily increased by a • ding rebars or a thicker s e etc. i needed. Let me know if you need anything else. Lance Original Message From John De;`SantO u To: Lance Pennington ; Jessica Sent: Thursday, April 15, 2010 11:28 AM Subject: FW: Aeropostale 1083 - PORTLAND, OR Lance /Jessica....can you please answer Rich? It would be great if you all could e-mail each other and Cc...me so that I do not need to forward the questions /answers... Thanks, John From: Ridge Engineering LLC [ mailto :ridgeengineering @coho.net] Sent: Thursday, April 15, 2010 11:26 AM To: John De Santo —. Subject: RE: Aeropostale 1083 - PORTLAND, OR • John - • My apologies for hounding but have we heard back on the loading design. A ,e 7 cPo t 0/6o456 7477"-it. 0 3 /iv o 61 - 7 8 '---'' WVIPT1 114 1 11 ' 11=1 • IN ' IN [ 1 1 MI ! • o 0 [11 --.-7 a id I o n E ■ I ,ma l I . 0 In • II re —4 _ .... • _ _ ii 0 J. ii I min- 1 , 1 1 , 0 4 , A R- 1 la. I Z — — , f VICIIPI f ..... _ ..., ..... ... •••••• ....- ••••--- ....- -...... ...- ...... r 1 - I.) 1 0 , a, ai WI an 1 IliM MIMI .IAlfilLq 1 I 1 I . 1 —1 11 . MI V I1 kn. 1 I 1 1 1 8 1 IMMINATO , i wo.PAINNI 'I- 1 V • WroleIrOatiffils .t. _ 1 I 1/ ■-. ®J i ;fB ©fi e ;Il r >10015 X10015 >7015 X10015 I G 7O1S >7015 90157519015 le 001' X17015 �17O1S X17015 A A .■r raMmeiNI ∎11-n1 A < T r y 7 t� 12 AC-1 5 77d-L v.0 77 Z •1. 7[.) f3 / )G1- P z A —i '13 • • ,��ty. 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