Loading...
Specifications (2) / lac- C -.,:,/ . . _ . ,, ' in ‘ ' , R idge Engineering LLC P: 503.702.9169 '% Structural Engineering ® Evaluations a Planning F: 503.647.5152 '`' 15475 NW Pumpkin Ridge Road • North Plains • OR 97133 ridgeengineering @coho.net RACK ANCHORAGE CALCULATIONS for AEROPOSTALE 1083 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 v3 -vim io ' VvP 2 - 97 5.7,--t,004-4;,' }, C of Tigard ,, . ,. �. � A' .roved Plans f ). � -- ---- By.P •L . Date-5/u0 �n (0.7? ()L_) N ., 4. i, l � M REVISION OFFICE 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 7083 Racking Anchorage Celculatlons.doc Page 2 of 2 Printed: April 29, 2010 rf 5 `4 i e eery F i 1 .'c . \ LLC Jo SC I 4 k �nG ..Sn�C.w ., Structural Engineering e Evaluations 0 Planning Cl ient L�'�w�s- w C - ..•; / 15475 NW Pumpkin Ridge Road . North Plains a OR 97133 Job No 2 /00 C� ..- B E'N' P: 503.702.9 F; 503.647.5152 Date 4.)5/ Sheet No. 0 1 Z .-.TV &. L.,, Ur. m / L 1 .'‘.3 7 C-:ce A. 5.,,,5`: I :IMF -F, L caA> S •46 / • V"' Caw . 2.. y, cO . = A';ic:.E.: -7 -cab ,/�� 5, 5r%` `J' c .) . (,�,+ / w•* e(..� -)) / .S • " .3, . .. :�,"7U� • 4C / ..F "a.4 -.,_ f' °a % =rJ( .. L C) La' Yo, t. �""' w 7 E.. 7 • �<,,, . A C/ � Aq,Yr C>F7 - 7, -)- : 7 : L �(� .. ti. U� k ;C' ems.. • c: >. °�r.,.„,).; / 45' , .5-. 3, Z . C.N. ,ram / U CJ, 1 L lAL ?a',•, ,,;, — O , ) z Co Co C /.\ e. C_ ta:,..,fi.... .. . L (.1. 5..,,.:\..).C.F.., ) \- ) F.,,71 - r G :. -,' -‘ �Gk r ,fi 1 "(; L(at�. -; :�:�;-- 1..,. U)n'�: GF f':if._ • I �L.. (, &nit re , ( • : -' t o C,. ,.. R.(.n : "7/-)1,.;... ./).7 C.,,i 1 : _ ,`" L vctc-. Lp> OF,5 ''')(a. . V .. L,01 . r :.A 1 7 r } '.' . . • 7 ', .y j?_,'\,:, f /1Gn c.,> •, r„ • 0 I 1 v �� �r�c.Jsy._:Lc�A:35_� F C. C�"�r T ___ I .t If . . . • . , . 1 : i. f -- ,_T_; _._ ��/ I...40 .. '.v?". ((°Q).Y, Y ., L �.ifT:': l X A . I/ �. V f ' �4e)o • IY� (�qz r 4 3.. /6 1 l' r► 7. . lk„ „) _ • U.1 I dj \; • % . .w _. 3 V V . .( - .701:' I Co.1 I w „ i f U - -- -- • . . .. ,.tax. .1. . L /N t Mi7.R • %[� 4..! 4 .�.14d r ..�. Conterminous 48 States ho iZi 2003 NEHRP Seismic Design Provisions Latitude = 45.4499652 Longitude = - 122.780513 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values SiteClassB - 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 = Fv x S1 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) . • - - . , Ridge Engineering ,, LLC Job A F- ( �o1".%0" 5 .; (. .,4- g - 7,r� r,. ..16_,, • I I ; , . � ; / Structural client �.ntc.E.U'ie(,,,.! n:1,...,5,7- ural Engineering m Evaluations m Planning • .,,:.:, 15475 NW Pumpkin Ridge Road a North Plains ® OR 97] Job No. Zi (.) O 6t, By f•l.).:, ". P: 503.702.9169 F: 503.647.5152 Date c-.3 `/O Sheet. No. ,71,....Z :Fkc.Z. Lam; E4c�n4... 20 °Y _ . - -J _. G' - c-'\___ /s :5. 3. - • 4.t L ; x.3.1 h 1 �ti*. F 2 >._ Lim` . r w� �x F5‹. 5. f i - ... _. _. — —_ - -- • co l 1z c- 1 t B , • 6k , 1 1 (1 w' :co! /vo 1oc t .Ly (7 'i4 b ; "" ! 5' b '1 2 -a Z 1 ? U b i T.7 t • �, G--/ Ili 7 'f' 5 1.-..40.. 3b I ,*(,,,, t'Gvlr) 1 \a,` ,..13 L_.z 1:1 • (5 )': "(o.a,li - /=? 1 351 37 -7 5 , :,.:70 {Y.a ..), it,,, (3 („ ►.III /-I.' )' 1 Zt.--7 t 53 4 5b ; r y , 1 , "c,1 }i.. ' j z >y, , IL.-1 :I€..Li (3 (oIIk a e.3 ace LIGC, ?c.>Iki I i .m / ) 'c,I! .2 1 3 I-A b ' 1 <.as• 1 ta.; c..6 Z o1, . • • �6 Z�I-B L Z � I ..... Lz y • V= L � >r� / 1 q,--)C k. \ .y \ l �•, G-V h.,t.._..1 `i Z; I ?: ,. zli� P> .2 /�N.,:c.�aUSZ. . NA t.) 3' -'eta F7 ti:. er : 't /,' ,� .L.Z t=UEL ) ! rally ( (�. `K i'7, X . ', = tz0 I (.'' b T g• ' � r - 1; . S . > /i a'ir. - • . z 2 a7. /2 C? IC .s. !iE/ • /'� . aAti, L\ nw., 711E ..�.:w,,t;`,ne..c. Er / ;Z 'PIN'T h .2 . ,2 S/ /cam X 3 . ;.. 1 4 '- - '/ . ' X ' /L " N jjE,' F0, -.7 -5.1,----.- i':a0 \ 17.; *: .g: ,..A l'4" . St •.) .i AC,'C- t- a ca.,. Page 1 of 7 EL Li 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 • cx1 Gx2 1 !/ ua y Cy2 Muy Nun aye bx1 b c y 1 1 ANCHOR "Plus IS 'POSITIVE FOR :TENSION AND MEGATIVE. FOR COMP'REBSION. + INDICATES CENTER OF THE ANCHITR Anchor Layout Dimensions : c x1 : 12 in c x2 : 12in cy : 12 in cY2 • 12 in b 1.5 in b x2 • 1.5 in b : 1.5 in b b) Base Material about:blank 4/29/2010 Page 2 of 7 ELS Concrete : Normal weight f • 3500.0 psi Cracked Concrete : Yes `F • 1.00 Condition : B tension and shear (I)F : 1933.8 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 M ux : 0 lb*ft M uy : 0 lb*ft e : 0 in e : 0 i n 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 c = 2.6875 in c min = 1.75 in s min = 3 in Ductile = No 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 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 Vuai = 171.00 Ib (Vuaix = 171.00 Ib , V ualy = 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 Pi— ta e' = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nA se f uta [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] 4)Nsa = 7078.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = ANc /ANcoTed,N'c,N'cp,NNb [Eq. D - Number of influencing edges = 0 h 1.77in A Nco = 28.20 in [Eq. D -6] ANc = 28.20 in Smallest edge distance, c a,min = 12.00 in `P ed,N = 1.0000 [Eq. D -10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `Y c,N = 1.0000 [Sec. D.5.2.6] `I' cp,N = 1.0000 [Eq. D -12 or D -13] N = k ,\I f ' c h = 2368.33 Ib [Eq. D -7] k = 17 [Sec. D.5.2.6] Ncb = 2368.33 Ib [Eq. D -4] (I) = 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 = IF c,p N = 1235Ib (f /2,500 psi) = 1461.27 Ib ( = 0.65 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 PL C ? V = 4460.00 Ib (for a single anchor) [C- SAS -2009] = 0.60 [D.4.4] 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 load In x- direction... V cbx = A vcx /A vcox T ed,V c,VVbx [Eq. D - 21] Cal = 8.00 in (adjusted for edges per D.6.2.4) A vcx = 96.00 in ' = 288.00 in [Eq. D -23] `1' ed,V = 1.0000 [Eq. D -27 or D -28] T o/ = 1.0000 [Sec. D.6.2.7] Vbx = 70 /d do fc(Ca1)1 [Eq. D - 24] 1 =1.77 in V = 7826.56 Ib V cbx = 2608.85 Ib [Eq. D-21] =0.70 V cbx = 1826.20 Ib (for a single anchor) In y- direction... V cby = Avcy/AvcoyTed,V 'Pc,VVby [Eq. D - 21] C = 8.00 in (adjusted for edges per D.6.2.4) A = 96.00 in ' = 288.00 in [Eq. D -23] T ed ,V = 1.0000 [Eq. D - 27 or D - 28] ` = 1.0000 [Sec. D.6.2.7] V = 70 /d do fc(Ca1)15 [Eq. D - 24] 1 1.77 in V = 7826.56 Ib V cby = 2608.85 Ib [Eq. D-21] = 0.70 1826.20 Ib (for a single anchor) �Vcby = Case 2: This case does not apply to single anchor layout about:blank 4/29/2010 Page 5 of 7 [L1'' Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge V cbx = Avcx /AvcoxTed ,V�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] 1.0000 [Sec. D.6.2.1(c)] To/ = 1.0000 [Sec. D.6.2.7] Vbx = 70e /do) °.2 d NI fc(ca1)1.5 [Eq. D -24] I 1.77in 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 V cby 3652.40 Ib (for a single anchor) Check anchors at c y1 edge V cby = Avcy/Avcoy`1'ed,V`1`c,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 = `Ped,V = . 1.0000 [Sec. D.6.2.1(c)] (P c,v = 1.0000 [Sec. D.6.2.7] V = 7(le /do)c.2 \} do .; f r [Eq. D -24] I 1.77in 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 4 = 0.70 O = 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'f'ed,V''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] '' ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] = 1.0000 [Sec. D.6.2.7] V = 7(I /d do fc(ca1 [Eq. D - 24] l = 1.77 in V = 7826.56 Ib V cbx = 2608.85 Ib [Eq. D -21] V cby = 2 * V cbx [Sec. D.6.2.1(c)] = 5217.71Ib V cby q = 0.70 Vcby 3652.40 Ib (for a single anchor) Check anchors at c y2 edge V cby = Avcy/Avcoy'f'ed,Vif'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] T ed,V = 1.0000 [Sec. D.6.2.1(c)] `f' c,v = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 "\ d ., j 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 * Vcby [Sec. D.6.2.1(c)] Vcbx = 5217.71 Ib = 0.70 O = 3652.40 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] about:blank 4/29/2010 Page 7 of 7 2L. fly Vcp = kcpNcb [Eq. D -29] k = 1 [Sec. D.6.3.1] N = 2368.33 Ib (from Section (5) of calculations) V et) = 2368.33 Ib 4) = 0.70 [D.4.4] cbV = 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 12.ilisie Engineering LLC From: John De Santo Ie_kc "��'`�'! Sent: Thursday, April 15, 2010 9:32 AM 7/1) a To: Lance Pennington; Jessica 0 3 //V 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 l 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 t icker s e etc. 1 needed. Let me know if you need anything else. • Lance Original Message -�romt'J.ohn De.Santo ?: 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. 1 A°° 0/6 0C, 3 by r e o I P.. . , t IEEEI o 11 • II 11 o " /3 rill _„ 41111f.aMPIRPM.102 Lq II 3 [3 4 111 I 11 I I ..M71 MOM wo 8.7.111 Rol :a Pr".4 .1/4 ofitola s 1 _ _ ' k - 7a c-47 £y -72-q d cr- r 7 - /E/ nL • s t/ v ryn S ° 7_ • 7 v -r-L.L s t 7 tf 2 Zfccv £' 1 u MGR. s 3' 31 STOCK V OK DESK `` STOC . STO I -1‘1 II 7C O NO •. ♦ O 1 STOCK STOCK STOCK „4 TOGK TOG / IL C I III ---- Li , __ ItAIN -t O S n ,ti A,1, cum li 5_6 o ,h R,t (2) - ^.rer -^eo-7 vt •� o„I!/r � > 0 NBC► s vI.- '0 ' ago' s °-,g- g ��∎∎•∎∎���.` ∎∎∎∎∎∎∎∎∎∎∎N • o L. , \ �i\ `�I u 1 1 $\\ N N • ■ ■ • k ik � I 77. 7C O 0 s 0 /•r/ 7� cvo , V, cf - / (J.) 7 C-/7W -7t' 'Z'24 / L-V SaYJd O CN 1 7N i STOCK STOCK STOCK STOCK , „ss,, ■ STOG ■ ...h L rl 1 1 81 L° 1 L_ e_1 s All s I ' 0 8 © ©; 8 © s 0,, s r, 0 Vr V ■ Illr s; / - y2i r , 00 0/2 . .,1; �;.. v ?2 c ,. o. . 2e _ --)-- )7 4 "7/:: 2,12 A, ( f=,,..'D ,5c7 - V A Zo6)5) A. 1- rAci4Z-4., 1 , A ie - \.),,7,,,, .,,) (ok, -5 • • • 5 T.) . o.'...N- , -t rs..), /0 - il / t _ ____ ....._. z_v ,-,, A.:-,--,- Cr+SiDs t ) • 7 / Fill ,IC ) Cr‘AIA- k) / % ' • i 7 / , / '5 -4- --H- / 1 C. G"\A LA, (' t 0 Els,CIA Lir-L)C(..-- (O 1 \ \ ----\--_ - - - - - - - Surface ) ¶ Mounted- Storage T-f- 7-- Blocking / CL.,7, /V7 Pc f-a 10: 1 \ • LE- (.„„ 1,..) / N. ROL 7 1 K...„ Storage -T . SL_ /‘ CI 1AJ 1 l/s ' QTA D x ?V _______\_ \ \ - rz. ) f,-./....) IA I ) Storage -7.+" \ Ei`^-SE1 . 2. \ ._ II"H \ A/C,STE : CX.0 F.5; _ _ j _ _garage - _ - ----+" 9 • .7 4,,,, S , • _ _ t) Surface - ace x Mounted \ w.- a: 0■. re Z,' AA. ..,,...371,3 • k VH 1;3 locking ....: 3 iN, Storage -- , o Storage • Files t \ - —.. iNI Surface r= Mounted- Storage ... .!.................-,......"............-..................-* 1 X 2517 E3lockIng Zr) K - - - _ — r..). ,T....., .4..... ....... 5. la ‘ • I" ......-._ COI-CA fi:, u 8 ----., 5 ,..1. ci. ''."'.,t,., • C.,) - (---. 4 \- \ c...cz . "'S A7 7.) 7 is(:: k• / STANDARD 4'-O" ' ELEVATION SHELF ELEVATION •:,o" Ell Scale: 1 /2" = 1 '-0" . ,