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Specifications 1 2/06/2009 14:04 5036566383 PMC PAGE 02/15 MEC2a -00.5 /19 e j W D Y StructurAl - Civil Engineers imire STRUCTURAL CALCULATIONS FOR DT #3701 COOLER ANCHORAGE 11945 SW PACIFIC HIGHWAY #208 TIGARD, OREGON FEBUARY 5, 2009 >< N `� 5279'4 Nr 't/ 14,Za 'yes 0. `Q DESIGN PARAMETERS: 2007 OSSC DEAD LOAD CONDENSER 240 lb COOLER 1440 lb (5 -DOOR) PRODUCTS 700113/DOOR SEISMIC MAPPED RESPONSE SDI = 0.78, S = 0.38, SITE CLASS D IMPORTANCE IF = 1.00 CONTENI'S: Cooler Aocborage CA -1 to CA -10 Sketches SK -1 to SK -3 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland. OR 97221 • ph: 503.203.8111 • f c 503.203.8122 • www.wdyl.COm 02/06/2009 14:04 5036566383 PMC PAGE 03/15 n W D Y Struc.tr+ral . Civil Eilgincr:re: Job Name: I Goner Tres - #3701 I Job No: 09803 l Sheet No: CA -1 Client DolarTrooStoma 1 Dates;, - 2109 15v: JG Dollar Tree • Reach in Cooler! Freezer Anchorage ZerolZone - Cooler ! Freezer Finding Center of Gravity of TotaL_Weleht ,Unit Width ON 401 DISTANCE TO CENTER OF WEIGHTS (LB) WEIGHT (IN) — UNIT 1575 40 PRODUCTS 3500 47 CONDENSER — 262 90.5 Total 5327 y BAR 46,99 X BAR 20 _ .2.1.1 , ®gam .FiRlilDR Sehmk For Fe (Per ASCE 7 -13.3) . latidude 45.43 longitude -122.771 I (Importance Factor) 1 — f= Ill) ( „. _ ateuoisw ... �.,ar� Rp ( — 2.5 nag 5, 0.98 ru ° I. -.1 W �St 0.33 M F. 1.2 NY • ' Nlif '', S D.783 h T r- niv (Seismic We Wo jE + +3 .H v 7 as'l.fi .4 4 ,,. I MOM Wr, 1 ( ) = : - r - ? ASCE 7 (EQ.13.3 -1) F. min lb ° yam_ o, 1 e i a ASCE 7 (EQ.13.3 l., or ---40 W I F • max lb = EZW . °'-".Sr 1 ASCE 7 (EQ.13.3 -2) ' 'S Anchor Forces ""- "" t r" MOT (LB'FT}ASO Z ... :;;∎ : ;i7 UTitg;ii: .::.L T lb - 1' At Back Side M ...._. ;E 1 . ..` Al Front Side Anchor Dffiuen• Back Brackets 1 Front brackets 2 T /Anchor ;i.. i`'"• ' bill* - 1 E.tET!AnChOr EggelfgE LB V /Anchor i _ .. >ir", V/anchor adg.*Stal ..: A LI LB l a o c aku a use. 2 3 B' Sl ten a S9 ket • 02/06/2009 14:04 5036566383 ' PMC • . - PAGE 04/15 ,1 rill W D i stn...., al . Civil Enryinrcr. r . Job Name: Dour Imo - 03701 Job No' 08803 Sheet No: 11 CA- • Client DolfarTroO Stores 1 Date: 2109 Sy: 1 JO V i y y V1 ■ Freezer / Component number (in lut. 1 -5 os 0-78 V + w - ■ el 'Freezer 1 2015 lbs _ I 1 -00 A Condensor 2 • 250 lbs a 1.00 FREEZER COOLER 125 ft - 75 pcf . W 13165.0 lbs total • 11890 Iba R 6.50 z 0 Cooler h 1 y 4 Component number # wl. 'sou CA -I for oaks. B a ■ • Cooler 1 1025 lbs Condensor' 1 250 lbs . total _ 1275 lbs •Note: Cooler contents sits directly an concrete floor. Ural Forcva: (A$D) . F (lb) _ 453.2 lbs • ASCE? (EQ.13.3.1) F (lb) r ,,,,, r x ' 11783.80 lbs ASCE 7 (EQ.18.3 -2) F (lb) p,u,)= , 2209.46314 lbs . ASCE 7(EQ.13,3 -3) +. Mott erg Freezer box for slblina: V = 2209.5 lbs. N +S Dlr. = 552.37 Ibs per anchor PL 1 E +W Dir. = t 1104.7 lbs per anchor Pt. U5 (2) 01A. IMPSON TIT HD AN ORS EMBED 4" ® EA CORNER PER JCC -ESR -1056 CAPACITY = 3 750.0 OK . " - L ,— .1 - 111; 1 •] 27 GA SHEET METAL SKIN a 8 ZEMZIM s.��R 121 LBSlSCRE:W - "f' =' .;,,I,. `» CAPACITY = 988.0 IJ.;1- jrt - _ .: - : - 1Ci . r + H 2=111 Nnr.lf] ON r R/FREF7_ER BOX WALLS J VA n V w I 138.8 lbs ASCE 7 (E2.12.8 -1) Walls are anchored for 2209.5 Box ht- _ • 8.00 ft Box L. _ 20.00 ft Box b. = 11.50 ft Wall VA m 6.8 Of f. # 8 • 9e 12 ilIn) O.C. - Mar = 1094 Ib-ft IIIMIIMMII Y' Assume wen & Roof wt = 3 • sf _ _ *nip = 8250 lb-ft j a.� ; jy'1 7. `'�. _�4 r � I{tti. ` 'eI • 02/06/2009 14 :04 5036566383 PMC PAGE 05/15 17/WDY $tr■iLTUrnl • civil fln Job Name Dollar Tree - a93701 Job NO 09803 Sheet No: CA -3 • Client Dollar Tree stores Dete: 2/09 8y: JG Er IWaIIVam 6.8 plf Mar = 1094 tb-ft Assume wail & Roof = 3 • sf_ { RFbtST n;.l :r 7 71: !.l t^',. -r ''I M 368 lb-ft �'i`, h it = .';,� °�- � rC� l: ,l - =�'' 'Tension = §ra 1118 I ANCHOR TO FLOOR SLAB W/ DOOR FRAME ANGLE BRACKETS W/ 2 #14 TEK SCREWS & W1 2 3/8" DIA. CONC. ANCHORS #14 TEK SCREW IN 16 GA STEEL VALLOw ° 387 �,� _ {•, 3/8" TITEN HD ALLOW = 1315 7:== ± 1s�i C V. 4 Y, WORST CASE = V2 Mm = 1094 lb-ft Mama = 2579 Ib-fl Tension = -1082 k 02/06/2009 14:04 5036566383 PMC PAGE 06/15 Page 1 of 7 Anchor Calculations Anchor Designer for ACI 318 (Version 3.6.0.1) Date/Time : 2/5/2009 7:54:16 Job Name : Dollar Tree #3701 Cooler Anchorage AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis Number of Anchors : 2 Anchor : 3/8" Titen HD Embedment Depth : 2.5 in Built -up Grout Pads : No Anchor Layout Dimensions (in): Cx1 : 48 Cx2 :48 Cy1 : 48 Cy2 : 48 Bx1 : 1 Bx2 : 1 By1 : 3 By2 : 3 Sx1:4 Concrete : Normal weight f : 2500.0 psi Cracked Concrete : Yes `t'C V • : 1.00 Condition : B (I)F : 1381.3 psi Thickness, h : 4 in Supplementary edge reinforcement : No Load factor source : ACI 318 Section 9.2 N ; 0 lb Vuax : 0 lb V uay • • 584 lb M ux - 0 Ib *ft M : 0 Ib *ft Moderate/high seismic risk or intermediate /high design category : Yes r file: / /C :1Users\Gipe\AppData \Local \Temp \Output.htrnl 2/5/2009 02/06/2009 14:04 5036566383 PMC PAGE 07/15 Page 2 of 7 Ci4 5 . i • • From C -SAS -2009: Anchor Model n-1037 d = 0.375, in Category = 1 hef = 1.77 in h min = 3.75 in c ac = 2.6675 in C min = 1.75 in smin = 3 in Ductile = No 2) Tension Force on Each individual Anchor Anchor #1: N uai = 0.00 lb Anchor #2: N ua2 = 0. lb e' = 0.00 in e' = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: V ua1 = 292.00 lb (V ua1x = 0.00 lb , Vualy = 292.00 lb ) Anchor #2: V ua2 = 292.00 lb (Vua2x = 0.00 lb , V ua2y = 292.00 lb ) e'vx =0.00 in e' =0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3) Number of anchors acting in tension, n = 0 N = 10890 lb (for each individual anchor) [C- SAS -20091 file: / /C: \Users \Gipe\AppData \Local \Temp \OutputhtmJ 2/5 /2009 02/06/2009 14:04 5036566383 PMC PAGE 08/15 _... _..�, _. Page 3 of 7 a = 0.65 [D.4.4] • Nee = 7078.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc c'Pec,eed,N''c,NPcp,NNb [Eq. D -5] Number of influencing edges = 0 hef = 1.77 in A = 28.20 in [Eq. 0-6] • A = 49.44 in T Nx = 1.0000 [Eq. D -9] = 1.0000 [Eq. D -9] Tec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) Smallest edge distance, ca min = 48.00 in ed,N = 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 T c,N = 1.0000 [Sec. D.5.2.61 '' cp.N = 1.0000 [Eq. D -12 or D -131 Nb = kc4 f c hef 1.5 = 2001.61 lb [Eq. D -7] k� = 17 N = 3509.41 lb [Eq. D -5] = 0.65 (D.4.41 cliN = 2281.12 lb (for the anchor group) 6) Pullout Strength of Anchor Group in Tension [Sec. D.5.3] N = 12351b (f psi) = 1235.00 lb = 0.65 (I)N = 802.75 lb (for each individual anchor) 7) Side Face Blowout of Anchor Group in Tension [Sec. D.5.41 Concrete side -face blowout strength is only calculated for headed anchors close to an edge, cal < 0.4h Not applicable in this case. 8) Steel Strength of Anchor Group in Shear [Sec D.6.11 V = 2855.00 lb (for each individual anchor) [C- SAS -2009] = 0.60 [0.4.41 $ V = 1713.00 lb (for each individual anchor) fi1c : / /C:1Users \GipelAppData \Local \TemplOutputhtml 215 /2009 02/06/2009 14:04 5036566383 PMC PAGE 09/15 Page 4of7 C4 -7 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Half of shear load applied to anchor(s) closest to edge In x- direction... Vcbx = A. /Ax'F'ed,VWc,VVbx [Eq. D -21] A vcx = 384.00 in Avcox = 4608.00 in [Eq. D -23] Ted V = 1.0000 [Eq. D -27 or D -28] W c,v = 1.0000 [Sec. D.6.2.7] V 7(l /d dole/ fc(cai)1.5 [Eq. D -24] V = 52917.22 lb V cbx = 4409.77 lb [Eq. D -22] = 0.70 p.4.41 4 = 3086.84 lb (for a single anchor) In y- direction... V cbgy = Avcy [Eq. D -22] A = 400.00 in A r , coy. = 4808.00 in [Eq. D -23] • `Yec,V = 1.0000 [Eq. D -26] ` v = 1.0000 [Eq. D -27 or D-28] • •' = 1.0000 [Sec. 0.6.2.7] Vby = 7(l e!do)02 do'/ fc(Ca1)1.5 [Eq. D -24] V = 52917.22 lb Vcbgy = 4593.51 lb [Eq. D -22] = 0.70 (0.4.4] 4)V = 3215.46 lb (for the anchor group) V bby = 1607.73 lb (for a single anchor - divided 4)Vcbgy by 2) Case 2: Total shear load applied to anchor(s) furthest from edge In x- direction... V cbgx = A,cx ec,v�ed,V�c,VVbx [Eq. -22] • Arcx = 384.00 in A vant = 4608.00 in [Eq. D -23] • file: / /C:\ Users \Gipe\AppData\Local \Temp \Output.html 2/5/2009 02/06/2009 14:04 5036566383 PMC PAGE 10/15 Page 5 of 7 00_ 83 Teo/ = 1.0000 [Eq. 0 -26] T =1.0000 [Eq. D -27 or D -28] g V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le /do)o. d f [E D -24] V = 52917.22 lb Vcbx = 4409.77 lb [Eq. D -22] = 0.70 [0.4.4] OV = 3086.84 lb (for a single anchor) In y- direction... V cbgy = Avcy /Avcoy't'ec,V'l'ed,Vi'o,VVby [Eq. D -22] Avcy = 400.00 in Iv = 4608.00 in [Eq. D -23] '#'ec,V = 1.0000 [Eq. D -26] 'Yed V = 1.0000 [Eq. D -27 or D -28] c,V = 1.0000 [Sec. D.6.2.7] V = 7(le /do)o.2.4 d fc(cai) [Eq. D -24] V = 52917.22 lb Vcbgy = 4593.51 lb [Eq. 0 -22] = 0.70 [D.4.4] W = 3215.46 lb (for the entire anchor group) Check parallel to edge condition for anchor(s) closest to edge: Limit case 1 OV cbgy by parallel to edge strength ... V cbx = Avcx/AvcoxWeb,0'01Vbx [Eq. D-21] • A vcx = 384.00 in pw = 4608.00 in [Eq. D -23] 'f'ed,V = 1.0000 [Sec. 0.8.2.1(c)] ; = 1.0000 [Sec, D.6.2.7] V bx = 7(l /d a f [Eq. 0 -24) V bx = 52917.22 lb V cbx = 4409.77 lb [Eq. D -22] V vby = 2 * Vcbx [Sec. D.6.2.1(c)] file: / /C: \Users \GipelApplata \Local\Temp \Outputhtml 2/5/2009 02/06/2009 14:04 5036566383 PMC PAGE 11/15 Page 6 of 7 c4- <' V cby = 8819.54 lb . = 0.7010.4.4] • clV = 6173.68 lb (for a single anchor) Limit case 2 .Vcbgx by parallel to edge strength ... V cbgy = A vro}/Avco; V` V`Y'c V [ 0 -22 Avcy.= 400.00 in Arcot' = 4608.00 in [Eq. D -23] ' V = 1.0000 [Eq. D -26] T ed ,V - 1.0000 [Sec. D.6.2.1(c)] ;iv = 1.0000 [Sec. D.6.2.7] V = 7(1e /do)o2 ,/ d o 'NI f c (C al )1.5 [Eq.. D -24] V by = 52917.22 lb Vcbgy = 4593.51 lb [Eq. D -22] V cbgx = 2 * Vcb9y [Sec. D.6.2.1(c)] V cbgx = 9187.02 lb =0.70[1.4.4] ct)Vcbgx = 6430.91 lb (for the anchor group) Also limit case 1 4Vcbx by 1/2 of parallel to edge strength ... +Vcbx = 3215.46 lb (for a single anchor) Governing strengths for case 1 are: 4 = 3086.84 lb OVcby = 1607.73 lb Governing strengths for case 2 are: OVcbx = 3086.84 lb 4V = 3215.46 lb 10) Concrete Pryout Strength of Anchor Group In Shear [Sec. D.6.3] V cpg = k cp N cbg [Eq. D -30] k cp = 1 [Sec. D.6.3.1] N cbg = 3509.41 lb (from Section (5) of calculations) ANc = 49.44 in (from Section (5) of calculations) ANca = 49.44 in (considering all anchors) N cbg = (ANcs /ANdNcbg file: / /C:\ Users \Gipc\AppData \Local \Temp \Output.html 2/5/2009 02/06/2009 14:04 5036566383 PMC PAGE 12/15 Page 7 of 7 N = 3509.41 lb (considering all anchors) V cpg = 3509.41 lb � = 0.70[0.4.4] W et) = 2456.59 lb (for the anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7) An additional 0.75 factor will be applied automatically to all design strengths related to concrete failure modes per Sec. 0.3.3:3 of ACI 318 Appendix D. Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout : NIA Shear - Steel : 0.1705 - Breakout (case 1) : 0.2422 - Breakout (case 2) : 0.2422 - Pryout : 0.3170 T.Max(0) <= 0.2 and V.Max(0.32) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 3/8" diameter Titen HD anchor(s) with 2.5 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. • • file: / /C:1 Users \Gipe\AppData\Local \Temp \Output.html 2/5 /2009 02/06/2009 14:04 5036566383 PMC PAGE 13/15 ea'-7" ,p __________ A me_Hoe_ u!' V4?1 r'N Fi 'v& .w' C "le .0 ' 5 E - Ti m a 0 Aml C /,Jae,S ic eril>I$679 9" "V. ......____ NI t TI c ,1 es$ rye tea. ,, 1 l r yu !ill MI, ra P, (.') a l.J At - 1 Al Fiee ZE>4_ / Coo4 Ayelli e te-- / • a � N,Ta s , n m oi b 0 N _ i V c lod pROff� 1 �' �� Job Name: Dollar Tree -' 44- ; 720/ Date: ?"9 ... aiii 527999 Job No.: 09 'S Drawn: sG. • iF / g . Client Dollar Tree Stores Sheet SK - I �vV4 . �4, 11 W D Y Structur S e D. C � � al • Civil E,, . inr r•rs lira e 0 SW Beaverton- HOlsdale Hwy. suite 210 Portland, OR 97221 EXPIRES: 06- 30-20e 1 ph: 503 203.8111 1x:5113,203.8122 www.wdyi.com ©tam wor. INC. 02/06/2009 14:04 5036566383 PMC . PAGE 14/15 ' . i Z4ANTk e � f rf wI Cz� l'_>� .s, metr.%J • I %Z. 'r r' - 7 'TEns NO ANc- S • . lk , r / . , . �� , r. IN ektsr cegAtc. ` , te : • 11 � ,' 1 / �,, / / ,' Z 1 - - • ( )+e -Sc: 3 , • e 3 FA. wAU . •r' S. o a +i 'iti . ,I I / w a. Q SE /dP Ai Z - 2 si Y . ' G RD s Data: 1 ' 4 f Job N ame: D T ree -' * 7 / r' ' 1 N . 1J' 1. C O Q Job No.: J, $0'3 Drawn: - 56) . 1 52799 r p i / Client: Dollar Tree Stores Shoot a>zEC • I .. , i N n e e. W D Y I Structui ill • Civil Enginr; er5 ' q t 4 . - Y tea/ ‘ � 6443 SW Beaverton - Hillsdale Hwy. suite 210 Portland, OR 97221 ph:503 203.8111 fx.503.203.8122 www.wdy1oom ©20o7war. I EXPIRES: 06.30._200,9 I • 02/06/2009..14:04 5036566383 • PMC ,PAGE 15/15 vJ9z4. o,-- t3Ac.r re •9 Vu/TS, 1 f -- • • 4-„ • • • • gE R a.�ck.fT S ----- t7 � .,- a.p, CC 13a.,9c8 T . j$�Aetow • • alai Ave v.►1 . . Wa e in Access/ LE- >__ - _. t__ u.�,ar fir, r t0,ki �A O ., r gee '. —...J fZl' K.stu . rt.RN - ,EripcN -in! come-,0../ p eezert • • /ti/. 7, $. • 1.9'4.71 I 1 -31 (3) stt3 n 1-.l . I :51m1.5 eV. Tyr) NA • 3� # -14 x 1 '' re*" 3" ,,C1 1?f. YEW-7 J. r,n e.. au 17 • • 3° 10 r'ove- tEvet.,Ac , • . 1 w • 1 Liik:- . ai • t. 3 /a" rfLG u,�c'r L E4g r _ _� +— - J %, S I � In $ Nr7.3, L3/z.k3Yzxi zo 4 CO 31e,i x q• ,/ . i • Smccee '&) Prfru No BNCN P Qi, } Pc. Lir ,8 •' - , c - ' s � � © • 1�, r. S. I � � ' 4 Job Name: Dollar Tree - , 370J Date: �S • _ 52799 Job No.: 09$03 • Drawn: JG z 1' ' / • �- Client Dol lar Tre Stores Sheet • O SK d ✓ AT E y "1 ° ° � _ ' 9/1 4ES �` W DY Structural -Civil Eri�i,1Lrr' a 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 BYRES: 06.3e-20- ph:603-203 8111 (x:503. 203.8122 wwwwdyl.com 0 211o7wpy.INC: • 02/06/2009 14:04 5036566383 PMC PAGE 01/15 PORTLAND MECHANICAL CONTRACTORS, INC. FACSIMILE TRANSMITTAL SHEET To: From: FAX NUMBER: A/Zift7 KIPL ke �s bate: 5 -.., COMPANY: TOTAL NO. OF PAGES IN LUDING COVER: PHONE NUMBER: SENDER'S REFERENCE NUMBER: 5 1 7L1 * *" S Re: YOUR REFERENCE NUMBER: ❑ URGF.N•1' ❑ I:01i RIML'W ❑ PLli. \SF CO MMI :NT ❑ PLEASE RPPLY ❑ PLEAS]: Itli( ;YC;I,I; NOTES /COMMENTS: ?nno c I 1 1 ANN I I % R V I : S ' t ' I : R DR T I -. • AIIIvt'\:'F II• ()R .)222 5til 656 - .l'ii I. \ i61 656 6374 t 1. ;1 /,11- [Page Too Large for OCR Processing] [Page Too Large for OCR Processing] [Page Too Large for OCR Processing]