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Specifications . ' Th-e_L__, .;. k.,Nc.6,- -(L“-- L\--± ., u.,--A---L.K.,-, sc,., s,..„ar,,,,,,,,c?,A \.,,, ABHT STRUCTURAL ENGINEERS 1640 NW Johnson Street Portland,OR 97209 Tel 503.243.6682 www.abht-structural.com RECEIVED December 6, 2018 DEC 6 2018 (..;T r r , t" BUiLDING DIVUOaN Darwin Thomas Apex Labs 12232 SW Garden Place Tigard, OR 97223 RE: Apex Labs —Argon Tank Seismic Anchorage Darwin, Attached are structural calculation sheets 1 through 9 and sketch SK-1 dated December 6, 2018, which verify the required lateral anchorage of the proposed 2,600-lb argon storage tank, which is assumed to store 6,000-lbs of liquid argon, at the Apex Labs located at 6700 SW Sandburg St. in Tigard, OR. The design was based on the 2014 Oregon Structural Specialty Code. Please call us if you have any questions. Sincerely, `' / Andrew Kelley, EIT Design Engineer Attachments: Structural calculation sheets 1 — 9 & Sketch SK-1. [k:\projects\2018\20518\calcletter 12-06-18 .doc] 5�co PROfiFss, 4`�c I I\14'e ‘k* 1'495PE ,"" 401 " oR CON `e, , 18 % o`�" y/aNaC�$ EXPIRES 12-31-19 Project ApexAr , (:ik Job No. p 1 tabs• Client V Location 20s-1O Designed by Date / Page of A B H T ASk IZ/mss'/.��s STRUCTURAL ENGINEERS Sheet description `1, 1 I w0 �1 1 � —`L =3C50p��; I i "— WDLioNro= z400115 I I . i • • W PI, PciaG6, y 20o Al • wbt__ (2400 4 000)As I i 1 = $60© 14 I ' 1 1 1 ' i I .0..o?Z.c i Ca ZS i 1Z 1 Ss=I o•7I 1 . ® ip� 15%7.&.(.a • � V = O.3C7(S05)0(Te) = v.3o(o.7i2t')($Coo )Ls)().$) " 1 J o 277S .f/sl • d 1 s...____. — '__.-- — ' - Mor-27ss14,0$', - i 1 = 234.Z k M �� ,f ; ! i 1 t 1 I -FQ- cle elf ca+i e4 S, See ,i,Yc e() i 1 ti I AnACtS ; Use 'iz"96 WO/ii p,14-E kJ/ 3-341" r*s»c i I ' I I ZYV4cc c/ dt7ph. I✓4' /e+ E r1 t'"t I P/L f NoF¢ �rc4wR �e .10, 1 f'rir- r' SCc V3 ca.r&7t./. / c'c,I 1nspee{fs,1 acre 1,0a10) i dkr i`ncl' I 1 i6" Inner 1 I 1 ItG °r Tp�_ 6(® II Ie, J ' re - 3zj5-.4 j 1 1 i I A,,,L 47,,(.4e1r) (1YIdgII4bJ"Z-n lie 1 I 1 j j I 1 I 077t.:' x600 t�C'ALE &` 377 Pif I j j I C'et=L32`.>. elftq 4 ) 1 2x2- 11 1 1 j1 o _ I i. Mt/a 45-qle(, )/ 7S )ite% r/ZIA, ''° I 1 Pin-, .1 . )(6o16A(3 -fl .33/4„ --- --- I Ii___— — 1 `' 3o. z 1 1 1 0/114.My Wall 0tA7 7 1 . Fi11T1 6 www.hilti.us Profis Anchor 2.7.8 Company: Page: 3 Specifier: Project: Tank Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/6/2018 E-Mail: 3.2 Bond Strength Na =(ANa0Na W ed,Na 41 cp,Na Nba ACI 318-11 Eq.(D-18) 4) Na Z N„a ACI 318-11 Table D.4.1.1 AN. =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) ANaO =(2 cNa)2 ACI 318-11 Eq.(D-20) cm) =10 da 1/W1"6 ACI 318-11 Eq.(D-21) 1 W ec,Na= ( ii ) 5 1.0 ACI 318-11 Eq.(D-23) CN. W ed,Na=0.7+0.3(255CNa )51.0 ACI 318-11 Eq.(D-25) 1V cp,Na=MAX( t0i0min,cNaCa ) 1.0 ACI 318-11 Eq.(D-27) Cac Nba =A,a't k,c'aN,seis'n'da'hef ACI 318-11 Eq.(D-22) Variables t kc,uncr[psi] da[in.] he[in.] Ca,min[in.] t k,c[Psi] 2,407 0.500 3.750 1,305 ec1,N[in.] ec2,N[in.] Cac[in.] A.a aN,seia 0.000 0.000 9.288 1.000 0.930 Calculations CNa[in.] ANa[in 2] ANao Un 2] W ed,Na 7.363 216.87 216.87 1.000 W ec1,Na XV ec2,Na - XV cp,Na. Nba[lb] 1.000 1.000 1.000 7,150 Results • A• Na[Ib] 4)bond 4)seismic W nondudlle 4) N.[lb] Nub[Ib] 7,150 0.650 0.750 1.000 3,486 3,215 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7 www.hilti.us Profis Anchor 2.7.8 Company: Page: 5 Specifier: Project: Tank Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/6/2018 E-Mail: 4 Shear load Load VUe[Ib] Capacity 4)V„[Ib] Utilization w=Vaa/J V„ Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Bond Strength controls)* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,In order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The D factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b) waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by roo• • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hili AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11411164111111111 $ www.hiiti.us Profis Anchor 2.7.8 Company: Page: 7 Specifier: Project: Tank Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 12/6/2018 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 H= ft SITUP LOAD ;} ft 'GAP= a Isrsa= �+ +'S ft - 9= :,k`psf I 1111 , 9n ohim,4= 453.8 psf n Z(ft) (3(Rad) a(Rad) SIn(B) Cos(2a) oh(psf) HIIW' 0.000 0.0 9DIV/0I #DIV/01 acro/0I #DIV/0I #DIV/0I 0.005 0.0 0.015 1.565 0.015 -1.000 12.59 0.010 0.0 0.030 1.558 0.030 -1.000 25.17 o h 0.015 0.1 0.045 1.552 0.045 -0.999 37.71 0.020 0.1 0.060 1.546 0.060 -0.999 50.21 j� • 0.025 0.1 0.075 1.540 0.075 -0.998 62.65 I1VV- .i.„3((3-SIN(fC032a) 0.030 0.1 0.090 1.533 0.089 -0.997 75.01 '7W''''',�'NZ'4.0 3.14 0.035 0.1 0.104 1.527 0.104 -0.996 87.28 ' (13 IN RADIANS) 0.040 0.2 0.119 1.521 0.119 -0.995 99.45 0.045 0.2 0.133 1.515 0.133 -0.994 111.50 0.050 0.2 0.148 1.508 0.147 -0.992 123.43 0.055 0.2 0.162 1.502 0.161 -0.991 135.21 STRIP LOAD PARALLEL TO WALL, 0.060 0.2 0.176 1.496 0.175 -0.989 146.84 0.065 0.2 0.190 1.490 0.189 -0.987 158.30 0.070 0.3 0.204 1.484 0.203 -0.985 169.59 9h(P10 0.075 0.3 0.218 1.477 0.216 -0.983 180.69 0 50 100 150 200 250 300 350 400 450 500 0.090 0.3 0.258 1.459 0.255 -0.975 20.085 0.3 0.245 1.465 0.242 -0.978 012 80 0.5 •••♦••••2.30 ••••••••�,�.......... - 0.095 0.4 0.271 1.453 0.268 -0.972 223.08 0.100 0.4 0.284 1.446 0.280 -0.969 233.13 1,0 0.105 0.4 0.297 1.440 0.292 -0.966 242.96 0.110 0.4 0.309 1.434 0.304 -0.963 252.55 1.5 0.115 0.4 0.321 1.428 0.316 -0.960 261.91 0.120 0.5 0.333 1.422 0.327 -0.956 271.02 s 0.125 0.5 0.345 1.416 0.338 -0.952 279.89 .9 2.0 0.130 0.5 0.356 1.410 0.349 -0.949 288.52 a 0.135 0.5 0.368 1.404 0.360 -0.945 296.90 2.5 0.140 05 0.379 1.398 0.370 -0.941 305.03 0.145 0.5 0.390 1.391 0380 -0.936 312.91 3.0 0.150 0.6 0.400 1.385 0.390 -0.932 320.54 0.155 0.6 0.411 1.379 0.399 -0.928 327.92 35 0.160 0.6 0.421 1.373 0.409 -0.923 335.05 0.165 0.6 0.431 1.367 0.418 -0.918 341.94 4.0 0.170 0.6 0.441 1.361 0.427 -0.914 348.58 0.175 0.7 0.450 1.355 0.435 -0.909 354.98 0.180 0.7 0.460 1.349 0.444 -0.904 361.14 0.185 0.7 0.469 1.344 0.452 -0.898 367.06 0.190 0.7 0.478 1.338 0.460 -0.893 372.74