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Specifications ::., � .42 to LI O b w 72 Ave_ B 16 BUP — o0 0 RECEIVED JAN 2 2 2010 CITY OFTIGARD • • . 3000 GAL TANK 'FOOTING . • VERIS INDUSTRIES NITROGEN TANK FOUNDATION AND ANCHORAGE MJD 10 -15 -09 15853 / 16640 SW 72nd AVE PORTLAND, OR 97224 • oL ep PROF j 1 1 i :. - • ► F ly 4'6 "'-v 2 0, RENEWAL DATE: 12 -31 -2009 CONTENTS: 15812 1 -19 15812 A1-A4 15812 S2.0 • PARKIN ENGINEERING INC. CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA. 98686 FAX (360) 694 -3376 • W W W.JOHNWPARKIN.COM • • PAR IN ENGINEERING I N C 14014 NF. SALMON CREEK AVE.. VANCOUVER. WA 98686 CONSULTING AND STRUCTURAL ENGINEERING PI IONE (360) 694-8378 • FAX (360) 694 -3376 email. inloCh9ohnwparkin.com • • • • CALCULATIONS • • • • • • StTH•ROOT, INC. A member of ihe Smith -Root. Inc - wWw.] 01111N'p'arkill. co 117 Tvalrgr In Flames fuw.che family of businesses PARKIN ENGINEERING INC. 45"F(3— / CONSULTING AND STRUCTURAL ENGINEERING 14019 NE SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA 98686 FAX (360) 694 -3376 VCS — 3 T,xr\s (= Fz5v rv 0il - n of._> • ///1/ � .l '( 7 , r ,c. //,_ ; :. ( (; . c.) l'c 1 ,'' \ , I ,, /j ✓L ; i 6,, ,' (..) 1 I:il'J nS, E =f 5rL (2 •' 2 , -.,, iA.//,:..) L- ?,•v,i `_34,7 /'i1I /s i . -. • ,. J( C_ :.): .i j 4 ?'/''.;•,,ii /• - I.. .J6._: . / /,v) /(., / 04),) ! 5 /` r&=. / %�'' .-''—) -ice i•---(i J) 1:=-- '- 7 ,0 I4':.'r -L' . - ti,.. • /i /Lr, J / /.:. r ' /, O C /; 1'4 / L C.6, r - ,91n.k ) ,- L -;/.?. / /_;. . (-L • r;/'"C' i'�( :: / 6 l l.. / 2 I ', , •t- ,) (., r.,: rH-ci '-- -- i' i:> / )' ∎c:./ c , ,/ % .. -i / - f)`- .l'., ()e' 1 ; -1 SG(:: - 4- / , /S / H "F g- (../L(_ J'C- - [_) /',rr LC \'GiZTI !ft •,__,F-- r:, p I` •r- r r,C. < ( i1 i,• (' /_ t` i.,. . l ..I / -1 '4`. f(= t -17(Z-I t.•1I k /1=V I lC)1 / \ 1 •u= 0 0[, rLei t,/ I) , / -iI 1• --s.:;, n.?. . 1. E, I,- rt (V/ I'( ti -.) s1• V I `/Lk I ` ,; I .. d\ , ./i '' . -,, i ::..: U:.. :,, ; / '7 (Am-0 /A - g In" /'/C /N?J I/✓ (S.':;.'r. /-i iv c, I'tiD I -( C:1) To C_.,.:),.,.. ..1 c; ; -C. -t 1 i: L L. t: 0 L-' ( I (.: I\.) E.: f) r'c: L. I C / .::: / ; /;i ('ci''C - -i i!) /)= L) . SM,ITH INC. A member of the Smith-Root. Inc. t od^noFy� ,a fs4h,,ao-enacn fnmil of businesses • www.johnwparkin.com is FS3 • Conterminous 48 States 2006 International Building Code Latitude = 45.40039 • ' Longitude =--122.74908 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 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.933 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) • Conterminous 48 States 2006 International Building Code Latitude = 45.40039 Longitude = - 122.74908 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.127 ,Fv = 1.729 .i. Period Sa (sec) (g) 0.2 1.052 (SMs, Site Class D) 1.0 0:580 (SM1, Site Class D) • • Conterminous 48 States 2006 International Building Code Latitude = 45.40039 Longitude = - 122.74908 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.127 ,Fv = 1.729 • . . Period Sa (sec) (g) 0.2 0.701 (SDs, Site Class D) 1 .. PARKIN ENGINEERING INC: . 1�� - CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 ' VANCOUVER, WA 98686 FAX (360) 694 -3376 - • g II : 0 . T /1�U� ... .r�':�/F /6/ i • . . , ^ L (;/7 % Jr st- L.('.0 . 1 y �� \ - - - - -- y . -/-. p . 3•�G. t ... 0 �� 1 C. 0� ti`b _ �j , • . : fir • ' w , , ../. - - .., .J l' 4 L. / O, S •"7,- I * A'Y V VA 1t I) . • . >'' _ / C> Cif - ; '; 1./ - ei 4 a - t • `-. 0, 00 2C (c'2, -:;•/l , , =))_/l , 1 ),r 7 `)( I ,.r s) _ /1.5 /' -/ . Ors-:. Iq.?) (S(• ( ,,,,,,....:,c-, r' v - O,(0,6:7 . f Z ►t -IL( ) 7 (i 1-. ' Z F : 19'3( _ 1 ) o'c -6S (PI-P) • r CH-6.6 (c 1 u (r< ,, ,,.-; r I .) SMITH-ROOT, INC. A member of the Smith•Root, Inc. 1 family of businesses www.johnwparkin.com - PARKIN . ENGINEERING INC. — y . . CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 • VANCOUVER, WA 98686 FAX (360) 694 -3376 • • 'rte or%t - G. 2 -9-0 1'� C� v ` \i�l IN _ ,.r. c> u ill I i %o )''r I j Ch _ 0 1 ('����� Do ) i`��G�� � �� .. ( 1-4-1‘ D) , (o,1 -o,) ( : { - c7C `r5 (L,24: .2 9, ( , (.05) I/(5 (fls�) • • SMITH -ROOT INC: A member of the Smith-Root. Inc. t t.r r(mran family of businesses www.johnwparkin.com • PARKIN ENGINEERING INC. CONSULTING' AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 • VANCOUVER, WA 98686 FAX (360) 694 -3376 P '. :!��..,; !/ %(: C..L):`- '1- 1(.0 L .) • I kry - 3 = ) O - ��;r:�� : I ( » s S UP; 11 X.Z - � - L G 0; :n , \A lip x.IG , �� ��jv z q (— S _ I 0V612, ni NI �U M 1 q • ' z /1 S.O • > /, S . is `G3: • $ 2 1 L 4_ / fL1 , i -E 1 Aq9 =;f.L..) -l •8 . 3 ` 1 • FY: � • SMITH-ROOT INC. A member of the Smith-Root. Inc. te�.idc(r to fehM (menden family of businesses www.johnwparkin.com • PARKIN ENGINEERING INC. S P.s - z - CONSULTING AND STRUCTURAL ENGINEERING • • 14014 NE-SALMON CREEK AVE. (360) 694 -8378 VANCOUVER, WA.98686 FAX (360) 694 -3376 /l :- 0 g. /Z. - - G 1/ @ 1.` oc, • • /3-)77D ►- ' 1 = c), 6,, ( )72_ + tl , 6 _ (C , J/ )(1 c S) D„ z o,�{4 (bo) 04 '' . _ < g5 -,. 0,`il447 ) ca O " 3- O / I'`' -. ( ► r- 7-er 2 2,Do , SMITH-ROOT, INC. A member of the Smith Rooi, Inc. • hfehinueunea, family of businesses blA www.johnwparkin.com PARKIN ENGINEERING INC. • • � s'f 3 -7 . CONSULTING AND STRUCTURAL ENGINEERING . 14014 NE SALMON CREEK AVE. (360) 694 -8378 • • VANCOUVER, WA 98686 FAX (360) 694 -3376 • . \/V 1i'Jl.) L•...,A'.% : Lh- - -r lV ) 1 ' , �•( 3 ,96- ) —.1,.4 0 . )(I: I/24 L 0 / ✓G Ol /!`.t••_ri.),' 'L.,0If,.v, , if = .. r ? L. L.0? !r; 1. ". . (. L- F?. • (- i ) V r /P ?- K, 1.a;- • V 0L.r / � " 7/ 6 =,5.1/ ' VPU� . l =. /Y� , 7 ( , `? () . (J �, •(o. ) - . )(l.qz ti. • (r, 5.7.e .. .. / S ,'1'I / C. • . Lu /4 - 19 Cur-) r' ?_Ut--S 4040.5 /LC- i v - 13 :- &• z /G / C) . SMITH•RooT INC. A member of the Smilh -Root, Inc. .. IagyFn Fn lime n family, of business www.johnwparkin.com • • • _ Page 1 Ot 10 . • Anchor Calculations /(PS- Anchor Designer for ACI 318 (Version 4.2.0.0) • . Job Name : VCS 3000 TANK FOOTING Date/Time : 10/13/2009 3:31:26 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis . a) Layout Anchor : 1" SET-XP Number of Anchors : 2 Steel Grade: A307 GR. C Embedment Depth : 15 in ••• Built-up Grout Pads : No • cxi . cx2 • Vuav cy2 M uy N „Nix b p + • 0 • Vuax bY1 I ---1 bx2 „ C y 1 • 2 ANCHORS -NW? VE POP EnSiON AND NE CAI ivE FOP COMPRESSION • INDIA ',ENTFR OF TWO ANC-HOW; Anchor Layout Dimensions : . c x1 : 36 in c x2 : 36 in c 1 : 36 in c y2 : 36 in • • bxi 4 in b x2 : 4 in b y1 : 4 in • b y2 : 4 in • s x1 : 14 in •) • b) Base Material Concrete : Normal weight f • 2500.0 psi c • • about:blank 10/13/2009 • rage 2 or Cracked Concrete : Yes `1' v • 1.00 • Condition : B tension and shear (I)F : 1381.3 • psi Thickness, h : 30 in • • Supplementary edge reinforcement :- No Hole Condition : Dry Concrete • Inspection : Continuous Temperature Range : 1 (Maximum 110 ° F short term and 75 ° F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 N • 19600 lb V uax • 3110 lb V uay : 0 lb M • 0 lb*ft M • 0 Ib *ft e : 0 in e • 0 in • Moderate /high seismic risk or intermediate /high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and /or seismic loads : No . Apply entire shear load at front row for breakout : No d) Anchor Parameters From C- SAS -2009: Anchor Model = SETXP d = 1 in Category. = 1 h ef = 15 in h min = 20 in c agy = 45 in c min = 1 in s min = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ua1 = 9800.00 lb Anchor #2 N ua2 = 9800.00 lb Sum of Anchor Tension EN = 19600.00 lb 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: about:blank 10/13/2009 • rage or i u • Anchor, #1 Vuai = 1555.00 l b'( V ua1x = 1555.00 lb , V ua1y = 0.00 Ib) / 5f3 /0 Anchor #2 V ua2 = 1555.00 lb ( = 1555.00 lb , V ua2y = 0.00 lb ) Sum of Anchor Shear EV uax = 3110.00 lb, EV = 0.00 lb e' =0.00 in e' = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se f uta [Eq. D -3] Number of anchors acting in tension, n = 2 N = 35150 lb (for each individual anchor) [C- SAS -2009] . = 0.75 [D.4.4] ON = 26362.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] N cbg = ANc /ANcoPec,NtPed,NTc,N 'Pcp,NNb [Eq. D -5] Number of influencing edges = 0 h =15 in • A Nco = 2025.00 in [Eq. D -6] AN = 2655.00 in 'ec,Nx = 1.0000 [Eq. D -9] ` = 1.0000 [Eq. D -9] � ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) Smallest edge distance, c a,min = 36.00 in • _ `f'ed,N = 1.0000 [Eq. D -10 or D -11] Note: Cracking, shall be controlled per D.5.2.6 ` = 1.0000 [Sec. D.5.2.6] T cp,N = 1.0000 [Eq. D -12 or D -13] N = k tit f ' c heft .5 = 49380.54 lb [Eq. D -7] k = 17 [Sec. D.5.2.6] N cbg = 64743.37 lb [Eq. D -5] = 0.65 [D.4.4] Oseis = 0.75 O Ncbg = 31562.39 lb (for the anchor group) • .6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] � k,cr = 968 psi [C- SAS -2009] aN.seis = 0.92 [C- SAS -2009] Multiply bond strength value by a N.seis about:blank 10/13/2009 rage 4 or i u T k cr = 890.56 psi /s5-// T k,max,cr =k cr h ef ti' fp( d [Eq. D -16i] • k = 17 [C- SAS -2009] • h (unadjusted) = 15 in T k,max,cr = 1047.89 psi N ao = T k,cr n d o h ef = 41966.65 lb [Eq. D - 16•] T k,uncr = 2003.00 psi for use in [Eq. D -16d] S cr,Na = min[20d y (xk,uncr/1450) , 3h = 23.506 in [Eq. D -16d] C c r ,Na • = Scr,Na /2.= 11.753 in [Eq. D -16e] N ag = ANa /ANaoPed,Na 'Pg,NaPec,Na 'Fp,NaNao [Eq. D -16b] ANao = -552.55 in [Eq. D -16c] A = 881.64. in T ec;Nax = 1 / ( 1 + 2 e ' Nx / S cr,Na ) = 1.0000 [Eq. D -16j] ec,Nay = 1/(1 +2e' N y/s cr,Na ) = 1.0000 [Eq. D -16j] `i'ec,Na = , 1.0000 (Combination of x -axis and y -axis eccentricity factors.) Smallest edge - distance,' c a, min = 36.00 in T ed,Na = 1.0000 [Eq. D -16I] ` = 1.0000 [Sec. D.5.3.14] g,Na = gj g,Nao +(S /S cr,Na ) � 5(1- 'Pg,Nao) [Eq. D -16g] • s.= 14 in (largest spacing) tlj g,Nao = max{ ti l n - [( n - 1)(Tk,cr/Tk,max,cr)1.5], 1.0} [Eq. D -16h] • g,Nao = 1.0897 g Na = 1.0205 N = 68332.10 lb [Eq. D -16b] = 0.65 [C- SAS -2009] 4 )seis = 0.75 4)N = 33311.90 lb (for the anchor group) 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] 1 V = 21090.00 lb (for each individual anchor) V eq = Vsaay.seis [AC308 Eq. 11 -27] about:blank 10/13/2009 • rage D or i u • ay.seis = 0.71 [C- SAS -2009] II fry —/� V = 14973.90 lb • (1) = 0.65 [D.4.4] (I) V = 9733.04 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x- direction... V cbx = Avcx /AvcoxPed,V`I'c,VVbx [Eq. D-21] c = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 2160.00 in A vcox = 2592:00 in [Eq. D -231 ed,V = 1.0000 [Eq. D -27 or D -28] `l' c,V = 1.0000:[Sec. D.6.2.7] V = 7(le /do)o.2,\j do ;N' fc(ca1)1.5 [Eq. D -24] 1 =8.00 in V = 62373.90.lb V cbx = 51978.25 lb [Eq. D -22] 4) = 0.70 4 )seis = 0.75 4 ) V cbx = 27288.58 lb (for a single anchor) In y- direction:.. • V cbgy = Avcy/AvcoyPec,VTed,VPc,VVby [Eq., D -22] c = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 2580.00 in A vcoy = 2592.00 in [Eq. D -23] `' ec,V = 1.0000 [Eq. D -26] ' ed,V = 1.0000 [Eq. D -27 or D -28] c,V = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 1; do N ; fc(ca1)1.5 [Eq. D -24] 1 8.00 in V = 62373.90 lb Vcbgy = 62085.13 lb [Eq. D -22] • = 0.70 4 )seis = 0.75 about:blank 10/13/2009 rigcuui u , (I)Vb = 32594.69 lb (for the anchor group) / S /5 - ) 3 4Vcby = 16297.35 lb (for a single anchor - divided Vcbgy by 2) . Case 2: Anchor(s) furthest from edge checked against total shear load In x- direction... V cbx = Avcx /AvcoxPed,V�c,VVbx [Eq. D -21] c = 24.00 in (adjusted for edges per D.6.2.4) A vcx = 2160.00 in A vcox = 2592.00 in [Eq. D -23] T ed,V = 1.0000 [Eq. D -27 or D -28] • ` = 1.0000. [Sec. D.6.2.7] Vbx = 7(le /do)o.2•.\/ d o . \ 1 f c(ca1)1.5 [Eq. D -24] l = 8.00 in V = 62373.90 lb V cbx = 51978.25 lb [Eq. D -22] V =0.70 V 4 seis = 0.75 Ocbx = 27288.58 lb (for a single anchor) In y- direction... V cbgy = Avcy/ Yc,vVby [Eq. D -22] c = 24.00 in (adjusted for edges per D.6.2.4) . A vcy = 2580.001n A vcoy = 2592.00 in [Eq. D -23] • ` = 1.0000. [Eq. D -26] `l' ed,V = 1.0000 [Eq. D -27 or D -28] = 1.0000 [Sec. D.6.2.7] V = 70e /do)0.2 \; d N fc(ca1)1 [Eq. D -24] l 8.00 in V = 62373.90 lb V cbgy = 62085.13 lb [Eq. D -22] = 0.70 (1) seis = 0.75 (1)Vcbgy = 32594.69 lb (for the entire anchor group) V • Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at c edge about:blank 10/13/2009 rage /oriu V cbx Avcx /Avcox��ed,V�c, [Eq. D-21] /S 5 ? - / c = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 2160.00 in A vcox = 2592.00 in [Eq. D -23] T ed,v = 1.0000 [Sec. D.6.2.1(c)] �'c,V = 1.0000 [Sec. D.6.2.7] Vbx = 70 /d do \ f c(ca1)1.5 [Eq. D - 24] 1 =8.00 in V = 62373.90 lb V cbx = 51978 :25 lb [Eq. D -22] V cby = 2 * VCbx [Sec. D.6.2.1(c)] - Vc =103956.50 lb = 0.70 4 )seis = 0.75 4)Vcby = 54577.16 lb (for a single anchor) Check anchors at c y1 edge V cbgy = Avcy/AvcoyPec,V 'Ped,VPc,VVby [Eq. D - 22] c = 24.00 in (adjusted for edges per D.6.2.4) A vcy = 2580.00 in Avcoy = 2592.00 in [Eq D -23] • ` = 1.0000 [Eq. D - 26] T ed,V = 1.0000 [Sec. D.6.2.1(c)] T c,v = 1.0000 [Sec. D.6.2.7] V = 7(l /d d o .\1 fc(ca1)1.5 [Eq. D - 24] 1 8.00 in V = 62373.90 lb V cbgy = 62085.13 lb [Eq. D -22] V cbgx = 2 * V cbgy [Sec. D.6.2.1(c)] V cbgx = 124170.27 lb = 0.70 4 )seis = 0.75 V cbgx = 65189.39 lb (for the anchor group) Check anchors at c edge • . about:blank 10/13/2009 rage u of i u V cbx' — Avcx /Avcox�ed,V`Pc,VVbx [Eq. D-21] / S T5.� — �s c 24.00 in (adjusted for edges per D.6.2.4) A vcx = 2160.00 in A vcox = 2592.00 in [Eq. D -23] P ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] `l'c,V = 1.0000 [Sec. D.6.2.7] • Vbx = 7(le /do) do N f c(ca1)1.5 [Eq. D -24] l = 8.00 in V = 62373.90 lb. V cbx = 51978.25 lb[Eq.•D -22] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby 103956.50 lb =0.70 Oseis = 0.75 4Vcby = 54577.16 lb (for .a single anchor) Check anchors at c edge ` V cbgy Avcy/A vcoy`Yec,V`Ped,VPc,VVby [Eq. D -22] . ; c = 24.00 in (adjusted for edges per D.6.2.4) A = 2580.00 in • A vcoy = 2592.00 in [Eq. D -23] ` = 1.0000 [Eq. D -26] . ` = 1.0000 [Sec. D.6.2.1(c)] • ` = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 d o NI fc(ca1)1.5 [Eq. D -24] 1 =8.00 in V = 62373.90 lb V cbgy = 62085.13 lb [Eq. D -22] V cbgx = 2 * V cbgy [Sec. D.6.2.1(c)] V cbgx = 124170.27 lb = 0.70 4 seis = 0.75 4V cbgx = 65189.39 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] about:blank 10/13/2009 • Yage 9 of 1 U VcPg = min[k [Eq. D -30b1 /crs r /c k = 2 [Sec. D.6.3.2] e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) • `1' ec,Nx = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) g' ec,Ny = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity) ` = 1.0000 (Combination of x -axis & y -axis eccentricity factors) N ag = (A Naa /A Na ) ( '' ec,N' /g' ec,Na )N ag N = 68332.10 lb, (from Section (6) of calculations) A = 881.64 in (from Section (6) of calculations) A Naa = 881.64 in (considering all anchors) 'ec,Na = 1.0000 (from Section(6) of calculations) N = 68332.10 lb (considering all anchors) N cbg = ( ANca /A Nc )(P ec,N /P ec,N )N cbg N cbg = 64743.37 lb (from Section (5) of calculations) A = 2655.00 in (from Section (5) of calculations) ANca = 2655.00 in (considering all anchors) ` = 1.0000 (from Section(5) of calculations) N cbg = 64743.37 lb (considering all anchors) V cpg = 129486.74 lb = 0.70 [D.4.4] 4 seis = 0.75 (IV = 67980.54 lb (for the anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.3717 - Breakout : 0.6210 - Adhesive : 0.5884 - Sideface Blowout : N/A Shear - Steel : 0.1598 - Breakout (case 1) : 0.0570 - Breakout (case 2) : 0.1140 - Breakout (case 3) : 0.0477 - Pryout : 0.0457 V.Max(0.16) <= 0.2 and T.Max(0.62) <= 1.0 [Sec D.7.1] about:blank 10/13/2009 • rage tu 01 16 . Interaction check: PASS • /175?- / 7 Use 1" diameter A307 GR. C SET anchor(s) with 15 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 anchcir(s) shall be at least 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. • • ) . , • about:blank 10/13/2009 • • PARKIN ENGINEERING INC. 6-gS -1 E CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 • VANCOUVER, WA 98686 FAX (380) 694 -3376 faA149i oi. C /ii/ jiz pUsW S I / / r /2 x 2 —o Dr' F rj I ' - -1D -- s� w = 32.'Z /4 " (NT Fr) : coci. °° Z ' (t /5) - ® - - X1 ,2 C /,2 C , / • N = 2.5( 322 r50.4,) = ZlZ N(� z o, 5 (32, 2 .1 S 2.6 + /50 / 92 � �� f M 2 (52,Z SZ . 6,)( Z 316 rr- rS = 31G /I 92.4 2 (, 8 R A member the Sm �irOOT, INC: f inesseith -Root. Inc s www.johnwparkin.com PARKIN ENGINEERING INC. I SS. C3-1°► • CONSULTING AND STRUCTURAL ENGINEERING 14014 NE SALMON CREEK AVE. (360) 694 -8378 . VANCOUVER, WA 98686 FAX (360) 694 -3376 • • SUI L 1�► Li ►��j $1t3 . -e-4 z 192, /(322s 7 2,2c, I • ovrS)9 f-: N- . - 7 , - 2(74, 21 2 11,22( 6).11) 570 z I ,d 3' 14- I a El r, soil DISittigvrl(A) I sec) (I • SM R� INC A memb of the Smith•Root, Inc. • faPo6stat ®� family of businesses • www.johnwparkin.com • • ' PARKIN ENGINEERING INC. 14014 NE SALMON CREEK AVE., VANCOUVER. WA 98686 ,. CONSULTING AND STRUCTURAL ENGINEERING PHONE (360) 694-8378 • FAX (360) 694 -3376 email: infoTY • APPENDICES • 1 NJ � J ,, T ,F H ROOT, INC AmnnberofFhesmiih•ROO�,Inc' www ohnwpnarkin.com Ttplrer Fw hienoromanciw family of businesses C tis /...) r .5 i - /t-/ . _ - .- ... • .„ - - • ..-.•.. .. , .......,,,,,:..;,,-..,..... :-......, :, ...-., : ••• -.....f,,,,v. ,;(..:.: .-... ..:_ ..., ... .. . . ..,. ,,,..,..: ..,.: , ,:,..,.,-...,.....,•,.:.,:3,,:..,,,,..: ,,,..... - .. ,:., •..- : ,,.. ,,. .....• ..,,F.,.. .•,.,....,:.,:-..:-.. :.. -..3. .•; .-,,,,,.,:.:-,--,.........-.... ,,.. . . . • , .: '11,...." , ,,,,,- , , , .,.,;,. I, .,;,..-,3.:, .; "i'' ..,::,-- „(•,,''.''• ,':..i' 1,1'... 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I L- 11 - • --151,1----11--I PC BAC PRESSURE ;REGULATOR t I ll 1 , , ,, 1 "•-- - ! I 1S,-3 '' s '' - ---- --/ PIE- IA TANI< RUP DISK ! OP 3 PIE -1E 1 TION '..? , 1 7 - 7_ ... PE-E-. VAGLILIW. „;ACKET _IFT PLATE '-',?*--.1 1 f;-• ., . ='SV -1A TANI: DRES.:SUE RELIEF VALVE 17 T 1‘ 1-1), 1 .7CV-, , s - (IMIEge- ■ . 2. kNI; 4 . r...■ I ILICA11:114 OF Hf.:V- 2 P'..:V -1P; TANI' PRESSURE R:LW : VALVE . AN-? (I/2 vxvi, TSV- 2 THERMAL EXPANSION RELIEF VALVE IS-.'-T THERMAI F. XPANSION RI; iFF VAI VE tr...wor: of Hc...,-11 1SV-4 I HVRMAL E XPANSiO14 r:ELILt VAL VL ,,././ v...ivzi 'R. I vAci_iuM -'ROBE S-1 STRAINER PI-1 P CALIGF, 11 R 1'1:::.E ' LI-1 LION 2 LEVEL CANOE LINE F)RI ITJ17 /1A111: V0_U1.IE [1500 3000 6000 I 0003 I' 1000 • 1 300(:1 15000 TELE1,4ETRY SYSTEMS I tc FILL 0%) I : 1 i /2 l 1 2 I 2 • 2 ., . _. FINAL LII\IE 1-1 AL MANIFOLD 40CP:': SC'F-1 6 .4) --4 1 C r1LL 1,01 I 1 1 1/2 1 1/2 1 1/211 1/2 :1 V:: 1 V.: - F II III II J( El/ IVANIFOLD (4..)00 Si.:FH) wi_nr.; xff.,LIARy (:-..) I : 1 1/2 1 1/2 /211 I/2:1 I/. 1 - HI GI- /I OW ALARM FOR LIOUIE: LEVEL GALI(_;: 51F011 WITHDRAWAL i III I 1 1 1 II 11 1,•;:ll 1/2 1 •/: ' - 'SAFETY 1: TEST VALVE LiOuD INSTRUKI4T (E' ../F; 3/E: I 1/E: 3 I 3/6 - - : - AL;):i_ A : C : U VALVE (LINE A) 11157R01.1:1( (:, I 1/:. 1/4 1/ 1/ I 1/4 ' i /4 I 1 R. , • - Al' X HAP I L I'... AL (.L:14-3) FuLL 1F1';COCI.. 1..31 I 5.1:0 5, 3/5' 1/E; I 3/S • 3/E I 3/8. - 1/7 P.J1,117: RE.TURN !SATE VALVE f,C14- .^-, ) SArEri (H) 11 1 /2 1 ■ / 21 1 / 2 II ' / 11 1./2 1 , . - 1 - ' /2" - HREADED Cri/-. FILL FITH1C: EcouomizEF. REILIRN 0) 1/. 1/ 1/4 I 1 ;2 I 1/2 I '72 • - 1,/ AUXILIAR'r LIOUIL: LEVEL LINE PRES 1APS pump RrioRN co I 1.,:::: 1/2 1/2 I 1 ; - i I • _ ._. ... ...... . _ . ... _..... _______._ ._._ ..... _. ._....__.............. _ ....... ..... . .. _. .. . . _ .... ' • • . 1,, .., •:,,yi, „:_"••,.;,",;', -1' -1: o':•-vih:,-.;;;C:f.it , ,...11,-,cyri,,,,,.. , ,.:.,: 3 .'?..111,.- ' if''' a !' i l ‘ ', 1 ,: ',1 i ' : /j: 'C'.Y.' .1 .' 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I 30 341 „ 1 , I. .„ '''' : ..-- , G 1 V \ /' 14 7/8 ' 1 - 1-----1 . 073 1 /5 ---'''\ I / , r...e 1 _____ ' ----- 1 - ■ I. • I I . • / I \ / 2 /- 1/4 , 1 1 /E. - i / ' '., z 5 3 /4 / Tyr,. .,,. _o.-- . \ • 268 40 7/8 ••\• :I: i 4 T- o 15(1) GALLON I 1 YF . ,, L ; I .,- --.1. J___ ---( SHIPPING LEGS 260' 1 \"'" ON 3000 r. .tILI —; 22 3/5 , (r • ,....2\\,. 300016000 GALLON •-: ,,....., ______________. .,,, . t: '`--•••„ . . >1 - 15‘.. ' • . Ns, ,,-- PAD. 0.7, Y 11.0 X 18.0 - _ . I 52 1/2 _____. / 1.5 DIAmETE ()LES : • , • ,/ 1,,', \ \ , I ,-- TYP. ------- . 44 3/ i b . i ' . / •,. \ /"------ * \ . . . ....._,J---- ! , .0' 1E I • I •„. \ , , ‘1• / 4 i E i / J C - -, 4 \••. . 21,"4 I • 45 7 ) .. , 1 , _, ...--- / I/ • . 51 3/4 ! ‘., .••• / ` go 1/2 • • / .„.-- ,•.: , 1 s 1 / / .), TYP. , 1 • : , 1 1 \ j VI . Z I .... i 11„,., --- --- r----- .I. 2013 — — 1 3/8 4 4 3/8 ' so 1 /h 24 1 /2 50 1/2 _34 1/2 5; 1/2 52 7/ i 3 1/2 52 1 5 50 1/8 • : , i 900C/11000./13000 GALLON 1 -- Cr _ 1 r ? AD , 2.0 x 1 4 . (.. ) . 22.0 .. .. ....-- _ 4 - 320' •;.c.--- -...-, : ! 2.0 DIAMETER HOLES: , N. 1 .. • ".,c .•-„,-<\" ' \ ,N.1 / ., ; . 50 ' ' c --••• • , •„ / is \ Y 1 7 3/4 -, , / r , s., 40 3/4 i / \ \ ; ,),:...--... 4 IF-, ' • 45 3 ' / • N. „ . _____> . .: 15 1 /2 / f ....... y__ ; ...... 1 00. , = • . \ .., 11 ___L-- • t 1 I 1 `, /..._-- ', 'L.-A -' 46 1/2 ■ - • ,-, i . 1 / ! ........ ,, , \ , , , _ 1 1 , ! k .- .. -.-\ l \ ., V4 J 51 3/4 , ,_.:•'.....„--7, \ , ‘ . 52 1/4 / - - .,/,,/ / \ 1 .------- ,,.. „ /4 _;/_,--, 16 3/4 -I , !: 51 1/2 • ../- • ',..„, ,/,,• i - ' ,, 58 3 r / /4 I " r---t I ' / 7c' ./ • --,...... . . • L 1 . 1 -4 - 10 5/8 1 . ! 1 ' 13 i 25 1/3 27 3/z ,— f.' 15000 GALLON . 4 - .. . I ] , . . NE& - /3 4' ° "' T7 ff y E 7!41 . , 7 � ? � .�.b '� �, , h , r Y 1� ,'1C�;- � ;�� w ��k . �.�� . � '�� � ���� • +- l � � Itions' y � G' 'sal. _� .. L, �yx S+i �i•i 'M1' �!' •, � . 5� i % •� � 1. � ', I • I I r • SPECIFICATIONS TANK VOLUME 1,500 3,000 6,000 9,000 11,000 13,000 15,000 CAPACITY I WARM WATER VOL. gal 1,585 3,120 6,020 9,290 11,300 13,300 15,360 liter 6,000 11,810 22,788 35,166 42,775 50,346 58,142 NET, LIQUID gal 1,490 3,000 5,880 9,240 11,000 13,000 14,800 liter 5,640 11,356 22,258 34,977 41,640 49,210 56,023 DIMENSIONS I HEIGHT ft -in 15 -9 15 -11 26 -2 26 -10 31 -5 36 -0 40 -6 m 4.8 4.9 8.0 8.2 9.6 11.0 12.3 ' DIAMETER ft -in '6 -6 '8 -0 '8 -0 '10 -2 '10 -2 '10 -2 *10 -2 m 1.9 2.4 2.4 3.1 3.1 3.1 3.1 WEIGHT I TARE 1,000 lb 10,500 15,500 27,900 42,000 47,000 53,000 73,700 1,000 kg 4,763 7,031 12,655 19,051 21,319 24,081 33,430 OXYGEN 1,000 lb 24,800 44,100 83,900 129,990 152,000 174,000 214,700 1,000 kg 11,249 20,003 38,056 58,962 68,946 78,925 97,386 NITROGEN 1,000 lb 20,600 • 35,700 67,700 104,358 121,000 138,000 173,500 1,000 kg 9,344 16,193 30,708 47,336 54,885 62,596 78,698 ARGON 1,000 lb 28,000 5 , 96,300 149,434 175,000 201,000 245,700 1,000 kg 12,700 22,861 43,680 67,782 79,379 91,172 111,448 PERFORMANCE I . Nominal Evaporation 02 (% capacity /day)" 0.35 0.35 0.25 0.18 0.18 0.18 _ 0.18 Maximum Working (psig) 250 - , Pressure (bar /kPa) 17.2 / 1724 "Based on net liquid capacity Taylor - Wharton's new generation vertical bulk tanks are engineered for maximum flexibility and minimum installation cost. The new T -W footpad design makes installation a one -lift process saving time and resources. Our optimized piping design makes operating and maintaining a bulk tank easier than ever. Readily accessible valves and controls provide ample clearance, facilitate operation and simplify maintenance procedures. Wide line spacing and superior performance meet the flow requirements of a complete range of gas and liquid applications. Taylor- Wharton bulk tanks are designed and manufactured to the highest quality standards. The pressure vessel is ASME, Section VIII, Division I, and is Canadian (CRN) and Chinese pressure vessel approval. All of Taylor - Wharton's world -class cryogenic tank facilities are ISO 9001 approved. 0 T__a_y_lor- _Wh_art_o Harsco Taylor- Wharton Cryogenics Taylor - Wharton GmbH Taylor- Wharton - Beijing Taylor- Wharton Asia (M) Sdn. Bhd. 4075 Hamilton Boulevard Postfach 14 70 Equipment Co. Ltd. Lots PT 5075 & PT 5077 Theodore, AL 36582 D -25804 Husum P.O. Box Beijing 225 Jalan Jangur 28/43 USA & CANADA GERMANY Beijing, Tongxhou District, Hicom Industrial Estate • Phone: (1 -800) 898.2657 Phone: (+ 49) 48 41 9 85 -0 P.R.C. 101101 P.O. Box 7193 ( +1 -334) 443 -8680 Fax: (+ 49) 48 41 9 851 -30 Phone: (+ 8610) 8156 4939 Pejabal Pos Besar , 40706 Shah Alam Fax: ( +1 -334) 443 -2250 Fax: (+ 8610) 8156 4985 Selangor Darul Ehsan MALAYSIA Phone: (+ 60 3) 511 -3003 Fax: (+ 60 3) 511 -1472 TW -3100 1M 09/02 T00RDERADDITIONAL COPIES; GOTO: www.taylorwharton.com