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HomeMy WebLinkAboutBUP2023-00029 (3) ••• • • • • • • • • • 1 • • •• • • • •• • • • • • Y•• •• • • • • StiL COPY •• • • • • •• •• ir • • • • • •• ••• •= •• • • • •• •• ••• ••• January 9, 2023 RECEIVED MAR 1 2023 ' ` •••• .. • • • • ••• ••• 4•• • • Carlos Castaneda CITY OFTIGARD • • • • Interior Architects BUILDING DIVISION 500 Sansome St. 8th Floor But.20 2 3 —00029 San Francisco, CA 94111 t( 2..O0 Sw E'RciPtc Hwy Re: Chipotle Tigard—Trash Enclosure Permit Set Tigard, OR Dear Carlos: Attached please find calculation package, dated September 12, 2022, which verifies the structural adequacy of the Chipotle Tigard—Trash Enclosure project, as shown on drawings S001 through S502 dated January 9, 2023. Design is based on the requirements of the 2019 Oregon Structural Specialty Code, based on the 2018 International Building Code. If you have any questions or need further information, please call me. Sincerely, •U T `A \ PI�cF Chris Tung, P€, SE, LEED AP -�� ON1 N s19j�"y,y Associate •� �? 1019P 'Q Attachments 0 9AV o Zooa ry B.MONN\ .` Project No. 10102200254 EXPIRES 12/31/2022 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 227-3251 kpff.com :�: :.• :.• •:•: •• • • .• :•• ` Pr°Jae Gt/PO LE* r1 L74,D 000 'I: • ••: Stw• N.. • .. • lq:rf-f loconon Dale +f., J2 Page 1 GletW ..1300$08 .�.--...., vlxtlmd.Orepwn __._.. .. • • • • • •tl�gt1l/1247 . Date st6/' CA-ILI -nzol 51-I—) -VsLJR !ha j ••• ... . .• S. • •• .w •• . . • •• • • •• •• • • C • •• ... •.. • •. •• • • • • 2C)V1 a.55-41 Sc- 7--/c CI-!.Is !,Icr,'-,3ur rAJ4 smocrz IRE s S •15,11c- E, - Cie0u0..rt›sttpPCIZT"r C4,rs7ar.VV,rzt; 1,404u I R.- /.Z , c2.,= 2,0-, Cd=2,5 22r7.1> *CO ;g' /;ki T list,. - cK rr.J G i I! J` E'12s2 C5 w, 1-,J. e,OS- = o.SS< k IE 1 .4,& ' 1rz st, lit Cst-10.3 0.014Sps 0,03 -r- - G I.Z9 -srAro sr,1 v,1 a LA IA1ia1r L. *.00zs- , x e, .7 X r.ax 6,asx1.0),7‘ JI,4 pr- C - 0, .. Jrg5' (cAsE.s. A.4,. C ) Qh a `/G1 -!.t? > .S- 2r(0 2.'112C x { l,g -- 10111) j.94 C. sec ) if 1.r" ,: MAX vJu3D IoA-D= 1'1 -x JI.+-k o.2s= /1,3 P - -5Y_c MP4R, 01,1_ S I.Sti 14 Lc4.0 Cpl.rIrre.0 i...s, •• •• •• • • • • • 9/2/22,10:02 AM ATC Hazards by Location ;•; •••• • •••• • • a • • • ••• • • ••' • • • • •• •• •• •• •• • • • • • A This is a heta release of the new ATO Hazards by Location website. Please Ltfitttcrus with teetibAck • • Page 2 0 The ATC Hazards by Location website will not be updated to support ASCE.T--22. F1dd out./ by,••• ••• ••• ry- • • • •• •: •• l C • Hazards by Location ••• ,• • ••• ••• ••• Search Information ?{ialeni .•• R • �34; )/agCRuoer • • • • • Address: 16200 SW Pacific Hwy,Tigard,OR 97224, USA kaway r -.� • -- • n•. ch e 186ft.and ,„,„x. ., ' Coordinates: 45.40390379999999,-122.7942833 ook Hiltsboroo p o Bea ion Gresham Elevation: 186 ft Ml NO[1C Ti m e st a m p: 2022-09-02 T 17:02:47.073Z Gave Hazard Type: Seismic 5 _ C7 Reference ASCE7-16 Go die Map data 02022 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.843 MCER ground motion(period=0.2s) Si 0.392 MCER ground motion (period=1.0s) ).'gipe 6p; .,—a x f,it c x o, f 0,99? t. rkk 0 SMg 1.012 Site-modified spectral acceleration value 1 f s = fp ;. 1, SS s SM1 •null Site-modified spectral acceleration value SP 7R 1. 5 15 S0S 0.675 Numeric seismic design value at 0.2s SA t1 i Cf /z, 3 t_ SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 "'Additional Information Name Value Description SDC *null Seismic design category _ Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRg 0.884 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.Os) PGA 0.385 MCEG peak ground acceleration https:Uhazards.atcouncil.org/#/seismic?lat=45.4039037999999981ng=•122.79428338address=16200 SW Pacific Hwy%2C Tigard%2C OR 97224%2C... 1/2 9/2122, 10:02 AM ATC Hazards by Location .•. •• •• •• • • •• ' • • • •• ••.' ••' : : • • • • • •.. ♦•� • •. • • • . This is a beta release of the new ATC Hazards by Location website. Please co: VJnI L.Et1i=:7 i'.=S. • : : : rage 3 '• 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22.Ej ouut w Hazards by Location .• • • ••: ' '. Search Information ahalem .`_ ; • •:•'• \l neduver: :•• •• Address: 16200 SW Pacific Hwy,Tigard,OR 97224, USA kaway _ • -.r.e • • • • ch . 186 ft Coordinates: 45.40390379999999,-122.7942833 ook Hillsboroo .and .r>"^a. .•r Bea ,on Gresham Elevation: 186 ft Mt Miooc fEI Ti mesta m p: 2022-09-02T17:02:10.297Z Goae Hazard Type: Wind r Go g!e Map data©2022 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design, Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22.End out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases, this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges,ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility https:1lhazards,atcouncil.orgtittwind?Iat=45.40390379999999&Ing=-122.79428338address=18200 SW Pacific Hwy%2C Tigard%2C OR 97224%2C USA 1/2 1trt rzc .MQ .'` (vY i l-,:a, o 04 0-a Shi,zi = *t/.5.4 )"oL/7 ' "L:0 = (�I a Sew 91`/tais -C2 i s lc: — L x d54_58"5"L x+1 C. .52_9'o x z"o *L a — ,) ) ; 41,4 ( ) -9tiiI `f a v o >07449 QV ESQ .o!71 {<zZg .g<'f,%' .c,(L.'!r..,e 7�`}1x,57p'[ x( O1x�c1.+j ,l7) atP 'o l.('t//�(' qz•0 = ` tx J 21 np»�f 014 (y � / g��y �+ 1 (J p C�fjl y Sl e '" Le({, Z 4:6 y 7l2 1P ), I) >e Q5 fir'£'o ›4'O _L+ l ILO+ ii _S�9,z.. 1 x a'4) E(/ 'Z = " - I� a`J 'tj£."P -YI 0)1%4 � i-tttx it'a _ n f —'' 1 ' a1 "-± 4Lag 1 = 51 x 'hiu6'5h )e z j nW � A '' s' ?LA — ?5J oo5 a� "zl SZ9l x(, a"1 At i i 'I - n'+,) x %'o (mum 1 . CAW 0'1 ) 2.9 7.,X 0 f j „i>n1A/n i76, = " £ xbZ'J nj < ' 0 /�" - ; zb* = pe,-y 3'6 -, ( - Y529 . ) )449x'ts_-a >q,'a wu1.1? n$,4 'Q . °, xl€ 'o =77 5d oosl FML 7° -zc� € / i • • j 49• ,•s . ••• •:•47* ./7 39 ! 9.. f jtZ .`_. 5j%Z .`l, Yi }e 7_ = n �. i �'st� , ' W • • • • • • :. • • • j ••. •4 ' ewa •. , l2 /d/'• . ••• • P51^el F�IIJ.DNS. JJCbi .a: • • • / ZIZE' Val• • • • 4 • Wlto3ol '•: •• . ,laBt15 • . �` .•• •)• • Fg:•: ZT J V'Lt. T7_L:PC7 1�7 1�e(Wd • •• •• • •• •• •• • • • •• . . . . . . . . . . .• . . • • •• •• • • • • ••• • • •• • • •• • . • • •• • • • • • Project CA l PC1.E. ` / By SAeel W 1 `�� ,<„ location Elate • /, ' • 'Irrd? . • PaDe: ••: Client • ••, • •• •• u•• Portland.O�ego^ • i' • :-- ••/ r'^G L+G^' Dote At south end,ager,geg§'frog top Qf y. •• F 3 .4 tT0I l _� pmpK/{F grade to top of stem wail.SarMs= 1.29 t 0.34k x 0.59/1.4 ill.04 -ft 'i$qq0 ASDJ f C • .1.1. . • . • •A: : • • 14 a�S rrza.mi [ f F ,,,, : t5r;LAe (05a j8o7,3 22) 1 I,2` AA (4sr 0,`/2-. = `120 In A55VME11114, 10OPSF L ALB .10.4-XR. 62-01212:01R065C- 01 r 7Aril- / OC',Z. (Cc sz gVA77 E, - L045,7- VA ) At south end,use 4'-6"'deep stem wall l ,r '`' 100x`'' r 35"v p5r4___ 400 .5 for exposed part,so S3=100x4' GI - 'f,2Cx720 " -3,3a _ vsc. 3.5 at<`,; ' 350x I r At south end,d=SQRT( 60 ,, 4.25x1040/400/1)=3.32'and provided 4'embed OK VeRflCALLo4D t�- 7,5 p5 435 /E Ail, A[,LoWA°c3GE F- kgrhl6- r !}dc.fSP r A tAJ. = 1.5-0.>c E.2.'r licb > 6'32 /7q- be; £pna't?Ait..)c 4W TrOI/ir,t..S rJfl6, t tJ7ta r`-r.,O'r'Itj q tvi a a 'i.ifY Cat7. — CO q / / a t 7 Cq rr, P-in':. a.In o, 3/,t Eao X (C- - --' ) = C 7 il t flu . I,z`i x. ' .41,3 . , 0 N ft CC' 51413 nntePj v=• fax tzx aoOIg 013. 12 1J5a *'1-e. t 2/f n,c. '' „Z V - (Sk` of Xq):Sh x om�(44 6h<C1.xS'j,) V a1,'9 = /tAV _.. a1��l'q 'r Z59 = $'UZ x5 x 'o - /1442 = x ul `k f ! \'l z'€L. =ss?19 be I ;(yl2 z9 951ra --4sd cot ix 'Lx, 'b x , '1*xzf = Ind 'z• .n, b� _ # b+zc = % z°1 '4548 " 'LXG'1, = xi,W T� +cz,'1 ,..(19e �r '' t t5� 47! + fag I. . to 71xiir. = nt t < �z'91 aCI)X9 xi'° _ "I4 : l>f4 9 x-t,�1xtrt? • (9t11I ) Lrcz`0 X r,oP ciZ 31 1e7 2'O ZJAn t7 t,•O x _ 77 Es 'S1 t 4 ' rxZ' , '. a'(> 1 b° 1---L - 1•- ... _ ) + q..7,O Z,a > /1 NOtlOvza .Eidl g51.'� 0% = 0 1 X i x CI _-V1)I c. / C���I -�' ' = joo g-) x 1,'0 r PAW. .xUW N co '= (92.' )(Z 't — n el r�l Z'b = 912, = Z 'b'rc'bix2 L x 3/ Ar14 = SC' fil+ca VI Nam =ac�'b S�$s,z/ '1 '2.1 x§," - Ski % OX gzAZ"zits? 'I, a - xG' . 4 z -r r4-). i .0oriau.9 vvz 9 z 1 u _,,z4 ,to 404 z 1, =. r�vdx>-7 : \',,, i 6, 7z '^' ttit 17 1 ' ... � oAx#t1x irri -7 • �d • . . Tarot. . ..: •. • . •• ..•ronavi' • •• • : • weir JJ(1>i ... g96ed •-• t'l ciii.z ewc! .rou000i �. br,r _ 1-77 Ae3 _L ?lorJllp? werou . . . . . : . . • • Y ♦ ♦• ••• •• • • • • •• • • . P �1 r'W ' yy Z55 g, •V eez.-' - Pit/ Sy9 -IYSIL 0 1. : 1-7 ' f Li s '"fa "W t rv=,,r 1 '11 A 7,6Avo x'zixi xko altkiep :r /m 9.did vi 1ccL o *41 'as if Cl} L .y ) ‘O -"*"" 4' j ittii Led 1 f $29' =c•Q Z 3 _..- 1 ' , , i /...,, -.-. s$, z/ds(1 £''1/xSLxc 9'p = ZIx Os/fi l .d ` = A �'' c'rmaa -IA,* .+Z. -2/47J r4915a4 C lien 5. ''C!r7Ogq lf7o ;aQca. i,4 'I ',o ,� �sn ,8$'b Q Zi �aZ'4, r = ' qv"? 'f'1II b " , '"z� `' a +Iy.,^c'Gz'J) 71 s'C✓ I; in - t1e2a4-7 cls cv 5-isioadwnS5V i-Piic 17 c s t Clarrd fyo7 .9' • • • • .. •.. ... • c IOLLY<INc7 . 4g14 r47Z a • • • • • • • • • eW0 ..05.Zoity`�101•• ••• uo&3i0'ow10od •• •4. • •• • • Pali": Tjrbi ••• Z%;ed • "L'g7 .y t'-1 e;6 uq{o,o1 rr:. • • ••• •• • •• •• 00 •• • 0 • •• •• •• • • • . .r • • . . • • . . • • • • • • • • •• •• • • • • • • ••• •. • •• •• •• •• •• • 22 Gage 1.5PLB-36 Grade 50 ' • ' ' Cli' ' Uniform Design Load Table, LRFD (psf) VULCRAFT GR�UP For Butted End Deck • •• • • a9aC • • • • . • • • • • • • • • • • • • • •• •r • • • • • • •• • • 36/5 Connection Pattern to Supports with Support Member A3'6 • • • •• ••• • 5/8"Visible Dia.Arc Spot Weld 0.25 s tZ(in.) Note: Support welds at interlocking sidelaps may be 3/8"x 1 1/4"arc seam welds in lieu of aresrot eveid%• • •• •• • • • T T T T 1 T 1 : 401.Nlr 1 r -or- 1 I 1 1 1 1 1 Inward • 1.5PLB-36 Roof Deck • —) 2.00 tom-- —* 2.00 14— End Bearing(in.) Interior Bearing(in.) ZI. rf hi!iq. OK, Inward Uniform Design Load Table,LRFD(psf) Span fft-inl 7'-0" 7'-6" -0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 1 cl90/Wn 103 /79 70 63 56 51 46 L/240 30 24 20 17 14 12 10 9 2 fiWn 109 95 83 74 66 59 54 49 L/240 ` 82 67 55 46 39 33 28 24 3 chWn 136 118 104 92 82 74 67 61 L/240 64 52 43 36 30 26 22 19 r t Uplift(Outward)Uniform Design Load Table LRFD(psf) Span (ft-inl 7'-0" 7'-611 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 1 CPWn 110 95' 84 74 66 60 54 49 L/240 34 28 23 19 16 14 12 10 2 013Wn 103 90 79 70 62 56 51 46 L/240 71 58 48 40 34 29 24 21 3 clWn 128 112 98 87 78 70 63 57 L/240 56 45 37 31 26 22 19 17 Steel Deck Properties t Fy wdd Id+ Id- Se+ Se- tbMn+ 4 Mn- il)Vn in ksi psf in.4/ft in.°/ft in.3/ft in.3/ft lbs-ft/ft Ibs-ft/ft lbs/ft 0.0295 50 1.6 0.155 0.178 0.169 0.179 634 671 4035 Where: W 5 chWn - W =Required strength of the governing LRFD load combintaion cloWn =Design Strength Steel Deck Uniform Load V3.0.1 in Accordance with AISI S100-16 and AISI S310-16 Date: 9/13/2022 NOTICE:Design defects that could cause injury or death may result from relying on the infonnadon in this document without independent verification by a qualified professionaL The information in this document is provided"AS Is'.Nucor Corporation and Its affiliates expressly disclaim.(i)any and all representations.warranties and randltions and(ii)all liability arising out of or related to this document and the information in it. Page 1of1 . .. .. .. . . . • • • • • • • • • • • • • • • •• •. • . . • . ••• •• • •• . •• • . • • PIO & c t-I I ro7"LE Tr G4 .l> • BY GC T---� - Sheet No. ' l� jl Locarb • ��:3,/a . Part ... Cpent •R9•Iretl • ••• •.,/.. flex ••�• •, MrIbM,.fh.epn ••' •• ••-• •.t C110. 02 4i'' t Dote • —�1L L2x2' 74 V ' �4 PS L. SA-4a t-171 DrG-as ,s / 1 6 r, Sry )7i<. _ a—(va M� JAKE, L. #1NmE. 1-0 R06. 1 r ${+ r�. 4 ,95Fx3.5K7x3 x1,1 4I1,E _ ¢1 Mu 4;Q/2 .. 2.1-5 mar L2x2•,0/4: �Mh O,,x 3&x 0.2. 11 v 7.-t( tfrrA/ .. . v K 6.t 21 = 4,2 '"'Jof< rISC PJf C/$avlak.L 4rJo',AJ 7A3.5'1,,19 3 r. iP-n 7 7z _ /77 4-4. 21, a l al, 3 r 1P .i.,1.15` J lr._- o.9x 35 x to.6 -_ 333.1 1,z * yJ tnl RAa)aIJ .-1,1, €@ 4-1 = 5,08 <1 o 3 3, 1 3 j � d 1+ lam? (QUNa41-100 <2\1-1 Assuripiioi s AS f tLl 4U 7 71&16 r" ! T IIor _cvx ,e.Au. 3y-SLA CniJ 7t1114 5 " t( 21,3 ."`' ,bAs `' R '2. %) \{ 3N noct A. j 4"5".n 110 — 2,2' ( ' '3' .3 rr M KIALL ak. 3 (G.6?ci-r"x z)/: �, IfZ' • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • • •• Project Ott rCrn-t T I clAR 1� • By lcc r • Sisetfdo. l �ff Location �8 v.ur ` 1 • Pa9914 ••. . ... • • • • • �y„t • • • • • J•bND: •.• • .Reysed • •l1•y) 111024 • � /�• ] Porlbnd,Uiegan •tea • ••• ••tV 1011 l2,�T • • ••. • • t AlT Ft Vol" 141814E II t V= 751(3,c)(1 , V2 - 253 VI rl. 2 x,..;W 7.bz.5— 2 x 0,;�o) � 7,,023 fib' / t .-- a;o£s'-�>o;LS x 7o -r-) Hu=OM•a z a;qx 3,r i.:x 0•3o 1W R".s1 '°v> ML ak • 7avrz LA e,kt 404 CW2 t'S. eT! HP, x 2 /4 S 3/ tfpr-r, ( 44 1 . 1ax1 /101 ,1 = v V A1toW= 16,,ic aq 3 =, 7j' II a lto t. yz 5 x o.gt, = 34-0 * 1 thrrAcn vn) 3°#0 .0 ti .� Hu . , i6x1.6K1 0,Z1 • • •• • • • • • • • • • • •• • • • • • • • .• • ••• • • • ESR-1056 I Most Widely Accepted and Trusted • • • page 4 df 8 ' • •• •• •• Page•a• •s • • • • • • • • • • • • • • • • •• •• • ., e _ - i • • • • •• • • ••• • • • • •• •• • FIGURE 1B—TYPICAL STAINLESS STEEL TITEN HD SCREW ANCHOR ; •••• ••• •• • • • • • • TABLE 1—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' tp �$ Ygoiv4.(s x 2...j tt: v riV A n it ),-j.�n a ek,r i+.a6>s �3 Oa It ,� j xp.. ci.S .3*.:-,.r 4% 4'ro- F s7w-��-. • s,' i. M` 5''" "> �? +it u". . '.i,,, S wag. Mr f'i is 4r�� �� n,,�., ^ d 4s '". - r, riP+ 0.'' `,�' " .a'�-,3 `aFie"4, p3Levyts v tOjWWAa ,�, • s paw. 7 a., c. :'r-a # ZM911. 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FFM *_' 0 ` `- ,kx x 4 ' y`t,a V Y m yy,„ ) r > ''- < xa a! a �'fF'"^G<44 M Y 'tk "i 4��}Y' t ri• r r { 1 `1' 1?5" �r ZAWAVIS a40 WO 5 } k'F .,E s,SCs x[ X`. as? psi tx±c ✓:n 1i�l 11111A °.YFwYf15. ��f # i "t#"i3 M �"3 * VA .3 `x.Tn t lox z 1 '�'a 4 xK r w. mil�- t a xa n v s 9 i v._^.. k`s.,`s, .c.j, ;1.�n '.Y'F :Fm.. `J.. 1 .'=�: to :',^r,.. 'a�"vu'Vitw<!.,..�i.,i+.`'. v 3.. ..xf V` a x Fr.+J ti ;A,...-1 ,y z k1.R. r}r1A.4R' �.' �-s°7._. ... art�'..sm +u'eKYn. 3/• 34 234 12 4 6 3 480 870 tyv t ,- a,,,. $. m6'rx 'SAilawo t,�' 4 11 y.4c r-� x3 E 1} r S 00, e v S' R r CAR80N �a �r a„����N�`nx+,as� ?}a �ir�:';£. Fr�. <s )" �r t"d= �v* .� "road � R , �+i >5, .:m.,x.�<.., c£x�rx7 sw� .�.,:b:�tr_£mod,�A STEEL 54 54 4'/2 12 4,� 10 g 5 1,060 2,085 5 zeW q .M� /"v"',�2 v1+- ^{`.r`.n ,;aAtYgotr,5 d y .4"1,,,1.,,,a �. ��.tevra:Y'Strar id', n` .L.i „`�"S* ' w 31-, +...0,^. # ' £ , ,_ii +. r et°iiifEE y '*zr a 22333£A vt.is Sti'e.. t t , w .3�±.�f� "{`-g, .r�,'a s< Wu e *%-,,.3 �Fsw Fa::AVi.,.�t'MA i� a'i �^„-- Mf^. +r-R'�F.4..n''4 " Kr.>,. 34 34 23/4 12 ( 4 / 8 4 ( 29 r�70 } Z 1 s S$',i n'"C�+- ,.�::a..�, 1 t v{&�✓ 4;r .3"�" `{w f <4 '� M iM1 ,» ) r.....// t /m, h44 t Ye 'A X rn tti is p a'i'7` HG': r is 1 1.W ki �r w+n Mc. ' Y1, daVi 'rr�' 4 STAINLESS k iv ' w% �-;y d.. 5 , 11.A x Aid a '��^i?�'n e 3' 4 C Km:. ,-.✓ a'"r. aYS`,.i'`7,1 ... wr'iE,-. . .,.5 w rA.4 `>,:. , ..z.. ,++n,..;-, S,R --.r-?`,.Vg.gT.. 5., r.d.+-"a.','1.,,It ni,,r}fi'';1y, , 1 STEEL Ste 5/5 41/3 12 4 8 4 770 985 .0 o 14,.4 wju 3, i X r$ zr w ua r A 4g, y x tkv w ' � F 7zkns ✓ fr Pk Re+-. 41a „3x, r ( , For SI:1 inch=25.4 min.1 psi=6.89 kPa,1 Ibf=4.48 N. 'Anchors must be installed a minimum of 11/4 inches from vertical head joints and T-joints.Refer to Flours 2 for permitted and prohibited anchor installation locations. 2The drill bit diameter must be equal to the nominal diameter of the anchor.Anchor installation—must comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. "Critical and minimum edge distances,cp and c„.,,,respectively,must comply with this table,Refer to Figure 2.Critical and minimum spacing, s•m and s,„;,,respectively,must comply with this table.Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads.Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances,and to Table 3 for anchors installed between critical and minimum spacing. 5Tabulated allowable loads are based on a safety factor of 5.0. *For wind or earthquake loading conditions under 2009 and 2006 codes,allowable loads may be adjusted in accordance with Section 5.3. • • • . • • • • •. • • • • • • • • • • • • • • • • • • • • ••• • • • • • ESR-1056 I Most Widely Accepted and Trusted • •• rage 55r8 ••• • 4' mu'° Page 12 EDGE DISTANCE 9 • •• • • ••• ••• CRIOCAL EDGE DISTANCE �•A t•• • i• • • a • • • • ISLE LOAD TABLE) MCA fj,1H�rEYY ENO • • • •• •• • • ALLOWABLE LOAD CAVAd•n• ••• •• •• •• • • , i ....0 Ail�jJf�J}' j[• A"tNNildWA lls/ %/!�/ k. \1 '4,D1smsaa Vtss a LOAD TABLE) INSTALEATIONAR£A fOA FULL f �� t � � �a } ALLOwAaLE LOAD CAr7AC{TY' V or keg) yylT/ / FIGURE 2-CARBON STEEL AND STAINLESS STEEL TITEN HD SCREW ANCHOR INSTALLED IN THE FACE OF GROUT-FILLED CMU(CONCRETE MANSORY UNIT)WALL CONSTRUCTION(Refer to Table 1,2,and 3) TABLE 2-LOAD REDUCTION FACTORS FOR TITEN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL AND MINIMUM EDGE DISTANCES(Anchors Installed in the Face of Grout-filled CMU Masonry)'" r,-''.ige ' . '' 11":1 rxF ��i;, }� ,101-t'1' = j'LOAtDREDUCTIONFACTORSSFORiANCHORSINSTALL` D AT �� 'AISi vrizF s- Lltj Th nn .'S`Yy :atm.!@ n.n..• '� , . . . . ..r m 4°go D� c. h e-.li x`.9' Y 0 Pe' v e`,,T rs"�EM is M y ce, E. . .'Lt , <n >"" 4 ` {4 wLi#��-f.4+ F,. , "',q � �Y� a?J-a.k'^+"Y'x�3'Dq�IENTv5r � ry a. .+ �I S r<r'� Coy ` v+. �h �.?�vt�fSit" eV �S`M. Yk�, y4rKy �, t CAM ER(In) ifW/ ii5�,y��'�T triFo tvv ° F - �`Y i earrLoad°Act itet�� � 3 ._ SIC' `S) .�i'S. r �n. nx rYy Lea y tti Gy Y. 'S T1u,s��•". s` m,,,v.r�x� O . km-- �-ilig• rrr�'f oft"1-Q a ' 1plA I): 7f tH�4 Q�,i bWv , g l /`t .5a t -Fi_ `io T, . 0 L,,, §,g ,�,, '.. F', . rx . .`'�W Edg 'tI� ' v Zax" �y-.ce '1� ,'`� k v�.,{. ns Xyy _ k*`.ki"- f F �}x.�: etbv-�r,� ..x� 9ei'E .:u�a� �R2E�jtece�� ?4�Ir�Q §».S�n��`..-• t 244 1.0 1 0 0 58 0.89 0 77 CARBON < .n.• ,rry ice`-2rs t w-re i .S l y���,:`'w;:Fyl,�"a { c ',3x".�^r�. *..?iA GY.l4 ^w".'v.'.�`r r fkS.Y ����r-�<x'.3 .%�'"i'�ti:?`W�`��� ie r.i�4S a ••.".Tj'; x teA STEEL / 44''!+ 1.0 r0 83 0.30 M0..588 0.48 X. n* .^azgi4�eM '-5't 'i.. s,.e�-y SY 0t1F gin F Ei'C t^0.! 'f` "PO4 ; tf a'x. 0.38 hlgA�Fg .{?.7tA1..!'J`x0 . ,,/r 2/4 1.0 0 80' (1.93 0.93 0.88 STAINLESS a 1.41 Tl2•" . i R,:rMs..... ....m`i ..'' -r?4fAfr 01 7 gala s..1*O . .`'.s'......... .c.`.. ..4S''', €.. ` ..1.56 x <:i STEEL Th/• 4'I to to 0,66 0.66 0.65 t. �Gy W0.1:. cameo r. 'I vs .e .7fa „. ? d060 X >fiQ Skin*u�z x Is. For St:1 inch=25.4 mm. 'The load reduction factors in this table are applicable to the allowable loads shown In Table 1. 'Reduction factors are cumulative.Multiple reduction factors for more than one spacing or edge distance are calculated separately and multiplied. 'Load reduction factors for anchors loaded in tension or shear with edge distances between critical and minimum are obtained by linear Interpolation. TABLE 3-LOAD REDUCTION FACTORS FOR TITEN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL AND MINIMUM SPACING(Anchors Installed In the Face of Grout-filled CMU Masonry)''" ': I �; my o s"Zo , "r, y.p iti ,�,'+'.LOAD.REDUCTION,FACTO F ANCHORSrINST ED'AT'�'.`s 4 .....t INI U. 0 g Cr $ a: *,Eosin i ,S $4� �� r f 1( �� Nl-., 44� . .; "fix W?I w� "' !kit ' $�I a ^t 2,.. }�. F. M.P y61 T i ,. 3.i" 4 L5�re4. "`k`§i Ref fi I .MA +3' R(n) � q" BEDMEN1-'DEP 3 T Id.SelMx. ^"w '�t'Mx 3.an e �Sti^' i '47 S#v �!a'xT• t � � .sY' � n x.3«»� ,..p! /`��,�,�utt r - M �.r o-� a v �htlr'+w .,,x A3Y Y 5;. .4gt4;1w a�"'i-.'S„"l-T- uy�' .3 re"3i t 3kS ',Ati ha or ea '`P� nsi itoito,�. "1` S cear,.oad ,., s9 .'4^ x,,.. '*'r sA x n',FF`Rr.R-m- '.m , ii,,g,< 4 Y i, 'Su, 9x1gf0a '4+E.`.' ;,- '81 �, s z5 r 74",� "7,Wi «t. rR i{^`ru' iA .l'm �' t E 14rzk M � $rY:Ym� 3 "`.ilhF d1,:,40.�, . ; •/ 214 1.0 0.87 0.82 u r.:x 7 »er I - r -�;. x z�,><« € r d i CARBON STEEL z � n x r r ,.:% ' $ ?.a fr ..:. ., ri 1As t4ti85 ; 3x# ' 6is - 7t yv 4/r 1.0 0.59 0.62 +"R.w'ti_`�3d« gAi FtW ar'r7A+'.f�,.ix...5'I.. .. a4 t?.rT.�°,*tt00014e T ;at.Nx W.:50,:".`;rc:l",'i °x>xii...`k�,x '':1)12' k',+".``.xtit / 24 1.0 081 SO STAINLESS +,rss< -<_`?visIV .' z . ozoi3al2 ;"x, . .? �'�''.','._.,"oFx�;1:O.w.f".�P..�r` r 1iso `.7,.9, wra�d':ti-�'.' orN,'„'.Q8t4°^�".' .i sN." t STEEL 1;/i 4T' 1,0 0.87 0.90 r iir(? V- 1 f 'laarriga"v;r-4,,M r 1.0 b.a. I4 � 0..78 '•:. � i: 094F :1 ,�' For SI:1 inch=25.4 mm. 'The load reduction factors in this table are applicable to the allowable loads shown In Table 1. 'Reduction factors are cumulative.Multiple reduction factors for more than one spacing or edge distance are calculated separately and multiplied. Load reduction factors for anchors loaded In tension or shear with spacing between critical and minimum are obtained by linear interpolation. • •s I. we. • • • 61 odo 4. , • o • I • • • • • • . • • I • •• •• • • • • • • 9** • 4 S. • • • • • • • • • • &we've :40 Prqlee c.rtIroTLE.. -r 1 at•ie t) • W 6 • 1q3ff Location Client Date .9`h VeZ..... • Page 13 ,..A.,_, • •V • • Job No. ••••• • • • • • ,.., kelorxi.or0Gon ; ; : . .k1C12Z102i4* 7 [iota 0 0410 00 0•41 • 'k - 15aZAR-.P._DM7./duk.,1 00* 11.1.4 • 0 ID* *4 • • • • • 14, r,pQz00-10 • • ... . . 00 • • • • • 402 • , „. ,.., .e,--- -1'6. '' C''• '' VV/ TH&4.5.44HE, .5-Cli—ASSLAPVCV4S tO 41 ” ra%,"•27 , ...5' , ---- 2a)e,or)x.5,0 -,--• IOC) liSr" I w .k C 71,1 Of"PaCrPtfl-L-r77°Ai `,. '1 1 L •k ;.' easvAi,v,..1)ty Nefrci /ricile- (pg. _ __/-;, Gorte. v AB . 21) el 1,25X1,,oao>c.2..2.5" ,-, z„,- t,000x 2-0' (-"A ,77± J r t .? ='. l',.- -A USE.= , 21-40 sE.. .,,ur PA-6TE Fog_ 5144F-r-.r.w7-tAi6. r.;;Esrew.,/ 0 a cqz -Txx 21. i 20Iq OM 181n 3.9,42 -,k--4 I, 5;PC P 1, u5n( 0,§2,5 414 poop, &, i z, cr i Yzx 714 z.-. 12 i tz-te h ......: i ,c, „e>oc• • ei+ 9IV, FIP PALI T-- 4aXitisx'21 = 25112. Kw.) EPt-10--= ct.1 3.5 x2c),g := 655.2 ,Pict ak: n • •• •• • • • • •• • • • • • • • • • • • • • • • • •• • • • • • • ••• • •• • • a • • • • • • • • • • • • • • • •• STRUCTUREPOINT-spColumn v7.00 Pagee.ti Licensed to:KPFF Consulting Engineers. License ID.73804-10763135-4-27D454XXXX • •• • 9i13i2022•• ••• uniif!ed.cel •• : • • • • : : 1:41•Pl•: •• • • • • •• •• • • • •• •• • ••• • • 6. Diagrams ••• •^ ••• •• 6.1. PM at 9=0 jdegJ ••• ••• • • •• •• • • • • • • • ••• ••• •• • • • • • ••• • • • Iy _ - .• 1000—e PoI • bW 1400— b.0 24.00 in diem. 1200— - rnO.5N , tOW+ `, b 0a General Information P Column — ` Engineer — _.._ ._ ._. j 12.0Sp 11.0.e12 : • Code ACI318.19 `1 ado— BarSot ASTM A515 t Units Engl •ish r Option _.......... .. .. . .. 4aa— Run lion Investigation Run Axis X•axis Slenderness Not Considered ,` • 2ao Column Type Structural Capacity Method Critical capacity -• M la"' Materials -400 -550 d00 -250 d:00 450 .i 10p in 200 250 500 550 400 r" 4 kei E" 3805 ksi 1r"„1) -no tr,rw"i PM al aO 1Or01 4 60;cal E. 28000 ksi Section Type Circular ......... .............. ........... ...... .. ....... . Diameter 24 In b 452.386 In2 No. P„ M,r SP. 45tiiir. Capacity 4 76288 iM kip k-R kip k-ft Ratio Ir 16286 IM 1 1.0 21.6 0.00 115.16 0.63 I Reinforcement _ _ Mex.Capacity Rutin 0.63 Patten, All sides equal Bar layout Ckdular Cover to Transverse bars Clear cover 3 In Bars 6#6 Confinement type Tied Total steel wee,A, 2.64 int Rho 0.58 Min.dear spacing 7.50 in