Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
SUBJECTV\QYYI •3 BY A '` ti Y`c . CH2Nl�HILL -. ')pt j x _ r #`-.:� 3 SHEET NO. 2 -e ) of 7 DATE PROJECT NO. : – - - - - -- - -. C+ of Tigard � t, �k 1,55° City Approved Plans 11 ---.' t g�c4 . n \or t5 -; txtzt By. - Date – 6 -�o 1 N1mzL .D610 0 62" ?e `t u3skr = Vi tvitii1C I 'b/11- r 1,1 ° .._r -i q° 1 e_ c Icuk -1T , A tom--- t LsO ^ , j , . : To1Go c' - X3`7; 5 7e)' rte, k AY, : ( t f_>to tb z,L-1 - ���yVYti y • _rc)!r.. 1- _ ! w‹. p+` "1 i 5e.c r- :1 3. I , 4 , 4 ' —1k- ti .. :40) 1 i.S Co v1 0C1-cd :,0 e 1..-, PSy1 b(t _Cot10 torl,1. Qt`1d : Put ittfAc.-- 1a ` e - 4- - t " PP" • i 5Ci$ re 11 �_ "pr Jt$ t: .4... V{� r. 1'?GL�G r stf., 5 , t c. - -Otnr 5-i■ -tf\ drrl ?t 2c^,0 - 304 ! Ito- p kixvi LA V: 0- 4t l:? burloc ° ' r- { trio IN -k. y -t c4 . -pt *LA 1 Ic4.b, ad 0 -1; *a1t ; : _ a_ c u;� c . laid c p kr .LccA 4 ' d:, ,�t,g_l V_: - -- (�1 A d r.a.i- . ei.cc,,ith. D L 43, l . 4 4 for \- 'Acti.. Yc Ry r,Apt a)c),c_. gp,_ J,c1..10.--?.. . . , .,--, D. '.-_,,- --t,L.) 6 -- -L - • .. , _____ _ ,. . __ , 2.5 'R 3;.o t C'ov rvc k 'TT_ (C.,! -.. xv, ). zi - i.2 -% (660: 155 I -iiw�1 / .. ° � s /n (Vat ?~} - - - _ - 44 Lo - t.+,,, " t7, 1 x .36.1 C; t550.6 .. . 4.= . 1 ) 4 4L. 2.$)c0 :; c 4 ( j s ?pt, 1 1 . : 9 , c 7 . . ) 0 X52 )? ( is DS . v_..- -. Dhow; . -- --- -- _- - --- — ' oFFICty YeC • CH2MO I LL SUBJECT D- 4 xir) 5 E 7 1 BY _ j ` i L >7tk� SHEET NO..-l of 4 -- , 7 DATE PROJECT NO . bdrCt! 15 ? 0.204 a • • flax load= i 1 r t loc./({ 9 " 1'3444 • 4qo 1b 271cq(o -tb 14-■ ?r is cad 3 /a- 1 � I� T311 i 5; adt • ��Ae D40 1S535 luta.)c bad 1aO.64-■ �ukt fmrn; tss05`) i�t« , e)" t • ti.vd C �-��k►' `Pro &A " sia for' efl 1b i ti� , . i ; REV 12J01 FORM 18C I 'lair I www.hilti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 1 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 I - Date: 9/16/2010 E -Mail: afirth @ch2m.com Specifier's comments: Kwik Bolt 1. Input data Anchor type and diameter: Kwik Bolt TZ - SS 316, 3/4 (3 3/4) Effective embedment depth: h„ = 3.750 in. id Material: AISI 316 �� }j�1�1r Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/2007 I - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.500 in. Anchor plate: I, x l x t = 24.000 x 5.000 x 0.500 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, = 4000 psi; h = 8.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] y z x 100 t =0.500 �■ . = x h„„,,,=4.625 I h = 8.000 ■ ! 1.250 Loading [lb, In. Goveming loads Goveming loads (Load case 1) N =618 V„=0 N 618 M,= 0.000 M = 27996.000 V, 1804 z V 0 • ^r M, 0.000 , O M 27996.000 M, 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes V, = 1804 M, = 0.000 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 KW AG, Schaan ' 11 www.hllti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 2 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone I Fax: 541 -768 -3552 1- Date: 9/16/2010 E -Mail: aftrth @ch2m.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, - Compression) Tension y Compression Anchor Tension force Shear force Shear force x Shear force y T >1 j xi 1 1619 902 902 0 2 0 902 902 0 max. concrete compressive strain [%o]: 0.02 max. concrete compressive stress [psi]: 108 resulting tension force in (x/y)=(- 10.630/0.000) [Ib]: 1619 resulting compression force in (x/y)= (10.763/0.000) [Ib]: 1001 3. Tension Toad Proof Load N. [Ib] Capacity ON [Ib] Utilization 13, [ %] = NJ +N,, Status Steel Strength' 1619 13531 12 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" 1619 5374 30 OK ' most unfavorable anchor "anchor group (anchors in tension) Steel Strength N. [lb] $ 44. $N.. [Ib] N. [lb] 24055 0.750 0.750 13531 1619 Concrete Breakout Strength A. [inii A„ [ini c [n.] c. [in.] 126.56 126.56 393.701 7.000 e.,,. [in.] W..,,. e [in.] W..u+ 4 Ww.N ko 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N. [Ib] $ C. ON., [Ib] N.. [Ib] 11023 0.650 0.750 5374 1619 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 . Pal I Mir 1 www.hIlti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 3 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 1- Date: 9/16/2010 E -Mail: afirth @ch2m.com 4. Shear Toad Proof Load V. [Ib] Capacity QV„ [Ib] Utilization p. [ %] = V„ /4V, Status Steel Strength' 902 7125 13 OK Steel failure (with lever aim)' N/A N/A N/A N/A Pryout Strength' 902 11574 8 OK Concrete edge failure in direction** N/A N/A N/A N/A ' most unfavorable anchor "anchor group (relevant anchors) Steel Strength V. [lb] m 0. •V., [lb] V. [lb] 14615 0.650 0.750 7125 902 Pryout Strength A [Ini] A [ini c k„ 126.56 126.56 - 2.000 e.,.. [in.] W<,. e,„ [in.] W.C2n Wb.N Wes... ko 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N, [Ib] y'..Nmk •V., [Ib] V. [Ib] 11023 0.700 0.750 11574 902 5. Combined tension and shear Toads p = N j N, p„ = V,/$V. S Utilization p,,,, [ %] Status 0.301 0.127 5/3 17 OK 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • IBC 2006, Section 1908.1.16, requires that the goveming design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a Toad level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2019 Hilti AG, FL -9494 Schwan Hilti is a registered Trademark of Hilti AG, Schwan 1■■11`iliT1 www.hilti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 4 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 I - Date: 9/16/2010 E -Mail: afirth @ch2m.com 7. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 316, 3/4 (3 3/4) Profile: no profile Installation torque: 1320.002 in. -lb Hole diameter in the fixture: d, = 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in. • Hole depth in the base material: 4.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. A y o o o 0 °� tnn O O N , fV • o 1 2 0 csi N 1 3790 1.3790 12.0000 12.0000 Coordinates Anchor [in.] Anchor x y c. c„ c c.,, 1 - 10.625 0.000 - - - - 2 10.625 0.000 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 -2009 Hilk AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • 34 W' }psx, p, 1 v. r1 sMl 3')— m qua /• /� 14° Ib CRr UM N,1 O�'CtI ®��— •— ..-Y.— �/ M171190 RION I T ORIENT c Et ME rr ra W u . n a {� r• �t N. U ar• C4 Er /�% I M OI� i � F � - "' LL• " ^ � rwvs w 3I. Io• ^ i MIME?) 0107 M°ONE1 ONME RAN, PM ROMA o� .9.p. 210 — — — — - *b m _ ' =; E 553 � • I/ oml� '�� 21 / /� / .me1 I t i� � Ir � P :� I T: � � �:C; I C ' a � > Ia, I ���� ° i ,l � g G tg��p" ( ))] 1 I . ,tom, ' L i: m e Ili L4 I I I I . . ' 1 _ I i C IO 0b °f�imal LAD 21 VW; 9s /- -.rr.m 7 Pi �/� �� . �_ ( _ (� m a n � n9s It S 1044 . -■ ,M.9rm � L _ -- vet u�' `�' — I x 'I� ue9a� ■ _� ry WI _ 1 '® .. !' I L1 II - _I 71"21 3 ∎I IIl 1 1 MOTOR, n 1 , , rw d , I I.1 ow \-"-"`"" _ I., • • C a.o O MR 9o44w1v4�) • L� — / � J -, . ih . aar _ its 1u / . — -- '°' S L . 1 aa 1. ' . a. ` oor • ' ' • 51 { i -171 ( , rION .,� >Q. I 55 , , - 17 - 171 P 211 1 MN 05 1210 ,.. f ; - I` N .. ` L S ' • ` s i\ 3 'j3S �� 4p5 1 © ` � ` j `indr.•aa x i lb VI% , ?II� law. r. 1 ' O3 rro 70 EM or liar `^. a oyAloe a°nmw'i�n"w 17130 011.0 OR no / mmwro • MORN 71I.¢GDI6rCMMRMEL ME 1 . r i• Pp� ,� l . wao, mwl4 ,a.r„9al�pcanMrtcmMawl..muB,I - • „I • 1rlG 1s 14 I'� `�'1• wait, ,. mama CONTRACTOR .� /ND FIDRICAIIIION/LEDI Ne WM ON CYCLONE CYCLONE 4i71teo. ,'',��' 3 SECTION / ,Tt > 16Y+ .EMIME& ouln4oro 3 O a>n/w OffiMS S C111MC VT 1M991M4 /ND VILr4M,0 RIMY OVts9lA IIU0130TE tM/9"CM I1011 CIARIY. tronoMEND RANGE /O•/1C1 A!W O O SECTION DETAIL R .mrw a ESE T, JON CLEAN WATER BERvIH S .....1 1FaarIO01® , s �11eEO" m•• R �N 3011311 C W� ... CIi21VIHILL D1 " 581 SECTIONS AND o DETAIL ti. >DOa 200-M-304 an Sa0 Ana MILL NO w? 1rrM DESORPTION HE DWORKSIMPROVEMENTS .0,. «,0 - ..M... . . • CH2MHILL SUBJECT DJY - 1/1 arn 5Bl BY (1y/ 4 517pf SHEET NO. A_ of _LN DATE PROJECT NO. . - - - -- - - -- • - - -; - - _ _ _ .. _ . ._ _.. __ . . ; . . . * . . . • . 1 1 ! . • : GYACYrie-- P.4\ Cliwe. 1 . : ..... ;...:. : : .:. ! ................ ; 1 - — mu • -. i . ; • . . . . . . -:-- - _ • NMO cit.cL_AyAcia-(4- andiv.Thr ; ke at& tZck . . . . . . 331: i . , . . . . . . . . . . . . . . . . , t :,- , :Taco ci ' (.41/4q ii, J A , 5.e,e, ctAkack-4-cir . i / . • : ; RttVi Hio o1iirt1/4A-.b4w . . _ ... .___.. . ..._ _ . Ay■ v vaLtosva\ . vel, 0k). , • . . , . • . . . , t14 il-vr &3Fict -I- = 2 k 1 13k lb -; 2-ZZer ii. .._ i ! - - ... - - , ,1 cawsti- ?:aori-vwN (34./... 4.8-cuKco Drev...omixt , . . . . • : i, ; u, ,45 4.>, . VO4-tcat v, l(0,6 54, /A- k 250:SA icio8 b , , .. .:?1 kik3c44 • , . . . . • . , . . • a tte, / ' 1 u, 16 I , , . . ! i . . . . . . 1 - ,--- , ----- .--- ---- - ---- ------:--- --- - ----- .-:_______. .1 . ., , , I 1 , 0 • .2. . aCcto 112 $ 15z, tb . . i . • . . ■ . . • : IL" Vipt, o. zsi-C ts'O''/A- - --7 , . 76. 03 , • . . . . 1 i 12: LL)cAvi - A-.4- C rns6 z 1.,bq II/ . . , , . . . 2: /s "rite.- 0 3 b.5 ii:) ‘ V V445 zdie6 110 • , . _____ . • __ ____• •. _ _..• .. _._.... ...____ . .•___ _ .._. . . __. . .. __-.. . _ _____ . _ ._____ . .. . REV 12/01 FORM 18C 16570 d n Not Plott 3 /2010 2431 2- M10 DIA SST MAX. DISTANCE BETWEEN _ UNDERECUT RODS = 4'- 0" ANCHORS, TYP 4 • 0 • 4 0.4 0 • 04 • 0 • 0. 4 • . IL • e ` D • • p • • p a n p a • p • • D a o. ADJUSTABLE ATTACHMENT PLATE, TOLCO FIG.337 OR EQUAL 5/8" DIA. HANGER ROD PIPE STRAP, UNISTRUT SERIES P -2558, POWER - `j \ _ I STRUT SERIES PS -3126, OR EQUAL, (TYPICAL) / - it. 11.. 1 UNISTRUT P -1062 L �I� PLATE T &B CHANNEL, UNISTRUT SERIES, 5/8" DOUBLE NUT P -5500, POWER -STRUT SERIES PS -150, OR EQUAL LENGTH TO SUIT. NOTE: 1. WHEN USED WITH PVC OR FIBERGLASS PIPE, PROVIDE STEEL SHIELD AROUND PIPE AT CLIP WITH LOOSE FIT. WRAP COPPER TUBES WITH 2" WIDE STRIP OF RUBBER FABRIC. 2. CHANNEL, PIPE STRAP, RODS, NUTS, AND WASHERS TO BE MATERIAL AS SPECIFIED IN SECTION 15060, PIPE SUPPORT SYSTEMS. TRAPEZE PIPE HANGER WITH UNISTRUT OR POWER STRUT STEEL CHANNEL NTS CLEAN WATER SERVICES C 15570 DURHAM PHASE 5B1 CH2MHILL 391538 TOLCO _ www.tolco.com .,•:: NIBCO Revision 12/3/2003 /V Fig. 336 - Adjustable Beam Clamp Size Range — 3/8 thru 5/8° rod Material — Carbon Steel Function — Fits structural I -Beams and wide flange • - ti. �, beams, flange widths 3 to 8 ", thickness up to 1/2 °. -. Approvals — Conforms to Federal Specification , f WW -H -171 E, Type 54, and Manufacturers ' ' �. ;Y..-' Standardization Society SP -69, Type 27. Finish — Plain //; .• Note — Available in Electro - Galvanized and HDG finish 8 FT or Stainless Steel materials. Dimensions • Weights Rod Size Max. Rec. Wt /100 \ A B C Load Lbs. WtJ100 '=� • a l t 3/8 23 11/4e 300 109 C4 A 1/2 244 1 700 167 C 5/8 244 We 1000 223 Fig. 1 . 337 - Adjustable Beam Attachment Size Range — 3/8° thru 7/8" rod Material — Carbon Steel D Function — Designed for attaching hanger rod to bottom • flange of beam or ceilings allowing for vertical adjustment where required. Finish — Plain c Note — Available in Electro- Galvanized and HDG finish or Stainless Steel Materials Order By — Figure number, rod size and finish. 8 F Ise 1:3 Ale. Il ; P : (! Dimensions • Weights Rod Size Max. Rec. Approx. A B C D E F Load Lbs. WtJ100 E A 3/8 244 3% 4% 7/16 21/4 610 53 . 1/2 31 444 6 9/16 244e 1130 129 «4 J 5/8 3 4` 6 9/16 2 1810 128 3/4 3' Y1a 6 744 11/16 2`/ia 2710 196 7/8 344 644 81/4 13/16 2 V2 3770 282 ® OFFICE/MANUFACTURING FACILITY • 1375 SAMPSON AVE. • CORONA. CA 92879 • PH: 951 137.5599 • FAX: 951.737.0330 CUSTOMER SERVICE • 800.786.5266 www.totto.com 4/57 • H11..T1 www.hilti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 1 Specifier: Alex Firth Project Durham 5B1 Address: 2300 NW Walnut Blvd Sub -Project 1 Pos. No.: Detail 15570 Phone I Fax: 541- 768 -3552 i - Date: 9/2/2010 E -Mail: afirth @ch2m.com Spectfler's comments: 1. Input data Anchor type and diameter. HDA -PR, M10x100/20 Effective embedment depth: h,,= 3.937 in. Material: 1.4401, 1.4404, 1.4571 filiinillP Evaluation Service Report:: ESR 1546 Issued I Valid: 11/1/2005 I - Proof: design method ACI 318 /AC 193 Stand -off installation: e, = 0.000 In. (no stand-off); t = 0.400 in. Anchor plate: I, x 1, x t = 2.000 x 6.500 x 0.400 in. (Recommended plate thickness: not calculated) Proftfe no profile Base material: cracked concrete , 4000, f' = 4000 psi h = 12.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry On.] Y z � � N � 3 r E ' ' �i 4 ' t . ° ll . AT . t- -0.400 3 t p . ,,- i J h,,,,,,=4.213 ,, r x �4 T : ` h = 12.000 h r iti=:,iii ti .4 :4, 2 ' Loading [Ib, in. -lb] Governing loads Governing loads (Load case 1) N =1130 V,, =0 N 1130 M 0.000 M 0.000 V. 0 z V, 0 M, 0.000 M, 0.000 M. 0.000 z Eccentricity (structural section) fin.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): no V, =O M = 0.000 Input date arms results must be checked for agreement with the existing eondilbro and for prattsibiltyt PROFIS Anchor ( c) 2003 -2009 lei AG. FL -9494 Schwan Milli is a registered Trademark eight AG. Sc haan . / a .. 7 1■4IL ET I www.hilti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 2 Specifier Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub - Project I Pos. No.: Detail 15570 Phone I Fax: 541- 768 -3552 1 - Date: 912/2010 E -Mail: afirth@ch2m.com 2. Load caselResulting anchor forces Load case (governing): Anchor reactions pb] Tension force: ( +Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 565 0 0 0 y 2 565 0 0 0 max. concrete compressive strain I%o]: 0.00 Te ion max. concrete compressive stress (psi]: 0 resulting tension force in (xfy)= (0.00010.000) Dbl. 1130 x resulting compression force In (x/y) =(010) [lb]: 0 1 3. Tension Toad Proof Load N. [ tb] Capacity 41N„ lb) Utilization p„ [%] = N./4N„ Status Steel Strength' 565 7830 7 OK Pullout Strength' 565 7393 8 OK Concrete Breakout Strength~ 1130 10804 10 OK • most unfavorable anchor **anchor group (anchors In tension) Steel Strength N. Lib] b 4N_ rib) K. Ib) 10440 0.750 7830 565 Pullout Strength N, [ID] (f,'l2500)Oe d •N,„, nb) N. [lb] 8992 1.265 0.650 7393 565 Concrete Breakout Strength A. pi A. [n'] c [in.) c„ 195.86 139.71 393.701 - e.,,, [n.] W..,,, ed.„ Dn.] Ww W..,, W.„ k. 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N. (lb] 4 $N.,„ [Ib] N. (lb] 11857 0.650 10804 1130 Input data and results must be checked for agreement with the eaisWg canthUons and for plausibiinyI PROS Anchor ( 0)2003-200g HIM AG, FL -9494 Schoen HIS is a registered Trademark of HBS AG. Srhaan 1 lair 1 www.hilti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 3 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub - Project I Pos. No.: Detail 15570 Phone I Fax: 541-768-35521- Date: 9!2!2 E -Mail: afirth@ch2m.com 4. Shear load _ - _ Proof Load V„, pb] Capacity $V IRA Utilization p„ (96) = VAN„ V„ Status Steel Strength' N/A NIA N/A NIA Steel failure (with lever arm)' NIA WA N/A N/A Pryout Strength" WA NIA N/A N/A Concrete edge failure in direction" WA NIA N/A N/A most unfavorable anchor "anchor group (relevant anchors) 5. Wamings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • IBC 2006. Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure. if this is NOT the case, AC I 318-D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3. or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads Into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input Cale and restdts must be checked for agreement with the existing con4tions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hlhi AG. FL -8094 Srhaan MU is a registered Trademark of Hi10 AG. Silvan F411`I.T1 www.hllti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 4 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub-Project I Pos. No.: Detail 15570 Phone I Fax: 541- 768 - 35521- Date: 9/2/2010 E -Mail: afirth @ch2m.com 6. Installation data • Anchor plate. steel: - Anchor type and diameter: HDA -PR, M10x100/20 Profile: no profile Installation torque: 442.537 In.-lb Hole diameter In the fixture: d, = 0.472 In. Hole diameter in the base material: 0.787 In. Plate thickness (input): 0.400 in. Hole depth in the base material: 4.213 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.750 in. n y u n O o 2 $ u � x 1, 0 1.0000 1.0000 1.0000 1.0000 • Coordinates Anchor [in.] Anchor x y c e„ e, c„ 1 0.000 -2.375 - - - - 2 0.000 2.375 - - - - Input data and resits must be checked far agreement with the existing eon6lions and for plausibility! PROFIS Anchor (c )2003-2009 Hilli AG. FL -9494 Schoen HIM 13 a registered Trademark of Mid AG. Scream CH2MHILL SUBJECT 1 rYi 581 BY ik • Clr - Pi SHEET NO.__f_ of C DATE PROJECT NO. v, = i h- c , Z O S + te5 I t 2Ds , - 1S0 + la + 2 . 3 9 4 305 AtID\ j'��.S lb ( 22.(0) Bp : ok2 .. ... t.......... . .t. ...- r • IV'Ppc. = t/2 Las+ ' V 5 }b /11-' . 5. = Ni lb A 52 and 5 3 . ;Jz s 157 tb 4 NI 1b l(aW(Q {b 61 (.2 < ZiCea ' • • 12 "1 001z( ;331 k tit(lq,54. )( 0 / +S3I') a 7? 110 rj . . . , 5¢ 4 i SH V. 3 Olt c 34- + 10. Bbl* \ 4 31 3tb n li Q 1lc(r' - 2,40 AO : • ■ �2c.� 5 sa 1b . 11S. 'Rpt,r. 24C(Ag ik r '- 1321 L lbu 4 woi r. /kilatb1 A . 63 i i '- t d - -- ----- - - - - - -- .- -- 12,E Vie, : s ib :; . 12" . 1)%ix .a v. car f hit %.: 5i1-t � *Pk f 53 �'r� - 400D . ; t , i2.. .xtj n ke, e01 S3.ar d 54 = hIzC 1 -S41� i t �' k r 4,,A -:\.= - - - %. - -. - .5451b i • T64 - 'his 15+ 2e0.+ F)53 fi 132+ 395 T 633 + z_7 • -1(o d-Az5 4 0 � • i 4 ' 400 't~ .345 lb . .2gics 1 lb s 34 _ 1•b 1% ! E n cv,vo- Q d ; s REV 12/01 FORM 18C 1■■IIL�TI vrrww.hitt PROFS Anchor 2.0.9 Company. CH2M Hill Page: 1 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub - Project 1 Pos. No.: Detail 15570 Phone I Fax: 541-768-3552 1- Date: 9/2/2010 E -Mail: afirth@ch2m.com Specifler's comments: 1. input data Anchor type and diameter. 1.10A-PR, M10x100/20 Effective embedment depth: h„ = 3.937 in. Material: 1.4401, 1.4404, 1.4571 Evaluation Service Report:: ESR 1546 Issued I Valid: 11/12005 ( - Proof: design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand-off); t = 0.400 In. Anchor plate: 1 x 1, x t = 2.000 x 6.500 x 0.400 In. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, fo = 4000 psi; h = 12.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] y z rr fta t I `..`. 111 � F �r tilt ;tt t =0.400 t " - ,1 1 /10,.. 2 1: "1 ' , p4 ' „ K u h „,„=4.213 L V: 4 ::: h= 12.000 to .y;_ • 'y it P1 , � c, 'ti >< o- I.= 2.041 Loading [lb, In. -lb] Governing loads Governing loads (Load case 1) N =1810 V, = N 1810 Mj 0.000 M 0.000 V, 0 z v, 0.000 M, 0.000 M, 0.000 x Eccentricity (structural section) [In.] e, = 0.000: e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): no V, =0 - M, = 0.000 Input data and results must be checked for agreement with the existing conditions end for plausibility/ PROFIS Anchor (c ) 2003-2009 HIti AG. FL -9494 Selman HMI is a registered Trademark or Hilo AG, Schwan P /3/ !0•11..T1 www.hiltl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 2 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub-Project 1 Pos. No.: Detail 15570 Phone I Fax: 541-768-35521 - Date: 9/2/2010 E-Mail: afirth@ch2m.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions pbj Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 905 0 0 0 to n 2 905 0 0 0 Te max. concrete compressive strain j%oJ: 0.00 max. concrete compressive stress (psi]: 0 resulting tension force In (x1y)= (0.00010.000) [Ib]: 1810 x resulting compression force In (xly) =(0/0) [lb]: 0 Q 3. Tension Toad Proof Load N. pb] Capacity 414„ pb] Utilization p, [ %] = N„/4N„ Status Steal Strength' 905 7830 12 OK Pullout Strength' 905 7393 12 OK Concrete Breakout Strength" 1810 10804 17 OK • most unfavorable anchor "anchor group (anchors in tension) Steel Strength N. [Ib] 4 4N. rib) N. Jib) 10440 0.750 7830 905 Pullout Strength N, (lb] (f,72500)ss 4 4N.,ft lib] N,. [ib) 8992 1.265 0.650 7393 905 Concrete Breakout Strength A. [1112] A... pn'] c On.) c„ 195.86 139.71 393.701 - e,,, [1n.] W.v, e [1n" Wean %WI g k. 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N, [lb] 4 4N.,, pi)) N. pi 11857 0.650 10804 1810 input data and results must be (meow for agreement with the existing conditions and for paresibiuyl PROFIS Anchor ( c) 2003-2009 MS AG, FL -9480 Saiaan HIM is a registered Trademark of MS AG, Sthaan I/ �■�111..T 1 www.hittl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 3 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub - Project I Pos. No.: Detail 15570 Phone I Fax: 541- 768 -3552 1- Date: 9/2/2010 E -Mail: afirlhech2m.com 4_Shear -load Proof Load V,, (Ibj Capacity $V„ Qb) Utilization p„ (%) = V /f V Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A WA N/A Pryout Strength** N/A N/A N/A N/A Concrete edge failure in direction** N/A WA N/A WA most unfavorable anchor — anchor group (relevant anchors) 5. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism Into the structural member. Condition B applies where such supplementary reinforcement Is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the goveming design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be shacked for agreement weft the exLstIn9 (=Croons entire( piaus b5ltyl PROFIS Anchor (c ) 2003-2009 WO AG. FL -9494 Schamr Had is a registered Trademark of Hid AG. Sshaen 1114 1OJT 1 www.hltl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 4 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub- Project I Pos. No.: Detail 15570 Phone I Fax: 541 - 768-3552 I - Date: 9/2/2010 E -Mail: afirth®ch2m.com 6. Installation data Anchor plate, steel: - Anchor type and diameter. HDA -PR, M10x100/20 Profile: no profile Installation torque: 442.537 in.-lb Hole diameter in the fixture: d, = 0.472 in. Hole diameter In the base material: 0.787 in. Plate thickness (Input): 0.400 in. Hole depth in the base material: 4.213 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.750 In. s. y 0 eo „ 2 N X N • O 1 cg 1.0000 1.0000 1.0000 1.0000 Coordinates Anchor tin.) Anchor x y c.. c„ c c 1 0.000 -2.375 - - - - 2 0.000 2.375 - - - - Input dela and results must be checked for agreer erd with the westing comiitions and lor plauibstryl PRORS Anchor ( c ) 2009 -2009 HIE AG, FL•9494 sdean t•5pi Is a registered Trademark of Ffilli AG. Schaan . CH2MHILL SUBJECT )Jrr Wfl 5BI BY JS.i-'11i Vp ..a -4 SHEET NO. 1. of _ 3 DATE PROJECT NO. . % g ! tcX1 1 - 17,,kt.c. .p 5,-1 : T)iv.,c 1810 tib x 7.._ = t,C2, tib i i ._ _____ .. ! _ _ ____. __!_____._ __ __!_._ __ . ___._ _ 1k-i 1A tkv∎t_. , e:181,0 ¢ 17 et o ,1k d - i 64 = 21)to tb + 1 /2 C3(k UD /g } 5 - 2-I'q 1b < 3)t 112 -0,14.! UO 1550 i • . , i Ott N .' -- 1 - -- - - -- ; - - ' -- - - -- , --- - - -- • li -otcQ . i t >a o f (JOAO 3ra -�-- _ • lto ` ad1 w - I - - -- .. . • . l am' p 1088,5 q w. ' _ 4 _ _125(5." citr 1 451b lZ" 19v_ _ ! lit( 5.5A. cl ii°i41- 3. Sb'''/r) = 253 lb 1) : 1 /2C 11-1 -/ill - k 941, /°1fr i ` 2 i i - - - 1 ]2 5horcd beef and 5ri i b" Tex- 'l ZC ltoslb) - 432; s b4.1. - 't* • A - r Q{ci .,= 1 /tc 5 -4'- a!'tv - C 4 i&-lb - - -- i i F I a u < ! A - - 2, -( b -- 4-. 62-.. 4. _ 4 1 94.: s � ..& • - .. 1b. - : -- -- - - ; l2" s (hLs.s 1 120- -5+1- 0brA + 53 . 40 1b 'I,O(.4)s Ib . REV 12101 FORM 18C 39L Vi DMA Lora A38 ON 103C08d aLVO IC) Jo ill ON 1331-IS A9 QM, Lc ?vb. qc ve.re'6-roi F 1- - I - n ly c FY/A.06 6 )\ )'b Naga_ ),LINI Arkrava c/i i at1oT41---p1ol fr4 - - A-k9 t)z '71/41 (4 QS (1)/61Cg £ ivAt Q -vi1! 1 TI GAIC1 cw* I 4 12 0i 9) Qg'G . 91 9.0 LQi it 2,g'S3 • Qg cge - P S a -x410015'3 ; ' ‘• -1°1 T Qq7ACQ 4 1 - ktiOR . )C -I ts )z i% V+7 --4 CCg (Als,1-7) 4- cc\ grz,c,:tyt 4 <IQ uromAr, Iowans 111H 11/11Z H 3 • 15508.dgn 9/3/2010 1 t31 3/4" SST CONCRETE EXPANSION ANCHOR AT TOP, TYP I PIPE SIZE 4" THRU 14" - SST PIPE ATTACHMENT - 1 � !� AS REQUIRED SST WALL BRACKET 3/4" SST CONCRETE o • EXPANSION ANCHOR, j • TYP AT BOTTOM a o., o WALL OR COLUMN o ar • 'a FIXED NOTES: 1. WALL BRACKET SHALL BE HEAVY DUTY TOLCO FIG 30H. 2. FABRICATE FROM TYPE 316 SST UNLESS INDICATED OTHERWISE. 3. SEE ALSO SPECIFICATION SECTION 15060, PIPING SUPPORT SYSTEMS. PIPE SUPPORT - WALL MOUNTED MEDIUM : NTS CLEAN WATER SERVICES ( 15508 ) DURHAM PHASE 5B1 CH2MH1LL 391538 ®TDLCD' www•tolco.com ,.,;. NIBCO Revision 9/1/2006 1 Fig. 30L - Welded Bracket - Light Duty Fig. 30M - Welded Bracket - Medium Duty Fig. 30H - Welded Bracket - Heavy Duty Max. Recommended Load — (Fig. 30L) 750 lbs., - (Fig. 30M) 1500 lbs., (Fig. 30H) 3000 lbs. Material — Carbon Steel a Function — Recommended for supporting pipe on top or \ hanging through support bracket outward from mounting \\ surface. Approvals — Conforms with the following Federal + J 1 " Specification WW- H -171E and Manufacturers Standardization Society Types: 30L — WW -H -171 E, Type 32 and MSS SP -69 Type 31 30M — WW -H -171 E, Type 33 and MSS SP -69 Type 32 30H — WW--171E, Type 34 and MSS SP -69 Type 33 Finish — Plain Note — Available in Electro- Galvanized and HDG finish or A c Stainless Steel materials. IIL IIIIIIIIIIIIIII .:- -- Fig. 30L J Dimensions • Weights Hole Max. Rec. Approx. / Sizes A B C Size Load Lbs. WtJ100 `// 1 13 9 11 9/16 750 571 2 17 13 151 9/16 750 769 3 23 19 21 9/16 750 1057 Fig. 30M B Dimensions • Weights ■ Sizes A 8 C Hole Max. Rec. Approx. D Size Load Lbs. Wt./100 (� 0 18 12 15 13/16 1500 1577 (� 1 24 18 21 13/16 1500 2578 2 30 24 27 13/16 1500 4446 Fig. 30H Dimensions • Weights Hole Max. Rec. Approx. A C Sizes A B C b Size Load Lbs. Wt./100 1 18 12 1514 • 1% 3000 2195 2 24 18 21 2 11/2 3000 4398 3 30 24 27 2 11/4 3000 6294 J 4 36 30 33 2 1 3000 7196 5 42 36 39 3 1 3000 13197 • 6 50 42 46 31/2 1 3000 15795 • One hole OFFICE/MANUFACTURINO FACILITY • 1375 SAMPSON AVE. • CORONA, CA 92879 • PH: 951.737.5599 • FAX: 951.737.0330 CUSTOMER SERVICE • 800.786.5266 El www.tofco.com 11/ 1•1111..T1 vwvw.hlltl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 1 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - ProJect 1 Pos. No.: Detail 15508 Phone I Fax: 541- 768.3552 I - Date: 9/2/2010 E -Mail: afirth@ch2m.com Speclter's comments: Adhesive Anchor 1. Input data Anchor type and diameter. HIT -HY 150 MAX-SD + HAS -R 304/316, 314 - - Ettective embedment depth: h = 3.500 In. (h,,,,,,, = 6.250 in.) , Material: ASTM F 593 Ii Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 I - Ptoof: design method ACI 3181 AC308 Stand -off installation: e. = 0.000 In. (no stand-off); t = 0.500 In. Anchor plate: 1, x I, x t = 24.000 x 5.000 x 0.500 in. (Recommended plate thickness: not calculated) Profile no profile Base matedal: cracked concrete , 4000, f, = 4000 psi; h = 8.000 in., Temp. short/long: 32J32•F Installation: hammer drilled hole, Installation condition: dry Reinforcement: condition 13; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [In.] Y z N �� v ^- i y � N 4 u i E.- " - ' '''' .-" �' M4,.', ' :t u + ; T 1 =0.500 d ' ; 17 4" , r x h =3.500 MLA 11.0_ ° -: ., •ui. � r � � 4 s•. ;`:u • . a f ` �A "�' ',,,..t; h r ; - , 141.140.1. y l ' -. h = 8.000 I • - ..T.. ,,,,.,,,,, 1 .1 ,1: 4 '`',:'..,V : - ': , 1 .0j,0, 1.250 Loading fib, In. -lb] Governing loads Governing loads (Load case 1) N =0 V,=O N 0 M 0.000 M 16236.000 V, 1804 z V, 0 27 M, 0.000 M, 16236.000 M, 0.000 x Eccentricity (structural section) [in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): no V. = 1804 M.= 0.000 input data and f°suts must be checked for agreement with the °°dating conditions and ter plausib1I t l PROFIS Anchor ( c) 20032009 KW AG. F1 -9494 Schaan Hrti is a registered Trademark of Hiki AG Schaan X6/37 , IMI`TI www.htlti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 2 Specifier: Alex Firth Protect: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project 1 Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 l - Date: 9/2/2010 E -Mall: afirth@ch2m.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions (Ib] Tension force: ( +Tension, - Compression) „ Tension T rtJ,t ,, on Anchor Tension force Shear force Shear force x Shear force y NI , _,:'t ')A 1 768 902 902 0 _" 2 0 902 902 0 max. concrete compressive strain (%o]: 0.02 max. concrete compressive stress [psi): 67 resulting tension force in (xly) =(- 10.630/0.000) 11b]: 768 resulting compression force In (x/y)= (10.46410.000) [lb]: 768 3. Tension load Proof Load N. [lb] Capacity N. [lb] Utilization [i„ ( %] = N„ /jN, Status Steel Strength' 768 18480 4 OK Bond Strength" 768 4722 16 OK Concrete Breakout Strength" 768 4576 17 OK • most unfavorable anchor "anchor group (anchors in tension) Steel Strength N. [lb] . $N. [lb] N. [lb] 28430 0.650 18480 768 Bond Strength A,. Pn'] A. [in') se... Pm) ca,. Gn.] c [in.] c„ [In.] 110.25 110.25 10.500 5.250 393.701 5.250 kae Ta exoo [Ps] K., Tu. [psi) ;maw [PSI] WOW War 17 1710 1.00 881 854 1.000 1.000 e.,,. [+n-] w•.,,. e [in.) w..:,th w,.. w.,,,. 0.000 1.000 0.000 1.000 1.000 1.000 N. [lb] $ $N [Ib) N. Dm 7265 0.650 4722 768 Input date and results must be checked for agreement with Ore exfstng =eons and for pleuslb5iryr PROFIS Anchor ( e ) 20032009 HIM AG. FL -9494 Schoen Kai la a registered Trademark of Hi hi AG. Schoen 16// www.blltl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 3 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub- Project 1 Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 I - Date: 9/2/2010 E -Mail: afirth@ch2m.com Concrete Breakout Strength Are fn�l A.. Cn J c [in.] c lin.] 110.25 110.25 393.701 5.250 e [in.] 4 en,. [in.] W. W .e,. W ... ke 0.000 1.000 0.000 1.000 1.000 1.000 17.000 + N. [Ib] N. o b i 7040 0.650 4576 768 Input dale end results must be Clacked for agreement wt h the exlsti g mndtfore end for plausibility! PROFIS Anchor t c) 20012009 HMI AG, FL -9494 Selman HUb is a registered Trademark of KM AG, SCraan www.hlttt.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 4 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project 1 Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 I - Date: 91212010 E -Mail: afirth @ch2m.com 4. Shear Toad Proof Load V. [lb] Capacity ,t)V, (lb] Utilization p„ I %] = V„ /tttV, Status Steel Strength' 902 10236 9 OK . Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength' 902 10171 9 OK Concrete edge failure in direction** N/A WA N/A WA • most unfavorable anchor "anchor group (relevant anchors) Steel Strength V„ Ilb] • 4V_ Pb] V. (Ib] 17060 0.600 10236 902 Pryout Strength (bond relevant) (ln) ser (in.] c .r. [n.) c (in.] c„ 110.25 110.25 10.500 5.250 3936.969 5.250 k,n T._.,. IPSII Kan ta. [psi] t u..A Ipsil th.• W • 17.000 1710 1.00 881 854 1.000 1.000 ed.„ In•] W.mw eau [in.) W.wr. WNr W..,.. kv 0.000 1.000 0.000 1.000 1.000 1.000 2.000 N„ (Ibi $V (Ibj V (Ibj 7265 0.700 10171 902 5. Combined tension and shear Toads p. = N, /4N, Q = V• /4V, S Utilization p, ( %] Status 0.168 0.089 5/3 7 OK a»,= RN +p; < = 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for special design provisions for overhead applications. Refer to related approval (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • IBC 2006, Section 1908.1.16, requires that the goveming design strength of an anchor or group of anchors be limited by ductile steel failure, If this is NOT the case, ACI 318.0 Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Input data ant results must be checked for agreement wllh the existing conCOons and for plausibility/ PROFI$ Anchor ( c ) 2003-2009 HId AG, FL.9494 Sdrean HIM is a registered Trademark of HWI AG. Schrum x/37 •IIIL.T1 www.hiltl.us PROFIS Anchor 2.0.9 Company: CH2M Hey Page: 5 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project l Pos. No.: Detail 15508 Phone I Fax: 541 - 788.3552 I - Date: 912/2010 E -Mail: afirth@ch2m.com Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (1:) 20001 -2009 Milli AG. FL-9494 Schwan HIS is a registered Trademark of HGhi AG. Schaan • Z-070)1 6 IM M O .. 1 www.hiltt.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 6 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd. Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone t Fax: 541-768-3552 1- Date: 9/2/2010 E -Mail: aflrth@ch2m.com 7. Installation data Anchor plate, steel: - Anchor type and diameter. HIT -HY 150 MAX-SD + HAS-R 304/316, 3/4 Profile: no profile Installation torque: 1200.002 in -fb Hole diameter in the fixture: d, = 0.813 in. Hole diameter in the base material: 0.875 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 3.500 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.250 In. A 00 0 r $ O N N 1 2 g G O 8 N 1.3710 1,3790 11 12.0000 12.0000 Coordinates Anchor [in.] Anchor x y c c., c, 1 - 10.625 0.000 - - - - 2 10.625 0.000 - - - - Input data and mulls mint be checked for agreem(M with the exis1ng conditions and for plausibility! PROFIS Mrflor (c) 20034009 iaai AG. FL -9494 Selman 141b is a registered 7rademarh of t010 AG, Schaan • Z3/ ..) 1■■111t.:IrI www.htfti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 1 Specifier: Alex Firth Protect: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 1 - Date: 9/2/2010 E -Mail: affrth@ch2m.com Specifter's comments: Kwik Bolt 1. Input data Anchor type and diameter. Kwik Bolt TZ - SS 304, 3/4 (3 3/4) Effective embedment depth: h„= 3.750 in. Material: AISI 304 "'�'llf"" "eta „ ii , li!ii, , , : 'iI Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/20071 - Proof. design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 In. (no stand -off); t = 0.500 in. Anchor plate: I. x I, x t = 24.000 x 5.000 x 0.500 In. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, f' = 4000 psi; h • 8.000 in. Reinforcement condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [In.] y z • T ;�Y�itr, • fir' r r �, • X y r i i 3 81 elm d i f ` y 7 1=0.500 fix ,1-1 !iaal 1. t_1? rle f X h ,: -4.625 , . - 7.i . - ”, , a I n .. 'i,` t h = 8.000 5 ' 7 � 1 r:L 11/ 4 -‘1,`. tl �yl '-"1. v., - , f `1� 1.250 Loading [lb, In.-lb] Governing toads Governing loads (Load case 1) N =0 V„ =0 N 0 M= 0.000 M.,= 16236.000 V, 1804 z V, 0 1I M. 0.000 t/ M, 16236.000 M, 0.000 x Eccentricdy (structural section) (in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): no V, =1804 M, = 0.000 Input data and results must be cheated for agreement wlfu the westing oondtions and for gausMitty! PROFIS Anchor( c ) 200S-2009 Mali AG. FL Schaan Hill is a registered Tredernarkof Hilts AG, Schaa, www.hlltLus PROPS Anchor 2.0.9 Company: CH2M Hill Page: 2 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd. Corvallis, OR Sub - Project 1 Pos. No.: Detail 15508 Phone I Fax: 541-768-3552 1- Date: 9/2/2010 E -Mail: afirth@ch2m.com 2. Load case/Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: ( +Tension, -Compression) Tension Ty *. 1 ion Anchor Tension force Shear force Shear force x Shear force y �} 1 768 902 902 0 r L 2 0 902 902 0 max. concrete compressive strain %o]: 0.02 max. concrete compressive stress [psi]: 67 resulting tension force In (x/y) =(- 10.63010.000) Pb): 768 resulting compression force in (x/y)= (10.46410.000) [IN: 768 3. Tension load Proof Load N. pb) Capacity +N, pb] Utilization 11. [ %] = N. / /•, Status Steel Strength* 768 18041 4 OK Pullout Strength* 768 6668 12 OK Concrete Breakout Strength" 768 7165 11 OK • most unfavorable anchor "anchor group (anchors in tension) Steel Strength N. Lib] $ $N.. [lb] N. [lb] 24055 0.750 18041 768 Pullout Strength N pbJ (1.12500)" $ •N„. pb) N (lb) 8110 1.265 0.650 6668 768 Concrete Breakout Strength A. pre' A.,,. Pre] c tin.) c. [in.) 126.56 126.56 393.701 7.000 e „., (in.) IR.,.w ed. lin.J W..:,. Wwr VGA k 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N. pi • $ jib] N. [lb] 11023 0.650 7165 768 Input data and results must be decked for agi ement with the existing conditions and for plausibility PROFIS Anchor ( c) 2003 -2009 MU AG. FL -9494 Schism Hid Is a registered Trademark of Hlki AG, Sdxaan 1■■111..T1 www.hlni.us PROFJS Anchor 2.0.9 Company: CI Hill Page: 3 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub-Project I Pos. No.: Detail 15508 Phone I Fax: 541 -768 -3552 1- Date: 9/2/2010 E -Mail: afirth@ch2m.com 4. Shear load Proof Load V. jib] Capacity 41V„ [ib) Utilization 43„ [ %] = V„ /$V Status Steel Strength* 902 13032 7 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength* 902 15432 6 OK Concrete edge failure In direction" N/A N/A N/A N/A most unfavorable anchor "anchor group (relevant anchors) Steel Strength V. ON 0 •V [Ib) V [lb) 20050 0.650 13032 902 • Pryout Strength A , Gn A„m [1 n'] c k 126.56 126.56 - 2.000 ea.v [in.J W sIM eov Cn•] W es„ W.u, Won k, 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N, [Ib] $ $V, obi V.1114 11023 0.700 15432 902 5. Combined tension and shear loads p„ = N„ /4N„ ji = V /$V t; Utilization p [°,6] Status 0.115 0.069 5/3 4 OK Ii,i= l4 + tt` < = 6. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided. or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16. requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure. if this Is NOT the case, ACI 316-D Section D.3.3.5 requires that the attachment that the anchor is conneding to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section 0.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturers product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standardl • The anchor plate is assumed to be sufficiently stiff In order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with es existing =aliens and nor plausibility) PROFIS Anchor ( e) 20032009 Hidi AG, FL -9490 Schaal" Hllti is a registered Trademark of Mkt AG, Screen / I■■II1..T1 www.hllti.us PROFIS Anchor 2.0.9 Company: CH2M Hi(I Page: 4 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project I Pos. No.: Detail 15508 Phone I Fax: 541 -768 -3552 1 - Date: 9/2/2010 E -Mail: aflrth@ch2m.com 7. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304, 3/4 (3 3/4) Profile: no profile Installation torque: 1320.002 in.-lb Hole diameter in the fixture: d, = 0.813 in. Hole diameter in the base material: 0.750 in. Plate thickness (Input): 0.500 in. Hole depth in the base material: 4.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. A y 0 1f x 0 O N O p N pp 1 2 h is? N N 1 3750 1,375D 12.0000 12.0000 Coordinates Anchor [in.] Anchor x y c ., c„ c, 1 - 10.625 0.000 - - - - 2 10.625 0.000 - - - - Input dale and resits must be checked for agreement with the exisfutg conditions and for plausibiRyl PROFIS Anohor (c )2003-2009 rU1O AG. FL -9494 Schaan HIM is e registered Trademark of Mg AG. Sc can • 1 15550.dgn 9/3/2010 /5) TOLCO ADJUSTABLE BEAM ATTACHMENT ANCHOR TO EXISTING ° = CONC WITH 2- M10 DIA `' -'d° SST UNDERCUT ANCHORS 5/8" ROD o I w c w CLEVIS cc "- r 4 r 4" THRU 10" PIPE NOTES: 1. FABRICATE FROM TYPE 316 SST UNLESS INDICATED OTHERWISE. PIPE HANGER NTS CLEAN WATER SERVICES ( 15550 ) DURHAM PHASE 5B1 CH2MHILL 391538 CH2MHILL SUBJECT Ti WiA Win 3 BY h■ ' Ci tkr a 17 1 -. ) ( .._../A--)cri- SHEET NO. 2 -e ) of ' DATE PROJECT NO. - - --------- - - . ----- - - - ' - ------ - — -- — - - — - - - •------ - -. - • --- --- DEACIA t 635° . • • .• . .,c,... i • , . . _____ ___.. __—_ • _ . _ _____-_-)_ _: __ _____ .. , . • • 62": ?ii.Lostit.,ocotr • ..: • !//_•04,11)(.:1c.onA0*-::=-: :-..k71. - 1 ----„._ CA. ( .. • - tc-s k'n --51 - /± T •68 ./ UC 0% x i k St0 . 6tCi. - --- •• . , . • ! . . . , . : AeS‘t‘(J Ay\c .. . .._._ _ ...__...... Kkk.: Per Av,.e1 ;. 5erJr 113.1,4 4 _ . . : -- (k--- tiVAC- Syskrtil - 1•5 : comittcl-cci c'f.) ti/ PriX1191A. • • I :- - - ,CD.r.1Y.11/SJA (Old... . - .1 - ecHgnel-P go 141%--- 1 -44,-4.... ...is rnt c.. ?rbviS 1 .1-4-vM, 1-4 yw1.- l'Ict;.ctrit: : , , I FY -1A-2- wknc( si tIrci\e‘ .1-.)n artku.n lo-3- 304 : i ! . • lk pixirict beto.0 FN... ..kor - i. braceuil e:i.1-cro‘ky 60.-Q.. virince4 ?I'Pir -?eZaro,-4-19; --(kg- a_ddtkc:*6.11( • etA 44sLi Uk4) 4 64D '..) e 1 6(11:=.,3 4-(ii Ic:tic• ... _ ..a._. CiLscA__coopVirs_ .a.iapick. . ._ fc___ 1,_■(b..skk.d.t_c(_, Losd ;0.0..gi- k.R.._ e -4- 16, k • 4, 4 / for lftpaptrals rna-ayi4.% , , ! , . 1 • 1 • j • ; . , ! 5 - ii ..04"d_to I r 44. ) , . , 1 0 . ( Cottletyaii ir-r. 1.D 4_1,40t4- ha-avel00%) , i i I • . : . ! . : . . . i . . (-150:N)------ • ---- : 31 • 1 ' • ‘ • . , i p i 0 , 4c 2 .$)Co .6qq)c-Op ii. 1 2_CD .( 0 .520J OS 5:05 ) i & ; . ; . ...... REV 12/01 FORM 18C , CH2MHILL SueJECT Jrhl1m `Sf BY • rh _ply Cu,�{* SHEET NO. 1-9 of 31 DATE _ + J PROJECT NO. 1,14-m 1 1553a Dead 4- 5chsyNn t c.. . . Play, load:= • I uo (b ; sn\t a , C 1:5o - - -44 I - -- - t Serv(ca., le ,l Dads Q" IW4Ib - 44o Ib • z�ciac io -►b . . � . - 5ce•. 4 ?Im `L o - 3 i4-" 1Z‘kc- - 63 t5; CAMvc. DCACI 11 ts5- , diitas- load . i taocd ►b C cyan va u..l-i 4atcc alt 0.44 4 load 1irowt 15503 . , :Fp= 0.6/u3 : :Corn lb t •4- : Edco -- i 1 6"TIOG 4 I-4ths load-- !Es701.12 tv 14- i Prot* o l-p ri-, C �av` ref° IL ,. eorH 4 V 1 . r i i REV 12!01 FORM 18C TDLCO' www.tolco.com • NIE3G0 Revision 12/3/2008 SOf� Fig. 7 - Offset Pipe Clamp Size Range — 1/2" thru 12" pipe ; 71144TAI c Material — Carbon Steel i Function — Recommended for support of pipe lines running at a definite AI*" distance from the wall or floor of a building or structure. ,/\—// Maximum Maximum Temperature — 650 °F Finish — Plain Note — Available in Electra- Galvanized and HDG finish or Stainless Steel -� A materials. Special "B" dimensions available on request, consult factory. 8 Order By — Figure number, pipe size and finish Dimensions • Weights Pipe Hole Size Max. Rec. Approx. Size A B C Bolt Size Load Lbs. WtJ100 1/2 5 23/48 7/16 3/8 190 107 3/4 SWIG 21 7/16 3/8 190 109 1 61/4 21/2 7/16 3/8 190 116 1 6 23 7/16 3/8 190 126 1 6 3 7/16 3/8 190 134 2 83/4s 33/4e 7/16 3/8 420 191 2 81/4 3 /ie 7/16 3/8 420 209 3 91/2 33 7/16 3/8 420 232 3 103/4e 4 7/16 3/8 420 250 4 103/48 41/4 9/16 1/2 610 370 6 143 We 9/16 1/2 870 650 8 16 63/4 8 9/16 1/2 870 787 10 211/2 73 13/16 3/4 925 1238 12 24 83 13/16 3/4 1225 2100 Fig. 8 - Extended Pipe Clamp Size Range — 3/4" thru 8" pipe Material — Carbon Steel A Function — For suspending or Dimensions •Weight e supporting piping runs where the Pipe Bolt Approx. pipe cannot be determined until Size A B Size WtJ100 ;'" installation. Field modify to suit 3/4 43/4e 12 3/8 225 ! - '•• conditions 1 4 12 3/8 230 / j 11 /e 5 12 3/8 235 . ` Maximum Temperature — 650 °F 11 51/4 12 3/8 240 Finish — Plain 2 6 12 1/2 345 Note — Available in Electro 2 7 12 1/2 360 `� Galvanized and HDG finish or 3 7% 12 1/2 375 31/2 8411 12 12 390 Stainless Steel materials. Special 4 91/4 12 1/2 500 "B" dimensions available on 5 10 12 1/2 545 request, consult factory. 6 12 12 5/8 870 Order By — Figure number, pipe 8 141 12 5/8 980 size and finish OFFICE/MANUFACTURING FACIUTY • 1375 SAMPSON AVE. • CORONA. CA 52879 • PH: 951.737.5599 • FAX: 951.737.0330 CUSTOMER SERVICE • 800.766.5266 Ell www.tolco.com . 31 tai im11•.T1 www.hittl.ue PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 1 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project 1 Pos. No.: Detail 15508 Phone I Fax: 541 - 768-3552 1 - Date: 9/3/2010 E -Mail: afirth(@ch2m.com Speciffer's comments: Kwik Boll 1. Input data Anchor type and diameter: Kwlk Bolt 12 - SS 316, 314 (3 3/4) Effective embedment depth: h,,= 3.750 in. Material: AISI 316 1===a1IMES Evaluation Service Report:: ESR 1917 Issued l Valid: 9/1/20071 - Proof. design method ACI 318 / AC 193 Stand-off installation: e, = 0.000 In. (no stand-off); 1 = 0.500 in. Anchor plate: I, xi, x t = 24.000 x 5.000 x 0.500 In. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000, f' = 4000 psi; h = 8.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry (in.] Y z p K n t =0.500 ti Virg �"' VIM L Z.i■ 1;.• x h . =4.625 - i3s'y` �:, c Y + T ' d% h = 8.000 P ik! 0 z TS �A qsj r• • a'1L., 4- ; i lJ ' �;. r fi 4 . rs�tf' �� � . . ter(, ?' ' 1.250 Loading (Ib, In.-lb] Goveming loads Goveming loads (Load case 1) N =490 V, =O N 490 M 0.000 M,= 27996.000 V, 1804 z V, 0 al M , 0.000 M, 27996.000 M, 0.000 x Eccentricity (structural section) (in.] e, = 0.000; e, = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes V, =1804 M, = 0.000 Input data and results oust be cheated for agreement with the erdstingcendtions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schoen rUbl is a registered Trademark of HMI AG. Sdhn 521D7 : F www.hikl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 2 Specifier: Alex Firth Project: Durham 581 Address: 2300 NW Walnut Blvd. Corvallis, OR Sub- Project 1 Pos. No.: Detail 15508 Phone I Fax: 541- 788 - 35521- Date: 9/3/2010 E -Mail: afirth@ch2m.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions fib] Tension force: ( +Tension, - Compression) Tension Ty co k tbh., Ion Anchor Tension force Shear force Shear force x Shear force y 1 1557 902 902 0 ::" ;1 2 0 902 902 0 max. concrete compressive strain 0(.J: 0.03 max concrete compressive stress (pslJ: 110 resulting tension force In (x/y) =(- 10.63010.000) ilbJ: 1557 resulting compression force in (x/y)= (10.704/0.000) (bbl: 1067 3. Tension Toad Proof Load N„ Ilbi Capacity $N„ (IbJ UUIization NM] = N„ /AN, Status Steel Strength' 1557 13531 12 OK Pullout Strength* NIA N/A N/A N/A Concrete Breakout Strength" 1557 5374 29 OK • most unfavorable anchor "anchor group (anchors in tension) Steel Strength N. Pb] 4, 'Link 0.1111 N. fib] 24055 0.750 0.750 13531 1557 Concrete Breakout Strength A (in9 A,� lin'J c pn.l c,,. fin.] 126.56 126.56 393.701 7.000 en). (!n-] W•nr ea„ Un-] W.w. W.es W... k. 0.000 1.000 0.000 1.000 1.000 1.000 24.000 /1, 11131 • Calmly $ nb] N. (ib] 11023 0.650 0.750 5374 1557 Input data and results must be checked for agreement with the existing conditions and rot patmIbutyl PROFIS Anchor (e) 20012009 Mlb AG, FL- 9494 Sciaan HOU Is a registered Trademark of Hhhi AG. Sdhaan 33/ - N1IL.tT1 www.hlnl.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 3 Specifier: Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub - Project 1 Pos. No.: Detail 15508 Phone I Fax: 541- 768 -3552 [ - Date: 913/2010 E -Mail: afirth@ch2m.com 4. Shear load Proof Load V. jib] Capacity oV [lb] Utilization av ( %1= V Status Steel Strength' 902 7125 13 OK Steel failure (with lever arm)* NIA N/A N/A N/A Pryout Strength' 902 11574 8 OK Concrete edge failure in direction" N/A N/A WA N/A • most unfavorable anchor "anchor group (relevant anchors) Steel Strength V. Ab] on. $V_ (lbl V [lb] 14615 0.650 0.750 7125 902 Pryout Strength A, ling A,,,, [Ire] c k„ 126.56 126.56 - 2.000 e,,.,, fin] eo, [in.] W.ox War W.or ke 0.000 1.000 0.000 1.000 1.000 1.000 24.000 N. [lb] 4 •VV (tbl V. (lb) 11023 0.700 0.750 11574 9012 5. Combined tension and shear Toads p = N„1AN p = V (; Utilization p [ %] Status 0.290 0.127 513 16 OK ahn= a: +ar 6. Warnin • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • IBC 2006, Section 1908.1.16, requires that the goveming design strength of an anchor or group of anchors be limited by ductile steel failure, if this Is NOT the case, ACI 318-0 Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a toad level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-0 section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation Instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement wtth the existing conulons and for plausibility! PROFIS Anchor ( c ) 2000.2009 MI AG. FL -9494 Sul aan HifJ is a registered Trademark of Ffitti AG, Scheme • 34 /v7 www.hllti.us PROFIS Anchor 2.0.9 Company: CH2M Hill Page: 4 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd, Corvallis, OR Sub- Project I Pos. No.: Detail 15508 • Phone 1 Fax: 541- 768 -3552 1- Date: 9/3/2010 • E -Mail: afirth@ii?ch2m.com 7. Installation data Anchor plate, steel: - Anchor type and diameter. Kwlk Bolt 17 - SS 316, 3/4 (33/4) Profile: no profile Installation torque: 1320.002 in.-lb Hole diameter In the fixture: d, = 0.813 in. Hole diameter In the base material: 0.750 in. Plate thickness (input): 0.500 In. Hole depth In the base material: 4.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. A y y ° 0 O 1 2 § N . 1 3750 1 3750 12.0000 12.0000 Coordinates Anchor pn.] Anchor x y c, c „ c, c„ 1 - 10.625 0.000 - - - - 2 10.625 0.000 - - - - Input data and results must be checked for agreement with the existing mnQtions and far plausitUlyl PROfIS Anchor t 01200:m2000 I4.I AG. F1,8494 Schoen Mb is a registered Trademark of Hilt AG, Screen ■ b 3 /7 I 11..T1 www.hihi.us PROMS Anchor 2.0.9 Company: CH2M Hill Page: 1 Specifier: Aiex Firth Project: Durham 5131 Address: 2300 NW Walnut Blvd Sub-Project I Pos. No.: Pipe Support 15505 Phone 1 Fax: 541-768-35521 - Date: 9/3/2010 E -Mall: afirth ®ch2m.com Specifter's comments: Lateral Load 1. Input data Anchor type and diameter. Kwik Bolt 72 - SS 316,112 (2) Effective embedment depth: h..= 2.000 in. Material: AISI 316 " '�AA ""a "R 111 tiiiliii! Evaluation Service Report:: ESR 1917 Issued I Valid: 9/1/20071- Proot design method ACI 318 / AC 193 Stand -off installation: e, = 0.000 in. (no stand -oft); t = 0.500 in. • Anchor plate: 1, x 1, x 1= 2.000 x 20.000 x 0.500 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 4000. f: = 4000 psi; h = 420.000 in. Reinforcement: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry tin y r I ■C 1 :I „ k r t�r 9 1 =0.500 O e l �r 1 i k _ x h -2.625 ' 7 ' . ,::::!-- . 7,;' , ;. : ` t s F ' s!'' ,r �n r r .41 m " � i�y' . +• . t i. r pF 1 4 ^' h = 420.000 ii •.1 fi:• j' . I Loading lib, tn.-lb] Goveming loads Goveming loads (Load case 1) N =0 Vy=870 N 0 Mt 0.000 M 0.000 V, 0 z V 870 M, 0.000 M, 0.000 M, 0.000 Ai x Eccentricity (structural section) stn.] e, = 0.000; e, = 0.000 Seismic Toads (cracked concrete assumed; categories C. D. E. or F): yes V, =0 • M,= 0.000 input date and rungs must be Medtedior agreement with the etdsting conditions end for piausibNityl PROM Anchor ( c ) 2003.2009 P501 AG. FL -9494 Schwan Hiltii la a registered Trademark or Hite AG. Schean 5611b1 r- • I www.hiltLus PROFIS Anchor 2.0.9 Company: CI Hill Page: 2 Specifier: Alex Firth Project: Durham 581 Address: 2300 NW Walnut Blvd Sub -Project I Pos. No.: Pipe Support 15505 Phone I Fax: 541-768-35521- Date: 9/3/2010 E -Mail: afirth @ch2m.com 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib) Tension force: ( +Tension. - Compression) Anchor Tension force Shear force Shear force x Shear force y 2 1 0 435 0 435 1Y> 2 0 435 0 435 max. concrete compressive strain [96,1: 0.00 max. concrete compressive stress [psi): 0 resulting tension force in (x/y; (Ib): 0 x resulting Compression force in (x/y) =(0/0) pb): 0 i 3. Tension load Proof Load N. [Ib] Capacity 4N. 11b) Utilization p„ [961 • NJ", Status Steel Strength' NIA WA WA N/A Pullout Strength' N/A WA N/A N/A Concrete Breakout Strength" N/A N/A N/A WA • most unfavorable anchor **anchor group (anchors in tension) 4. Shear load Proof Load V. jib) Capacity .V. lib) Utilization p„ [70] = V./4,V,, Status Steel Strength* 435 3354 13 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength" 870 4508 19 OK Concrete edge failure In direction" N/A N/A N/A N/A • most unfavorable anchor **anchor group (relevant anchors) Steel Strength v.. rib) 0 $.... •VA pi)] V. [b) 6880 0.650 0.750 3354 435 Input data and results must be checked for agreement with the existing con rations and for plausibility! PROFIS Anchor ( c ) 2003-2009 HIS AG. FL -9494 Schoen Hill! Is a registered Trademark of I tMb AG. Schoen 57/ 37 I www.hlltt.us PROFIS Anchor 2.0.9 Company: CH2M HIII Page: 3 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub - Project I Pos. No.: Pipe Support 15505 Phone 1 Fax: 541-768-35521- Date: 9/3/2010 E -Mail: afirth@ct2m.com Pryout Strength - A»< gn i A„ GnJ c k4 72.00 36.00 - 1.000 e...v (in•) Wets eav Dn.) W..v. 440.M Won k, 0.000 1.000 0.000 1.000 1.000 1.000 0.000 N, lib) � •V pb] y IIb) 4293 0.700 0.750 4508 870 5. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength govems. • IBC 2006, Section 1908.1.16, requires that the goveming design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318-D Section D.3.3.5 requires that the attachment that the anchor Is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate Is assumed to be sufficiently stiff In order to be not deformed when subjected to the actions! Fastening meets the design criteria! trout data and results must be checked for egreementwith the existing conditions and for plausibility, PROFIS Anchor ( c) 2003-2009 Mk AG, FL-9494 Schaan Hini is a registered Trademark of MU l AG. Schaan 111 11"11111m www.nilti.us PROFIS Anchor 2.0.9 Company: CH2M Hilt Page: 4 Specifier. Alex Firth Project: Durham 5B1 Address: 2300 NW Walnut Blvd Sub - Project I Pos. No.: Pipe Support 15505 Phone I Fax: 541- 768 -3552 1 - Date: 9/3/2010 E -Ma11: afirth @ch2m.com 6. Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 11- SS 316, 1/2 (2) Profile: no profile Installation torque: 480.001 In.-lb Hole diameter in the fixture: d, = 0.563 in Hole diameter In the base material: 0.500 in. Plate thickness (Input): 0.500 in. Hole depth In the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.000 in. • y r ,1 1 CM. 1 h 20 Coordinates Anchor [In.] Anchor x y c., c„ 1 0.000 -8.220 - - - - 2 0.000 8.220 - - - - Input data and results must be checked for agreement with the existing mndliona and for plausit iltyl PROMS Anther ( e) 2003-2009 Hill AG. FL -9494 Schaan Hi11I Is a registered Trademark of HI i AG. Schoen