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Report (3)
FOR OFFICE USE ONLY-SITE ADDRESS: /6 &) �7 " �7'-Ti`a✓ This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 1,1 : . Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • ww.tigard-or.gov TO: D474 v` D E RECEIVED: DEPT: BUILDING DIVISION RECEIVED OCT 2 2 2014 FROM: �(� /f��2 %-� CITY OF.1I6ARD COMPANY: // ILDINGrIIRI i 1 PHONE: S-03 "1,3 RE: ALP(9.0/ 0//7 (Site Address (Permit Number) 'rulect name or su.•ivision name►of n i r C sfr ATTACHED ARE T OLL I N TE S: ► Jc7 57216-C Copies: I Descripti. ' : 1 Co es: Description. Additi, set(s)of plans. Revisions: Cros tion( and details. Wall bracing and/or lateral analysis. Fl. ► /roof . g. Basement and retaining walls. B- : calculatio Engineer's calculations. • her(explain): REMARK:: I • � ._�� 4 ,.. .(-)-tO • , L -tom ✓ X5, -ft / FOR OFFICE USE ONLY Routed to Permit Te - Date: (C) ?\ 14— Initial Fees Due: ❑ Ye D'NO , Fee Description: Amo ue: Special Instructions: Reprint Permit(per PE): ❑ Yes 4 o Initials Notified: Date: o `� ��r�� a, • Initials 1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012 TRANSMITTAL OF SUBMITTAL INFORMATION yew (ATTACH TO EACH SUBMITTAL) CH2MHILL DATE: FEBRUARY 5,2014 TO:City Of Tigard Building Department Submittal No.: Deferred submittals regarding seismic bracing and anchoring for Durham project equipment ['New Submittal ❑Resubmittal FROM: CH2M HILL Project: Durham AWWTP Cogeneration and Brown Grease Facilities Project No.: Permit number BUP2013-00117 c k Specification Section No.:Specification section �4 01612B seismic bracing OCR 2` b 2� (Cover only one section with each transmittal) tOP44t; ��1�eaN► Schedule Date of Submittal: \►"` October 22,2014 SUBMITTAL TYPE: X Shop Drawing ❑Sample ❑ Informational The following items are hereby submitted: Number of Description of Item Submitted Spec.and Drawing or Contains Variation Copies (Type,Size,Model Number,Etc.) Para.No. Brochure Number to Contract No I Yes 2 Hard PLC-16 electrical Panels Submittal 242 copies anchoring seismic calculations. 2 hard Submittal 244 HVAC Submittal 244 copies equipment seismic bracing REV 02102 FORM 295 • Submittal # 24 Brown Grease 6471 - 5D2 Cogeneration and Bro Clean\Vater Services CIP Program Our commitment Ictr. Printed 07/15/2014, Page 1 of 1 Seismic Calculation on PLC Submitted : 07/14/2014 electrical cabinets Submitted To: Brett Reistad,Dan Garbely,Dave Brunkow,Joel Borchers,Lynne Chicoine,Mario Zigoy,Pat Orr,Randy Naef,Steve Reynolds Status: Pending Priority: Medium Due Date: 08/04/2014 Pending On User: Dan Garbely Pending On Org: CH2M HILL Created By: JW Fowler, Randy Stebner Created: 07/14/2014 1 OP fo(3-cotl7 qty o Tigard A... •ved Plans Li � Date Received: � , LI Exceptions: By_G ai∎ Date (�I� 4- OFFICE COPY Locations 431 SW 5-t±k kve 716-Cogeneration Facility[716] References Specification 01612B_Anchorage_and_Bracing Published Files 13 232K01 LTR 07 10 14.pdf 4.1 MB CONTRACTOR hereby certifies that(i)CONTRACTOR has complied with the requirements of Contract Documents in preparation,review,and submission of designated Submittal and(ii)the Submittal is complete and in accordance with the Contract Documents and requirements of laws and regulations and governing agencies. eadoc 7/tO PRoi . c-) ‘4,G 1 N EF'P s'o VAK Construction Engineering Services, LLC .o •6PE ? - 8285 SW Nimbus Avenue,Suite 104 , ,�� V A 1.,<) Beaverton,Oregon 97008 s E • 503.718.5999 tel 503.718.5980 fax 9( ` •'. 0 7° J� .�` akoivavakenaineerIna.com *, lcoiv M�G�P M E M 4 :Es: f Z/3I//ro TO: Randy Stebner,JW Fowler Co. Job# 13-232K FROM: Alexis K. Michaud, P.E.,VAK Engineering PROJECT: Durham AWWTF DATE: 7/10/2014 RE: Seismic Design of Electrical Cabinet Anchorage This memo is in regards to the seismic design of the anchorage for the PLC-16 Electrical Panels. Calculations were based upon the International Building Code 2009 and ASCE 7-05. The first step of the analysis was to determine the seismic response values that were needed to determine the forces. Seismic values were based upon project specification section 01612. ASCE 7-05 governed the determination of the Seismic Design Force, Fp, applied to the components. Component amplification factors and response modification factors were taken from ASCE 7-05 Table 13.6-1 based upon the type of component. The importance factor was taken as 1.5 from project specifications. The Seismic Design Force was then calculated using the manufacturer provided weights. Anchor design forces were increased by a factor of 1.3 by ASCE 7-05 Section 13.4.2.a. It was assumed that all cabinets would be anchored to an equipment pad per the provided pad details. All pads shall have a 4" minimum edge distance from the center of anchor bolt to edge of concrete. The pad shall be 4"thick minimum to accommodate the anchors. There shall be four 3/8"0 SS316 threaded rod anchors per each cabinet through the specified 1/2"O holes in the base as located on the specification sheets provided. Epoxy shall be Hilti HIT-HY 200 and shall have a rod embedment of 2.75" minimum. Epoxy shall be installed per manufacturer's instructions. Epoxy anchors shall maintain the required edge distances as called out in the equipment pad details to avoid any conflicts with rebar during anchor installation. Concrete anchor values assumed the concrete to be cracked and were based upon a concrete strength of 3000 psi. Anchor holes are not provided on the equipment and shall be placed at all four corners of the panel and be 1/8" bigger than the anchor diameter. An additional anchor option is to use four 3/8"0 SS316 Hilti Kwik Bolt TZ expansion anchors. Minimum embedment required is 2" and the anchors shall be installed per manufacturer's instructions. There shall be the same concrete depth and edge distance provided as the epoxy anchors. I have attached all calculation sheets,drawings and design reference material. Please let me know if you need anything further. Thanks, Filename: 13 232K01 LTR 07 10 14.docx Page 1 of 19 ,.::.:..ncwr •(/ter, A.KOIV +—/ 7/10/2014 Construction Engineering Services,LLC SEISMIC DESIGN FORCE Input: SoS= 0.70 From Spec Sec 01612 ap= 2.5 Selected from ASCE 7-05 Tables 13.5-1 or 13.6-1 Rp= 6.0 Selected from ASCE 7-05 Tables 13.5-1 or 13.6-1 Ip= 1.5 From Spec Sec 01612 'If RM>OTM—>No Tension on Anchors Dist to CG Moments(ft-lb) 1.3'Tension 1.3'Shear' Component Wp(Ib) z/h Fp(Ib) Fp Max(Ib) Fp Min(Ib)I Vert(ft) Horiz(ft) OTM RM _ (Ib) I 0 Anchors (lb) Electrical Cabinet 1200 0,00 209 2007 376 Use Min Value 3.75 0.75 1411 685 424 4 122 General Notes Fp was determined from Section 13.3 from ASCE 7-05 Anchor points on equipment were assumed to be existing based upon contractor provided drawings or shall be provided by equipment manufacturer. CG's were assumed to be at the center of component if not provided on drawings. Anchor design values were increased by a factor of 1.3 per ASCE 7-05 Section 13.4.2a. All components assumed to be floor mounted unless noted otherwise. All anchors specified are minimum size required,large size anchors are acceptable with approval from VAK. Anchors shall be installed per manufacturers specifications Strength Design OTM=Fp-CG Vert Strength RM=(0,9-0.2'Sdsl-Wp'CG Horiz t\-) V 12 0 1 311 32 32 JW FOWLER DURHAM AWWTF\PHASE K ELECTRICAL PANEL SEISIMC ANCHOR DESIGNICALCS VtOISEISMICFORCE.xle F■11`TI www.hihi.us Profis Anchor 2.4.7 Company: Page: 1 Specifier: Project. Address: Sub-Project I Pos.No.' Phone I Fax: Date' 7/10/2014 E-Mail: Specifier's comments: 1 Input data .-- "`°'� Anchor type and diameter HIT•HY 200+HAS-R 316 3/8 - __ Effective embedment depth hel,ea=2 750 in (he, _-in.) I wuwr.H raw y Material: ASTM F 593 Evaluation Service Report. ESR-3187 Issued I Valid: 3/1/2014 1 3/1/2016 Proof: design method ACI 318/AC30B Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material cracked concrete,3000,fc'=3000 psi;h=4 000 in,Temp short/long:32/32°F Installation: hammer drilled hole,installation condition dry Reinforcement tension.condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat C,D,E,or F) yes(D.3.3 6) Geometry[in.]&Loading[Ib,in.lb] z N .A A co N 0 io • • \ ,s, Input data and results must be checked for agreement with the existing conditions and for plausibifily! PROFIS Anchor(Cl 2003-2009 Hilt,AG,FL-9494 Schaan Hilo is a registered Trademark of Hit AG,Schaaf) -?3/ 1■■11`TI www.hilti.us Profis Anchor 2.4.7 Company: Page. 2 Specifier Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/10/2014 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 424 122 122 0 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi) resulting tension force in(x/y)=(0.000/0.000) 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load NUe(Ib] Capacity,pN„ON Utilization =N„„/4N„ Status Steel Strength* 424 2015 22 OK Bond Strength” 424 507 84 OK Concrete Breakout Strength" 424 796 54 OK *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N,a =ESR value refer to ICC-ES ESR-3187 Nstee,3 N„s ACI 318-08 Eq.(D-1) Variables 54e.N Iin.2] fUla[psi) 1 0.08 100000 Calculations Nsa[Ib] 7750 Results N„[lb] Osteei 1pnondocUle 4 Nsa[lb) hl„„[lb] 7750 0.650 0.400 2015 424 Input data and results must be checked for agreement with the edstmg conditions and for plausibility! PROFIS Anchor I c 1 2003-2009 Hile AG,FL•9494 Schaan Huh is a registered Trademark of rim AG,Schoen LI/ ., alLa:1 www.hilti.us _ Profis Anchor 2.4.7 Company: Page 3 Specifier: Project: Address: Sub-Project I Pos No.: Phone I Fax: I Date' 7/10/2014 E-Mail 3.2 Bond Strength A N ICC-ES AC308 Eq. D-16a Na =(N')4fadNa Wp,w No q ( ) ]=£ AN.o 0 Na a N„a ACI 318-08 Eq.(0-1) ANa =see ICC-ES AC308,Part D.5.3 7 AN80 =Sn,NO ICC-ES AC308 Eq.(D-16c) s scr,Na =20d Tk,°""5 3 ha, ICC-ES AC308 Eq.(D-16d) �- 1450 ek cu Na =S 2Ne ICC-ES AC308 Eq.(D-16e) 4red,Na =0.7+0.3(c'''"I")5 1.0 ICC-ES AC308 Eq.(D-16m) r-_ ;04, s os 4rp.Ne =41g,Na0+[(a—) '(1-419Nao)]z 1.0 ICC-ES AC308 Eq.(D-16g) Scr,Na ° 4ro,Nao =f-[(.-1).( tk'c )151]2 1.0 ICC-ES AC308 Eq.(D-16h) F Tk,max,c k ICC-ES AC308 E D-16i Tk,ra,c=n.d of c q ( ) re 1 4rec.Na = (1+ 2eN)s 1.0 ICC-ES AC308 Eq.(D-16j) Sa.NI 4JpNa =MAX(c'E cnc cac n c°—'N')51,0 ICC-ES AC308 Eq.(D-16p) No =Tk.c'aN.sens'Kbond'It'd he ICC-ES AC308 Eq.(D-16f) Variables Tk,c.uncr[psii danchor[in.] he[in.] ca,,,,"[in.] s,,,,o[in.] n Tk,c[psi) 1880 0.375 2.750 4.000 - 1 1044 ko ((psi) ec,,N[in.) a 3N[in.] ca,[in.] Kbond aNea 17 3000 0.000 0.000 6.901 1.00 0. 00 Calculations 5cr,N!IN ccr,No[in.I AN.[in.21 ANao(it.2) iyed.Na Tk,mas[psi] 8.250 -- 4.125 66.02 68.06 0.991 1311 4rg,NeO _yrO•Na 4/ec1.Na yl.Na No[lb] 1.000 1.000 1.000 Iva 1 Soo 2707 Results Na[lb] Sbo"d (l)selsmc �rwWar 4 Na[lb] Nua[lb] 2601 0.650 0.750 0.400 507 424 [ 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 repstered Trademark of Hilti AG.Schaan ' is k I■■ 111.T 1 www.hiltl.us Profis Anchor 2.4.7 Company: Page: 4 Specifier. Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2014 E-Mail: 3.3 Concrete Breakout Strength Ncc =( )Wed,N Wo.N Ww.N Nb ACI 318-08 Eq.(D-4) •Ncb z N. ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AMC =9 hi, ACI 318-08 Eq.(0-6) 1 W.c,N=(1+2eN)s 1.0 ACI 318-08 Eq.(D-9) 3- r W.cr•0.7+0.3(fti)s 1.0 ACI 318-08 Eq.(0-11) c,,,.,, 1.5h0 Ww.N=MAX( cac ,—c–:–)5 1.0 ACI 318-08 Eq.(D-13) Nb s:kc x iirc h:rs ACI 318-08 Eq.(D-7) Variables her Intl ect,N fin.) eu,N(in.] came(in.] �re.N 2.750 0.000 0.000 4.000 1.000 C. [in.) I4 a lc(psil 6.901 17 1 3000 Calculations ANC(in.2] ANco(in 2) .cr,N yr.c2.N y+.a,N yre,N Nb[lb) 66.02 68.06 1.000 1.000 0.991 1.000 4246 Results No(lb) w. #norwucYM •No(lb] Nu,(Its) 4081 0.6504 750 0.400 796 424 I Input data end results must be checked for agreement with the**Ming conditions and for ptausbiltyl PROFIS Anchor(c)2003-2009 HiI AG.FL-9494 Schean Hilo is a registered Trademark of HIM AG,Scharr G/ 1.111 lair I www.hilti.us Profis Anchor 2.4.7 Company: Page: 5 Specifier: Project. Address: Sub-Project I Pos.No.: Phone I Fax. I Date 7/10/2014 E-Mail: 4 Shear load Load V,u(lb] Capacity`V„[lb] Utilization 6v=Vae/♦Vn Status Steel Strength' 122 651 19 OK Steel failure(with lever arm)' N/A N/A N/A N/A V Pryout Strength(Bond Strength 122 1093 12 OK Controls)" Concrete edge failure in direction x+" 122 360 34 OK ti anchor having the highest loading "anchor group(relevant anchors) Po 4.1 Steel Strength Fi V. =av,.«.(n 0.6 AB.,v fx.) refer to ICC-ES ESR-3187 4)Vsteel2 Vua ACI 318-08 Eq.(D-2) Variables n /4e,v(in.2) fate(Psi) ay.seis (n 0.6 A.av fete)[lb] 1 0.08 100000 0.700 3874 Calculations Vs.[lb] 2712 Results Vs.[lb] ¢at.« Snonducele 4)V.a[lb) Va.[lb] 2712 0.600 0.400 651 122 1 Input data and results must be checked for agreement with the ousting conditions and for plausibility! PROFIS Anchor(c)2003-2009 Ha ti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan '7/ 1:::11.La:l www.hlltl.us Profis Anchor 2.4.7 Company: Page: 6 Specifier: Project Address: Sub-Project I Pos.No: Phone I Fax: I Date: 7/10/2014 - E-Mail 4.2 Pryout Strength(Bond Strength controls) V, =N,[(""a—a)Wed,Na 4ip,Na N.o] ACI 318-08 Eq.(D-30) co V,p t V. ACI 318-08 Eq.(D-1) AN. see ICC-ES AC308,Part 0.5.3.7 g; ANao =Su,Na ICC-ES AC308 Eq.(D-16c) .. sc,.N. =20 d 1450 5 3 ho ICC-ES AC308 Eq.(D-16d) f tfii ccr N. =2Na ICC-ES AC308 Eq.(D-16e) Wad,N. =0.7+0.3(c'—r"—°9)5 1.0 ICC-ES AC308 Eq.(D-16m) Ca,Ne S 0.5 WO.Na –Wg,Neo+[(s " ) (1-WoN,a)�a 1.0 ICC-ES AC308 Eq.(D-16g) a,Na Wg,Na0 =VCC N-FI-1)• ( Tk•c )15 1 JZ 1.0 ICC-ES AC308 Eq.(D-16h) Tk,maz,c J k Tk,max,c=•rtd her'{c ICC- ES AC308 Eq.(D-16i) 1 Wac,Na = \1+ 2„,N/ S 1.0 ICC-ES AC308 Eq.(D-16j) gu,Na Wp.Na =MAX(clac''r'n. Cac%a:a)5 1.0 ICC-ES AC308 Eq.(D-16p) Na0 =Tk,c'GN,ssis•Kbond'R'd•ha, ICC-ES AC308 Eq.(D-16f) Variables kcp Tk,c,uncr[psi Tk,c(psi] da„a,,,[in.] ha,[in.] 2.000 1880 1044 0.375 2.750 s..g[in.] - n kc fc(Psi] eclN[in.] 1 17 3000 0.000 e 3 [in.] ca,m;n[in.) ca<[in.) Kbond aN,aels 0.000 4.000 6.901 1.00 0.800 Calculations ___--Sa,N,(in.)_ Ct,Na[in.] AN.[in.9 ANao(in.21 Iy.e,N Tree.[Psi] 8.250 4.125 66.02 68.06 0.991 1311 000 1.000 1.000 1.000 1.000 2707] 1 Results V<{t[1b]_____ Oconcrere .-_ +sawn< _., Ononducale 0 V,[lb] Vua[lb] 5203 0.700 0 750 0.400 1093 122 Irpld data and results must be checked for agreement with the existing conditions and for plausibility. PROFIS Anchor(c)2003.2009 Hati AG.FL-9494 Schrum Hilti is a registered Trademark of Hilti AG,Schaan 3/ I1.11`TI www.hilti.us Profis Anchor 2.4.7 Company Page: 7 Specifier: Project: Address. Sub-Project I Pos.No Phone I Fax I Date: 7/10/2014 E-Mail P= 4.3 Concrete edge failure In direction x+ ;[ Vcb =(Avcco)Ww,v We,v Wh,v yrprw.ly Vb ACI 318-08 Eq.(0-21) [ Q Vt,2 Vus ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 c;t ACI 318-08 Eq.(D•23) 1 yrec,v= r1 + 2ev s 1.0 ACI 318-08 Eq.(D-26) \ 3;1 g. y,eav=0.7+0.3(1 Stet)s 1.0 ACI 318-08 Eq (D-28) 1.5c,t z 1.0 ACI 318-08 Eq. D-29 wb.v � he q ( ) oz Vb =(7(da) �)x'c;is ACI 318-08 Eq.(D-24) Variables cat(in.) ... ;2[in.] env[in.) yin,v ha[in.) 4.000 4.000 _ 0.000 1.000 4.000 I,[in.) __ x da[in.) fc[psi] \/I»ralkl,v 2.750 1.000 0.375 3000 1.000 Calculations Avo[in.2] Avco[in.2] �yK V xi/03,V 4111,V V,[lb] 40 00 72.00 1.000 0.900 1 225 2798 Results Vol,[lb] iconcrete Chsensmc 4)nonductile Vcb[lb) Vue[1b) 1713 0.700 C.750 0.400 360 122 5 Combined tension and shear loads ON ]sv C Utilization 13H.v Pie] Status 0.836 0 339 5/3 91 OK P ( 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 Mb Is a registered Trademark of Rh AG,Schaan C.q 111111`TI www.hiltkus Profis Anchor 2.4.7 Company: Page: 8 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/10/2014 E-Mail: 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. ty • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,0,E or F is given in ACI 318-08 Appendix 0,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part 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 controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied In lieu of 0.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(0nem„ate)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of ancna,dk=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part 0.3.3.3 Fastening meets the design criteria! Input data and results must be checked la agreement with the existing conditions and for plausibityl PROFIS Anchor(c)2003-2009 Rllli AG,FL.9494 Schaan Hilt is a registered Trademark of Hilt AG,Schaan (J� 1■■11`TI www.hiltl.us Profis Anchor 2.4.7 Company: Page: 1 Specifier. Project Address: Sub-Project I Pos.No.: Phone I Fax: Date: 7/10/2014 E-Mail: Specifiers comments: Input data Anchor type and diameter: Kwlk Bolt TZ-SS 316 318(2) , Effective embedment depth: hN=2.000 in.,ha„,„,=2.313 in. Material: AISI 316 Evaluation Service Report ESR-1917 Issued I Valid: 511/2013 1 5/1/2015 Proof: design method ACI 318/AC193 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fa=3000 psi;h=4.000 in. Reinforcement tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry(in.]&Loading(Ib,!nib] z A N A 4 ce 0 10 No. i Jr K, o X Input data and results must be ch.dnd for agreement with the.,asap conditions and for plausibility! PROFIS Anchor(c)2003.2000 Hatt AG,FL-S454 Schwan F#a Is a registered Trademark of Had AG,Sdtean Ik NI`TI www.hitti.us _ Profis Anchor 2.4.7 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax. I Date: 7/'012014 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 424 122 122 0 max.concrete compressive strain: -[%e] max.concrete compressive stress: -(psi) resulting tension force in(xly)=(0.000/0.000). 0[lb] t. resulting compression force in(x/y)=(0.000/0 000):0[lb] 3 Tension load Load N.[lb] Capacity On[lb] Utilization =Nad$Nn Status Steel Strength' 424 447 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 424 514 83 OK •anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR-1917 •Nsteei 2 N s ACI 318-08 Eq (D.1) Variables [in.2) fie[Psi] 1 0.05 115000 Calculations N.(IbJ 5968 Results Nsa[lb] (t)steel • ■sa[lb) N.[lb] 5968 0.750 4476 424 Input data and results must be checked for agreement with the existing conditions and for plausibiNty' PROFIS Anchor(Cl 2003-2009 Hiti AG,FL-9494 Schaan HIS is a registered Trademark of Hilti AG,Schaan f JJ I 7,/ FII ■19 www.hilti.us Profis Anchor 2.4.7 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2014 E-Mail: 3.2 Concrete Breakout Strength Nth =(moo)W.d.N tyc,N Wcp.N Nb ACI 318-08 Eq.(D-4) 0 Ncb 2 N. ACI 318-08 Eq.(D-1) ANC see ACI 318-08,Part 0.5.2.1,Fig RD.5.2.1(b) Amu =9 hit ACI 318-08 Eq.(D-6) / 1 W°c,N= ( 2eN F s 1 0 ACI 318-08 Eq.(D-9) 1 + / WedN=0.7+0.3( )5 1.0 ACI 318-08 Eq.(D-11) Wcp,N=MAX(ca �9 1'Sh.cec°f)5 1.0 ACI 318-08 Eq.(D-13) Cae Nb =1(0,4Z h:is ACI 318-08 Eq.(D-7) Variables he[in.) ect.N[in.) ec2,N[in.) ca.nrn[in.] 4/0,N 2.000 0.000 0.000 4.000 1 000 cee[in.) ke 1 I.[psi] 4.375 17 i 3000 Calculations ANC[in.2] ANco[in.2) W.c1.N ytec2,N Vtb.N W N Nb[Ib] 36.00 36.00 1.000 1 000 1 000 1. 2634 Results No[Ib] $concrete _.$selsrtic $nonductite —_-�Nos,[Ib] Nca[Ib] 2634 0.650 0.750 0.400 514 424 t Input data and results must be checked for agreement with the existing conditions and for plausibility, PROF IS Anchor(c)2003-2009 Hit AG,FL-9494 Schaan Hth Is a registered Trademark of Hilti AG,Schaan FT F■11`TI www.hilti.us _ _ Profis Anchor 2.4.7 Company: Page: 4 Specifier: Project Address: Sub-Project I Pos No.: Phone I Fax: I Date: 7/10/2014 E-Mail: 4 Shear load ) Load V.[Ib] Capacity,V„[Ib] Utilization(3v=V„.l�Vn Status Steel Strength' 122 1836 7 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength” 122 553 23 OK 1 Concrete edge failure in direction x+" 122 338 37 OK f; 'anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V,,,eQ =ESR value refer to ICC-ES ESR-1917 4,Vetee1 2 Voa ACI 318-08 Eq.(D-2) Pc Variables a n A5.,v[in.2) f..[psi] 1 0.05 115000 Calculations V.,[lb] 2825 Results V.(lb) ¢V.[lb] V„e[lb] 2825 0.650 1836 122 4.2 Pryout Strength 11 Vcp =kw[(pt-)wed,N wc,N wcp-N N5] ACI 318-08 Eq (D-30) 4)V,a V„, ACI 318-08 Eq (D-2) A„, see ACI 318-08,Part D.5.2.1,Fig RD.5.2.1(b) ANm =9 het ACI 318-08 Eq (D-6) 1 wec,N (.1= +2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 her w.d.N=0.7+0.3(AZ)5 1.0 ACI 318-08 Eq.(D-11) y cpN= c,s;„ 1.Z :of) 5 1.0 ACI 318-08 Eq.(D-13) ec MAX(_ . sec Nb =k0 x f h;is ACI 318-08 Eq.(0-7) Variables kw her[in.] ect,N[in.) e,2,N[in.] Oe.a+n[in.] 1 2.000 0.000 0.000 4.000 I 14/..N c,,[in] kc A. fc[Psi] 1.000 4.375 17 1 3000 Calculations AN,[In.21 Akio[1n-21 wec1N 44c2,N wed,N y/cP.N Nb[Ib] . 36.00 36.00 1.000 1 000 1.000 1.000 2634 Results V,[Ib] 4)concrete +seismic Inonducaie 0 Vcp[Ib) Vw[Ib] 2634 0.700 0.750 0 400 553 122 Input data and results must be checked la agreement with the existing conditions and for plausibity! PROFIS Anchor(c)2003-2009 Pilti AG,FL-9494 Schaan Hilt Is a registered Trademark of Hllti AG,Schwan i L /J/f www.hiltLus Profis Anchor 2.4.7 Company: Page: 5 Specifier: Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/10/2014 E-Mail: 4.3 Concrete edge failure in direction x+ Vcb =(Avm)Wed.v WO/Wa,v Wper,gel,v Vb ACI 318-08 Eq.(D-21) Va,t V1e ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part 0.6.2.1,Fig.RD.6.2.1(b) Avm =4.5 Vet ACI 318-08 Eq.(D-23) 1 + 2e,,)5 1.0 ACI 318-08 Eq.(D-26) ',t t yred,V=0.7+0.3(11 50 ) ACI 318-08 Eq.(D-28) e7 toy = 1 5c't t 1.0 ACI 318-08 Eq.(D-29) W he 0.2 Vb =(7(d�) -)X his ACI 316-08 Eq (D-24) Variables 62(in.) ecv[in.] Wc,v h,[in.] 4.000 4.000 0.000 1.000 4.000 I.[in.) x d,[in.] fc[psi] Wperaim.v 2.000 1.000 0.375 3000 1.000 Calculations Avc[in.2I Avco 10.21 Weav Wad,v n v Vb[Ib) 40.00 72.00 1.000 0.900 125 2625 Results Vcb[lb) ©cnncrele 4eel,mic 4nonducUk 4 Vcb[lb] Vus[lb] 1608 0 7C0 0 750 0.400 338 122 5 Combined tension and shear loads ])� utilization 13,,v(%J Status 0.826 0.361 91 OK 13NV=[3N+14<=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. ff • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part • 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 controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 Is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(4nondudlk)different than those noted in ACI 318-08,Part D.3,3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of 4,or,a,t9,,=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor I c)2003-2009 HIM AG,FL-9494 SUiaan HIS is a registered Trademark of Hdli AG,Schoen C")I 1200 lbs 0 10 LOCATE AS NEM CUM 14 A.9 POSSIME 56 -57 1..,E _ - 'Mk O _ _.i=M■•- • ° 1" r LAJ Rll i C E•alit,7ws• .--..11:7" o go G Goe IIII _ I °! 8 9 H _-- •- '=---1 III ._ - 2X3 TRAY I 2X3 TRAY I 000 0 0000 co 2X3 TRAY .7 2X3 TRAY g r�:a , ca ' • :, a c } } I ° ae ° 2X31R1Y nil, 4 I °I I— I- . 1- r•8' °1 1 1 1 I 9 g M M .. M - M M r M 9 X x x x x d N • N i 1 t {i OL I- �:'r. I- 9 9 �I M M . M �1 III _ r I � ■C r; l! E Ti F: o p i i 1 . ,..12. t7 ' "Ilk CTA A196 Ark ® ,.•5 6- Ipi SI�ARF EAKE AE W AED N;17 1N SPtC.G1lON ANO CwATAIID 716LCR4501,RAC-ID CONTROL PANEL LAYOUT 1.12 Ms t-0�-zo,a �// - DURHAM AWWTJ'' �� _ CVCLNLRATION k BRO/N CRBASS RECILIINC TAUr?U5 DURNAN NWT=EN 13-0667 W, " �Kltw t0-o7-2013 per' R &CONTROLS INC. •' .„:; 6_.7.6..6, " OS-5-2016 CleanNVate�Services PROJECT NO. 0471 ..1..-.- _,-„r:.,°°E-"� COGEN&BROWN GREASE RECEIVING EACLfl1ES 4501-rot, • �� 1 RIC7CEss MID W57RU1AENEA/1DN 1°i°R ••• �,s n O°r commitment is cic.r. I 008 1200Ibs 6 Y .T.. .Of te wS NEAR CErrtEal AS POONLE. I `8 CD 4 55 Q ®® dela.-rnv.R0 MOM ce aaolAwe. ®® t t'-tom �rr-�._ © II aw l 5'-7 11/:: \ is ( : n �J �OILeM11■1e1M- H A H r'I!!o:1c1!!rgl }nl; H H , 2)2,_3_131.1 r a ► 9 I t lit ior r....,-..-,... .. .: X3 TRAY `•' 1i a sa j 1 III ccu cc cc Icco O .y ID _0 Q1Dval ® ;•.•E J QQ -i L J f— H r '�C 1--. F— • F—7-6' 0 2 8 ! I M VJ M M M M r t.,-) 9 ? 9 1 X � X X ' X d d _;' • d- d N • N '. M J e J- �� k X w ' J L.. - I: icr 7 J _• J J • a1 IA .F,'.:':. a' 1 • » • ro I v r1 1•-5- See Min IS AI FOR SPARE SPACC REWIRED ink RV SPEOFKATKN1 MO O.W.0 NOTmORS ®i 53 ro•e51., .°° 7151CP6101 PLC-18 RIO CONTROL PANEL LAYOUT •1-12 4..4=.•.. .A.. SS 10-07-2ou �`�- DURHAM AWWTF JIM 114. —.— — .. erf g l0-07-201J COCdNBR4TlON k DROtR CRlAl2 RLCILYINC awr�+w wow BROWN lwee M. F 03-15-2011 CleanWater Services PROJECT N0. 6471 P,;a, corm�LS�ry CVW s.. .m. -- COCF11 t MICAIE CREASE RECFJNlIG FACWIIES {NI.101 .. �...y en On eommrrucn<a<I.•L PROCESS AND 1WSTRUNENTABON 1R. ODOM I 042 J 03356E.dgn 2013105\30 CH2MHILL PROJECT NO. 422389 JWF will drill and epoxy (HILT!) stainless steel threaded rod. diameter of rod, to conform with hole 2" MIN ALL AROUND size in equipment #3 @12" EW, 1" CLR OR AS REQUIRED BY frame (see „ ANCHORAGE submittal) FOR PAD HT < 4 , #4 @12" EW, 1 1/2" CLR CALCULATIONS FOR PAD HT > 4" E, I\ `� EQUIPMENT t r: PAD HEIGHT AS — \ EQUIPMENT PAD REQD, 3 1/2" MIN, 10" MAX 3/4" CHAMFER, TYP r- If „• ff II U II • • • • EXST OR NEW SUSPENDED #4 ADHESIVE DOWEL SLAB OR SLAB ON GRADE, © 12" OC @ PERIMETER FOR THICKNESS SEE PLAN ( 3265 NOTES: CONSTRUCTION JOINT, ROUGHEN & CLEAN PRIOR 1. WHEN ANCHORAGE OF EQUIPMENT TO PLACING PAD TO PAD IS REQUIRED, USE CONCRETE ANCHORS SPECIFIED. 2. CONCRETE PADS FOR ELECTRICAL EQUIPMENT SHALL BE 3 1/2" HIGH, UNLESS NOTED OTHERWISE. TYPE E GENERAL NOTE: FOR GENERAL NOTES SEE DETAIL 9 OF 9. . CONCRETE EQUIPMENT PAD - TYPE E NTS DETAIL 4 OF 9 ©CH2M HILL CLEAN WATER SERVICES ( 3356 DURHAM AWWTF PHASE 5D2 CH2MHILL 03356L.dgn 2013\05130 CH2MHILL PROJECT NO. 422389 NOTES: 1. PAD SIZE SHALL BE MINIMUM INDICATED OR AS SHOWN ON THE PLANS OR AS INDICATED BY THE MANUFACTURER AND APPROVED BY THE ENGINEER. 2. THE SIZE, NUMBER, TYPE, LOCATION, AND THREAD PROJECTION OF THE ANCHOR BOLTS SHALL BE DETERMINED BY THE EQUIPMENT MANUFACTURER AND AS APPROVED BY THE ENGINEER. ANCHOR BOLTS SHALL BE HELD IN POSITION WITH A TEMPLATE OR OTHER ACCEPTABLE MEANS, MATCHING THE BASE PLATE, WHILE PAD IS BEING PLACED. 3. ANCHOR BOLT SLEEVES SHALL BE USED TO PROVIDE MINIMUM ANCHOR BOLT MOVEMENT OF 1/2" IN ALL HORIZONTAL DIRECTIONS. THE MINIMUM SLEEVE LENGTH SHALL BE 8 TIMES THE BOLT DIAMETER. 4. ANCHOR BOLT SLEEVES SHALL HAVE A MINIMUM INTERNAL DIAMETER 1" GREATER THAN BOLT DIAMETER AND A MAXIMUM INTERNAL DIAMETER 3" GREATER THAN ANCHOR BOLT DIAMETER. SLEEVES SHALL BE FILLED WITH NON-SHRINK GROUT AFTER BOLTS ARE ALIGNED. SEE GEN 5. EQUIPMENT BASES SHALL BE INSTALLED LEVEL UNLESS INDICATED OTHERWISE. 6. WEDGES, SHIMS, OR LEVELING NUTS SHALL BE USED TO SUPPORT THE BASE WHILE THE NON-SHRINK GROUT IS PLACED. WEDGES OR SHIMS THAT ARE LEFT IN PLACE SHALL NOT BE EXPOSED TO VIEW. 7. HEIGHT OF PADS SHALL BE MINIMUM REQUIRED FOR ANCHOR BOLT CLEARANCE TO KEEP ANCHOR BOLT ABOVE SUPPORTING SLAB (SEE TABLE BELOW). WHERE EQUIPMENT OR PIPING ELEVATION REQUIRE A PAD HEIGHT LESS THAN THE MINIMUM SHOWN, USE TYPE "B" EQUIPMENT PAD WITH BLOCKOUT. 8. TYPE "D" PAD SHALL BE USED ONLY WHERE SPECIFICALLY INDICATED. PLACE THE SURROUNDING FLOOR SLAB AFTER THE EQUIPMENT PAD. 9. AT CONTRACTOR'S OPTION, CONCRETE ANCHORS MAY BE USED IN LIEU OF CAST-IN-PLACE ANCHOR BOLTS FOR EQUIPMENT ANCHOR BOLTS LESS THAN 3/4" DIAMETER WHEN APPROVED BY THE EQUIPMENT MANUFACTURER AND APPROVED BY THE ENGINEER. ANCHORS SHALL BE INSTALLED WITH 4" MINIMUM EDGE DISTANCE IN EACH DIRECTION. AB DIA (IN.) 1/2 5/8 3/4 7/8 1 1 1/4 1 3/8 1 1/2 1 3/4 2 MIN PAD HT (IN.) 7 8 1/2 10 11 12 1/2 15 16 1/2 18 21 24 CONCRETE EQUIPMENT PAD - NOTES cNTS DETAIL 9 OF 9 CLEAN WATER SERVICES C 3356 DURHAM AWWTF PHASE 5D2 CH2MHILL