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FOR OFFICE USE ONLY—SITE ADDRESS: 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 Transmittal Letter T I C n it n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tom Hochstatter DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED OCT 212019 FROM: Dave Clements, P.E. CITY OF TIGARD COMPANY: Black & Veatch BUILDING DIVISION PHONE: 503-443-4467 By. _ t co3d0 RE: .•;.1.688fr !w 85th Ave, Tigard, OR 97224 BUP2018-00087 (Site Address) (Permit Number) Durham AWWTF Phase 5 Expansion (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 2 Other(explain): Deferred submittals for your review REMARKS: Please find enclosed the following deferred submittals, submitted to you for review under OSSC 107.3.4.2 11520-3.1:Vertical Mixer Seismic Anchor Calculations (Parts value:$120,000, Labor value:$15,000) FOR OFFICE USE ONLY Routed to Permit Technician: Date: )d—2 2— czi Initials: Fees Due: ❑ Yes ❑No Fee Description: Amount Du . Nr pliN r Cv.i / SLIC z� Special Instructions: Reprint Permit(per PE): El Yes ,No` ❑ Done Applicant Notified: Date: to/ e{ rj ��'[ Initials: L\Building\Forms\TransmittalLetter-Revissions.doc 05/25/2012 L3u $ - o �� KGAPa010 Structural Engineers STRUCTURAL CALCULATIONS, revised CLEAN WATER SERVICES DURHAM WASTEWATER TREATMENT FACILITY Sharpe Mixer Seismic Anchorage Tigard, Oregon RECEIVED For OCT 212019 Sharpe Mixers CITY OFTIGARD BUILDING DIVISION September 5, 2019 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. OFFICE COPY 0 PROFFS 09-05-2019 City of Tigard c.?c'� G�NEso Appro ed Plans az, 4.496, , By - Date i )ry OR $ 1 /4, 20, 5 qRk HUG' ' EXPIRES: 06-30-2021 KRAMER GEHLEN & ASSOCIATES, INC. CONSULTING ENGINEERS 400 Columbia Street, Suite 240 Vancouver, Washington 98660-3413 (360) 693-1621 (503) 289-2661 Fax: (360) 696-1572 \Desty (rc-1_et, P (E e (- 4- y0Ca o. ; 1 �j5 (, c7 (- Y. > t" A cc)r 5e( s.44I; 4-,1c4 , f,k9e -(or ,.r% xer --types kSli oi = 2.5 7 :ire (I ) C 6 8t 7nl17" - 7 e ) J., 1- t -,N tr ( .1 I SELF UsJE , Csft-r , Ts , on Al u 4.44 PC2 /14n.Nkl { . E , SM 1 e {' o f' e e- , 11 Pot_ , e () e? tit r () 1( 1 I)) /r ,, r/ , S y tV : �� .� p c,t 1 ., E-r5M ( c -F-oP ( (TS 1, 1 ,. .. z P - I I , 'l[s�� ( I (1 I q .'4) 7- Zzl f ti- e I ,1t1 ( IIa `l -(1) : IS304t I OO• Z Sn p h) ' (3 zry5 ( JF' fv ( I ) qv? rt citSF T`9Pe / f012 (6 s 0,J Tji P( 2 6 0,A1 -t PJ � vE PROJECT IL r' ( 1<eriat >�il Ft r7,( 1 I 'r )C-('.M ,C el(rt CLIENT t Structural Engineers KRAMER400 Columbia St. 360/693-1621 DATE DESIGN GENLEN Suite240 503/289-2661 ?/3 �19 l !( Vancouver,WA Fax:360/696-1572 PROJECT NO. SHEET ASSOCIATES 98660-3413 www.kramer-gehlen.com r`; I . 00 • -,8 e 13 .ol - ,a �( s t / i o Acre rl S b e D�� ncN1% c �11k- er 1' n .�>•h n o f4-1 Icfo(I Ik) o ) • SA-it n3 j C3.A.Aho (e-, -A-c:o ( w/ -f t I . O F ' C-e"-lv, < , 1,1s/t C- 1v = I , " Vefl - eve ail /17 (2'16 '1 /-4)(18 :=1 '') y 41Z 44 (6 ") -I- 13 0 119-tn = h GI1F � Ih-, - Iit (T \ � P � 1 ,7 (19' 11' 4 i, 0 (12AI *4) 4 1, ° (40214) 1{ c S 6 ,-1 1, 0 „ kU = 1, 0 1(,'43(.0 IL /13C 14I1- 1 " e I y -3,33 (Lig.cc, e_ 5i , ‘,63.-P. /vir : •t7tt� 2- � O, o oO � , 3 7 y pc 2 J �c = &{ C5u 1.3 ibs1 A , — /e , — A `I yIZ k G S, S k IPROJECT /'^ A �jh /s's f ( / AcG, 01 ,N< In >f Da° 5 1 )l1 Structural Engineers 5‘1 -e iCk o f j ./N P 1J� F c� 1 u ( c n} KRAMER400 Columbia St. 360/693-1621 DATE DESIGN Suite 240 G EN LEH Vancouver,WA Fax:360/696 1572 PROJECT NO. SHEET N ASSOCIATES 98660-3413 www.kramer-gehlen.com 19 15 Y- o 0 7 AA ( f ( 9E- 5f Gr1I 1 yP ( I-1 - 41y 7,o o (i) 3/y NHS R Side 1 io .- i -CoR ( 11L7Z yv -6 z 1 + k (7- 4-i y 2 -k (y ) ifs ' ql (-1A ^� (-e P� 22_ - 33 faL FIII,TI o�tl � u�f I % I PROJECT - ArtC(��. An<' A<r De 513r% CLIENT Structural Engineers r P e CA` Y ors KRAMER400 Columbia St. 360/693-1621 DATE'3/3 DESIGN Suite 240 503 289-2661 GEHLEN Vancouver, WA Fax:1360/696-1572 P OJ CT SHEET( ASSOCIATES 98660-3413 www.kramer-gehlen.com ( 7154 - DD 7/24/2019 ATC Hazards by Location OTCHazards by Location Search Information Vancouver Address: 16580 SW 85th Ave,Tigard,OR 97224, USA [3 167 ft rand Coordinates: 45.4013269;-122.7626323 Tillamook Hillsboroo o State Forest Gresh.-n Beal/ton on Elevation: 167 ft 76.) Mt. H Timestamp: 2019-07-24T22:15:46.799Z National Hazard Type: Seismic Reference ASCE7-10 Go gle Map data©2019 Google Document: Risk Category: IV Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 — 0.00 0 5 10 15 Period(s) 0 5 10 15 Period (s) Basic Parameters Name Value Description Ss 0.96 MCER ground motion(period=0.2s) S1 0.419 MCER ground motion(period=1.Os) SM5 1.072 Site-modified spectral acceleration value SM1 0.662 Site-modified spectral acceleration value SOS 0.714 Numeric seismic design value at 0.2s SA SD1 0.441 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.116 Site amplification factor at 0.2s Fv 1.581 Site amplification factor at 1.0s https://hazards.atcouncil.org/#/seismic?Iat=45,4013269&Ing=-122.7626323&address=16580 SW 85th Ave%2C Tigard%2C OR 97224%2C USA 1/2 7/24/2019 ATC Hazards by Location CRg 0.896 Coefficient of risk(0.2s) CR1 0.871 Coefficient of risk(1.0s) PGA 0.42 MCEG peak ground acceleration FPGA 1.08 Site amplification factor at PGA PGAM 0.454 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.96 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.072 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.992 Factored deterministic acceleration value(0.2s) S1RT 0.419 Probabilistic risk-targeted ground motion (1.Os) S1 UH 0.481 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.66 Factored deterministic acceleration value (1.0s) PGAd 0.727 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this Information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the Information from this website assume all liability arising from such use.Use of the output of this website does not Imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the report. 5 https://hazards.atcouncil.org/#/seismic?lat=45.4013269&Ing=-122.7626323&address=16580 SW 85th Ave%2C Tigard%2C OR 97224%2C USA 2/2 7 * PRELIMINARY VALUES.TO BE FINALIZED AFTER SEISMIC CALCULATIONS. ''Ti P e I , c11..,P�- ,r T,,-,-) I I I I I I II I • I / II \ I I 11 I JII 4h 1 /' I I I /• 1 I i, , I A J -----�._...... 13 11.25 *00.88 r."' 140 I � Itiok1 •iiPlik *16(SQ) i 0 o-1 i`19(sQ) TAG NO.: 410MX1753 410MX1754 TANK / MIXER LAYOUT MIXER MODEL NO.: 3N6-171 ‘ SERIAL NO.: 62316-1, -2 ` I DWG NO.: HL2316-1 SHARPE MIXERS P.O.BOX 3906 SEATTLE. WA. 98124 (2061767-5660 FAX(2061767-9170 For reference only; use certified drawings for construction.Dimensions are in inches fiiPe 1 I1�) liquid level 3 —►'t- 220 256 306 144 1 86 - ' 528 x 522 �I All loads calculated at mounting surface loads shown are actual operating with 1.0 SF S 3 C 16—S Static Mixer weight= r 1919 lbs(down)!(I,Z) D Dynamic Axial Load= pf1241 lbs(down) 4.0) L Dynamic Torque= t 11436 lbs•in (I,a\) L NOTES:Tank 1 Mixer Layout intended for scaled view of In-tank components only.Mixer drive O 44 M- Dynamic Moment= 1 13306 lbs-in € ),Q) 1— proportions may vary slightly depending on motor type or other options.Please review drawing carefully and inform Sharpe Mixers immediately if any lank dimensions are inaccurate.Drawing est.full tank volume= 386000 gal generated by Sharpe Mixers QSQP mixer selection program,copyright 2005,Seattle,WA. est.volume @ liquid level= 323060 gal TOP ENTERING MIXER / TANK LAYOUT DETAIL ���" Mixer Model# 3N6-171 Quantity: 2 Customer: Sharpe# 62316.1, -2 Application: Anoxic Zone Tag No.:410MX1753,410MX1754 Drawing# L2316-1, -2 www.sharpemixers.com - P.O.Box 3906 Seattle,WA 98124 - (800)237-8815 FAX(800)767-5670 ( * PRELIMINARY VALUES.TO BE FINALIZED AFTER SEISMIC CALCULATIONS. \-1 p 2_- [. _ , `a L IA - 1 L-.I �T� --- --� ) 1 /}11 I \ I I I I 12 10 5 I I 0 0 I * R30.69 �� O I I 1 I`j �I * 14(SQ) 0 7.5 O O TAG NO.: 410MX1750 410MX1751 *18(SO) 410MX1752 TANK / MIXER LAYOUT MIXER MODEL Nolan. g SERIAL NO.: 62316-3, -4, DWG NO.: HL2316-3 SHARPE MIXERS P.O.BOX 3906 SEATTLE, WA.98124 (206)767-5660 FAX (206)767-9170 For reference only; use certified drawings for construction,Dimensions are in inches Jo Sy 56 bc> r b{ 7, �r �l O 1 ,-f 71 if I �llr liquid level 2.5 --► • • 220 270 306 • • N 95 --"I 86 Wx552 ZONE W VOL ANAEROBIC #1 280 180650 All loads calculated at mounting surface ANAEROBIC #2 262 169040 Loads shown are actual operating with 1.0 SF ANAEROBIC #3 262 169040 Static Mixer weight= 1189 lbs(down) Dynamic Axial Load= 871 lbs(down) Dynamic Torque= 3531 lbs-in NOTES:Tank f Mixer Layout intended for scaled view of in-lank components only.Mixer drive Dynamic Moment= 6228 lbs-in proportions may vary slightly depending on motor type or other options.Please review drawing carefully and inform Sharpe Mixers immediately if any tank dimensions are inaccurate.Drawing generated by Sharpe Mixers 01OP mixer selection program,Copyright 2005,Seattle,WA. TOP ENTERING MIXER / TANK LAYOUT DETAIL i "�`�' Mixer Model# R2N5-69 Quantity: 3 Customer: Sharpe# 62316-3, -4, -5 Application: Anaerobic Zone Tag No.:410MX1750,410MX1751, 410MX1752 Drawing# L2316-3, -4, -5 www.sharpemixers.com - P.O.Box 3906 Seattle,WA 98124 - (800)237-8815 FAX(800)767-5670 1111#1`T1 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 1 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: Specifier's comments: 1 Input data I... Anchor type and diameter: HIT-HY 200+HAS-R 316 SS 3/4 Iau ai-M'000 ...- Item number: 403912 HAS-R 316 SS 3/4"x9 5/8"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: hetect=3.500 in.(helrm;l=-in.) Material: ASTM F 593 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2019 13/1/2020 Proof: Design Method ACI 318-14/Chem Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;et,=1.500 in.;t=0.750 in. Hilti Grout:CB-G EG,epoxy,fa.Groa=14,939 psi Anchor platen: In x ly x t=20.000 in.x 20.000 in.x 0.750 in.;(Recommended plate thickness:not calculated) Profile: Round HSS(AISC),HSS8-5/8X.125;(L x W x T)=8.625 in.x 8.625 in.x 0.125 in. Base material: cracked concrete,4000,fc'=4,000 psi;h=6.000 in.,Temp.shorUlong:32/32°F Installation: hammer drilled hole,Installation condition:Dry,Installation direction:vertical downward Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.)&Loading[lb,in.lbj [ Design loads 4 Sustained loads �1`+N l -•V-J 'eft ' 10.* r r x Input data and results must be checked for conformity with the a dsting conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 10 Hilti PROFIS Engineering 3.0.49 www.hliti.com Company: Page: 2 Address: Specifier: chrish Phone I Fax: ] E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor MI 1 Load case:Design loads N=-4,956;V, =0;Vy=0; no 54 Mx=0;My=61,948;Mz=11,436; Nses=0;Mx,sus=0;Mysus=0; • 2 Load case/Resulting anchor forces Ay 03 04 Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 647 253 179 -179 O 0,x O 2 0 253 179 179 Tension Compressi3n 3 647 253 -179 -179 4 0 253 -179 179 max.concrete compressive strain: 0.03[%o] max.concrete compressive stress: 119[psi] 01 02 resulting tension force in(x/y)=(-8.000/0.000): 1,295[lb] resulting compression force in(xly)=(8.253/0.000):6,251 (lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Naz[lb] Capacity+Na[lb] Utilization PN=NaJ+N. Status Steel Strength* 647 18,479 4 OK Bond Strength" 1,295 3,359 39 OK Sustained Tension Load Bond Strength` N/A N/A N/A N/A Concrete Breakout Failure" 1,295 4,474 29 OK highest loaded anchor "anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFS Engineering(c)2003-2018 FIN AG,FL-9494 Schoen Hilti Is a registered Trademark of Hilti AG,Schoen 2 11 Fi1iaT1 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 3 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 3.1 Steel Strength =ESR value refer to ICC-ES ESR-3187 4) Nsa z No. ACI 318-14 Table 17.3.1.1 Variables Aso.N(in-2] fete[psil 0.33 85,000 Calculations N.[lb] 28,430 Results Nsa[lb] ¢steel fi N.[lb] Nua[lb] 28,430 0.650 18,479 647 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilt)AG,FL-9484 Selman Hilt]is a registered Trademark of Hiti AG,Schaan 3 12 HI1..T11 Hilti PROFIS Engineering 3.0.49 www.hiltl.com Company: Page: 4 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 1 (3N6-171)Della 1 Date: 9/5/2019 Fastening point: 3.2 Bond Strength N = (ANa0 Na ag ` 4r ect.Na Wec2,Na wed.Na wcp.Na Nba ACI 318-14 Eq.(17.4.5.1b) J Na, 2 Naa ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANa0 =(2 CNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa =10 da 1100 AC1318-14 Eq.(17.4.5.1d) 1 11 we,Na = (1 +eN I�1.0 ACI 318-14 Eq.(17.4.5.3) CNa ed Na =0.7+0.3(c—•"—'")5 1.0 ACI 318-14 Eq.(17.4.5.4b) CNa W c— "i" c—Na)5 1.0 ACI 318-14 Eq.(17.4.5.5b) co.Na =MAX( Cac ' Cac Nba =?•a •Lk,• rr•da•het ACI 318-14 Eq.(17.4.5.2) Variables kqunn[psi] da[in.] her[in.] ;.,ate(in.] «overhead Tkc(psi] 2,327 0.750 3.500 2.500 1.000 1,321 ec1.N[in] ec2.N(in.] cac[in.] 9,a 0.000 0.000 6.752 1.000 Calculations cNa[in.] ANa[in21 AN„[iN 21 ed,Na 10.859 291.04 471.66 0.769 ec1,Na Wec2,Na Vcp,Na Nba(Ib1 1.000 1.000 1.000 10,891 Results Nap(lb] +bond 4 Naa[lb] Naa[lb] 5,168 0.650 3,359 1,295 Input data and results must be checked for conformity with the existing conditions and for plauslbllityl PROFIS Engineering(c)2003-2018 Hilt!AG,FL-9494 Schaan Hilt'is a registered Trademark of Hilti AG,Schaan 4 13 I�■■III..TI H[Itl PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 5 Address: Specifier: chrish Phone I Fax: ] E-Mail: Design: Type 1 (3N6-171)Della 1 Date: 9/5/2019 Fastening point: 3.3 Concrete Breakout Failure A. • ticbg — (ANcg ec,N Ved,N Wc,N wcp,N Nb ACI 318-14 Eq.(17.4.2.1b) @ Nthri i Nee ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) Awn =9 her ACI318.14 Eq.(17.4.2.1c) 1 w ec.N = \1 +2eN�s 1.0 ACI 318-14 Eq.(17.4.2.4) 3 her ed.N =0.7+0.3(cayl"r)51.0 ACI 318-14 Eq.(17.4.2.5b) 1.5h cp,N =MAX(c—a1"3",1hef)51.0 ACI 318-14 Eq.(17.4.2.7b) Oac Cec Nb =k" ) hay ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] ect.N lin.] ec2,N[in.) ;men[in.] ti`c,N 3.500 0.000 0.000 2.500 1.000 cee[in.] ke A. fe[psi] 6.752 17 1.000 4,000 Calculations ANc tin 2] ANcO Iin?I y`ecl,H Wec2,N 4`ed,N Ww.N Nb[lb] 127.88 110.25 1.000 1.000 0.843 1.000 7,040 Results [lb] co"«ete 4) No,[lb] Nua[lb] 6,882 0.650 4,474 1,295 a Input data end results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Milli AG,FL-9494 Schaan Hgti Is a registered Trademark of Hiti AG,Schaan 5 14 1.I111..'T1 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 6 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 91512019 Fastening point: 4 Shear load Load V,,,[lb] Capacity V,[Ib] Utilization ftv=V,,,f+V, Status Steel Strength' 253 8,189 4 OK Steel failure(with lever arm)' 253 1,432 18 OK Pryout Strength(Bond Strength controls)' 253 2,872 9 OK Concrete edge failure in direction y+" 505 974 52 OK 'highest loaded anchor "anchor group(relevant anchors) 4.1 Steel Strength Vsa =(16"se,v fula) refer to ICC-ES ESR-3187 + Vstaoi z V,,, ACI 318-14 Table 17.3.1.1 Variables 14e,v[in.2] iota[psi] (0.6 f4e.v f„ta)[Ib) 0.33 85,000 17,060 Calculations V„[lb] 17,060 Results Vsa[lb] +steal �eb 4ti V„[Ib] Vua[lb] 17,060 0.600 0.800 8,189 253 Input data and results must be checked for conformity with the existing conditions and for plausibitityl PROFIS Engineering(c)2003-2018 WO AG,FL-9494 Schaan HIM Is a registered Trademark of Hilti AG,Schaan 6 15 11411167191 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 7 Address: Specifier: chrish Phone I Fax: ( E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 4.2 Steel failure(with lever arm) Vold U"'L Ma bending equation for stand-off MS =Ms (1 - > resultant flexural resistance of anchor sa M° =(1.2)(S)(fu,min) characteristic flexural resistance of anchor (1 - N �else"a l reduction for tensile force acting simultaneously with a shear force on the anchor / 3 'r32) elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(de) internal lever arm adjusted for spelling of the surface concrete 4,Vs a V,,, ACI 318-14 Table 17.3.1.1 Variables uta fu,min[Psi] Nua[lb] $N.[lb] z[in.] n do[in.] 2.00 85,000 647 18,479 1.875 0.500 0.750 Calculations Nua 1 M°(in.lb) (1 / Ms[in.ib] Lb[in.] 2,783 0.965 2,686 2.250 Results Vg[lb] 41 steel 4 V.AI[Ib1 V„,(Ib] 2,387 0.600 1,432 253 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 HMI AG,FL-9494 Schaan Hi111 is a registered Trademark of HIM AG,Schoen 7 16 111 Hilti PROFIS Engineering 3.0.49 www,hilti.com Company: Page: 8 Address: Specifier: chrish Phone I Fax: ] E-Mail: Design: Type 1 (3N6.171)Delta 1 Date: 9/5/2019 Fastening point: 4.3 Pryout Strength(Bond Strength controls) Vcp =Iccp[(ANa) qr ed.Na 41cp,Na Naa] ACI 318-14 Eq.(17.5.3.1a) 4) Vcp a Vae ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14,Section 17.4.5.1,-Fig.R 17.4.5.1(b) • A„,0 =(2 ct,ta)2 ACI 318-14 Eq.(17.4.5.1c) cm, =10 da 1100 ACI 318-14 Eq.(17.4.5.1d) 1 4'ec,Na = (1 + eN)s 1.0 ACI 318-14 Eq.(17.4.5.3) cNa 4'ed Na =0.7+0.3(ca,m'n)51.0 ACI 318-14 Eq.(17.4.5.4b) CNa • 4/cpNa =MAX(c='—n'n cNa)5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac c„ Nha =Xs•rk,c•E •da•he! ACI 318-14 Eq.(17.4.5.2) Variables kcp ueverhead rk,c,uncr[psi] da[in.] her[in.] coon lin.] t k,c[Psi] 2 1.000 2,327 0.750 3.500 2.500 1,321 eCI N lin.] ee2,N(in.l cac[in.] ?,a 0.000 0.000 6.752 1.000 Calculations cTJa[in.] ANa[in 21 ANao[in.2] 4'ed,Ne 10.859 115.50 471.66 0.769 'I'ecl,Na '41ec2,Na 'I'cp,Na Nba[IN 1.000 1.000 1.000 10,891 Results Vco[lb] 4)concrete 4) Vcp[lb] Vua[lb] 4,102 0.700 2,872 253 Input data and results must be checked for conformity with the existing conditions and for plausibility! FROEIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schwan Hull Is a registered Trademark of Hilti AG,Schwan 8 17 1111116711191 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 9 Address: Specifier: chrish Phone I Fax: E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 4.A Concrete edge failure in direction y+ Av Vcb9 —(q�) W ec.V ed.!' Wc,v Wh,v Wparaisl.v Vb ACI 318-14 Eq.(17.5.2.1b) + Vb z Vaa ACI 318-14 Table 17.3.1.1 Av. see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Avc, =4.5 cat ACI 318-14 Eq.(17.5.2.1c) 1 ac•v = (1 + 2e)5 1.0 - ACI 318-14 Eq.(17.5.2.5) 3cat ed,v =0.7+0.3(15ce1)51.0 ACI 318-14 Eq.(17.5.2.6b) W h.v = �1.5cat 2 1.0 ha ACI 318-14 Eq.(17.5.2.8) Vb ( 100.2 7(d ) Ada/ a Acat:, ACI 318-14 Eq.(17.5.2.2a) a Variables cal[in.] cax[in.] eov]in.] W e.v he[in.] 2.500 3.000 5.657 1.000 6.000 la[in.] )•a da[in.] fc[Psi] W parallel.v 3.500 1.000 0.750 4,000 1.000 Calculations Avc[in?] Avw[in z] W ec,v Wed,v Wh,V Vb[lb] 50.63 28.13 0.399 0.940 1.000 2,062 Results V,t[lb] 4)concrete Q V,(ib) Vua[lb] 1,391 0.700 974 505 5 Combined tension and shear loads PR _ w Utilization PRv[%) Status 0.385 0.519 5/3 54 OK Hv=PN+PV<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003-2018 RN AG.FL-9494 Schaan Huh is a registered Trademark of Hilt AG,Schaan n 18 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 10 Address: Specifier: chrish Phone I Fax: E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof If the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility) • 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. • ACI 318 does not specifically address anchor bending when a stand-off condition exists.PROFIS Engineering calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • 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. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install HUH adhesive anchors.Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plauslbitityi PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hie AG,Schaan 10 19 I■�III- I Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 11 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 7 Installation data Anchor type and diameter:HIT-HY 200+HAS-R 316 SS 3/4 Profile:Round HSS(AISC),HSS8-5/8X.125;(L x W x T)=8.625 in.x 8.625 in. Item number:403912 HAS-R 316 SS 3/4"x9 5/8"(element) x 0.125 In. /2022793 HIT-HY 200-R(adhesive) Hole diameter in the fixture:di=0.813 in. Installation torque: 1,200 in.lb Plate thickness(input):0.750 in. Hole diameter in the base material:0.875 in. Recommended plate thickness:not calculated Hole depth in the base material:3.500 in. Drilling method:Hammer drilled Minimum thickness of the base material:5.250 in. Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 3/4 Hilti HAS Stainless steel threaded rod with Hilti HIT-HY 200 Safe Set System 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole • Torque wrench • Proper diameter wire brush y 10.000 10.000 03 •• aaa 16.000 rr4 Coordinates Anchor in. Anchor x c„ c-y cry 1 -8.000 -8.000 3.000 19.000 2.500 18.500 2 8.000 -8.000 19.000 3.000 2.500 18.500 3 -8.000 8.000 3.000 19.000 18.500 2.500 4 8.000 8.000 19.000 3.000 18.500 2.500 Input data and results must be checked for conformity with the existing conditions and for plausibilityl PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hid is a registered Trademark of Hiltl AG,Schaan 11 20 11IILT1 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 12 Address: Specifier: chrish Phone I Fax: i E-Mail: Design: Type 1 (3N6-171)Delta 1 Date: 9/5/2019 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt!AG,Schaan 12 21 141111111111r11111 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 1 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: Specifier's comments: 1 Input data ri r 1aivr r Anchor type and diameter: HIT-HY 200+HAS-R 316 SS 5/8 ., Item number: 408986 HAS-R 316 SS 5/8"x7 5/8"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: he1.„°t=3.500 in.(hef limit=-in.) Material: ASTM F 593 Evaluation Service Report: ESR-3187 Issued I Valid: 4/112019 13/1/2020 Proof: Design Method ACI 318-14/Chem Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.500 in.;t=0.750 in. Hilti Grout:CB-G EG,epoxy,fecm,b= 14,939 psi Anchor plateR: Ix x ly x l=18.000 in.x 18.000 in.x 0.750 in.;(Recommended plate thickness:not calculated) Profile: Round HSS(AISC),HSS8-5/8X.125;(L x W x T)=8.625 in.x 8.625 in.x 0.125 in. Base material: cracked concrete,4000,fb'=4,000 psi;h=6.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry,Installation direction:vertical downward Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] a a'I I Design loads 4 Sustaazned loads -� Ite]e * e1.9 •r A+ illiall 11.4&\';,' s-^,-* ''''e'' lib. 1,4 2 i / o y „„ 1.v X x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(a)2003-2018 Hilti AG,FL-9494 Schaan Hill Is a registered Trademark of Hilti AG,Schaan 1 22 FII`TI Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 2 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Della 1 Date: 9/5/2019 Fastening point: 1.1 Design results . Case Description Forces[lb]/Moments[In.lb] Seismic Max.Util.Anchor(%] 1 Load case:Design loads N=-4,956;Vx=0;Vy=0; no 44 Mx=0;My=61,948;M.=11,436; Naas=0; Mu,sus=0;My,sus=0; 2 Load case/Resulting anchor forces •y Load case:Design loads 03 4 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 818 289 204 -204 O O 2 0 289 204 204 Tension Compresson 3 818 289 -204 -204 4 0 289 -204 204 max.concrete compressive strain: 0.04[%a] max.concrete compressive stress: 182[psi] 1 02 resulting tension force in(xly)=(-7.000/0.000): 1,636[lb] resulting compression force in(x/y)=(7.660/0.000):6,592[lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N,,,[lb] Capacity+N„[lb] Utilization PR=N„ +N„ Status Steel Strength` 818 14,690 6 OK Bond Strength" 1,636 3,740 44 OK Sustained Tension Load Bond Strenglh' N/A N/A N/A NIA Concrete Breakout Failure" 1,636 6,047 28 OK •highest loaded anchor "anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003.2018 Hilti AG.FL-9494 Schaan Hilt is a registered Trademark of FIN AG,Schwan 2 23 Iy11�T1 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 3 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9f512019 Fastening point: 3.1 Steel Strength N58 =ESR value refer to ICC-ES ESR-3187 $ Nsa Z N„a ACI 318-14 Table 17.3.1.1 Variables _ As„N fin.z] fate[psi] 0.23 100,000 • Calculations Nsa[Ib) 22,600 Results Nsa[Ib] steel 4 Nu[Ib] Nue[Ib] 22,600 0.650 14,690 818 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG.FL-9494 Schwan Hilti is a registered Trademark of Hilll AG.Schwan 3 24 FI11.7T91 Hilti PROFIS Engineering 3.0.49 www,hilti.com Company: Page: 4 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 3.2 Bond Strength Nay =(eANa) W ecI,Na Wec2,Na Wed,Na WcpNa Nba ACI 318-14 Eq.(17.4.5.1b) Wae 4 Nay z Naa AC1318-14 Table 17.3.1.1 ANa see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) Away =(2 CNa)2 AC1318-14 Eq.(17.4.5.1c) - CNa = 10 da V 1100 ACI 318-14 Eq.(17.4.5.1d) 1 Wec,Na = \1 + eN/ <_1.0 ACI 318-14 Eq.(17.4.5.3) CNa tir ed Na =0.7+0.3 (S 5 1.0 ACI 318-14 Eq.(17.4.5.4b) CNa y cpNn =MAX( ! , CNa 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cec Cec Nba =)'a-tk,c-n-da-het ACI 318-14 Eq.(17.4.5.2) Variables t k,c.una[psi] da[in.] her[in.] ;men[in.] Uoverhead tkc[psi] 2,327 0.625 3.500 3.500 1.000 1,226 em.N[in.) ea,N[in.] cae[in.] e 0.000 0.000 7.263 1.000 Calculations cp.!,[in.] ANa[in 2] Awao[in 2] W ed,Na 9.049 274.03 327.54 0.816 ec1,Na Wec2,Na Wcp,Na Nba[lb] 1.000 1.000 1.000 8,427 Results Nae[Ib] m bond 4' Nay[Ib] Nua[Ib] 5,754 0.650 3,740 1,636 Input data and results must be checked for conformity vnth the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 HIIB AG.FL-9494 Schwan Hilti is a registered Trademark of Hi18 AG,Schaan 4 25 1101411116ITIMI Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 5 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 3.3 Concrete Breakout Failure Nag = (A ) W eON wed.N WcN Wq,,N Nb ACI 318-14 Eq.(17.4.2.1b) ANw m Net z N„e ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANcu =9 he, ACI 318-14 Eq.(17.4.2.1c) 1 e0.N = (1 +2 eN J s 1.0 ACI 318-14 Eq.(17.4.2.4) 3 he, 'Y edN =0.7+0.3(1.5c"h )51.0 ACI 318-14 Eq.(17.4.2.5b) er W opN =MAX(S nn 1.5h ,)5 1.0 ACI 318-14 Eq.(17.4.2.7b) COG Oac Nb =kc k e yr„11,7 ACI 318-14 Eq.(17.4.2.2a) Variables he[in.] ec1.N[in.] ec2,N[in.] Ce.nrin(in.] 3.500 0.000 0.000 3.500 1.000 cm[in.] kc X a f [Psi] 7.263 17 1.000 4,000 Calculations ANc Iio 2] Amo[in?[ W ec1,N e02.14 wed,N '!<w.N Nb[lb) 161.88 110.25 1.000 1.000 0.900 1.000 7,040 Results Nag[lb) 4)concrete ell Nag[lb] Nee[lb]9,303 0.650 6,047 1,636 Input dale and results must be checked for confonnitywith the existing conditions and for plausibility) PROFIS Engineering(c)2003.2018 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of MU AG,Schwan 5 26 1�■�I,III■ u Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 6 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 4 Shear load Load Va,[Ib] Capacity 4 Vn[Ib] Utilization fly=Vl+Vn Status Steel Strength* 289 6,509 5 OK Steel failure(with lever arm)* 289 942 31 OK Pryout Strength(Bond Strength controls)' 289 3,395 9 OK Concrete edge failure in direction y+•' 578 1,907 31 OK •highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Va, =(0.6 A v fota) refer to ICC-ES ESR-3187 + Vt�V,,, ACI 318-14 Table 17.3.1.1 Variables A.v[in.) rota[psi] (0.6 Amy rota)[lb] 0.23 100,000 13,560 Calculations Vsa[Ibl 13,560 Results Vs,[Ib] +steel +eb $ V„[Ib] Vua[Ib] 13,560 0.600 0.800 6,509 289 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilt AG,FL-9494 Schaan HRH is a registered Trademark of HiBi AG,Schaan 6 27 • 1■■III•TI Hilti PROFIS Engineering 3.0.49 www.hitti.com Company: Page: 7 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 4.2 Steel failure(with lever arm) VS" _ Al•Ms bending equation for stand-off Ms =Ms (1 -4 Ns ) resultant flexural resistance of anchor sa M° =(1.2)(S)(f ,n) characteristic flexural resistance of anchor (1- ) reduction for tensile force acting simultaneously with a shear force on the anchor sa S =n32)- elastic section modulus of anchor boll at concrete surface Lb =z+(n)(db) internal lever arm adjusted for spelling of the surface concrete ¢VM z Ved ACI 318-14 Table 17.3.1.1 Variables ant fa,mm[Psi] Naa[lb] 4'Noo[lb] z[in.) n do[in.] 2.00 100,000 818 14,690 1.875 0.500 0.625 Calculations (1 _ Noe/ Me Iin.lb] 4' oeoe! Mn[in.lb] Lb[in.] 1,818 0.944 1,717 2.188 Results Vs[Ib] 41 steel Q Ust[lb] Vua[lb] 1,570 0.600 942 289 Input data and results must be checked for confomtity with the existing conditions and for plausibility' PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schwan Hilt'is a registered Trademark of Hilti AG,Schaan 7 28 I■■/111.[.TI Hilti PROFIS Engineering 3.0,49 www.hilti.com Company: Page: 8 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 4.3 Pryout Strength(Bond Strength controls) V,, =k,p[(A—"a) N ] ACI Eq.318.1417.5.3.1a ) ee v ed,Na wcp.Na ha ( 'W a0 Vw 2 V„a ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 eNa)2 ACI 318-14 Eq.(17.4.5.1 c) CNa =10 do 1100 ACI 318-14 Eq.(17.4.5.1d) 1 w ec,Na = \1 + eN/ 5 1.0 ACI 318-14 Eq.(17.4.5.3) ` ONa Na =0.7+0.3 (.c '")s 1.0 ACI 318-14 Eq.(17.4.5.4b) ed ANa ur cp,Na =MAX(ca.min cNa)5 1.0 ACI 318-14 Eq.(17.4.5.5b) cac cac Nha =).0•rk,c•it •do•her ACI 318-14 Eq.(17.4.5.2) Variables kcp aoverhead L k,oamu[psi] da(in.] het[in.] ca.min[iri•) T kc[psi] 2 1.000 2,327 0.625 3.500 3.500 1,226 eal,N[in.] ec$N[in.] cao[in.] 7,a 0.000 0.000 7.263 1.000 Calculations 0Na[in.] AN,[in 2] ANa[in 2] w ed,Ne 9.049 115.50 327.54 0.816 w ec1,Na wec2,Na wcp,Na Nha[lb] 1.000 1.000 1.000 8,427 Results V ,[lb] 4)comet(' $ V,[lb] Vua[lb] 4,850 0.700 - 3,395 289 • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 HIM AG,FL-9494 Schaan Hilti Is a registered Trademark of Hilli AG,Schaan 8 29 NI`TI Hilti PROFIS Engineering 3.0.49 www.hlitl.com Company: Page: 9 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5.69)Delta 1 Date: 9/5/2019 Fastening point: 4.4 Concrete edge failure in direction y+ Av Vcbg =(p W ec,v Wed,v Wav Wh,V Wparatiel.vVb ACI 318-14 Eq.(17.5.2.1b) vcci 4 Vag a V, ACI 318-14 Table 17.3.1.1 Ave see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Avg =4.5 cat ACI 318-14 Eq.(17.5.2.1c) 1 ec,v (1 + 2e„ 5 1.0 ACI 318-14 Eq.(17.5.2.5) 3ca1 ed.V =0.7+0.3(15c81)51.0 ACI 318-14 Eq.(17.5.2.6b) W h.v =�1.5Cat 2 1.0 ACI 318-14 Eq.(17.5.2.8) ha l e2 Vb =(7 (-1-9.) d e) �da) 7�a A ca1p ACI 318-14 Eq.(17.5.2.2a) a Variables -' caf[in.] ;2 fin.] ea[in.] W ov he[in.] 3.500 4.000 4.950 1.000 6.000 le[in.] /•a de[in.] fc[Psi] W parallel,v 3.500 1.000 0.625 4,000 1.000 Calculations Ave[ice 21 Avco[in.2] W eav Wed,v Wh,V Vb[lb] 97.12 55.13 0.515 0.929 1.000 3,235 Results Veea[lb] Q comae 4 V„t[lb] Vua[lb] 2,724 0.700 1,907 578 5 Combined tension and shear loads ON Pv Utilization PNv[%] Status p 0.437 0.307 5/3 40 OK PtN=PN+Pv G=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-20181-5)1 AG,FL-9494 Schwan NM is a registered Trademark of Hati AG,Schwan 9 30 1■■111_T1 Hilti PROFIS Engineering 3.0.49 www.hilti.com Company: Page: 10 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 6 Warnings • The anchor design methods In PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate Is assumed to be sufficiently stiff,In order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption Is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • 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. • ACI 318 does not specifically address anchor bending when a stand-off condition exists.PROFIS Engineering calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • 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. • For additional information about ACI 318 strength design provisions,please go to htlps://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003.2018 HIS AG,FL-9494 Schwan Hilt]Is a registered Trademark of Hilt]AG,Schwan 10 31 Hilts PROFIS Engineering 3.0.49 www.hitti.com Company: Page: 11 Address: Specifier: chrish Phone I Fax: I E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 7 Installation data Anchor type and diameter:HIT-HY 200+HAS-R 316 SS 5/8 Profile:Round HSS(AISC),HSS8-5/8X.125;(L x W x T)=8.625 in.x 8.625 in. Item number:408986 HAS-R 316 SS 5/8"x7 5/8"(element) x 0.125 in. /2022793 HIT-HY 200-R(adhesive) Hole diameter in the fixture:dl=0.688 in. Installation torque:720 in.lb Plate thickness(input):0.750 in. Hole diameter in the base material:0.750 in. Recommended plate thickness:not calculated Hole depth in the base material:3.500 in. Drilling method: Hammer drilled Minimum thickness of the base material:5.000 In. Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 5/8 Hilti HAS Stainless steel threaded rod with Hilti HIT-HY 200 Safe Set System 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole • Torque wrench • Proper diameter wire brush y 9.000 9.000 0 0 O> � X 0 of .1E5 14.000 ' f!r Coordinates Anchor in. Anchor x y c_x c,x c-y c•y 1 -7.000 -7.000 4.000 18.000 3.500 17.500 2 7.000 -7.000 18.000 4.000 3.500 17,500 3 -7.000 7.000 4.000 18.000 17.500 3.500 4 7.000 7.000 18.000 4.000 17.500 3.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hi111 AG.FL-9494 Schaan Hai is a registered Trademark of Hilti AG,Schaan 11 32 1■■111.T1 Hilti PROFIS Engineering 3.0.49 www.hilti.ccnt Company: Page: 12 Address: Specifier: chrish Phone I Fax: i E-Mail: Design: Type 2(2N5-69)Delta 1 Date: 9/5/2019 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hllti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must he checked for conformity with the existing conditions and for plausibility( PROFIS Engineering(c)2003-2018 Rile AG,FL-9494 Schaal) Hii Is a registered Trademark of Hilti AG,Schaan 12 33 f Submittal #11520-3.1 CleanWater Services 11520 VERTICAL MIXERS Clean Water Services RECEIVED Project:6757- DM Secondary Train 5 Expansion 16060 SW 85th Ave 16060 SW 85th Ave Tigard,Oregon 97224 OCT 212019 Tigard,Oregon 97224 Phone:(503)547-8150 Phone:5035478150 IN IGARD Distribution Summary Distributed on 09/30/2019 by Rebecca Reilly(Black&Veatch) To: Dan Garbely (CWS-Durham AWWTF), Kyle Hansen (McClure and Sons Inc) ,Rob Bechtloff(McClure and Sons Inc), Sean Soris (Black&Veatch), Dave Clements (Black& Veatch),Theresa Jones (Black&Veatch),Rebecca Reilly(Black&Veatch), Isidro DeAllende (Black &Veatch),Patrick Renfrew(McClure and Sons Inc),Stan Orr(McClure and Sons Inc) ,Jason Jarmin (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(Black&Veatch) No Exceptions Taken Vertical Mixer Seismic Anchor Calculations SPEC SECTION: 11520-VERTICAL MIXERS SUBMITTAL MANAGER: Dave Clements (Black&Veatch) STATUS: Closed DATE CREATED: 09/5/2019 ISSUE DATE: 09/5/2019 REVISION: 1 RESPONSIBLE McClure and Sons Inc RECEIVED FROM: Jason Jarmin CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 09/26/2019 LOCATION: SUB JOB: COST CODE: LEAD TIME: TYPE: Document APPROVERS: Dave Clements (Black&Veatch), Pat Orr(CWS-Rock Creek AWWTF), Kurt Reichert(CWS-Durham AWWTF), Randy Robbins(CWS-Durham AWWTF),Zander Willis(CWS-Durham AWWTF),Tonya Zinzer(CWS-Rock Creek AWWTF),Dave Clements(Black&Veatch), Dan Garbely(CWS-Durham AWWTF) BALL IN COURT: DISTRIBUTION: Rebecca Reilly (Black&Veatch) , Stan Orr (McClure and Sons Inc) ,Theresa Jones (Black&Veatch),Jason Jarmin (McClure and Sons Inc) ,Sean Goris (Black&Veatch) ,Dan Garbely (CWS-Durham AWWTF), Isidro DeAllende (Black&Veatch),Dave Clements (Black&Veatch) ,Rob Bechtloff (McClure and Sons Inc) DESCRIPTION: Please see the attached revised submittal for your review and approval. Notes: Included are just the seismic anchor calculations for the previously approved vertical mixers. ATTACHMENTS: 11520.3-Vertical Mixer Seismic Anchor Calculations-Rev 1.pdf SUBMITTAL WORKFLOW NAME SUBMITTERI RETURNED SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Dave Clements Approver 9/5/2019 9/5/2019 9/9/2019 In Review Clean Water Services Page 1 of 2 Printed On: 10/14/2019 12:45 PM Submittal #11520-3.1 CleanWater Services 11520 - VERTICAL MIXERS SUBMITTER/ I RETURNED NAME APPROVER SENT DATE DUE DATE DATE RESPONSE ATTACHMENTS COMMENTS Pat Orr Approver 9/9/2019 9/19/2019 ' 9/13/2019 For Record Only Kurt Reichert Approver 9/9/2019 9/19/2019 9/17/2019 For Record Only Randy Robbins Approver 9/9/2019 9/19/2019 9/10/2019 For Record Only Zander Willis Approver 9/9/2019 9/19/2019 9/10/2019 For Record Only Tonya Zinzer Approver 9/9/2019 9/19/2019 9/10/2019 For Record Only No Dave Clements Approver 9/17/2019 9/26/2019 9/30/2019 Exceptions Taken Dan Garbely Approver 9/17/2019 9/26/2019 Pending BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On: 10/14/2019 12:45 PM ' Submittal #11520-3.1 C1eanWater Services 11520 VERTICAL MIXERS Clean Water Services RECEIVED Project:6757- DM Secondary Train 5 Expansion 16060 SW 85th Ave OCT 212Q19 16060 SW 85th Ave Tigard, Oregon 97224 Tigard,Oregon 97224 Phone: (503)547-8150 CITY OF TIGARD Phone:5035478150 y"_WING fIVISION Distribution Summary Distributed on 09/30/2019 by Rebecca Reilly(Black&Veatch) To: Dan Garbely(CWS-Durham AWWTF), Kyle Hansen (McClure and Sons Inc) , Rob Bechtloff(McClure and Sons Inc),Sean Goris (Black&Veatch),Dave Clements (Black& Veatch),Theresa Jones (Black&Veatch), Rebecca Reilly(Black&Veatch), Isidro DeAllende (Black &Veatch), Patrick Renfrew(McClure and Sons Inc),Stan Orr(McClure and Sons Inc) ,Jason Jarmin (McClure and Sons Inc) Message: None Additional Attachments: NAME RESPONSE ATTACHMENTS COMMENT Dave Clements(Black&Veatch) No Exceptions Taken • Vertical Mixer Seismic Anchor Calculations SPEC SECTION: 11520-VERTICAL MIXERS SUBMITTAL MANAGER: Dave Clements (Black&Veatch) STATUS: Closed DATE CREATED: 09/5/2019 ISSUE DATE: 09/5/2019 REVISION: 1 RESPONSIBLE McClure and Sons Inc RECEIVED FROM: Jason Jarmin CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 09/26/2019 LOCATION: SUB JOB: COST CODE: LEAD TIME: TYPE: Document APPROVERS: Dave Clements(Black&Veatch), Pat Orr(CWS-Rock Creek AWWTF),Kurt Reichert(CWS-Durham AWWTF),Randy Robbins(CWS-Durham AWWTF),Zander Willis(CWS-Durham AWWTF),Tonya Zinzer(CWS-Rock Creek AWWTF), Dave Clements(Black&Veatch), Dan Garbely(CWS-Durham AWWTF) BALL IN COURT: DISTRIBUTION: Rebecca Reilly (Black&Veatch), Stan Orr (McClure and Sons Inc) ,Theresa Jones (Black&Veatch),Jason Jarmin (McClure and Sons Inc) , Sean Goris (Black&Veatch), Dan Garbely (CWS-Durham AWWTF) , Isidro DeAllende (Black&Veatch), Dave Clements (Black&Veatch) , Rob Bechtloff (McClure and Sons Inc) DESCRIPTION: Please see the attached revised submittal for your review and approval. Notes: Included are just the seismic anchor calculations for the previously approved vertical mixers. ATTACHMENTS: 11520.3 Vertical Mixer Seismic Anchor Calculations-Rev 1.pdf SUBMITTAL WORKFLOW NAME SUBMITTER/ RETURNED SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE • Dave Clements Approver 9/5/2019 9/5/2019 9/9/2019 In Review Clean Water Services Page 1 of 2 Printed On: 10/14/2019 12:45 PM `! Submittal #11520-3.1 CleanWater Services 11520 - VERTICAL MIXERS NAME SUBMITTER! RETURNED SENT DATE DUE DATE RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Pat Orr Approver 9/9/2019 9/19/2019 9/13/2019 For Record Only Kurt Reichert Approver 9/9/2019 9/19/2019 9/17/2019 For Record Only Randy Robbins Approver 9/9/2019 9/19/2019 9/10/2019 For Record Only Zander Willis Approver 9/9/2019 9/19/2019 9/10/2019 For Record Only Tonya Zinzer Approver 9/9/2019 9/19/2019 9/10/2019 For Record Only • No Dave Clements Approver 9/17/2019 9/26/2019 9/30/2019 Exceptions Taken Dan Gately Approver 9/17/2019 9/26/2019 Pending BY DATE COPIES TO Clean Water Services Page 2 of 2 Printed On: 10/14/2019 12:45 PM KRAM KGA & GEHLENINC,ASSOCIATES, 400 Columbia Street Structural Engineers Suite 240 KRAMER Vancouver,WA 98660-3413 GEHLEN 360-693-1621 503-289-2661 ASSOCIATES September 5, 2019 RECEIVED OCT 212019 CITY OF TIGARD Mr. Matt Smith BUILDING DIVISION Sharpe Mixers • 1541 S 92nd Place, Suite A Seattle, WA 98108 RE: Sharpe Mixer Seismic Anchorage, Durham Wastewater Treatment Facility Structural Review KGA Project No. 19-154 Dear Matt: The following is intended to respond to the calculations review comments from the jurisdiction, as documented in your email of August 21, 2019. Item Response No. 1. 1st Comment: The calculations are rejected. Mixer with long shaft and blades below is not a rigid equipment. Use ap = 2.5. RESPONSE: Seismic force Fp and resultant Mz have been updated. Please see attached revised calculations. The original anchorage design is adequate. I trust the above information is satisfactory for your needs. If you have any questions, please telephone our office. Sincerely, 1 Chris Hill Kramer Gehlen &Associates, Inc. Ii(c A KRAMER GEHLEN &ASSOCIATES,INC. 400 Columbia Street Structural Engineers Suite 240 KRAM ER Vancouver,WA 98660-3413 GEHLEN 360-693-1621 503-289-2661 ASSOCIATES RECEIVED September 5, 2019 OCT 212019 CITY OF TIGARD BUILDING DIVISION Mr. Matt Smith Sharpe Mixers 1541 S 92nd Place, Suite A Seattle, WA 98108 RE: Sharpe Mixer Seismic Anchorage, Durham Wastewater Treatment Facility Structural Review KGA Project No. 19-154 Dear Matt: The following is intended to respond to the calculations review comments from the jurisdiction, as documented in your email of August 21, 2019. Item Response No. 1. 1st Comment: The calculations are rejected. Mixer with long shaft and blades below is not a rigid equipment. Use ap = 2.5. RESPONSE: Seismic force Fp and resultant Mz have been updated. Please see attached revised calculations. The original anchorage design is adequate. I trust the above information is satisfactory for your needs. If you have any questions, please telephone our office. Sincerely, Chris Hill Kramer Gehlen &Associates, Inc.