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Specifications (24) mEc„`ake'- RECEIVED �� APR 8 2019 CITY OF TIGARD V‘C GOV4 DIVISION 7650 SW Beveland St TM RIPPEY Suite 100 --- CONSULTING ENGINEERS Tigard, Oregon 97223 Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS FOR SHOP EQUIPMENT-JLR LIFTS& EXHAUST RAILS TMR # 19079 March 11,2019 PAGE GENERAL NOTES N1 LIFT ANCHORAGE PLAN P1 —P2 EXHAUST RAIL PLAN P3—P4 ANCHORAGE DETAILS SKI—SK2 EXHAUST RAIL DETAILS SK3—SK6 CALCULATIONS Cl—C9 ° J t. 'A tie- 0 19 ff REG GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY CODE, REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC: LIFT CAPACITIES: 10,000 LBS (CHALLENGER CLIO) 10,000 LBS (HUNTER RX10) EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CONCRETE ACCESSORIES: CONCRETE EPDXY/ADHESIVE ANCHORS SHALL BE INSTALLED WITH "HILTI HIT-HY 200" (OR ENGINEER APPROVED EQUIVALENT) INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT, AND SHALL MEET THE FOLLOWING CRITERIA: A. ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND WITH STRICT ADHERENCE TO THE PROVISIONS WITHIN THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. B. AT THE TIME OF ANCHOR INSTALLATION, IN ACCORDANCE WITH ACI 318-11 SECTION D.2.2, ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS. METALS: THREADED RODS: ASTM A36 UNLESS NOTED OTHERWISE. INSPECTION: SPECIAL INSPECTIONS: IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE AREAS INDICATED BELOW: 1. INSTALLATION OF EPDXY ANCHORS. (PERIODIC) 2. INSTALLATION OF EXPANSION ANCHORS. (PERIODIC) THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT COMPLYING WITH THE PROJECT SPECIFICATIONS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT ITEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. TM RIPPE.Y 1 Consulting Engineers By: KEK Date: 7650 SW Beveland Street Suite 100 Chk By: Date: Tigard,Oregon 97223 Job 4: 19079 Phone:(503)443-3900 N] Sheet: Of: . 0 . I' 0 0 1 i I Is.-mj, 1 i A I2,-..r I. ak re-er rr soi . " --5,ri•-• CV ti c------ la IP 1 albadialaa A i SI TORTS 12o-O. r® ]:27 21 ., — tr Aol, . — i ''''. ‘131.11211 alle'e U. 9- ® -.t. -.411‘..- 0_ ./.2. 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J II 1 11 iv• / ITyp,G wa pi • ,,,-.,I ,;.: ! . i ,i ; ; .. / t f-F 1......k.\11 \\\\\ nT TM RIPPEY _ BY 1\r-V\ DATE Y l CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Iqa Tigard,Oregon 97223 (, Phone(503) 443-3900 -- —__.__ SHEET Li OF • • .L1v.i Awts 13 P�5 C'�At r . EKY C. A�L��1aF:C� (-) Y't ' x `l'4." ,\IQEp HILTl 'kin_; • s-r NJt-t-vgz-W rk, Rtk.S\ 'for r4ty tea' (•,) �'' hr F, L ,i T .� ..SF S ‘ . _ • ,---,;4.41.,r), or-, ,Lvt2.,1 .. 'illyts.b , 1 III • • • • - AZ (.7c-I\ L1,•-tQ cow i\-2-)...C.-"T t:pit, TO cr(L L1F1` A PrWt-co 6(-Pc'C Ft. G'?-tcta 'Pc?... ‘ rtr-\d\^- "tt, 1ASrt 1.,1.4(110..1, bo trrC GVCT Dizkh w MAI 1.1 IP61Nst.Mwz. L1?"'C kta(,.644'4 c. . -3,1),\S"(1,,- LC...NsoV-S W11\k' RI t.-1 1's c--1.- ,.---"V--1. 4.--,- 2 - Iia ( L 1F'C I\w c-�o�<C.. - • SKI ./" 1 irOlt r TM 1VSPLY BY `�e:kr- -DATE CONSULTING ENGINEERS -- ._.. CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Icr6 Tigard,Oregon 97223 Phone(503) 443-3900 _ SHEET.SKt OF flu,i‘os 1/2 0 a7.A F:-S) Pi LI' 'koi k 110-1' `. ` xla�sr� � 4 *s , <«1 i6.1rAst._ • 17.75" 15.50 -•-•-� • RIGHT rn� rsi�0 RUNWAY — — -- 44.13" 23.50" 24.35" 85.25" Front ._.�.-•-•---._._._._._._._._._._._._._._._._._._._._._._._._._._._._._.�.._._._._._._._._._._ _� of - -•- Lift f LIFT 23.08" 64.50" • ® 32.25" 88.25" LEFT RUNWA • 4 50.25" !EJ ... 123.75" ► 80.25" ► Rear of 254.25" ► Lift CizG'I: V-51 a F, Ca�tit�CiZAE'Cry7� �e �Y}L� att.- ‘1 All 3/k M\>J,Ernz�.0 4111M • Rxiot��, � /f}l TMRIPPEER _ _ BY BY If\['.\� DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 1 Cbici Tigard, Oregon 97223 rob roc SKI.-- Phone(503)443-3900 SHEET SZ OF .�. r;�� • - . 1r) W- — • ay.I9 K-ca a r3IT Z (hNks"CR�nC. P1455 r 1 rbc k rr�. JuKK14.110c.s• r s !rack t , M d3�?J ► (1\ SIO.ts: UN1"CRUa �('►4oc' Nalstl.vi 'P cx ` 'p►,i.st s,S ate Vt tZ r F` EZ- 1-44,1 '- W r W '/� 0 R41,-1 ; txcHc Owl To i,�oF'��. P,,0 `� T 1 M rr.rA+ a ,o kX tv C ATI/WANT I o �n ksc r4st ` ` ► /I S � • • V-ntik..).6"N h«. • • • gra EyltA • �1T / TM RIPPEY BY 6�5-1t_ DATE N1— CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 11(2)749 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET Sic-5 OF • r • 6 t t-k c.►. � -®�,. (5-) ® A Al �n Ysc� 1 � —(5-) W-s k , VE t.115`c124.7 P 1 s-l-k( — Ga r0.14— 'ATVs 14-- •mow .ay.�s a�� trP-, MfzMia>Mr— \\ 1 \NIAk �t_+n'C ' D1P�l� i '• \f‘Awl C �r,'t f locc2 V�- 1 Irl% 13RiT T� V F.pT, �, W 1Tli "s/fy"4, racx-1 1-4=e-‘,L Ntr 1 N l Sl<3 �4Z�Pd.�Ma T /cats 1-4L. .rr: 1.1 -q 1 6lkkt, 4c.,svkL. d1t.$11-. I ') LSV. �� 1_oaC�tTvE�iEk�t � � - / TM RIPPEY BY �Y` DATE _\Y/— CONSULTING ENGINEERS CHK BY DATE_. 7650 S.W. Beveland St, Suite 100 JOB NO 9011 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET SK1_OF ..l J • .V,c use Fra 4t,-Ip PrTT► .1 M .a-T u p„.. .,Ls-. —\1 t im s-,1T -Ute ,'Ptto`c 1, (&)1,i rs � _ -r V1�if2\ 4 STU1�Z,!V't mD 12 / ! - / I '' SKL;. , , / i ftp' W :,D. /24, 1A111µ: ifltob71 ---- ---4-%,:1 tr kn tath"r Gp:tA AI\i5A-6074—W f - -- 4,: .F. 1 I I �`�' i t / Il 24Otk. .4, 0,-.1%-r, V\rl\�� �'ucc ' ` P'�t,041k\.. w\-c? u \`si1. '•f is0\6` wt-rkk t/:"4 sOL--K .�1) wccs 1 \ LI it.'lvJhztom V\N\Y\\2V\'t �'�\c oca V -'C -1111111111 FII?t7 yz"4. TI.k\z- Os_Y� RAIZ 14\11 , ti 2 I• Wit-'t l 1 4-AY-2,60D 1 f aY'„f, h.MF3'f-� 1 41,42` _cto GM,� W-kLL i ® 4FF-11/41n � U Ilzir ty,..:\,c-c:," 1M „ TM RIPPEY BY \�S\�� DATE Y I . CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO I9159 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET S�.S OF • • °')I\SICAKC kifrKS I26\-"CttPTo U.r►G�y CSC= • ►., 1\I S 16i a Vt61.' 4114-117; .7 ar.Jt r • • V\Ot�`�1-vvt • / 5 • • jr, 5 bJt 1� •Z 6, gMk.x, lA r.I ISIJ2AA' globS Ids%►A13 P.12- Pgiu 1/ 1;5 • Q01-5.r kLl_ Utniks-trz-tAl N4vet -5 i 121•FL--5 :• • . • T 'tkoc (7) 114.".11-64 RIPPEY BY DATE ...YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 iOBNO ICY 51 CI Tigard, Oregon 97223 Phone(503) 443-3900 SHEET ✓ of 1r' erA Automotive Lift Analysis KEK 2012 Dimensional Specifications: Load Specifications: h:= 140 in Lift Height(in) Lift Model:Challenger CL10 w:= 114•in Lift Width(in)(inside of col.) LDL 2000.16f Lift Dead Load(lbs) rh:= 74.75•in Rise Height(in) Le:= 10000•1bf Lift Capacity(lbs) ar:= 25•in In-PLaneArm Reach(in) eeC:= 20•in Out-of-Plane Eccentricity(in) Seismic Parameters: SDS:= 0.720 Rp:= 2.5 ap := 1.0 I:= 1 00 := 1.0 Overstrength Factor Code Summary: Seismic loading: PerASCE 7-10 Section 13.3.1. Overstrength factor(S20)does not apply,therefore 00=1.0. SeismicAnchorage: PerASCE 7-10 Section 13.4.2. 13.4.2.1 Anchors in concrete shall be designed in accordance with Appendix D of AC1 318-11. PerACI 318-11 Appendix D Section D.3.3.4.3.&D.3.3.5.3. The anchor or group of anchors shall be designed for the maximum shear obtained from design load combinations that include E,with E increased by 00. Loading Parameters: eCe =20 in Load Eccentricity C =0.115 Seismic Factors perASCE 7-10 Eqn. 13.3-1 &13.3-3 Csmin=0.216 Ce=0.216 Contoling Seismic Factor Fp =Cc•W Seismic Force Reactions at Column Base: Load Cominations PerASCE 7-10: (0.9-0.2*SpS)DL+1.0E (1.2+0.2Sps)DL+1.0E M1 = 172476 in•lbf M2 =231276in•Ibf Moment P1 =4536 lbf P2 =8064 Ibf Axial VE= 1296 lbf VE= 1296 lbf Sesimic Shear Vp1 =793 lbf Vp2= 1409 lbf Dead Load In Plane Shear Mp1 = 16459 in•Ibf Mp2=29260 in•lbf Dead Load In-Plane Moment G\ F■IIL.TI www.hilti.us Profis Anchor 2.8.0 Company: TM Rippey Consulting Engineers Page: 1 Specifier. Kyle Kruger Project: Modem Classics Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/8/2019 E-Mail: Specifier's comments:(1.2+.2*Sds)DL+1.0E 1 Input data MLTL Anchor type and diameter: HIT-HY 200+HIT-Z 3/4r r r mow ' euu nnarEffective embedment depth: h ,ad_4.2501n.(hef,Imit--In.) a°o Material: DIN EN ISO 4042 SAFE----ET Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/2018 I 3/1/2020 Proof Design method ACI 318-11/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: IX x ly x t=18.432 in.x 23.500 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,f'=4,000 psi;h=6.000 in.,Temp.short/long:32/32°F Installation: automatic cleaned drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement>=No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[Ib,in.lb] Z O oo 29 M1,296 - 1x" � :� i •- 4' t k '3. xfiTat �, h ..,, .a-wry '114- t yr,y'rl��{.'�s '''�' "'s ', -,;`-+d sr r na;-a.a- -rz fyi"t: kT ,r r a , • • Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti Is a registered Trademark of HMI AG,Schaan ,f' • IMO II- I vvww.hi{ti.us Profis Anchor 2.8.0 Company: TM Rippey Consulting Engineers Page: 2 Specifier. Kyle Kruger Project: Modem Classics Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/8/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/jiv[%1 Status Tension Concrete Breakout Strength 9,592 10,330 93/- OK Shear Concrete edge failure in direction x- 1,914 13,791 -/14 OK Loading ISN ltv Utilization No,[°A] Status Combined tension and shear loads 0.929 0.139 1.0 89 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 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 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 _ L\F'C ;her-►Gt��t'�..-.��,. r� _ : ; 0111 CI 41v LL = CI), 141- i 0 ,Z\b \cr3oo 1b_ Z\ 1,0604 t/A S,r F' 'Di 2 k ?�,�>z, 1'9; Lt3Z /L 2-1 lc.4 l ,'1S" LNI, 7. o 11PS/2 10:-)<::' 44- otv� , 10'8,c34.xit k ":-\b x '1,g,1-35- r •` fLL- �P^ r 7SU Lsoon Lobo) X % _ L tZ 5z5 tsz.5C CSM:^— SS ��Z �, g36II 't-+ 4717 3011". t^]r '� p R-F kn staff \� f r�k wry f74J t5-vis c., f -!iS c.)A'[ TM RIPPEY BY 1<.: 1cc DATE 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO \CAej -� Tigard,Oregon 97223 Phone(503)443-3900 SHEET G\ OF F�IIf�T� wunv.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/6/2019 E-Mail: Specifier's comments: 1 Input data bf • Anchor type and diameter: Kwik Bolt TZ-CS 1/2(3 1/4) x . Effective embedment depth: het act=3.250 in.,h„e,,=3.625 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 4/1/2018 j 5/1/2019 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: lY x ly x t=3.000 in.x 3.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fb'=3,000 psi;h=6.000 in. 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) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[ib,in.lb] Z co rr • tp 3 r i cy Fla it, 1 co •� ° ._;: <` ham ' : X Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Iiiiti AG,FL-9494 Schaan FM is a registered Trademark of Hqd AG,Schaan G< I�II�TI www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/6/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/pv[%] Status Tension Pullout Strength 809 2625 31/- OK Shear - - - -/- - Loading pN 3v Utilization ftN,v[%] Status Combined tension and shear loads - - - - - 3 Warnings • • Please consider all details and hints/warnings given in the detailed report, Fastening meets the design criteria! 4 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. 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Plt�b�- s 1010 ,s r ,,obi x c,S = v9s Ok_ 1 KTM RIPPEY BY��.6•K- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 OB NO 1)6-ICI Tigard, Oregon 97223 Phone(503) 443-3900 SHEET L('7 OF • • "32s • , L`0 • I �4 ).1��� ' 1 1v t"`)1 1'3')4 \ ivs Tto -ND • 1 V9--01)110 I4 " us( cpw,. , ' k • • • • I 1 Y 1 i\ TM RIPPEY BY `\7i`` DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 90.19 Tigard,Oregon 97223 Phone(503)443-3900 __ SHEET Co'9 OF