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Home My WebLink AboutPermit (4) ��++ Hpp�� . pzo.2 — 00191 ��'v� 6.ivP� • u z 96gD SW Sumni6ferla D Die MILLER RECEIVED CONSULTING JUL 2 7 2022 ENGINEERS CITY OFTIGARD BUILDING DIVISION SUPPLEMENTAL STRUCTURAL CALCULATIONS Maintenance Building Remodel 9690 SW Summerfield Drive, Tigard, OR Summerfield Civic Association June 24, 2022 Project No. 211167 9 pages ititil Principal Checked: 5,vkUCTURq nally,5"ea by E"e..�,,,, 51043 Eric WaIsong=„,IGITALLY SIGNED REGON o c,�aie zox aaxe QG � �'\1:/s...."91' 2 3 c30� EXPIRES: 06-30-2024 *** LIMITATIONS *** Miller Consulting Engineers,Inc.was retained in a limited capacity for this project. This design is based upon information provided by the client,who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. 9600 SW Oak Street,Suite 4001 Portland,Oregon 97223 1 503.246.1250 1 www.miller-se.com Building Code: 2019 Oregon Structural Specialty Code Soils Report: No Soils Report by: Dated: Soil Bearing: N/A PSF Retaining Walls: No Equivalent Fluid Pressure(active): N/A PCF Passive bearing: PCF Friction: Structural System: Other.Non-Structural Component Anchorage Vertical System: N/A Lateral Sys: N/A Element 9,000 LB 2-Post Lift Load Type Basic Design Value(PSF) Reactions per manufacturer Loads: Load Type Value(PSF) Deflection Criteria Lateral Design Parameters: Wind Design: N/A Wind Speed(3 sec Gust): N/A MPH Exposure N/A Importance Factors lw= 1.00 IE= 1.00 Is= 1.00 I,= 1.00 Risk Cat: II (ice) (seismic) (snow) (ice) Design Summary: The following supplemental structural calculations are for the anchorage and footings of a new 2-post lift to be installed in an existing maintenance building. These supplemental calculations are to supersede the original lift footing and anchorage calculations as the lift type has been revised. The new lift meets the criteria of the American National Standard "Automotive Lifts- Safety Requirements for Construction, Testing, and Validation" ANSI/ALI ALCTV, in conformance with the standard specified in Table 3001.3 of the 2018 IBC. AMILLER Project Name Maintenance Building Remodel Project# 211167 CONSULTING 11111 ENGINEERS Location 9690 SW Summerfield Drive, Tigard, OR Client Summerfield Civic Association Dona d.OR 972230 503.246.1250 iller se com By SAV Ck'd 'A) Date 6/24/2022 Page 1 of 9 CHECK REVISED LIFT FRAMING CLEARANCES ORIGINAL LIFT DESIGN CLEARANCES: 11'5 5I8" 1 1 1 1 I ❑ i I El I 1 1 I I (N)3'-8'SO x 14'DEEP FTG WI(8) #4 BOTTOM BARS 3"CLR EA WAY (N)2-POST MOWER SERVICE LIFT DBO (E)LIFT PIT,(N)POST STYLE LIFT TO i BE CENTERED OVER(E)UFT PIT Alla . � , 1041111101116,___ Illiiti_ AI (N)A-F FRAMI %VNP. / --- I i 7 lk.../116.- �� J I I (N)FINISH TO MATCH(E) e _ ,• Io ARCH( I I (5)yg. EMBEI OUTLINE OF REQUIRED CLEARANCE FOR UFT I Iy I (CONC PRIOR I I / — H \ 1 3W 1 B'-0" 14'_2' EMILLER Project Name Maintenance Building Remodel Project# 211167 CONSULTING ENGINEERS Location 9690 SW Summerfield Drive, Tigard, OR Client Summerfield Civic Association 9600 SW Oak St#400 503.246.1250 �n�� Portland,OR 97223 miller-se.com By SAV Ck'd F- Date 6/24/2022 Page 2 of 9 CHECK REVISED LIFT FRAMING CLEARANCES CONT'D: NEW LIFT DESIGN Model XPR-9S Style Chain-Over/Adjustable Width H SKU# 5175390 B B Lifting Capacity 9,000 lbs.(4,082 kg) E 1N A-Rise 72"(1,829 mm) D p B-Rise+Pad Only 78"(1,981 mm) P l P A C-Max.Lifting Height 80.5"(2,044 mm) K I fit' — K EP D-Min.Height+Pad 4.25"(108mm) - t` E-Height Overall 113"(2,870 mm) F-Width Overall 132"(3,353 mm)-145"(3,683 mm) 1 A B C ij G-Outside Columns 126.75"(3,225 mm)-139.75"(3,555 mm) D H-Inside Columns 105"(2,667 mm)•118"(2,997mm) amill L - � ' I I-Drive-Thru Clearance 93"(2,362 mm)-106"(2,692 mm) J-Front Arm Reach(MIN) 28.5"(724 mm) F 0 J-Front Arm Reach(MAX) 47.5"(1,206 mm) K-Rear Arm Reach(MIN) 28.5"(24 mm) )� ' ‘ K-Rear Arm Reach(MAX) 47.5"(1,206 mm) "��1 l_ 1 tIL .111 Screw Pad Adjustment 1.75"(44.5 mm) I I�2 >I 1 r'T—aE4 il Max.Load per Armoti 2,2S01bs:(1,021 kg) ,`- L-Floorplate Height 1.75"(44 mm '*(0 .i10 M-Floorplate Width y 8.5"(216 mm Time to Full Rise 45 seconds Noise . .` 45 dB Motor 220 VAC/60 Hz/1 Ph Lift location: centered over (e) lift pit, no change OKAY Length of framing clearance, 8'-0" to 8'-0", no change OKAY Height overall: 10'-8 1/2" (128.5") to 113", clearance height adequate OKAY Width overall: 11'-5 5/8" (137.625") to 132" - 145", truss bays at 24" OC OKAY PROPOSED NEW LIFT WITHIN FRAMING CLEARANCE TOLERANCES ESTABLISHED BY ORIGINAL LIFT DESIGN . MILLER Project Name Maintenance Building Remodel Project# 211167 lbNGINETING ENGINEERS Location 9690 SW Summerfield Drive, Tigard, OR Client Summerfield Civic Association 9600 SW Oak Si#400 503.246.1250 Portland,OR 97223 miler-se corn By SAV Ck'd s') Date 6/24/2022 Page 3 of 9 ANCHORAGE REQUIREMENTS NEW LIFT CAPACITY = 9000 LB, PREVIOUS DESIGN FOR 7000 LB LIFT 28% INCREASE, INCREASE REACTIONS BY 28% FOR UPDATED ANCHORAGE AND FOUNDATION CALCULATIONS. (SEE ORIGINAL CALCULATIONS FOR REFERENCE, NEW ANCHORAGE DESIGN SUPERSEDES ORIGINAL DESIGN) ECCENTRIC FOOTING ANALYSIS (ASD) 2-POST LIFT FOOTING P = 4.954 kips allowable applied load M M = 8.435 ft-kips allowable applied overturning P B = 4 ft footing width L = 4 ft footing length t- H = 14 in footing thickness 1. CI = 12 in depth to bottom of footing B PcoNCRETE= 150 pcf concrete weight Psoa= 125 pcf soil weight PNET = 2.800 kips increase from footing weight 4ai^ �„ax P' = 7.754 kips = P+PNET Casa ' LI. e = 1.09 ft = M/P' cirnIn Case 2: e > L/6 �,ax gmax = 1417 psf = 2P'/(3B(L/2-e)) Casa z� i 4, groin = 0 psf a L' = 2.74 ft 2, soa 32 gALLOWABLE = 1500 psf m22 •P` ,., 941 „x_ „ tooI. ncrease for short term load — ,• • • • gALLOWABLE = 1500 psf 82 *et Utilization = 94.5% OKAY 255 I Use 4 ft x 4 ft x 1.2 ft deep footing I zPL rn - • • 32 11‘. 115 s, L 'Pt i i A p % I9* Li.. Project Name Maintenance Building Remodel Project# 211167 Art MILLER MbCONSULTING E GINEERS Location 9690 SW Summerfield Drive, Tigard, OR Client Summerfield Civic Association 9600 SW Oak St#400 1 503.246.1250 Portland,OR 97223 miller-se.com By SAV Ck'd -P'") Date 6/24/2022 Page 4 of 9 141`TI Hilti PROFIS Engineering 3.0.78 www.hilti.com Company: Miller Consulting Engineers Page: 1 Address: 9570 SW Barbur Blvd#100,Portland, OR 97219 Specifier: Phone I Fax: I E-Mail: Design: Lift Anchorage V2 Date: 6/24/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)3/4 1111M4MEME1111111 Item number: 2198031 HAS-V-36 3/4"x12"(element)/2022791 HIT-HY 200-A(adhesive) Effective embedment depth: ==9.000 in.(he limit=-in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2021 13/1/2022 Proof: Design Method ACI 318-14/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t= 19.000 in.x 20.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;h=12.000 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) Tension load:yes(17.2.3.4.3(b)) Shear load:yes(17.2.3.5.3(a)) Note:the HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)anchor is in the process of phase-out.As a result,there is limited/no inventory available. Application also possible with HIT-HY 200 V3+HAS-V-36(ASTM F1554 Gr.36)under the selected boundary conditions. -The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading [lb,in.lb] i4Oesgn bads 4 Sustained loads ry M 7 ♦ era x Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hltl AG,Schaan 5 of 9 I*"I LIT 1 Hilti PROFIS Engineering 3.0.78 www.hilti.com Company: Miller Consulting Engineers Page: 2 Address: 9570 SW Barbur Blvd#100,Portland,OR 97219 Specifier: Phone I Fax: I E-Mail: Design: Lift Anchorage V2 Date: 6/24/2022 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N=0;Vx= 1,199;Vy=0; yes 93 Mx=91,678;My=161,946;M,=0; Nsus=0;Mxsus=0;Mysus=0; 2 Load case/Resulting anchor forces \ 05 Ay 04 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 0 3 1 5,991 136 113 75 0 2 0 173 169 -38 Tension 10-x 3 35 234 231 -38 4 677 289 287 -38 02 5 7,976 297 287 75 6 0 119 113 -38 / <_ max.concrete compressive strain: 0.26[%u] 1 Compresion 06 max.concrete compressive stress: 1,111 [psi] resulting tension force in(x/y)=(-3.268/1.559): 14,679[Ib] resulting compression force in(x/y)=(7.764/-4.686): 14,679[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.[Ib] Capacity 4) Nn[Ib] Utilization Pry=Ned/4 Nn Status Steel Strength* 7,976 14,550 55 OK Bond Strength** 14,679 19,354 76 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Failure" 14,679 15,789 93 OK 'highest loaded anchor "anchor group(anchors in tension) 3.1 Steel Strength Nsa[Ib] 4) 41 Nsa[lb] N.[Ib] 19,400 0.750 14,550 7,976 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan 6 of 9 °a11T1 Hilti PROFIS Engineering 3.0.78 www.hilti.com Company: Miller Consulting Engineers Page: 3 Address: 9570 SW Barbur Blvd#100,Portland,OR 97219 Specifier: Phone I Fax: I E-Mail: Design: Lift Anchorage V2 Date: 6/24/2022 Fastening point: 3.2 Bond Strength ANe[In.2] ANao[in.2] cll.[in.] ;min[in.] cac[in.] 1,104.47 450.00 10.607 14.000 21.771 acverhead Tk,uncr[psi] T k,er[p51] 1.000 2,220 1,260 ect N[in.] W ecl,Na ec2,N[in.] `I`ec2,Na Wed,Na Wpp,Na aN,seis 4.966 0.681 1.326 0.889 1.000 1.000 1.000 a Nya[Ib] 04'seismic 4'nonductile 4'Nap[Ib] NUe[Ib] 1.000 26,719 0.650 0.750 1.000 19,354 14,679 3.3 Concrete Breakout Failure ANc[in?1 ANco[in.2] ca.min[in.] cae[in.] W c.N 1,545.50 729.00 14.000 21.771 1.000 ec1,N[in.1 W ect,N ec2 N[in.] W ec2,N Wed.N Wcp,N kor 4.966 0.731 1.326 0.911 1.000 1.000 17 a [Ib]4'Ncbp Nua[Ib] Nb[Ib] � seismic 1.000 22,950 0.650 0.750 15,789 14,679 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hild AG,Schaan 7 of 9 1011`TI Hilti PROFIS Engineering 3.0.78 www.hilti.com Company: Miller Consulting Engineers Page: 4 Address: 9570 SW Barbur Blvd#100, Portland,OR 97219 Specifier: Phone I Fax: I E-Mail: Design: Lift Anchorage V2 Date: 6/24/2022 Fastening point: 4 Shear load Load V.[Ib] Capacity+ V„[Ib] Utilization 9v=Vue/+ V„ Status Steel Strength* 297 4,540 7 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 1,199 56,848 3 OK Strength controls)** Concrete edge failure in direction y-** 1,208 11,043 11 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength V.[Ib] av,aeie 4t V.[Ib] Vua[lb] 6,984 0.600 0.650 4,540 297 4.2 Pryout Strength(Concrete Breakout Strength controls) A [in.2] ANe[in.2] ca min[in.] kcp cac[in.] W c.N 1,672.00 729.00 14.000 2 21.771 1.000 ect.v[in.] W eol,V e„z,v[in.] W ec2,V Ved,N Wcp.N kc, 0.000 1.000 4.000 0.771 1.000 1.000 17 a.a Nb[Ib] seismic 4)VG,a[Ib] Vua[Ib] 1.000 22,950 0.700 1.000 56,848 1,199 4.3 Concrete edge failure in direction y- le[in.] de[in.] cat [in.] Avc[in.2] Ave[in.2] 6.000 0.750 9.333 468.00 392.00 W ed,v Wparalle.v a„v[in.] W ec,v Wc,V Wh,v 1.000 1.000 0.684 0.953 1.000 1.080 /,a Vb[Ib] 4t wseismic 4'Vcbe[Ib] V.[Ib] 1.000 12,831 0.700 1.000 11,043 1,208 5 Combined tension and shear loads ON Pv ; Utilization PNv[%] Status 0.930 0.109 1.000 87 OK INV=(PN*Pv)/1.2<= 1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilfl is a registered Trademark of Hilt AG,Schaan 8 of 9 111111II11111111.I Hilti PROFIS Engineering 3.0.78 www.hiki.com Company: Miller Consulting Engineers Page: 5 Address: 9570 SW Barbur Blvd#100, Portland,OR 97219 Specifier: Phone I Fax: I E-Mail: Design: Lift Anchorage V2 Date: 6/24/2022 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,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. • 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.hi!ti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)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,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)/Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. • 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)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schoen 9 of 9