Loading...
Plans (91) 44, 7650 SW Beveland St DP2 2 20IE M TM RIPPEY Suite 100 Tigard,Oregon 97223 - CONSULTING ENGINEERS Phone: (503)443-390pf, Fax: (503)443-3700 City City of Tigard A. ever.‘ Plans STRUCTURAL CALCULATIONS By Date l;_egi EVIS TON FOR PORTLAND COMPRESSOR—RACK ANCHORAGE 744c jr4 TMR #16316 OFFICE COPY November 11,2016 PAGE GENERAL NOTES Ni - - SKETCHES SK1-SK2 CALCULATIONS Cl.-C7 NOTE:THE CALCULATIONS AND DETAILS PROVIDED ARE ONLY FOR THE ANCHORAGE OF PALLET RACKS TO Tin;EXISTING CONCRETE SLAB ON RESPONSIBLE FOR,NOR EVALUATED,THE L(1 AD CAPACITY OR ABILITY TO RESIST MURAL ,L;zdta EJ Uce.i 44° • Ocinrete Franis #431Netp stem Tandons E71 REG 154 "Ik 2 , .41)111ARDsj Concrete 1,M)18g :08-30- F7:1 ruve Materials P;;^.4;':;,1, Piz:A'2;fiKid Caissons Ei Exciwation and Fng Smake-Cor,IR3!Sy3ierns Oar insp:acJons 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: RACK LOAD: 125 PSF SITE CLASS:D SDS=0.719 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 AND CMU ACCESSORIES: CONCRETE SCREW ANCHORS SHALL BE "SIMPSON TITEN-HD" (OR ENGINEER APPROVED EQUIVALENT) INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT. 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: A: CONCRETE SCREW ANCHORS(PERIODIC). THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY IEEM 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 1TmM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT 1ThM PROCEEDS WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. -r 1Y11Z X i-. TM ROPEY 1 By: �k- Date: Consulting Engineers 7650 SW Beveland Street Chic By: Date: Suite 100 Tigard,Oregon 97223 Job#: �� j\� Phone:(503)443-3900 _ Sheet: Ki\ Of T r Almy Pieola6:13 14012-V gy s i Mpsrn r6riL if ?INV-AO-Cs- �1"iV�L f NLI.1-1 \2p.4tz_ 'SHAW IN'L. �5-1 ti) Rf�a • caar�, k : tf lZ -6 V-6y Asrcc. •pr ►6,y1z-D erit4E42S1 ✓P,' R1c - I LSV#r1vIJ ATM RIPPEY CONSULTINGBY 1<-5VC... DATE ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO \(� Tigard,Oregon 97223 Phone (503)443-3900 SHEET SK\ OF 1 i . PPa.irt ' R , 'Past (1"x ") ,.4I.f akscs Pl-ther r� ' pscca 13V mac' r (2s ` ' pgDv►u»;. e) St,"4 % 4 5M116Q SIM( ,3 'TIT '14D, ( , c.�N) z Pc F.P..i / 120,10F, a,a_,, Stss� :Ta-1 (N) it/4.-V10..IS tea, Lo)-1112+4.100- lb Vlt-(yl YY I {)Gp� DIA, I 1 4q,\‘,...) \yP K2. 1/9 3/9 7 it_o IK TM RIPPEY BY fl��\ DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO k t'S I C. Tigard,Oregon 97223 Phone(503)443-3900 SHEET Sit 1 OF t loci 1-1b /s,S,� 6 • � •(01'`A L69 S(c.41A Pati (�1�'gbi'-1� V 0,11 0 io`1�1 Z ' I`�'L� *' 2.5-114) S� 3 3 b6y' 13,SY�` 4 1s ISO qs��1�' ( 12-1-1 1,‘" v 16¢9,4 9,os S51st i (p‘`1 2x,1 19) ©,156 Mo �Y�`j x \{,3��;k 653 x !off`� t 336#x 5�1�� 2° -15 ( 31-1113'"� \ J DL= , 1ST k 3661-1x� ,i _ \-1 4 1t _ � y0312_ /1�1 = X312 x 21 552, C: 2 5�-ZY �!k06�1 > Movic ^ 2L-lc( .15114-— 114552�ti,� 15S236‘NZ11411 ti � C tii3 Lnt�O Cd+JPt'1to�.� �- �hsLaC 1-10 /5,S, ,4> ©W4waM.� b ,\6.0x' S'thbel h 1-6311 ►i-'#-- Pratt-4'0x11'11K aF,„N - '1'bb y F-_# 1YY l M RIPPEY BY `\ \� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 14•`) Tigard,Oregon 97223 Phone(503)443-3900 SHEET CZ OF - 1 i'z v-k"G, Q;-C,‘6,-)►et) r oll+V-►1%S Mszx . 3 1.b y(-Lt.s c., ►v Sro(a-Ace,f U\c rr '1 L'- ('Se t'Ic -( .4. , �-'; ( a4,iz L� Lb,z 1- L.lmi‘,_ - l25 t' )( q, ,-15 ft-' a s-uti,-1 (lc.... V- 6 ��I cps GS- ©\-1\c)% ' \I--- o,\se.) W )''' i ‘.tz`‘ 1M p .. TM RIPPEY BY\''<• \ - DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO t C �\Io Tigard,Oregon 97223 Phone(503)443-3900 SHEET G \ OF SIMPSON Anchor Designer1M Company: Date: 11/4/2016 Engineer: Page: 1/4 4""'""454** 40% Software Project: 4 / Version 2.4.5673.23 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fa(psi):3000 Anchor type:Concrete screw 4'c,v:1.0 Material:Carbon Steel Reinforcement condition:B , DiameterSupplemental reinforcement: (inch):0.625 NottensionappBlicableshear Nominal Embedment depth(inch):4.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.970 Do not evaluate concrete breakout in tension:No Code report:ICC-ES ESR-2713 Do not evaluate concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hm9(inch):6.00 cac(inch):4.50 Base Plate C,r (inch):1.75 Length x Width x Thickness(inch):4.00 x 7.00 x 0.38 Sinn(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear:D.3.3.5.2 not applicable CIO factor:not set 942 lb Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes <Figure 1> •Ib oro l/ "Y O*lb 4951- C1 VS I1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson.Strong-'I ie Company inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com "" Company: Date: 11/4/2016 SIMPSON Anchor DesignerT Engineer: Page: 2/4 Software Project: Version 2.4.5673.23 Address: e Phone: E-mail: <Figure 2> ..i • Recommended Anchor Anchor Name:Titen HD®-5/8'Y Titen HD(THDB model),hnom:4"(102mm) Code Report:ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. bin:p=.ar. 'trong•Tie Company!no 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com C..‘--k i SIMPSON Anchor DesignerTM Company: Date: 11/4/2016 ', ,. '' Software Engineer: Page: 3/4 q,J Project: ', Version 2.4.5673.23 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, M.(ib) Vuax(Ib) Vuay(Ib) /(Vuau)'+(Vuay)'(Ib) 1 471.0 247.5 0.0 247.5 2 471.0 247.5 0.0 247.5 Sum 942.0 495.0 0.0 495.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):942 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis;e'rix(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces In x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(Inch):0.00 01. 02 X. 4.Steel Strength of Anchor in Tension(Sec.0.5.11 Nsa(Ib) 4 4Naa(Ib) 30360 0.65 19734 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Na=kcAd ifcherl.5(Eq.D-6) kc 2a Pc(psi) her(in) Nb(Ib) 17.0 1.00 3000 2.970 4766 0.754Ncay=0.750(ANc/ANco)Yiee,NVed,NV/c,NVep,nN&(Sec.D.4.1&Eq.D-4) ANc(int) Ana°(in2) 1yec,N Ped,N KN y'cp,N Na(Ib) 4 0.75 Wag(Ib) 115.03 79.39 1.000 1.000 1.00 1.000 4766 0.65 3366 6.Pullout Strength of Anchor in Tension(Sec,0.5,3) 0.754Npn=0.7541Yc,plaNp(fc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) KP Aa Alp(lb) fa(psi) n 4 0.754Npn(Ib) 1.0 1.00 3040 3000 0.50 0.65 1623 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson i rm,g-7ie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com GS SIMPSON Anchor DesignerTM Company: Date: 11/4/2016 Engineer. Page: 4/4 ft Soware Stri �,�'�l>� : Project: Version 2.4.5673.23 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vaa(lb) Ogwut 95 qtpmot95Vaa(lb) 8000 1.0 0.60 4800 10.Concrete Pryout Strength of Anchor in Shear(Sec.0.6.3) 95Vcp9=>dkcpNctg=¢kcp(ANc/ANm)Yiac,AtWed,NWON Wcv,NNb(Eq.D-41) kcp ANe(in2) Arum(int) f'ec,N !Ped,N Km WAN Nn(Ib) 95 OVcpg(lb) 2.0 115.03 79.39 1.000 1.000 1.000 1.000 4766 0.70 9668 11.Results Interaction of Tensile and Shear Forces(Sec.0.7) Tension Factored Load,Nua(lb) Design Strength,0Na(lb) Ratio Status Steel 471 19734 0.02 Pass Concrete breakout 942 3366 0.28 Pass Pullout 471 1623 0.29 Pass(Governs) Shear Factored Load,Via(Ib) Design Strength,eVn(Ib) Ratio Status Steel 248 4800 0.05 Pass(Governs) Pryout 495 9668 0.05 Pass Interaction check Nua/95Nn Vu./sCombined Ratio Permissible Status Sec.D.7.1 0.29 0.00 29.0% 1.0 Pass 5/8'0 Titen HD(THDB model),hnom:4"(102mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Per designer Input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 6imp5.4111 6tronr••fie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com C-4 Design Maps Summary Report http://ehp2-earthquake,cur.usgs.gov/designmaps/us/summary.php?te... usGs Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (with utilizes USGS hazard data available In 2008) Site Coordinates 45.41459°N, 12235361°W Site Soil Classification Site Class D--"Stiff Soil" Risk Category I/11/III • ir d gkb ��'� • i s si,; _ ; .1014,':,.,'o g -014V '"S"-`?x•n{�b ,sk Sk, �w.r{hh',�rc'� �1�t�+�% �tz 4�e�r^�� ail v�'+, s'x'�'�F• Y...�• 's 3sv�i F�etzY"s x� :Y4��t�.' ;•a,r, • 'k 9v.r,•"^ ti i t� s .9. r .^1$P.'27.-.1',V''' w r � l�x�'Fb''S`<T�k t£i i`�`L{•'t��.5�st��{'�/aC�1s5.F. • , 4.•<, ,<",7��$.< �7s< • • . • iisR yF 1• 6'"v r2°e,yi.m.t> `z e cr w USGS-Provided Output Ss= 0.969 g Su,= 1.078 g Sos= 0.719 g S1 a 0.421 g Sm= 0.664 g SDI= 0.443 g For Information on how the ss and 51 values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions In the direction of maximum horizontal response,please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.10 a72 0.90 0.64 0.08 0.80 0.77 0.49 vn 0.60 ." 0.40 N 0,59 a 6.7.21 0.44 e.33 0.24 0.22 0.10 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.00 1.60 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.00 1.90 2.00 Period,T tree) period,T(sec) For PGA1.1,i,Cas,and CR1 values,please view the detailed report. Aahough this Information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool Is not a substitute for technical subject-matter knowledge. 1 of 1 4/8/2016 3:22 PM TM RIPPEY 7650 S. W.Beveland St. Tigard,Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: 0031443-3700 MEMORANDUM Date: December 22, 2016 To: Portland Compressor Attention: Bob Wilson Project Number: 16316 Project Name: Portland Compressor—Rack Anchorage Subject: Anchorage of 4' Wide x 14' Long x 12' Tall Racks Bob, Per your request I have checked the anchorage calculations based on the dimensions(4W x 14L x 12H) provided by you for the new racks. The anchorage shown in detail 1/SK2 from the calculation package dated November 11, 2016 is adequate for the new racks. Please provide (2) 5/8"Dia x 4" embed Simpson `Titen HD' screw anchors at each rack post. Only two anchors are required at each post base plate. The anchors shall be installed diagonally from each other at each base plate. If you have any questions please do not hesitate to contact our office. Sincerely, 7# 4- Kyle Kruger, P.E. Project Engineer 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 III Transmittal Letter i c,n It n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: /264DATE l� ►�; _4 DEPT: BUILDING DIVISION DEC 22 2016 FROM: ' 0oL Li (50-1 ITT OF MAR!) BCOMPANY: -d�L— &i. e_el,p ve,s`so� Uii� ) DB/IRON PHONE: so a . ,-.- c) ,3 92 7 ByJf 7 RE: 7 el go s d rt , 4 / u,.a®J 6 r-ao 3.Zs` (Site Address) (Permit Number) 5-I yiNixo ►9i t ,Q,r i ,vi C_ AI P2- ,C0/`. (Projec name or subdivision name and lot number N ATTACHED ARE THE FOLLOWING ITE .� Copies: Description: Copies: Description: Additional set(s)of plans. • Revisions: Cross section(s) . - i detai ,', Wall bracing and/or lateral analysis. Floor/roof fr. , mg. Basement and retaining walls. Beam calc 'V•ns. �� Engineer's calculations. Other(e ain): REMARKS: 1, :- ( if fro/I" " ►1v FOR O VIC USE ONLY Routed to Permit Tec cian: Date: i i�, Initials:100'-vi Fees Due: ❑Yes o Fee Description: Amount !ue: Special Instructions: Reprint Permit(per PE): 0Yes ❑No [ Done Applicant Notified: Date: /f y/i 7 Initials:4 7 I:\Building\Forms\TransmittalLetter-Revisions_061316.doc Bob Wilson From: Kyle Kruger <KKruger@tmrippey.com> Sent: Thursday, December 22, 2016 2:49 PM To: Robert Wilson Subject: RE: Pallet racks Attachments: 16316 - Portland Compressor- Rack Anchorage - REVISED.pdf; 16316 - Portland Compressor- New Rack Memo.pdf Bob, Attached is my memo. I also attached the updated calculation package. Let me know if you need anything else. Thanks, Kyle Kruger, P.E. TM Rippey Consulting Engineers 7650 SW Beveland St. Suite 100 Tigard, OR 97223 P: 503-443-3900 F: 503-443-3700 Original Message From: Robert Wilson [mailto:bob@portlandcompressor.com] Sent:Thursday, December 22, 2016 1:53 PM To: Kyle Kruger Subject: Pallet racks From Bob Wilson. 503-880-3421 Portland Compressor 1