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Plans (115) RECEJvEn NOV 1 6 2016 TM RIPPEY Suite 100 O CONSULTING ENGINEERS 7650 SW Beveland Tigard,Oregon C Phone: (503)4,ggifO' 4 " ,?•ON Fax: (503)443-3700 ,SRITIfTsr:":;;SIT t, :1•,1 • CULATIONS State oiCc .. 74atty Code _ rirAl crCOMPRESSOR RACK ANCHORAGE Cit-3 InS-LillIM in Concrete TMR #16 16 Elspedbil?•.4oment-Resisting Concrete Frame o Reiciltrc:ng Steel&Prestreseing Steel Tendone O StnicturWaing November 11, 016 -e] O htiall-Strt1 acting PAGE Ni N1 o Rarloriitarum Concrete SK1-SK2 El insulating Concrete RH Cl-C7 SpC41,APPoWeistive Materials cj Ninos. Ram and raiRannst El Shotcrete OW-AA cw. ros I I 11 • TAILS PRO ED ARE ONLY FOR THE ANCHO G A CKS TO EXISTING CONCRETE SLAB ON lstrnokGRADE. WRI§NGINEERS IS NOT RESP Klux FOR,NOR EVALUATED,THE El otherALLET,I!ALCOICSABEOR GRAVITY LOAD C 'ACITY OR ABILITY TO RESIST s CITY OF TIGARD REVIEWED FOR CODE COMPLIANCE 4019 _ Approved: [ bef OTC: [ I Permit ()Vied. Address: -1 -1,151W--4ffnctL. tz 4)-21,10'e 4,7,WARD suite #: By: 1613311 Date: 2 PC,Pilitig$:013-30- 1-1 IOW OFFICE COPY GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: 11 CONFORM TO THE 2012 IN I ERNATIONAL 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 SII F.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 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. • I K TM RIPPEY Consulting Engineers By: `��� Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: \e„31L Tigard,Oregon 97223 1 Phone:(503)443-3900 Sheet: r.1\ Of: • • • pT FflknAtot Pati&�� sl.rc,�rz • I,_2-; • • rVCC-Vra-Ci' FLVaT L. -r72- a r /1 12hLiZ SVt�WauL Pt 1(sh1Fe1 BYa101Sta- 1 ,E. I l Tit ( 12 -6 3 6y I • r rz. P►�L, T �kL- S 'PSSI6,317-t 0/ errt4E{2S • BJP, R k,c-iz Lr v+k,i � TM RIPPEY BY fCG� DATE 11]]GG CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 Tigard, Oregon 97223 JOB NO Phone(503)443-3900 SHEET ‘'"<-1 OF , l 1 I 1 pVscGarrA) 3V 69-S 1I P PUIP11.- (.17-) 'Ig'10 x sy,,e,R v'I' 0 ''(I IBJ,;~r;De �� r 5..o-., (5.) gai0., C,, 4,, t 33ks'5- 19-44`16-1 (q) l,p ^Cto ( Via, ftg- V.Pr lt C. I , f d { • I i :1-1D CyP K1/Li" _ 1' -0" 1 K TM RIPPEY BY \--;a1,-; DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 10010B NO I VS 1 Tigard, Oregon 97223 Phone(503)443-3900 SHEET 5Iz 2. OF I - r t Folz A,�, A-0n a • �.kZ tom!0s4o '1TP-z.- e 6 t ®YI`t CSS • t/\. ..11- 11,5 i"ai ,,fr,ov s-Tbo-A-4,4"c- 124442 ,s I2J-4X13,15 F I l-bKa 'Przw- Ltvtzs PT?, L1'J415-F dL s''-t6•=1 V= Git,J 5 spy C-S= ©x"11`1 z ,1�D { /' EA K 1 M 1U PEY BY , ` 1 CONSULTING ENGINEERS _. CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO I \� Tigard,Oregon 97223 Phone(503)443-3900 SHEET G OF -(1*P C.o�.Y�\�\Uri Y+�. - l c.. Z 1-lb. ��i� / Ji�� _ • 44 Li 91ta SI'‘" • 3 1 6'641 13,5 ` i /5d qg�� +A- Z 36�'� �.OS J JlS`1 - ' 36+ 46` 4'S2` 14.5e`l 6'4 kilt X565 1311t, IV `I - 2 x,1 49 0 l5(� /*o P9�� 1 �i k:653 x IvY`� 336 x 5�1� • \ A- ! 11�1 g. = x,312 x Z 1 .31Z • T- �5323 -41- 41b 4%'S / z t-oe,s i 4Z 1.471/40 1"11 oJJ 1 I JtSC>ry '\ -\o / ,5 , b 1�6 a ‘1601'. 5 6'1 n 1-63 MSP CISZ St-6bs - Zl cg.'97.&`� • ik- 4-- TM RIPPEY _ - BY K�i1'\ DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO 4a• Tigard,Oregon 97223 Phone(503)443-3900 SHEET GZ OF SIMPSON Anchor DesignerTM Company: Date: 11/4/2016 '�' Software Engineer: Page: 314 / Project: ,',:,4,,;,:,', •,%,;,i;-1 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, W.(Ib) V.(lb) V.(Ib) V(Vuax)2+(Vuay)'(lb) 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(16):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):942 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 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 'PIP 02 X. 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N.(Ib) 0 gNsa(Ib) 30360 0.65 19734 5.Concrete Breakout Strenath of Anchor in Tension(Sec.D.5.2) Na=kc2allPchef1'5(Eq.D-6) kc .1a f'c(psi) het(in) Na(Ib) 17.0 1.00 3000 2.970 4766 0.75QNcag=0.750(ANc/ANco) ,N`Yad,NY'c,NW p,NNb(Sec.D.4.1&Eq.D-4) AN,(in2) AN.(in') -ec,N Yea,N Y%,N YUcp,N Na(Ib) 0 0.750Ncag(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.D.5.3) 0.750Npn=0.75(M,plaNp(f'c/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) Vc,p .7.a Np(lb) Pc(psi) n §6 0.750Npn(lb) 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. Ein':pson E?rong-'tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.1347.3871 www.strongtie.com GS" SIMPSONCompany: Date: 11/4/2016 Anchor DesignerTM Engineer: Page: 4/4 St efts:Software Project: Version 2.4.5673.23 Address: ., Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.0.6.1) Vsa(Ib) 9g,out sb qt9mutcbVsa(Ib) 8000 1.0 0.60 4800 10.Concrete Prvout Strength of Anchor in Shear(Sec.D.6.3) gVcpg=qtkcpNcbg=Okcp(ANc/ANco)Wec,N Wed,N!.N np,NNb(Eq.D-41) kep Aft(in2) ANeo(in2) fec,N Wed,N Wc,N 'cp,N Na(Ib) d ,JtVcpg(Ib) 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,N.(Ib) Design Strength,raNn(Ib) 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,V.(Ib) Design Strength,eVn(Ib) Ratio Status Steel 248 4800 0.05 Pass(Governs) Pryout 495 9668 0.05 Pass Interaction check Nua/ONn Vua/OV, Combined 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.Warninas -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. fimps..on Strong,:(ie Cxrnpany!nc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com - Design Maps Summary Report http://ehp2-earthquake.`vr,usgs,gov/designmaps/us/sulnmary,php?te.., EMS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 45.41459°N, 122.75361°W Site Soil Classification Site Class 0-"Stiff Soil" Risk Category I/II/III 1: R 3 1iljty+ Sol A {.`?„ 1; ,Uf0(t , 4 fa'`t , ..' 70,p145,44 '3 t5 u�Xmu. 4,4: ,50,rnst p , •,r �f �ri 3t�' d • ,ft �' .. .a ...- z '- USGS-Provided Output Ss= 0.969 g SMS= 1.078 g S05= 0.719 g Si= 0.421 g Ste= 0.664 g SD1= 0.443 g For Information on how the SS and S1 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. MCEA Response Spectrum Design Response Spectrum 1.10 0.72 ............... 0.99 0.G4 0.58 0.56 0.77 0.411 IT 0.0 w to 0.99I a 0.40 0.44 0.32 I 0.33 0.24 0,22 0.1G 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.00 0.90 1.00 1.20 1.40 1.50 1.50 2.00 0.00 0.20 0.40 See 0.90 1.00 1.20 1,40 1.00 1.80 100 Period,T(see) Period,T(sec) For PGA,,,,T1,C85,and 4,values,please view the detailed report. Although 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 ' , I- I I i 5 at.L ST,' 7...- 6_ , u 5 I L Li 2—" I i 1/.1 117..Y4:. Iif � ck ttx1 i f i i i , I Ili 1 ATM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 1 1 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET OF