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Plans a . Li ' TOD_D MAURER P.E. 1 n07)975-2410 ' _ 3175 Edgemont Rd 11/24/14 14-57 Lake Owego,OR 97035 i 1Ea®aaElgaaa®.� 4Cil v D ti. E� Embed Calculations for Cj '1, 23 2014 new Air Compressor Installation Rift, "11416 Waste Water Treatment Plant Dlvls,�. 16060 SW 85th Ave Tigard OR References:055C, Pg Calculations • 1 1-12 State .. 0 CC crete and Reinforcing Steel [ Bolts Installed in Concrete ID Special Moment-Resisting Concrete Frame CITY OP'TIGARD REVIEWED FOR CODE COMPLIANCE ❑ Reinforcing Steel&Prestressing Steel Tendons Approved: '�/ ❑ Structural Welding OTC: ( ] • ❑ High-Strenght Bolting Permit#: al320i4- 5- ❑ Structural Masonry Address: ( )&3 - o Reinforced Gypsum Concrete Suite : ❑ Insulating Concrete Fill By: Date: 1 2-`7 • El Spray Applied Fire-Resistive Materials c�∎Q PROF4s, ❑ Pitings,Drilled Piers and Caissons �5�� Gt"£F, `�%9 OFFICE COPY El Shotcrete cc : , ..2 P./ 1- ❑ Special Grading,Excavation and Filling i / ( i ❑ Smoke-Control Systems 4.,:"�, OR/. N `LCO'� �c, ❑ Other Inspections c/i ER 12s �" F.NST V‘‘ EXPIRATION DATE: j . By Todd Maurer P.E. OR Lic No. PE 81862 Exp. 12/51/2014 3175 EDGEMONT RD LAKE OSWEGO,OR 97035 MBL(707)975-2+10 tmaurer 62akotmaiI.com Design Maps Summary Report _ &"R"+ 11/21/14,/9:14 AM p.J UCS Design Maps Summary Report / User-Specified Input Building Code Reference Document 2012 International Building Code Site Coordinates 45.40389N, 122.76454cW Site Soil Classification Site Class D - "Stiff Soil" Risk Category Ii II;III I 'mi J $ l SO80m �a c rfr 'it*,•r.: u f 1 MiIwaukie r. f � '! Ti ga:d Lake Oswego �{Idtestefi i3j nla(a(1, p ' 62,14 r .3,041apQuest USGS-Provided Output Ss = 0.961 g Sms = 1.0728 Sas = 0,715ag S� = 41q r Si4.1 = 0.6F)2 g S i = (} 442 fi For information on how the SS and S1 values above have been calc=ulated from probabilistic (risk-targeted) acid deterministic ground motions in the direction of maximum horizontal response, please return to the application and se eyt the"2009 NEHRP' code reference docur.�ent MCER Response Spectrum Design Response Spectrum _a Period. T(sec) Period, T(see) http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?te...bc-20128 variant=0&pe50=&resuttid=singte.546f72a60b3cc6.48774619 Page 1 of 3/ I I I Project Date I I I 14-57 11/21/14 Designer Sheet I I I TM of I I P �pg 14-57 - Alm; ude:I-122.7 22.764538 I e I 45.403801 1 Ift Eiriatimu I Building Code Inf tion-General I Occupancy Category:I I IBC 2009,Table 1604.5,page 281 I Building Code Inf Seismic I Spectral Accel..Ss=I r' I ASCE 7-05 Figures 22-1 to 22-14 Spectral Accel.,Sr=I ? IASCE 7-05 Figures 22-2 to 22-14 Long.Trans.Period,TL_( . ___ Isec.ASCE 7-05 Fig's.22-15 to 22-20 I Building Code Information-Wind I Wind Speed(3-sec),V=I .5 Irriph,Wind Map,Figure 6-1 Exposure Category=( :, IASCE 7-05,Sec.6.5.6) I Building Code Information-Snow I Ground Snow Load,Da=1 Ipsf,Figure 1608.2 t I i. I 1 Project Date 1 ' 14-57 11i21114 Designer Sheet - 1 TM of 1 Non-Buiidinst Base Shear-Per IBC 2009&ASCE 7-05 Specifications .l'.za. ._ w •� .. I oFile; 14-57 I - Adr 11. ,, ,'' ude:I-122.734398 I CIty. - ,1"/• • I Latltstde145-509655 I• State:I I 1 B uilding Code Information-Seismic 1 Occupancy Category= 11 IBC 2009,Table 1604.5 Spectral Accel.,Ss= 0.-31 ASCE 7-05 Figures 22-1 to 22-14 Spectral Accel.,S,= '1412 ASCE 7-05 Figures 22-2 to 22-14 Long.Trans.Period,TL= i 5.0 ASCE 7-05 Fist's-22-15 to 22-20 Importance Factor,I= ).0C ASCE 7-05 Table 11.5-1,page 116 Soil Site Class= _ IBC 2009 Table 1613.5.2 Roof Height,h„= ft. Attachment Heigh,z= ft. Seismic Force Resisting Sytem Structure Type= Amplification Factor,ap=I ASCE 7-05 Table 13.5-1,page 146 I Response Mod.Coef.,Rp=I ASCE 7-05 Table 13.5-1 page 146 I Horizontal Component-Seismic Design Coefficients 1 Fph= g's.Fph=(0.4'ap`SDS'Wp)*(1+2'zA1)/(Rp/Ip), Egn. 13.3-1.page 144 Fpn(max)= g's.Fph= 1.6`SDS*Ii'Wp ASCE 7-05 Earl. 13.3-2,page 144 Fph(min)= g's,Fph=0.3*SDS*Ip`Wp, ASCE 7-05 Eqn. 13.3-3,page 144 1 I Vertical Component-Seismic Design Coefficients Fpv=) Ig's,Fpv=02`SDS`V1fp'Ip, ASCE 7-05 Eqn. 12.4-4,page 126 j Calculated Seismic Design Parameters Site Coefficients; Fa=I IBC 2009 Table 1613.5.3(1),page 304 Fv=I IBC 2009 Table 1613.5.3(21,page 304 ,.._.. II 11 .:a. • _ :As- :11,1.' i`•1 • • - -==•i.• :I •..- SMS= SMS=Fa'SS, IBC 2009 Eqn.16-37,page 303 SM,=I •SM1=Fv-S1, IBC 2009 Eqn.16-38,page 303 Design Spectral Resoon Accelerations and 1-Second Periods; Sos= SDS=2-SMS/3, IBC 2009 Eqn.16-39,page 304 So,=I SD1=21SM1/3, IBC 2009 Eqn.16-40,page 304 Seismic Design Cateoorv: Category(for Sos)=1 - IBC 2009 Table 1613.5.6(1),page 306 Category(for So,)=1 IBC 2009 Table 1613.5.6(2),page 306 Use Category=I Most critical of either category case above controls 1 r _ Vertical-Seismic Base Shear I Fp= g's.Strength Design Fp= g's.Allowable Stress Design I Horizontal-Seismic Base Shear I Fp= __ g's,Strength Design Fp= g's,Allowable Stress Design 1 l • ,►--;�.t 1 �,r�►y ,, c 114"7 acd 1 �3 .4071E non �. got-) 0,‘ oss = 24)rnint.LS" ris `k �,. 41a i ( r ) oo C4 ca'"?.. :. di CS5V 4711 .0.1rV7 ri"lA.. mi l' Q•� -� cz- `2 " _ c \5-.' `Sec Z Z-t.Q. - c,,-14' �S- --11‘71J% 1,115' :1c, -a Ei _. ,t-r�;' a;� ;3. :'3364-75 Ic . . , a . v`oo7 i,,i4 `J.1 NI ( ill-0 G ,r.)c.ad"A JIV - a Sm t1-)cit S z -bc an-writ roman �a C ►itm.-t.]. -r1ld '1c- v tv.ss■ c! t7A /01 6-)e -...lavic (-4(25 cius■1 s —Etc c'N '-n art-at,O- ,d, i'ftl'J1^.5' d ""l+ r*iry tie B U. vm4 Ol„L.S' NocamAts _.i,:]t'xg3rit"s"tt - e l y m "Z► ii 5' Q ' NoiSrrIL, C o13 c 1-4a7 ...t v.-n ''A-Acht r4 Mt 01-i — 0'l = 6 xr4 d oo sz = r)2. *.t Jr"r 7 -- 1G-Ni r4 a, t`-tats - ;i S.J111 4 I-I t ■-Yvvr-tli1 cr-ek t 41,4. -sAy s-r t--a c -) f e �` ' /'� -. ''"' / -,/11 ' /// ii Got 7- // F \ / / '--,.., / j ( '--.- )/Q'r '-) '--, T O i. r \\\ ,,,,,,/ -----,...„,.. 4s 40;,, SIMPSON Anchor Designer TM Company: Date: 11/21/2014 Engineer: TM Engineering _Page: _ 1/5 Strong-Tie Strong Project: Version 2.3.5332.9 Address: Phone: E-mail: 1,Prolect information Customer company: Lynch Mechanical Project description:Air Compressor Customer contact name: Location: HOLD DOWN ANCHORAGE TO EXISTING Customer e-mail: Fastening description:EPDXY Comment: 2.lnout Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):8.00 State: Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type: Bonded anchor 410v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.500 Supplemental reinforcement: Not applicable Effective Embedment depth,her(inch):5.000 Do not evaluate concrete breakout in tension:No Code report: ICC-ES ESR-2508 Do not evaluate concrete breakout in shear: No Anchor category:- Hole condition: Dry concrete Anchor ductility:Yes Inspection:Continuous hn.n(inch): 7.50 Temperature range: 1 cic(inch): 11.56 Ignore Edo requirement:Not applicable Cmn(inch): 1.75 Build-up grout pad:No S, (inch):3.00 Load and Geometry Load factor source:ACI 318 Appendix C Load combination: not set Seismic design:No Anchors subjected to sustained tension: No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads: Yes <Figure 1> 075 w �501b Input data and results must be checked for agreement with the existing circumstances.the standards and guidelines must be checked for plausibility. 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone.925.560.9000 Fax:925.847.3871 www.strongtie.com 5, SIMPSON Anchor Designer.'" Company: Date: 11/21/2014 Engineer TM Engineering Page: 2/5 g Software Strong-Tie Project: l'Qn Tie Version 2.3.5332.9 Address: Phone: E-mail: <Figure 2> pI O1 O�! } I O� Oi �I _ t it 9.00 9.00 Recommended Anchor Anchor Name: SET-XP®-SET-XP w/1/2"0 F1554 Gr 36 Code Report Listing:ICC-ES ESR-2508 mi 11. Int Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-T:e Ocmpany 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax:925.847 3871 www strongtie.com SIMPSON Anchor Designer TM Company: Date: 11/21/2014 Engineer: TM Engineering Page: 3/5 Software Project: Strong-Tie Version 2.3.5332.9 Address: Phone: E-mail: 3. F ilting.Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nee(Ib) V.(Ib) V.(Ib) 0-12+(V„.)2(lb) 1 978.0 550.0 550.0 777.8 Sum 978.0 550.0 550 0 777.8 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):978 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'r.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'i y(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vY(inch):0.00 Eccentricity of resultant shear forces in y-axis,e\ (inch):0.00 4.Steel Strength of Anchor in Tension(Sec.0.5.1) Nee(Ib) ¢ ¢Ns.(Ib) 8235 0.80 6588 5.Concrete Breakout Strenath of Anchor in Tension(Sec.D.5.2) Nb=kcA 'ifchan'5(Eq. D-6) kc A. fc(psi) her(in) Nb(Ib) 17.0 1.00 2500 5.000 9503 ¢Nce=¢(ANk/ANA) N P,,NPcp,NNb(Sec. D.4.1 &Eq. D-3) As (in2) ANoo(in2) Weals, V.C.N 'Pcp,N Nb(Ib) 0 0Nke(Pb) 225.00 225.00 1.000 1.00 1.000 9503 0.75 7127 6.Adhesive Strength of Anchor in Tension(Sec.5.5) rkcr= nccfsnwr.rarmKser rk.o(psi) fthort-terrn Kser rk,d(psi) 995 1.00 1.00 995 Nbe=2arcardehef(Eq.D-22) A. r.(psi) de(in) he(in) Nbe(Ib) 1.00 995 0.50 5.000 7815 ON,=¢(ANa/ANeo)Wed,seWcp,NoNbe(Sec. D.4.1 &Eq.D-18) ANe(in2) ANao(in2) %dN. `fcp,Na Noe(Pb) 0 ¢Ne(Ib) 204.55 204.55 1.000 1.000 7815 0.75 5861 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong`e ompary nc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone 925 580.9000 Fax:925.847 3871 www strongtie.com r• SIMPSON Anchor DesignerTM Company: Date: 11/21/2014 Engineer: TM Engineering _Page: 4/5 Strong rie Software Project: Version 2.3.5332.9 Address: . e Phone: E-mail: a Stsel Strength of Anchor in Shear(Sec.D.6.11 V..(Ib) 0700 / 06,01.4V,.(Ib) 4940 1.0 0.75 3705 9.Concrete Breakout Strenath of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge In y-dlrection: Vey=min17(I./da)02IdaA.Jfcc.f1'5;9A.'Ifcc.f151(Eq.D-33&Eq.D-34) I.(in) d.(in) A. fc(psi) ca,(in) Vey(lb) 4.00 0.50 1.00 2500 6.00 5513 0V thy=0(Avc/Avco)Y'«cV Vic,v'f{,,VVby(Sec.D.4.1 &Eq.D-30) Ave(in2) Avco(in2) %c o/ Vby(Ib) 0 0V:y(Ib) 144.00 162.00 1.000 1.000 1.061 5513 0.75 3898 Shear perpendicular to edge in x-direction: Vex=min17(/e/d.)02'"daA44fcca11-5;9AaJfeCaf1.51(Eq.D-33&Eq.D-34) I.(in) d.(in) A. fc(psi) c.,(in) Vex(Ib) 4.00 0.50 1.00 2500 6.00 5513 0Vmx=0(Avc/Aveo)Y44vWevV1i,vVex(Sec.D.4.1 &Eq.D-30) Ave(in2) Avon(in2) Y'e4v Y'e,v Sffi,v Vex(Ib) 0 •V (lb) 144.00 162.00 1.000 1.000 1,061 5513 0.75 3898 Shear parallel to edge In x-dlrectlon: Vby=min17(le/d.)024d.i.JlcCa,,s;9 i.dfcca,151(Eq.D-33&Eq.D-34) I.(in) d.(in) A. Pe(psi) o f(in) Vey(Ib) 4.00 0.50 1.00 2500 6.00 5513 0V mx=0(2)(Ave/Aveo)WectvY'SV4'F,vVey(Sec.D.4.1 &Eq.0-30) Ave(in2) Avco(in2) Vied se Y'c,v 'Fkv Vby(Ib) 4 4Vcox(Ib) 144.00 162.00 1.000 1.000 1.061 5513 0.75 7797 Shear parallel to edge In y-dlrect/on: Ve.=minl7(le/da)02Id.A.lfcc.f15;9A4fccaf"51(Eq.D-33&Eq.D-34) I.(in) d.(in) A.. fc(psi) cal(in) Vex(Ib) 4.00 0.50 1.00 2500 6.00 5513 0Vcoy=0(2)(Ave/Avco)Y'e4vY'c,v1F6,vVex(Sec.D.4.1 &Eq.0-30) Ave(in2) Avon(in2) SE'.dv 'Yyv Vil,v V.(Ib) 4 ¢Veey(Ib) 144.00 162.00 1.000 1.000 1.061 5513 0.75 7797 10.Concrete Pryout Strength of Anchor In_Shear(Sec.D.6.31 Oho=0 minikc,Na;kcpNml=4 minikep(AN./AN.0)%cos Y'cp,N.Nea;kA /A )WectkWeNY'ep,NNel(Eq.D-40) kcp AN.(in2) AN.o(in2) ViKois Y'cp,Na Nea(Ib) N.(Ib) . 2.0 204.55 204.55 1.000 1.000 7815 7815 Art(in2) Are.(in2) %AN Y'SN Y'cp,N Na(Ib) Noe(Ib) 0 4Vw(Ib) - 225.00 225.00 1.000 1.000 1.000 9503 9503 0.75 11722 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. STrac` _,Tr rar v -_ 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 11/21/2014 Engineer: TM Engineering Page: 5/5 Strong-Tie Software Project: Version 2.3.5332.9 Address: ao Phone: E-mail: 11.Results )nteraction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,eN„(Ib) Ratio Status Steel 978 6588 0.15 Pass Concrete breakout 978 7127 0.14 Pass Adhesive 978 5861 0.17 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eV,,(Ib) Ratio Status Steel 778 3705 0.21 Pass(Governs) T Concrete breakout y+ 550 3898 0.14 Pass T Concrete breakout x+ 550 3898 0.14 Pass II Concrete breakout y- 550 7797 0.07 Pass II Concrete breakout x- 550 7797 0.07 Pass Concrete breakout, - - 0.20 Pass combined Pryout 778 1 1722 0.07 Pass Interaction check N./ Nn Combined Ratio Permissible Status Sec. D.7.2 0,00 0.21 21.0% 1.0 Pass SET-XP w/1/2"0 F1554 Gr. 36 with hef=5.000 inch meets the selected design criteria. 12.Warnings -Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of fida per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -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. Simpson Strong-`e:cmoany•nc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax 925.847 3871 www.strongtie.com p-tarz , r►4o 1 a4 r+1 -rt Y)1 5 d L4ad"-A r4 05dws I / °In '119 47S S I "t-'d a ► ..1. b 074 -21 • II CITY OF TIGARD `i- Approved by Planning ' Date: i `) Initials: ,; i�` compressor in this - Bldg. f _- _ • 0 125 zw •• 4 all 1'.1x5' \ 410 ` � iitt 200 300 NO . NO.t 300 930 030 NO2 NO.! NO2 400 . 300 410 NO-' 4.0.1 - 40.5: ..," 400 L900 NO1 NO2 410 L600 Li00 940 NO.I NO.1 NOS, L710 L001 L100 1100 1 r0. NO.1-4 MREA TEC KATER w TC'UAL ATIN OWES NOS 920 sioo TREATED SOLIDS r,FARMS T g e NO.1 1 9300 1 100 1 SIRUYFTF TO 930 V ER TL I IlLR ENTERS WASTEWA TER ■as00 e po.NN °R.N115/12 , -A,..Y ., °"°A DNS 9ARR:ONE NCN CIC9n� DURHAM FACILITY CONSTRUCTION HISTORY h'5431/12 �s u°""01i100GH00 M1"ENO� � RECORD DRAWING SITE PLAN DMOO CHOO SCALE. o xnam GO uroArm FAtanrnuwIENe MR r.NL Pr, owe OM MN mFmTICw ]■b lww♦x.5,-. 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E. I_ MIMI . 10 - • I■ 0,T � II=IIIIIEI 1=1 _�-� 1.T�'L: e _11.6'(2x) ,!,/ 26' 11,6'(2) 4,91h) I (___ ) • !.6"(29 69,5 8,1_0 7• 33.r COMPRESSEDA N /� /� j - - - �OUILET ) 7-•J C \DRYER / \COMPRESSOR AIR �,�'J 01112'F(OVTIGN) / 5. COOLING AIR COOLING AIR 1• I ,2.P l COMPRESSED AIR ITS OUTLET _� . • I } O11R'F L ^ II. L." 311. -,�.c TIP 71'5.±7P-7 �V1 COOLING WATER \\\\ 1I COOLLID WATER , . j g! , 7 (water Cooled m2-Option) dd9led ,• ,) / I�r II•I .4 �_*fff111777�����,HHl _ r _ - COMPRESSOR 0 � `,COOLING AIR 3- ^ m INLET N :i.) •y J ,7 ( WATER INLET 4 j I 111 (Energy recovery-Option) ti •..,.r Comp/awed III _ N,1'------ • connection for OSCI Electr connection ! C, ic& 'DOOR FILLY OPEN for OSCI WATER OUTLET (Energy recovery 25on) I L n.. -0 R L w H ••• 2515 Automatic drain- MINIM 35,45 N135 ]151 NM'N� pfd 2515 �A Dryer Tube-00.3r ,� 'I --r - �MPa� 3551 x146 3,35 31,74 40.11 ,p er _ Manual 0.3 1 35 aer :¢..55 4.1 g 35,17 13.730>c,ac-x-7,99 I' Dryer GI/SF Ar'1 G11 50 else 35.55 2—s�2341 .7501 274. NNW p' .In..RM-erep. %MSYr � r- F I A9lenlo! 6 Itlelr:ar ar.FY. �r rr 1101AaaC.IE *Er• 4 Agar coo*TW..„1� I .ar.rrw 11.1ILrIY11. Am 71 1Ad1M1 0611 —( I rcw.. e•.1rwlr�iis I .w r _ a•■•• Z , �r is.•.`T1 ; 'I Afar Cooler O,M'F — - ' i �� _r. .� , • —_ I mo.. Am.I .- 1....j` 9820 979003