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Plans (35) I IProject: River Terrace North Pump Station ocoutItiw Beaverton, OR "\vc..0 PROPe- Client: Alex Bargmeyer ti. 742 ,•E'f' ' Murray Smith and Associates,Inc. 121 SW Salmon, Suite 900 DEL, 8 0 2015 ,fes `` " t +.� Portland,OR 97204 Structural Calculations BUILDING DIVISION �'ARI7 I EXPIRES 12/31/16 Scope: To provide structural calculations for the lateral & gravity system design of the River Terrace North I Pump station located in Beaverton, OR. Elements not specifically referenced in these calculations are outside the purview of these calculations and are designed by others. References: I 1. ASCE/SEI 7-10, Second Edition, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers (ASCE) I 2. 2012 International Building Code (IBC) 3. 2014 Oregon State Structural Specialty Code (OSSC) 4. 2011 Building Code Requirements for Structural Concrete, ACI 318-11, and ICommentary(ACI) 5. 2011 Manual of Steel Construction, 14th Edition, American Institute of Steel Construction (AISC) 1 6. 2011 Masonry Standards Joint Committee (MSJC) 7. 2012 National Design Specification for Wood Construction(NDS) 8. 2008 Special Design Provisions for Wind and Seismic (SPDWS) 1 9. September 11th, 2015 Geotechnical Engineering Report, Geotechnical Resources, Inc. Table of Contents l?116P?) C(r r4r7 C" ,S} 130P20(C' r`.--e.—Crif ( Scope&References ..City..af.Tgard .• 1 I Table of Contents Design Criteria -A; q roved-Plans•ii.• 1 Layout �}/ i,.. .... ...flats.. 3 I Loading �"" 4 Lateral Design Loads 8 Roof Design: ASD 12 Shear Wall Design: In-Plane ICE 17 Shear Wall Design: Out-of-Plane 20 Lintel Design 23 CMU Wall to Foundation 26 I Foundation Bearing Capacity 36 Slab Design 38 Floor Beam Design 39 I Valve Vault Reinforcing 39 Crane Rail Intermediate Anchors 44 47 I ngii Portland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW 71 www.psengineers.corn Tacoma,Washington sheet 1 of 1 50 Wet Well-Top Slab Design 50 Splash Block 65 1 nss i 1 1 1 1 1 1 Portland Office 11/18/2015 5319 SW Westgate Drive Suite215 project 14-200 date Portland,Oregon 97221 Tacoma Office JWW sheet 2 or 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100ATacoma,Washington www.psengineers.com I IDesign Criteria I Dimensions Height Height to top of wall, h= 10'-0" I Height to mid-height of roof, hn = 15'-l" Height from top of wall to top of roof, h1 = 9'-5" I Width Building Width, B = 17'-4" Roof Width, Broof = 19'-4" 1 Length Building Length, L= 30'-0" IRoof Length, Lroof = 32'-0" I Roof Slope Roof Slope, Or = 45° I Materials Masonry,fin = 1,500 psi Masonry Modulus, Em = 1,350,000 psi I Reinforcing, FS = 32,000 psi (ASTM A615, Gr. 60) Reinforcing Modulus, ES = 29,000,000 psi Modular Ratio, n= 21.5 I Rebar#4 diameter, db#4 = 0.5 in Rebar#4 Area,/45#4 = 0.2 int Rebar#5 diameter, db#5 = 0.625 in I Rebar#5 Area, A5#5 = 0.31 in2 Rebar#6 diameter, db#6 = 0.75 in Rebar#6 Area, A66 = 0.44 in2 I CMU Thickness, t= 7.625 in2 (8"x 16" CMU Block) Concrete Strength,f'� = 4,000 psi Concrete Reinforcing, fy = 60,000 psi IRisk Category Risk Category= IV (Table 1.5-1 ASCE) ITerrain Category= C (Section 26.7 ASCE) I I nsz C Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW Sheet 3 of 71 www.psengineers.corn Tacoma,Washington I Layout I 1 12 12 k ALT 1 WGL OCF E INC, =-ASPHALT SH SEE GETS X 5}77 A-3 R TY7s M AL G1rPtE ET 1 1 , IHuiIlIIIIIIIHHHhIll -$._-.__.__■___._-■�-._-. EI',I�iiiii \ W •M m•M,, ■� IM-�■M ■: FIN OR,TYP t IX'-0" I SOUTH ELEVATION I SCALE 3,/6"=I'-0' 12 I 2 I II11H,_1111111111■1 I■■ . ■ OH B"3E1N00TH 7CNJMSU TTE 1111 t _ 1., ____, /- 2REBITISIDIBNAY/NS �l i - WALL HYDRANT I ., M.-. 171 .= -.111-0 -. _:I CULTLFIED STONE ON .miM—... =1-.....= N• 11 M S"SMOOTH CAN II 7'TALL II 3.WIDE DOOR' s'TALL DOUBLE 00011, ;e-R" EA LEAF 3'-2' tJOTES; II NORTH ELEVAT I ON 1_FILL UNGROLr1ED VOIDS WITH PERLI SCALE 3/77"=1'-O' " !Cr turn .....I CAP 00 1,11\11.-...r 1 I I nsic Portland Office I 5319 SW Westgate Drive Suite215 14-200 date 11/18/2015 Portland,Oregon 97221 project Tacoma Office designer JWW sheet 4 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I ILayout(continued) I .o HY4 .. .......... :�Yli,fl....'uu........,.1111 .....inn l.Y,..0 NaYti S.,,,i.11 tl o.ul.i. .Ylll.rw.......k Yw..w.ii Y.Ilwe..r iii ii. I �.....:i:l.,l..'•:iiia.: .,,i,.. �r,i,•'i.::::�,...,i:.•.,,,:l i :lis:•!:i .:%�,:�:e:::,,i:,::r.,,,,:::::,.,.::lel::.r.,,,:,,::,,.,ii Y.11......11 Yil.rr...i.Yl........1........lSall..r....... •: r...lii/ll.•.,......ii,.....aa :.illi.ar....Y.... .:Yliiil::.:.il..l.w.....liii .:.1.Y. il....1 i.l..Yre.,,lii.ii •::::ail r.:•:iiia.:r w..:iii ai i• •iiiiiir e.:•iiia..:e...:.iii i' 4. 1 lam_ = X11=MIm ■ . ■ml I iiiiiiiiiiiiiir Ali■ . on■.ono■m =— ■��_I I7'-4" I WEST E SCALE; 3/8'—LEVATI'-1?'I ON .......Ills • :.. .::ii:r....:i:::y. 1II :: :• '.:.:: ::: SSSS. 1........ %. :.iii ii:aiu.o:a:.lbu,.Yii. G::::, :ul.ii.....aiiill..,..0+u. • .� ice:.:u�............ iN. otllNbu..11 Yiu...wo YHlbe.ultlal..no..i• ..............................................................u......... aV:::::;' l li... 7.**:. ii*'. M....w...iuli!S S SS•.!Y........Yl 1. ::;'".M .n...UH ..w iiabi.... iii /1....a.a/... I •:•i::::••w:•:::::ii•••:::::iii:•••::.::::••w.::..:i•w••::1::..i• I'_ II I.—pn I r __- 1 I C 1 a { I "iia_f_ _ ■- . _' 7' TALL a 3' IMIDEI. DOOR I . EAST ELEVATION I N SLAT I ON.. SCALE 3/d'=I'_0' I IPortland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 5 Portland Oregon 97221 project date I Tacoma Office designer JWW sheet 5 71 Peterson Structural Engineers,Inc, 708 Broadway Suite 100A 0 www.psengineers.com Tacoma,Washington I Layout(continued) I C) 2 I 4.-8" I - r-- 3°17?-1- 1.- '.4.- 4.-0'---.. I ® -1 I- '" - - - I Fit//':',/, _ >,/,',/.,:i'0:7,/,',/,/,/,/,77,4 0,_2 /,:7,ji _ . 1 ,/,-,,z I 1 I 4,-if 7,4, 14Y-8" 1 ....,-........ lwr --1----------1....5,-........-...., .- I v 'V A , ,•',4„ 1 .4 L /... I L : /X'/2 .//// / //: ,/W/:1////;/Z////Vr//"/"/ : A 2/4 /,.,„„ , I '''''' —ow 14.-11* 1 7 4 / 1 1 2/, /////,,, .,.// //,,, /// /1/ ////, / /// / 8 L- j /i,L,L - ‘ -- - - -- -- ::_i--V---.: - 1— MAIN FLOOR PLAN (:) ,...°. 222.S. \...":.1 =MI i / N 1#7 iz 171/A \ \ 1 ViiiiiMMEMMININNII Min MiliMiiii.....1.11r 111, 4 1 I 1 lr I - • • I • ...., 16.-42. I 142-0. : --4-a.—.11'. le-r II i r-e E w • • i - I Milr32 09M ''s1:?li ' 1'1; *- - __:. v..- :, k"..,1 li 1.--.6•-ir 4.-o- I F ........_ --1— li 1 ._ _ r ca 16, 2'WI i 2.-412' .--4,0"--li ,. ,:f ...-_._ _ _ , , ,-4- ----1- L '' : `... : 3 :. ' . ' ' * - . a•cutft - - .0 - - -- - -. - F ts;',W. 1 f ..,, TRANSVERSE SECTION r,-,) TRANSVERSE SECTION (7) I nsz Portland Off ce 5319 SW Westgate Drive Surte215 Portland,Oregon 97221 I project 14-200 date 11/18/2015 Tacoma Office I designer JVVW sheet 6 of 71 Peterson Structural Engineers,Inc 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I ILavout(continued) 12 1 AIIIIIIIIMAIL\ Or LI Lill: ' II -0•I •■ • LI ■ • u • ■ 10'-0• 1.1 ■ ■ • I u ■ IIu ■ 11 11 II ii I I Y! ,W4 "*�gO//S1T ea ---uIIII--�'� 3:�,Gn./iar�9- 1 1--.; I---1 ,•-0 V_0• 2•CLR 3•CIJt 1 ). _ - n e _ ..4 f 1.-4. LONGITUDINAL SECTION /1 N.T.S. - I - 30"-V 30'-0• . 12 / t/ \ \I / I , I 2'-4" ..— If 1 I ��r:�,.. � _ rho• ,-.• - - - 1�Mr W -Tf =1 ,�v� _• -a aa. <� - I [1._a ?-11;�� F��:%�1%H`�` k_i I_4.-0" il. I r-o• I to- i 2•ClR '''' '.Al 1.-4- 4 I 3•cr - - a . - 4 - • • _ 30'—a• F LONGITUDINAL SECTION O IN.T.S. I num Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Tacoma Office Peterson Structural Engineers,Inc. T708ac Broadway Suite 100A designer JWW sheet 7 of 71 www.psengineers.com Tacoma,Washington I Loading I Dead Load I Roof Dead Load, Dr = 15 psf(assumed) Wall Dead Load, Di,/ = 51 psf(8"block grouted @ 24" o.c.) Ceiling Dead Load, D, = 8 psf(misc. hung ceiling components) I Live Load Roof Live Load, Lr = 20 psf Floor Live Load, Lf = 125 psf(light manufacturing load) Snow Load I Flat Roof Snow Load, pf = 0.7(CeCtlspg) (Eq. 7.3-1 ASCE) Exposure Factor, Ce = 1.0 (Table 7-2 ASCE) I Thermal Factor, Ct = 1.0 (Table 7-3 ASCE) Importance Factor, Is = 1.2 (Table 1.5-1 ASCE) Ground Snow Load, pg = 20 psf(minimum) I Flat Roof Snow Load, pf= 16.8 psf Sloped Roof Snow Load, Ps = Cspf (Eq. 7.4-1 ASCE) I Slope Factor, CS = 0.6 (Figure 7-2a ASCE) Sloped Roof Snow Load, ps = 10.1 psf 1 Min Snow Load, pmin = 25 psf F Controls I Wind Load Wind Speed, V = 130 mph(Figure 1609B OSSC) I I I I 1 I nsm Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer WWW sheet 8 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.corn Tacoma,Washington I ILoading(continued) IWind Load(continued) BUILDING DATA: Basic wind speed(3 sec gust)= 130 MPH IExposure IcL_'J Roof Pitch= 12.00 :12 For slopes greater than 25deg Fig 28.6-1 Note 4 requires checking load case 2 Mean Roof Height h= 15.08 ft ITopographic Factor Kn= 1.00 Table 1.5-2(1.00 for all cases) 1)ASCE 7-10 CH 28 METHOD 2-SIMPLIFIED PROCEDURE iHeight Adjustment factor A= 1.21 Figure 28.6-1 0.93 -19.04 -27.09 -17.18 (2.79) * * *(-2*2.1*4) } A(-39.01) 1 ? }(-2}2.1}4)f 1 I • I I I I I I • 1 1 1 1 1 1 19.97* MI \ I (24.92) 6=45.0 C El 29.10 • 21.52 H =19.4 ft I (36.53) All forces shown in psf 10.8 ft • (32.51) IN E II I y 'I 17.33 ft 4 30 ft \ TRANSVERSE ELEV. LONGITUDINAL ELEV. 1 (32.51) o. I , 2a= 6.0 ft 10%of least dimension= 1.7 ft • T 15.31 kips 40%of the eave height= 4.3 ft I 13 6.53 k 26.3ps? 4%of least dimension or 3 ft= 3.0 ft 2psf 21.52 -�5.0 therefore a= 3.0 ft 30 ft 2a= 6.0 ft All forces shown in psf ) 6.0 ft ; Example. from Fig 28.6-1 longitudinal for wall I 1 _ _ 1 _ horizontal load at end zone P530= 26.84 psf I I Height Adjustment factor A= 1.21 • 29.10 Importance factor IW= 1.00 PLAN VIEW (36.53) (A)(Kz,)(Ps3o)= 32.51 psf I I I I nsE Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date ' Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JW9 W Sheet of 71 www.psengineers.com Tacoma,Washington 1 Loading(continued) I Seismic Load Soil Site Class : D (per geotechnical report) Site Coefficients: per geotechnical report SS = 0.968 SDS = 0.718 , S1 = 0.43g SDI = 0.45g Seismic Resisting System: Special Reinforced Masonry Shear Wall R = 5.5 12 = 2.0* Cd = 4.0 *modified by note g for flexible diaphragms 1 Seismic Coefficient, CS = 0.195 g (See SH. 11) I 1 1 nsIE I I t 1 1 Portland Office , 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Tacoma Office designer WWW sheet 10 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I ILoading(continued) • ISeismic Load(continued) ISeismic Base z Sheaf Per ASCE 7-10 specifications< PFIIR.: 5.4'1. rotect:RiverTertau orthPumpStatiorr" Address: Longitude t=122.8566 ghat;Beaverton latitude 4542402;, I Stott . ry iiiiiii.f,_ 1" BuildingrCode ©rmation-Seismic Occupancy Category= IV .ASCE 7-10,Table 1.5-1 I Spectra Accdv S 0.960 ASCE 7-10 Figures 22-1 to 22-11 hr Spectra Acca.,S1= , 0.430; i ASCE 7-10 Figures 22-2 to 22-11 Long.Trans.Period,Tt 160 sec.ASCE 7-10 Fig's.22-12 to 22-16 Importance Factor.I= 1.50 ASCE 7-10 Table 1.5-2 it ( I Soil Site Class= I) ASCE 710Table 203:1 V=CS*W -IP' Structure Height,h.= 20.00 ft Seismic Base Shear (Regular Bldg. 1Seismic, SeismiOTorceResiSiinti Sfketilt Flexible Diaphragm(a) v I Special reinforced masonry shear walls Response Mod.Coef.,R= 5.5 ASCE 7-10 Table 12.2-1 _ Note e:Dist.i8raween vert elements Overatrength Factor,0„,= 1.5 ASCE 7-10 Table 12.2-1 athe Somas fcrte resisting system Defl.Amplif.Factor,Co= 4,0 ASCE 7-10 Table 12.2-1 do not exceed aotr IBuilding,Height Limit= 160.0, ft,ASCE?10Table i22-1 Fundamental Period I I Acte Cals.Period,Tc= from analysis(calculated if blank) I Period Coeffldent CT= 0.020 ASCE 7-10 Table 12.8-2 Period Exponent x= 0.750, ASCE 7-10 Table 12.8-2 Approx.Period,Te= 0.189 sec., T,=CT*hs", ASCE 7-10 Section 12.8.2.1,Eqn.12.8-7 Upper Limit coat.,C;,= 1:400 ASCE 7-10 Table 12.8-1 Period max.,Te„x= 0:265 sec.,T,,,,=C„*T0, ASCE 7-10 Section 12.8.2 I Fundamental Period,T= 0.189 sec., T=Ta<=Cu*Ta, ASCE 7-10 Section 12.8.2 Catcu1atedSeISMIeBesign:Parameters I Using Equivalent Lateral Force Procedure for Regular Single-Level Building/Structural System! I Site Coefficients:. Fa= 1.:116" . ASCE 7-10 Table 11.4-1 rv- ` 1,.S70 : ASCE 7-10 Table 11.4-2 Maximum Spectral Response Accelerations for Short and 1-Second Periods: I Sans=, 1 :071.' SMs=F0''Ss,ASCE 7-10 Eqn.114-1 SM1= 0.675„ SMI=,,*S1, ASCE 7-10 Eqn.11.4-2 Design Spectral Response Accelerations for Short and 1-Second Periods: Std= 0.;14 So,=2*SMs/3, ASCE 7-10 Eqn.11.4-3 ' Sol= 0.450 Sol=2?`SMl/3,ASCE 7-10 Eqn.11.4-4 Seismic Design Category: Category(for Sus)= 0 ASCE 7-10 Table 11.6-1 Cetegory(for Sol)= 0 ASCE 7-10 Table 11.6-2 Use Category= ID Most critical of either category case above controls I 1 SeisOlicDesign Coetfidents I C.= " 0.195. Cs=Sps/(R/I),ASCE 7-10 Section 12,8.1.1,Eqn.12.8-2 Cst„„„,)= 0:649 For?<=TL,CS(max)=SD1/(T*(R/I)),ASCE 7-10 Eqn.12.8-3 ICst"W 0.047 CS(min);=:0.044"SDS*I>=0.01,ASCE 7-10 Eqn.12.8-5 1 Seismic BeSa-Shear ' Cs= 0.195 g's,Strength Design ' a7*Cs= 0.136. g's,Allowable Stress Design I num Portland Office 5319 SW Westgate Drive Suite215 14-200 1 Portland,Oregon 97221 project date 1 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWsheet 1 1 of 71 www.psengineers.com Tacoma,Washington W I Lateral Design Loads I Seismic, Direction 1 1 h/2 irifiert _ ---/..V B L Seismic Load, Direction 1 1 Roof Dead Load, Droo f = (15 psf + 8ps f)(19.33')(32') = 14.23 kips I Wall Dead Load, Dwall = (51 psf) * [2(17.33' + 30')] * (12o') = 24.14 kips Seismic Force, VEQ1 = CS(Droof + Dwall) = 7.48 kips I Wall Reaction along line A and B, REQA = REQB = VEQ1/2 = 3.74 kips* I *Reaction the same in both wall lines because of the flexible diaphragm ' I I I I I I I null Portland Office I 5319 SW Westgate Drive Suite215 ro ect 14-200 date 11/18/2015 Portland,Oregon 97221 P Tacoma Office designer WWW sheet 12 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I Lateral Design Loads(continued) IWind, Direction 1 Area 2 Area 1 P3 I MITIITTTTP4 iii 8° p1 , ;h1 I 11111 (p2) —' h ...r•�� 2a-#4 2a L I'` I W LU P1 p2 p1 IWind Load, Direction 1 Pressure 1, pl = 32.51 psf (See SH. 9) IPressure 2, p2 =21.52 psf (See SH. 9) End Zone Length, a= 3' (See SH. 9) IBuilding Width, B = 17.33' Wall Height, h=10' IHeight from top of wall to top of roof, h1 = 9.417' Area 1,Al = (6' * 5') + (6,26/) = 48 f t2 IArea 2,A2 = ((17.33' — 12') * 5') + (17.33'-121)(9.4171) = 52 f t2 IWind Force, Vw1 = p1(2A1) + p2(A2) = 4.24 kips Wall Reaction along line A and B, RWA = RWB = Vt'i'1/2 = 2.120 kips* I *Reaction the same in both wall lines because of the flexible diaphragm Seismic Controls in Direction 1 I Max Diaphragm Shear, Direction 1 IShear Wall Length, L=32' Max Diaphragm Shear, v1 = REQAIL == 116.9 plf I 1 nag I Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 13 of 71 www.psengineers.com Tacoma,Washington I Lateral Design Loads(continued) I Seismic, Direction 2 I N h/2 i'' ;/ V I B Seismic Load, Direction 2 I Roof Dead Load, Droof = (15 psf + 8psf)(19.33')(32') = 14.23 kips I Wall Dead Load, Dwali = (51 psf) * [2(17.33' + 30')] * (12o') = 24.14 kips Seismic Force, VEQ2 = Cs(Droof + Dwali) = 7.48 kips I Wall Reaction along line 1 and 2, REQ1 = REQ2 = VEQ1/2 = 3.74 kips* I *Reaction the same in both wall lines because of the flexible diaphragm , I I I I I I I Portland Office I 5319 SW Westgate Drive Suite215 ro ect 14-200 date 11/18/2015 Portland,Oregon 97221 p Tacoma Office designer WWW sheet 14 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I ILateral Design Loads(continued) Area 7 I Area 8 I I Wind, Direction 2 P9 p10 maj I P7 (P$) n Ch1 eo I 0,,,.... . P5 (156) h a 2a I B L Areas A—ITTTT—A P5 P6 p5 Area 6 (p7) (P8) (p7) IWind Load, Direction 2 IPressure 5,p5 = 36.53 psf (See SH. 9) Pressure 6, p6 =29.10 psf (See SH. 9) IPressure 7, p7 =24.92 psf (See SH. 9) Pressure 8, p8 = 19.97 psf (See SH. 9) IArea 5, A5 = 5'(6') = 30f t2 Area 6, A6 = 5'(30' — 12') = 90 ft2 IArea 7,A7 = 9.417'(6') = 56.5 ft2 Area 8, A$ = 9.417'(30' — 12') = 169.5 f t2 1 Wind Force, Vw2 = p5(2A5) + p6(A6) + p7(2A7) + p8(A8) = 11.01 kips IWall Reaction along line 1 and 2, RYV1 = RYV2 = Vt't'212 == 5.51 kips* I *Reaction the same in both wall lines because of the flexible diaphragm Wind Controls in Direction 2 I Max Diaphragm Shear, Direction 1 Shear Wall Length, B =17.33' IMax Diaphragm Shear, v1 = Rw1/L = 318 plf I nsz Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project date 11/18/2015 I Tacoma Office designer JWW sheet 15 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I Lateral Design Loads(continued) I -411111111111111111111.11 I 1 Out-of-Plane Loads Seismic, Out-of-Plane(Sec. 12.11.1 ASCE) I Check out-of-plane load on per foot basis. Design to maximum applied seismic lateral load. Out-of-Plane Seismic Force, F = 0.4SDSIEDW h2) = 108.63 plf I Seismic Wall Anchorage and Diaphragm Forces (Section 12.11.2.1 ASCE) I Anchor Force, Fp(EQanchor) = DS 0.45 kaE I Dw (—h2) I Amplification Factor, ka = 1 + 100 = 1.30 Anchor Force, Fp(EQanchor) = 0.4(0.71)(1.3)(1.5)(51psf) (121 = 141.22p1f n I Min Anchor Force, Fp(EQanchor min) = 0.2kaIEDw (-2) = 99.45 plf Wind, Out-of-Plane I Check out-of-plane load on per foot basis. Design to maximum pressures. Direction 1 pressure, PDir 1 = p1 = 32.51 psf I Direction 2 pressure, PDir 2 = p5 = 36.53 psf Out-of-Plane Wind Force 1, F1 = 32.51psf(1 _) = 162.55 plf Out-of-Plane Wind Force 2, FY1,2 = 36.51psf( -) = 182.55 plf E-Controls I Controlling, Out-of-Plane Load I Force on Walls, Fp = 182.55 plf Force on Anchors and Diaphragms, Fp(anchor) = 182.55 plf I I nss Portland Office 5319 SW Westgate Drive Suite215 ro ect 14-200 date 11/18/2015 Portland,Oregon 97221 P Tacoma Office designer JVVW sheet 16 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington 1 ' Structural Calculations ' Roof Design: ASD Evaluated with ASD Load Combinations (Section 2.4 .1 ASCE) ' 3) D+S 7) 0.6D+0.6W 8) 0.9D+0.7E (per exception 3) Roof Truss Design Roof Truss to be designed by manufacturer. Trusses to be spaced at 24" o.c. Roof Sheathing Design Seismic Load in Direction 2 controls design ' Seismic Load on Diaphragm, Fseismic = 0.7(3.7401bs) = 151 plf ' Wind Loading in Direction 2 controls design Wind Loading on diaphragm, Fwind = 0.6 (x,1533lb = 191 plf ' Reduce Tabulated values by %2 per section 4.2.3 of SPDWS Sheathing Seismic Capacity, vs = 52° > 151 plf OK (Table 4.2A SPDWS) Wind Load Capacity, vi,„ = 2 > 191 plf OK (Table 4.2A SPDWS) 1 1 1 I Portland Office ns 5319 SW Westgate Drive Suite215 ro'ect 14-200 11/18/2015 Portland,Oregon 97221 P 1 date Tacoma Office desi ner WWW sheet 17 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington 9 I Roof Design: ASD(continued) I i • 1 ,. r t I I • /t I b s I . t 1I %. _ '/ —► t 4— • I 2x8 Top Plate and Anchors I Rafter Bearing Plate: 1 Masonry thickness, t = 7.625" Plate width, W,1 = 7.25 in Anchor Diameter, db = 0.625 in Anchor Area. Ab = 0.31 int Anchor Spacing, sa = 24 in Anchor Embedment, b = 6 in I 2b = 12 in <_ sa :.No overlap w/breakout cones Anchor projected breakout area, Apt = (2b)t = 91.5 in2 Rafter Spacing, sr = 2 ft I Anchor Distance from edge, /be = 7.25 in/2 = 3.63 in Bearing Stress of PlateI Force on Plate, Pp/ = [(Dr + Dc + Pmin)LroofBroof]/[2(B + L)] [15psf+8psf+25psf]32r*19.33' = 314 pif I 2(17.33'+30') Ppt*2 = 3.61 psi < fm = 500 psi OK WplI3 I I nsic Portland Office I 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Tacoma Office designer WWW sheet 18 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I IRoof Design: ASD(continued) I Anchor Tension Max Wind Uplift Force, Fr,uplift w = 39.01 psf (see SH. 9) 0.6Fr,uplift w = 23.41 psf FControls I Seismic Uplift Force, Fr,upliftE = 0.2SDs(Dr + Dc) = 3.28 psf O.7Fr,upli.ftE = 2.30 psf I Max Uplift Force, Fr,uplift(max) = 23.41 psf*Broof*Lroof = 2(B+L) 128.6 plf I Resisting Force, Fr,resisting = (Dr+Dc)*Broof*Lroof 2(B+L) = 150.29 plf Tensile Force on Anchor, ba = Fr,uplift(max) — 0.6, Fr,resisting = 38.43 plf Allowable Axial is the lesser of: IBal = 1.25Apt fn = 4,429.7 lbs FControls (MSJC Eq. 2-1) Bae = 0.6Ab fs = 5,952 lbs (MSJC Eq. 2-2) ITensions Force on Anchor, Tanchor = basa = 77 lbs < Bal OK Anchor Shear I Shear Load due to Seismic, Fp(EQanchor) = 141.22 plf O.7Fp(EQanchor) =98.85 plf I Shear Load due to Wind, Fw2 = 182.55 plf 0.6FYV2 =109.53 plf F Controls Shear Force on Anchor, Vanchor = 109.53p1f(2') = 219.1 lbs . IZ' = ZCDC,nCtC9 CCCe9 CdiCtn (NDS 2012 Table 10.3.1) Z = 420 lbs (NDS 2012 Table 11E) I CD = 1.6 (NDS 2012 Table 2.3.2) CM = 1.0 (NDS 2012 section 4.1.4) Cg = 1.0 (NDS 2012 section 10.3.6) ICo = 1.0 (NDS 2012 section 11.5.1) Ceg = 1.0 (NDS 2012 section 11.5.2) I Cdi = 1.0 (NDS 2012 section 11.5.3) Ctn = 1.0 (NDS 2012 section 11.5.4) IZ' = 672 lbs > Vanchor = 219.1 lbs OK I I Portland Offce 5319 SW Westgate Drive Suite21514-200 11/18/2015 Portland Oregon 97221 project date I Tacoma Office designer WWW sheet 19 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I Shear Wall Design: In-Plane Loading,ASD I Shear Wall Type: Special Reinforcing Masonry Wall I In-Plane load distribution, Ri = [41.) (H)31 (H)� (Eq. 3.8.9 MSJC) 4 L +3 L Distribution Results: Wall Line 1 V= 6700 Segment H (ft) L(ft) Ri Vi (lbs) 1 10 16.00 0.35 6,700 No Uplift I F 0.35 6700 Wall Line 2 V= 6700 ' Segment H(ft) L(ft) Ri Vi (lbs) 1 10 1.33 0.00 44 No Uplift I 2 10 2.00 0.00 146 3 10 8.00 0.09 6,510 ': '.,.!....7.1..; 1 0.09 6700 I Wall Line A V= 6700 1 Segment H(ft) L(ft) Ri Vi (lbs) 1 10 4.67 0.02 661 2 10 11.33 0.19 5,607 I 3 10 4.00 0.01 432 No Uplift E 0.22 6700 Wall Line B V= 6700 1 Segment H(ft) L(ft) Ri Vi (lbs) 1 10 7.33 0.07 825 No Uplift 2 10 20.00 0.500 5,875 No Uplift F 0.57 6700 I 1 See Appendix for list of all Shear Wall results I 1 I nsIE Portland Office I 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland Oregon 97221 project date Tacoma Office designer JWW sheet 20 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I 1 Shear Wall Design: In-Plane Loading,ASD(continued) IShear applied at top of wall segment, V23 = 6,510 lbs Segment Length, lSeg = 8 ft Segment Height, H = 10 ft Segment thickness, t = 7.625 in CMU Weight, Dw = 51 psf i Segment Weight,WSeg = DwlsegH = 4,080 lbs Evaluated with ASD Load Combination 0.9D+0.7E (Per ASCE 7-10, 2.4.1 Exception#3) IAxial Load, 'seg = 0.9WSeg + 0.7(-0.2SDsWseg) = 3,267 lbs Shear Load, VSeg = 0.7 V23 = 4,557 lbs I Overturning Moment, Mseg = VsegH — Pseg i 2 = 32,502 lb —ft v, r --...''''\ I I I a.. 1 Overturning I "II • evaluated about end I dbar1 II, ■ ■ ■ t 1 1 In-Plane Shear Wall Schematic I I IPortland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project ,n n n' date I Tacoma Office designer J V V V V sheet Z 1 71 • Peterson Structural Engineers,Inc. 708 Broadway Suite 100A 9 of www.psengineers.com Tacoma,Washington I Shear Wall Design: In-Plane Loading,ASD(continued) I Moment Capacity I Reinforcing Edge Distance, dbar = 4 in Depth to Reinforcing, dseg = lseg — dbar = 92 in I Reinforcing Area, 2As#5 = 0.61 in2 Reinforcing Ratio, Pseg = t2As# *dss = 0.00087 eg I kseg = .J(nPseg)2 + 2nPseg — nPseg = 0.1756 Iseg = 1 — k3g = 0.9415 I Moment Capacity, Mu(seg) = 2As#5Fslsegdseg = 140.89 kip —ft I Mu(seg) > Mseg = 32.502 kip — ft OK Masonry Shear I Reinforcing Spacing, s = 40 in o.c. I Allowable Shear Stress is lesser of Eqn. 2-25, 2-26, 2-27, 2-29, and 2-30 of the Building Building Code Requirements for Masonry Structures for Specially Reinforced Shear I Walls. MseIseg = Vsgdgeg = 0.93 < 1.0 I Fv,max = 3f�m = 116.19 psi (Eq. 2-26 MSJC) Fv,min = 2f7n, = 77.46 psi (Eq. 2-27 MSJC) I 10.93 Fv,int = 1--0.25 (116.19 — 77.46) + 77.46 = 113.61 psi Fv1 = 113.61 psi I Fvm = 4[(4.0 — 1.75rseg) fpm] + 0.25 Peg = 24.09 psi (Eq.2-29 MSJC) . ,— 0.5 (As#sFsdseg\ = 59.42 psi (E MSJC q 2-30 ) Iseg dbars Fv2 = Fvm + Fvs = 83.51 psi E-Controls (Eq. 2-25 MSJC) vseg fv,seg = dseg*2*1.25 = 19.9 psi (conservatively assume only face shell bending) 1 fv,seg < Fv2 OK I nNIE Portland Office I 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Tacoma Office designer WWW sheet 22 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I IShear Wall Design: In-Plane Loading, ASD(continued) I Minimum Bar Reinforcing For Masonry Laid in a running bond, using#5 bars for verticals a(2) #4's for horizontals with a minimum bar spacing of; s = 48 in; o.c. vertical and svert = 40 in; horizontal to I meet reinforcing requirements; Minimum Vertical Reinforcing (1.18.3.2.6c1 MSJC) I 0.00071Seg t = 0.5124 < Ie/45#5 = 0.62 S I Minimum Horizontal Reinforcing (1.18.3.2.6c2 MSJC) 0.00071Seg t = 0.5124 < n 2AS#4 = 1.2 Svert M1K tJn 3 � J-,. tier § IShear Wall Design: Out-of-Plane,ASD IAxial Roof Load: Evaluated on a per foot basis with the wall carrying load from ridge to eave. IRoof Dead, Drop = (Dr+DC)Broof = 222.33 plf Wall Dead, Dtt,op = °2h = 255 plf ISnow Load, Sop = pminBroof = 241.67 plf Eccentricity, eop = 1.31 in I Evaluated with ASD Load Combinations: I6a) D+0.75(0.6W)+0.755 7) 0.6D+0.6W I , Axial Load, Pop = 0.6(Drop + DW0p) + 0.75Sop = 467.65 plf Shear Load, Vop = 0.6F 2 = 109.53 plf Pressure 5, P5 136.53 psf (See SH. 8 Moment, Mop = 0.6(Drop + Dyt,op)eop +) 8°'b5h2 = 305.24 lbft/ft I I II Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 II Portland,Oregon 97221 project date Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 23 of 71 www.psengineers.com Tacoma,Washington I Shear Wall Design: Out-of-Plane,ASD(continued) I Po . I A V op h 1‘11°P I I I I -PI t 4- I _.1.7_ di. I Out-of-Plane Shear Wall Schematic I Moment Capacity Reinforcing Edge Distance, bar,op z d = t = 3.813 in I • z . Reinforcing Area, A5,op = As 5S = 0.093 Inft I AS'°P = 0.00102 pop = t*12 I/cop = ,J(npop)z + 2npop — —nPop 0.1883 j = 1 — = 0.9372 I lb — f t Moment Capacity, Mu(op) = As,opFs1 opdbar,op = 886.24 ft I Mu(op) > Mop OK I I nms Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer WWW sheet 24 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I IShear Wall Design: Out-of-Plane,ASD(continued) IAxial Capacity AFRadius of Gyration, rop = = 2.201 in I n = 54.52 < 99 .% Use Eqn. 2-21 rop (MSJC 2.3.4.2.1) Pa,op = (0.25f'mt -I- 0.65A ,oF) 1 — (_ -_ 2i 140r J (Eqn. 2-21 MSJC) Pa,op = 23,511 plf Pa,op > Pop OK IMasonry Compression due to Flexure Allowable Compression Stress, Fba,op = 0.45 fin = 675 psi (MSJC 2.3.4.2.2) Pop I Compression Stress,fb op = t*dbar ,op*kop*lop + t*12 = 192.34 psi/ft Fba,op > fb,op OK IMoment&Axial Simplified Interaction Check fa,op = Ptp = 5.11 psi I — 6Mop fb,op — = 125.97 psi dz bar,op I Fa,op = fm = 1,500 psi Fb,op = 675 psi I fa,op + fb,op = 0.19 < 1.0 OK Fb,op Fb,op p Masonry Shear Reinforcing Spacing, s = 40 in o.c. IAllowable Shear Stress is lesser of Eqn. 2-25, 2-26, 2-27, 2-29, and 2-30 of the Building Building Code Requirements for Masonry Structures for Specially Reinforced Shear IWalls. Mop ra,op = vopdbar,op = 8.77 > 1.0 ... Use 1.0 I Fv,max = 3-Tri = 116.19 psi (Eq. 2-26 MSJC) Fv,min = 2 fpm = 77.46 psi (Eq. 2-27 MSJC) 1 Fvop,int = 77.46 psi Fv0p1 = 77.46 psi I nsm I Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 25 of 71 www.psengineers.com Tacoma,Washington I Masonry Shear(continued) Finn = 4[[[(4.0 — 1.75ra,op� f',n, + 0.25 pt = 23.06 psi (Eq.2-29 MSJC) Fvs = 0.5 (Aso ) = 5.17 psi (Eq. 2-30 MSJC) I Ft, op2 = Fvm + Fvs = 28.23 psi <—Controls (Eq. 2-25 MSJC) = Vop = shell bending) I fv,op - 1.20 psi (conservatively assume only face g) t fv,op < Fv0p2 OK 1 Lintel Design: CMU Lintel over Door,ASD Lintel Dimensions I Thickness, t = 7.625 in Lintel Height, hiintel = 32 in Opening Height, hopening = 88 in Reinforcing Depth, dlintei = hiintel — 3tin = 29 in I Opening Length, lopening = 40 in Overhang, blintei = 6 in Lintel Length, llintel = lopening + blintei = 43 tin I Loading Lintel Weight, Wlintei = Dwhlintel = 136 plf Roof Weight, Wri = DrBZoof = 145 plf Snow Weight, Ws/ = psBroof = 242 plf I Total Weight, WTI = Wiintel + Wri + Wsi = 523 plf T a — I .ftustel -6 blintel 1,1 t I h INVOMT I 1.1 . .1 Door Lintel Schematic t nsz Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JWW sheet 26 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I Lintel Design: Lintel over Door, ASD(continued) IEvaluated with ASD Load Combo 3) D+S Lintel Reaction, R WTlili.ntel = llntel = 2 937.0 lbs ILintel Moment, Mlintei = WT11tntel8 = 839.4 lb —ft dIntel) Lintel Shear, V WTI(lopening— ' lintel = 2 2 = 555.7 lbs Lintel Capacity IReinforcing Area, Al = 2As#5 = 0.61 in2 1 = 0.0028 pi t*d Irntel Iki = •✓(npi)2 + 2npi — npi = 0.2902 ji = 1 -31 = 0.9032 IMoment Capacity, Mu lintel = A F " d 42 611 lb —f t/ ( ) — i sjI llntel = f t IMu(lintel) > Mlintel OK Lintel Compression due to Flexure 1 Allowable Compression Stress, Fb,i = 0.45fm = 675 psi (MSJC 2.3.4.2.2) Compression Stress,fb,l = 2Mlintel = 11.99 psi tdlintelkt1I IFL,,1 > fb,l OK Lintel Shear I Allowable Shear Stress is lesser of Eqn. 2-25, 2-26, 2-27, 2-29, and 2-30 of the Building Building Code Requirements for Masonry Structures for Specially Reinforced Shear Walls. IMlintel r 0.63 1. llntel — 0 v = <linteldlintel I Fv,max = 3 f'm = 116.19 psi (Eq. 2-26 MSJC) Fv,min = 2 f'm = 77.46 psi (Eq. 2-27 MSJC) 1-0.63 I Fvl,int = 1_0.25(116.19 — 77.46) + 77.46 = 96.57 psi Fv1,1in = 96.57 psi IFvm = 4[(4.0 — 1.75riintel) fim] + 0.25pest = 29.17 psi Fvs = 2 * 0.5 ( As#5Fsdiintei ) = 25.83 psi (Eq. 2-30 MSJC) I Fv2,lin hlinteldlintel*12 = Fvm + Fvs = 55.0 psi <—Controls (Eq. 2-25 MSJC) nffim ' Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington designer JWW sheet 27 of 71 I Lintel Shear(continued) I fv,lintel = dV lintel = 2.51 psi (conservatively assume only face shell bending) lintel*t I fv,lintel < Fv2,lin OK Bearing I Max Bearing Stress, Fbrg = P4 = 375 psi Applied BearingStress, fbrg Ri`ntel = 20.48 psi I pp f g t*b lintel Fbrg > fbrg OK I §g @ ' Iv. t 1.k 6 4.. I Lintel Design: Concrete Lintel over Double Door,LRFD Hoist Crane rail attached at mid-span of lintel. I Lintel Dimensions Thickness, t = 7.625 in I Lintel Height, hlintel2 = 20 in Opening Height, hopeni,ng2 = 100 in Opening Length, lopening2 = 80 in t Crane Properties I Crane Capacity, Ccrane = 2,000 lbs Crane Weight, Wcrane = 150 lbs Crane Rail= 510x25.4 I Crane Rail Length, lcrane = 16' — 0', Lintel Dead Load Reaction I Cane Rail Reaction Rrail 24.4p/2f(151) = 203 lbs = Total Reaction, Rtotai = Rrail + Wcrane = 353 lbs I Crane Load(per section 4.9 of ASCE 7-101 Wheel Load, LLwheel = Rtotal + Ccrane = 2,353 lbs Vertical Impact Load, LLimpact = 1.25LLwheel = 2,942 lbs I Lateral Force, LLlaterai = 0.2LLwheel = 471 lbs Longitudinal Force, LL1ong = 0.1LLwheel = 235 lbs I I Portland Office I 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland Oregon 97221 project date Tacoma Office designer JWW sheet 28 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I Lintel Design: Concrete Lintel over Double Door,LRFD(continued) ILintel Loading Lintel Weight, W 150 C * t*hlfntei.2 = 159 l iintei2 = p f 144 p f I Roof Weight, Wri = DrBroof = 145 plf pf Snow Weight, W51 = PSBroof = 242 plf ICrane Dead Load, DLcrane = Rtotai = 353 lbs Crane Live Load, LLcrane = LLimpact = 2,942 lbs I -a Ovn7.4,7. Checks on SH. 30 - 31 I (6)—#5 BARS 1 1/2" CLLR--- #4 TIES ® 12" o.o. 1-.±—j �' 1 1/2" CLR r 4" 0 - Liu,,,,// /////// (4-0 THREADED RODS 111 -IN HILTI—RE 500—SD EPDXY w/MIN. EMBED OF 5" I // III A III 1'-8° 4" I S10x25.4__/1 4__ ll 4" MIN I • ! I1-. 7 5/8" •-I CRANE BEAM LINTEL SECTION O IN.T.S. I I I Portland Office ff5319 SW Westgate Drive Suile215 Portland Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 29 of 71 www.psengineers.com Tacoma,Washington I I I'= 7 +- 1 f=ti—, :::''.'11,'-'.7.;;',Rn[ NO 20151018AM ,... ifi � a `;a, F �.' 2� z � � J. r..'a I gar Lic.#:KW-06002408 Licensee.PETERSON STRUCTURAL ENGINEERS Description: Beam Cheek Calculations per ACI 318.11,IBC 2012,ASCE 7-10 Load Combination Set ASCE 7-10 M'a ile1 Pro o S fc = 4.0 ksi d PH Values Flexure: 0.90 fr=ft1 7.50 = 474.342 psi Shear: 0.750 tvDensity = 145.0.0 01 = 0.850 2t. UNA Factor - 1.0 Elastic Modulus = 3,172.0 ksi Fy Stirrtps 4.0.0ka _ fy-Main Reber = 60.0 ksi E St raps = 29,000.Oks E-Marx = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 1 IXD5es 80542) 1 1111111111111111 0 1110 A A 7:026' x 28 8 a Spawn Ctos Sect1th& inf#'fig ''. Rectangular Section Widh=7.625 in,Height=20 0 in Span#1 Reinforcing.. 2-#5 at 2.313 infrom Bottom,from 0.0 to 7.0 ft in this span 245 at 10.0 in from Bottom,from OD to 7.0 ft in this span 2-15 at 2313 infrom Top,from 0 0107.0 ft in this span I ;L } ., Service loads entered.Load Factors will be applied for calculations. Point Load D=0.3530, L=2942k @,3.501 UriforrnLoad. D=0.1450, S 0.2420Wft, Tribilary Width=1.0 ft n. . _ Design OK I Maximum Bending Stress Ratio = 0.155:1 Maximum Deflection Section used forthis span Typical Section Max Downward Transient Deflection 0.002 in Ratio= 36710 mu:Applied 10.769k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<30 Mn'Phi.Allowable 69.519k-ft Max Downward Total Deflection 0.003 in Ratio= 27081 Load Combination +1.20D+1.60L+050S+160H Max Upward Total Deflection 0.000in Ratio= 999 I Location of maximum on span 3506ft Span#where maxim=occurs Span#1 Sh tf#p Ertire Beam Span Length Vu<PriVct2, Req'd Vs=Not Reed 11'.4.6.1., use stim4 s spaced at 0,00'in :M440901;tOrteSt.,$ife$WIlartOtifingiOnS';;,, Load Combination bending Stress Results (k-ft), Segment LeerSpan# Loin Sppa n(fl) Mi.Max Phrtvbx Stress Ratio MAXirrrurBENDINGEnvelope I Span#1 1 7.000 10.77 69.52' 0.15 +1 40D+1.60H Span#1 I 7:000 2.11 6952 0.03 +1.203+0.5CLr+1.aL+1.60H Span#1 I 7.000 10.03 6952 0.14 I +1.20D+1.60L+0.505+1.60H Span#1 1 7.000 10.77 6952 0:15 +1,20D+1.60Lr+0.5)L+1:60H Span#1 1 7C00 4.38 6952 0.06 +1.20D+1.6cLNo 53W+1:WH I r--)51E Portland Office I 5319 SW Westgate Drive Suite215 14-200 date 11/18/2015 Portland,Oregon 97221 project Tacoma Office designer JWW sheet 30 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers corn Tacoma,Washington I Ruled 18 NOV 28161818AM , '� Lic.#:KW-06002408 Licensee.PETERSON STRUCTURAL ENGINEERS Description; Beam Chad( Load Combination Lacabon(It) Bending Slneass Results (k-ft) Segment Length Span# in Span Nu tMhai pi-emu Stress Ratio span #1 4 181 69.52 0.03 +1.20D+0.50L+1;605+1.e0H Span#1 1 7.000 6:75 69.52 0.10 +1.23D+1Spa #10S+0.501�1+16DH Span#i 1 711%) 4.18 69.52 4.38 OpS +1 c�l[ D.50Ln0:50L+W+1.60H 7.000 Span#1 1 7.000 69.52 0.06 +1.2)D10 5(L+0:50S+W+t.WH ' Span#1 1 7000 512 69:52 467 6952' . 0.07 +1.20D+0.50L+Q20S+E+1.60H Span#1 1 7.0000.07 @; +0,90O+W+0.93H Span#1 1 7.000 135 69.52 +0.90D+E+0.90H. Span#1 7000 135 69.52 02 0.02 Crane Rail Design, LRFD ICrane Rail checked by applying crane loads at mid-span of rail. Critical Span Length= 16'-0" I Check on SH. 32-33 Crane Rail Anchorage to Lintel,LRFD Anchorage checked by applying crane loads at support. ' Critical Combination= 1.2D+1.6L Downward Shear, Vcrane,down = 1.2Rtotal + 1.6LLimpact = 5,131 lbs Lateral Shear, V Axial Load, crane,iat = 1.6LLlaterat = 754 lbs 1 crane,axia1 = 1.6LL1on9 = 376 lbs ... :< . I I i I I I ' Portland Office 319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland Oregon 97221 project date Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JwW sheet 31 of 71 www.psengineers.com Tacoma,Washington Checks on SH. 34-35 I Pr meed21 AUG 2015,10 33PAIIIT .e 7 ,1040:„4. •.150,30t• 1TP Licensee PETERSON STRUCTURAL ENGINEERS Lic.#.KW-06002408 ' Description: Crane Rai Check Ode e, 1 S7 - -- Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 'Iritltatlon Steel Section Name: S10x25.4 Overall Column Height 16.0 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Yield 36.0 X-X(width)axis: FEY::Elastic:Steel Bending Modulus 29,000.0 kstksi Unbraoed Length for X-X Axis budding=16.0 ft K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: UnbraoedLength for Y-Y Axis budding=16:0 ft,K=1.0 LUedS Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at8.0 ft,1=0.2350 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.02540 Mt Lat.Point Load at 8.0 ft creating Mx-x,D=0.3530,t.=2.942 k Let.Point Load at 8.0 ft creating My-y,L=0.4710 k DEGNMAR' Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.16918 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Top along X-X 0.2355 k Location of maxabove base 7.946 ft Bottom along X-X 0.2355 k At maximum locationvalues are... Top along Y-Y 1.851 k Pu 0.3760 k Bottom along Y-Y 1.851 k 0.9+Pn 41.204 k Maximum SERVICE Load Deflections... Mt" 21.361 k-ft 0.9'Mn-x: 47742 k-ft Along Y-Y 0.1482 in at 8.054ft above base for load combination:+D+L+H Mu-y 2.994 k4t 0.9•Wa-y: 12.485 k-ft Along X-X 0.3594 in at 8.054ft above base for load combination:+D+L+H PASS Max mum Shear Stress Ratio= 0.04182 :1 Load Combination +1.20D+0.50Lr+1.60L+1.60H X-X Slenderness Ratio klJr>200 Location of max.above base 0.0 ft • At maximum location values are... Vu:Appied 2.809 k Vn*PN:Allowable 67.176 k Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base 41/Top f$Base 02 Top f$Base k -0.380 0.380 k+134U k +1:81.4+1 -0.236 0.236 k -1.851 1.851 k 0.235 k +e41141k -0.380 0.380 k k 40+S+f1 k -0.380 0.380 k k +0+0.750Lr+0,750L+H -0.177 0.177 k -1.483 1.483 k 0.176 k +D+0.750L+0.750S+H -0.177 0.177 k -1.483 1.483 k 0.176 k +0+O.60W+H k -0.380 0.380 k k +0'+0.70E+H k -0.380 0.380 k k +D40.750Lr+0.750L+0.450W+H -0.177 0.177 k -1.483 1.483 k 0.176 k +0+0.750L40.750S+0.450W+H -0.177 0.177 k -1.483 1.483 k 0.176 k +040.750L+0.7505+0.5250E+H -0.177 0.177 k -1.483 1.483 k 0.176 k 41.6°1416°1414.6°Hk -0.228 0.228 k k +0.60D40.70E+0.60H k -0.228 0.228 k k D Only k -0.380 0.380 k k Lr Only k k L Only -0.236 0.236 k -1.471 1.471 k 0.235 knSIE Portland Office 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 p t Tacoma Office designer WWW sheet 32 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I ....... „g—.� ._. Pnntstl 21 AUG 2015.1033AM tii1ur Lic #:KW-06002408 f. Licensee:PETERSON STRUCTURAL ENGINEERS Description: Crane Rat Check ' 'Maximum Ractions ., Note:Only non-zero reactions are listed. X-X Axis Reaction Y•Y Ards ReactionAxid Reaction Load Combination Base Top rQ Base Top @ Base S Only k k W Only k k k E Only k k k k H Onlyk k k M-y Loads M-x Loads k c 1 I 8 C o m I I Yi_.___.. oar l_-..... 4.661n yf __. Loads are total entered value.Avows do not reflect absolute direction. I I I I I I I I I I I n5IN Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JVVVV33 sheet of 71 www.psengineers.com Tacoma,Washington I 1:=12ZEI I www.hilti.us Prof is Anchor 2.6.0 Company: Page: 33Project: Specifier: Address: Sub-Project I Pos.No.: Phone I Fax: j Date: 6/21/2015 E-Mail: I Specifier's comments:14200 Crane Rail to Lintel Connection 1 Input dataI .,,T,,.,VT• Anchor type and diameter: HIT-RE 500-SD+HAS B7 6/8 4122011111111111111111111 Effective embedment depth: lyra«=5.000 in.(hem*.-in.) Material: ASTM A 193 Grade 87 Evaluation Service Report ESR-2322 Issued I Valid: 4/112015(4/1/2016 Proof: Design method ACI 318-11/Chem I Stand-off installation: eb=0,000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=16.000 in.x 16.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: S shape(AISC);(L x W x T x FT)=10.000 in.x 4.660 in.x 0.311 in.x 0.491 in. Base material: cracked concrete,4000,fb'=4000 psi;h=7.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition 8,shear:condition B;no supplemental splitting reinforcement present edge reinforcement none or<No.4 bar I Geometry[in.)&Loading[lb,in.ib] Z I V or I IaIl 42 0 Y p. 4, I X I Input data and reaufs mull be checked lar agreemarrtwier the existingconditionssrand for poucisiAy! , PROFIS Anchor(c)2003.2009 Ma AG,FL-9a9a abhaan Nib is a regisl0rod Trademark Of Hits AG.5chaan nsw Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JwW sheet 34 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I . I M11523 I www.hilb.us Profis Anchor 2.6.0 Company: Specifier: Page: 34 Project: Address: Sub-Project I Pos.No.: Phone I Fax: l Date: 8/21/2015 I E-Mail: 2 Proof I Utilization(Governing Cases) Design values[Ib] Utilization I Loading Proof Load Capacity �„I�,[94] Status Tension Bond Strength 376 8261 5/- OK Shear Concrete edge failure in direction x+ 5188 5942 -/88 OK I Loading G Utilization g"[%] Status Combinr.ed tension and shear loads 0.046 0.873 liv 1A 77 OK I 3 Warnings • Please consider all details and hints/wamings given in the detailed report! 1 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 carred 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 1 the permits without any guarantee as to 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. 1 I I I 1 1 Input data and recuts must be checked for agreement with the existing conditions and for pinadfittyl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of HIS AG,Schwan I nsz Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 35 of 71 www.psengineers.com Tacoma,Washington I CMU Wall to Concrete Foundation Connection: In Plane,LRFD I Shear applied at top of wall segment, V23 = 6,510 lbs I Segment Length, /„g = 8 ft Segment Height, H = 10 ft Segment thickness, t = 7.625 in I CMU Weight, Dw = 51 psf Segment Weight, WSeg = DwlSegH = 4,080 lbs Footing Thickness, tfooting = 12" Evaluated with LRFD Load Combo 7.) 0.9D+1.0E Axial Load, -seg1 = 0.9WSeg + (-0.2SosWSeg) = 3,093 lbs I Shear Load, Vsegi = V23 = 6,510 lbs Overturning Moment, Msegl = Vsegl H — Psegs 2 jSe9 = 52,728 lb — ft I Tension on Bar, Tbar Msegi _ 52,728 ib-ft = 6,878 lbs bar — dseg — 7.67r — I V21 I A Mseg I Fsegi h I • 1 I.Tbs, d ‘, Uplift --,m :1 , , lseg evaluated I about end Uplift on Reinforcing I I I nun Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Off ce designer JwW sheet 36 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I 1 CMU Wall to Concrete Foundation Connection: In Plane, LRFD(continued) I Hook Bar Development Tensile Stress of Rebar,fs = Ts#5bar = 22,187 psi As#s I ldh,minl = 8db#s = 5.0 in (ACI 12.5.1) idh,min2 = 6 in F Controls (ACI 12.5.1) We = 1.0 (non-epoxy) 1 2 = 1.0 (normal weight concrete) = o.ozwefs ldhM2 f,� db#s = 4.4 in (ACI 12.5.2) Tbar = 6.878 kips < 0.9AS#sfy = 16.5 kips OK Development Length I y = 1.0 a1 = 2 = 3.8125 in 4- Controls a2 = s = 32 in Ia3 = 9db#s = 5.625" K = 3.8125° 0.13db#sfYY — I ld1 = x fpm = 20.6 in > 12 in (MSJC Eqn. 2-12) Hook Length I12db#s = 7.5 in (A•CI Fig. R12.5) F;�€t ��€ -;.'-'541'4-' i +cit4 ,;,.t,. i'-",1;14".',, p € ^,m, e � sr.k� o- °, �x k r t[tsm{ 16 .s :.. ^�r ... I... +� ��-�s'z.� .,b,:.g. �.-14.:,',.''Y. Y4y k 1"{ �r { �s�ss' '.' I I I I I 1 IPortland Office 5319 SW Westgate Drive Suite215 date 11/18/2015 Portland,Oregon 97221 project 14-200 Tacoma Office designer JWW 37 71 Peterson Structural Engineers,Inc. 708 Broadway Suite t00A 9 Sheet of www.psengineers.com Tacoma,Washington MIIMIMMMMIMIMMIMIMIMIMIMIIMIMIII I Foundation Bearing Capacity: ASD I Building Loading Roof Weight, proof = 14.23 k (see SH. 11) Wall Weight, Dwaii2 = (51 psf) * [2(17.33' + 30') + 24'] * (10') = 60.52 kips Slab Weight, Dsiab = (150 pcf) * (404.89 ft') * (1 ft) = 60.74 kips Foundation Wall, DFW = (150 pcf) * [2(17.33' + 30')] * (10') * (1') = 141.99 kips Foundation Slab, DFS = (150 pcf) * (17.33' * 30' * 1.33') = 103.72 kips kips Total Weight, Dbuiiding = 381.2 I Snow Load, Sroof = 25psf(19.33')(32') = 15.46 kips I Total Seismic, Vs,Totai = 0.195Dbuiiding = 74.334 kips (—Controls I Total Wind Dir 2, Vw,Totai = 15.82 kips Total Shear, Vbuilding = 0•7VS,Totai = 52.03 kips Evaluated with ASD Load Combos I 1) D 3) D+S Axial Compression Force I R1ASo = 381.2 kips ' R3ASD = 396.66 kips (-Controls Soil Bearing Capacity Average Static Bearing, Pa„g = R3a*° 17.33 30, = 762.95 psf I Average Static Bearing Capacity, Pcapacity = 5,000 psf (Per Geotech Report) Factor of Safety, FS = 6.6 OK I ,- t , tt � r .,�t Ike . s' I I I I PortlOffice 5319 and SW Westgate Drive Suite215 ro ect 14-200 date 11/18/2015 Portland,Oregon 97221 P Tacoma Office designer WWW sheet 38 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I Slab Design Slab Designed in enercalc as one-way slab using 1' strip and checking member as a beam ISlab Geometry Thickness, tslab = 12 in I Clear Cover= 2 in Slab span, Lspan = 15' — 6" ISlab Loading(for 12" strip) Dead Load, DLslab = 150 pcf(1'x1') = 150 plf Live Load, LLslab = 125psf(1'trib) = 125 plf II ,Yr t ,E , ` 4 � , ry I (checks on SH. 41) Floor Beam Design Floor beam designed in enercalc for critical beam member IBeam Geometry width, Wbeam = 12 in I height, hbeam = 18 in Clear Cover= 2 in ISlab span, Lspan = 16' — 0" Beam Loading(for 10'-9" strip) From 0'to 11' Dead Load, DLbeami = 150 pcf((1'x1.5') + (1' * 9.75')) = 1688 plf Live Load, LLbeami = 125psf(10.75'trib) = 1344 plf IFrom 11' to 16' Dead Load, DLbeam2 = 150 pcf((1'x1.5') + (1' * 2')) + Sips(10') = 1035 plf ILive Load, LLbeam2 = 125psf(3'trib) = 375 plf I (Checks on SH. 42-43) I I 1 I nscPortland Office 5319 SW Westgate Drive Suite215 Portland Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 39 of 71 www.psengineers.com Tacoma,Washington I I (2)—#6 TOP BARS I 1 2" CLR #4 U STIRRUPS i 1 . 4 a - II . 4 A �7 t 1 1 111 cl • i d 4 Q I • 2„ 6„ • S —#6 BOTTOM SIDE BARS ----1 -- t 2 CLR (3)—#7 BOTTOM BARS 2" CLR I TYPICAL BEAM DETAIL ED 1 N.T.S. NOTE: I SPACE STIRRUPS © 6" o.c. FOR INITIAL 6' FROM ENDS AND WHERE BEAM IS ADJACENT TO OPENINGS. SPACE 12" o.c. EVERYWHERE ELSE I I I I nss Portland Office 1 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JWW sheet 40 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I Prinit 18f P 2015,248PM ::ee t'=With 4 ''�' ''''742 :-"--------7. -----777,r „ �=#1!s e o -4,,A,- t :_' = a t'ltcit119~26,. 15.7(1,5 .,, ,' Lir # KW 06002408 Licensee.PETERSON STRUCTURAL ENGINEERS Description: Slab Design ;COPE'REFE1NCES' Calculations per ACI 318-11,IBC 2012,ASCE 7-10 ---- -- ------- ----- Load Combination Set:ASCE 7-10 Material Properties 1 Pc 1a = 4.0 ksi Phi Values Flexure: 0.90 fr= "7.50 = 474.342 psi Shea: 0.750 W Density = 145.0 P 1 = 0.850 ? LMR Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi r 1 fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E- n Rebar = 29,000.0 ksi Stirrup Ma8a Size*_ # 3 Number of Resisting Legs Per Stirrup= 2 Loaf Conbination ASCE 7-10 , Tw,,M r :„ izw,xarn -• Spana15.506 3 Section e.Rr ixcang;Details Rectangular Section, Width=12.0 in, Height=12.0 in I Span#1 Reinforcing.... 1-#6 E42.375 in from Bottom,from 0.0 to 15.50 ft in tills span 1-#5 at 2.313 from Top,frau 0.0 to 15.50 ft 11tis span Applied L dS Service bads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load:D=0.150, L=0.1250 kffl,Tributary Width=1.0 ft rcivsfc4RY 1 � 0. Maximum Bending Stress Ratio 0.558:1 Maximum Deflection Section used for this span Typical SectionMax Downward Transient Deflection 0.030 in Ratio= 6183 Mu:Applied 11.412 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn"Phi:Allowable 20.422 k-ft Maxim on 0.066 in Ratio= 2810 I Load CombUpward Total Mation +1.20D+0.SOLr+1.60L+1.6DH 0.000 in Ratio= 999 Location of maximum on span 7.7640 Span#where maximum occurs Span#1 'Maximum Forces&*oases for Load Combine; Load Combination Location(ft) Bending Stress Results (k-ft) I Segment length Span* in Span Mu:Max Phi'Mnx Stress Ratio MAXimun BENDING Envelope Span#1 1 15.500 11.41 20.42 0.56 +1.400+1.60H Span#1 1 15.500 6.31 20.42 0.31 +1200 +0.50Lr+1.60L+1.6014 Span#1 1 15.500 11.41 20.42 0.56 +1.200+1.60 L+0.50 S+1.60H Span#1 1 15.500 11.41 20.42 0.56 +1.200+1.60Lr+0.50L.1.60H Span#1 1 15.500 7.28 20.42 0.36 +1.200+1.60Lr.0.50W+1.6014 Span#1 1 15.500 5.41 20.42 0.26 +1.200.0.50L+1.60S+1.6014 Span#1 1 15.500 7.28 20.42 0.36 +1.200+1.503+0.5OW+1.60H ISpan*1 1 15.500 5.41 20.42 026 +120D+O.5OU+0.50L«W+1.6014 Span#1 1 15.500 728 20.42 0.36 +1.20D+0.50L.0.50S+W+1.6014 Span#1 1 15.500 728 20.42 0.36 +120D+0.50L+020S.E+1.60H Span#1 1 15.500 7.28 20.42 0.36 +0.90D+W+0.90H Spat#1 1 15.E 4,05 20.42 020 +0.90D*E40.9011 Span#1 1 15.500 4.05 20.42 020 I tPortland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 708 e o Peterson Structural Engineers,IncOff. 708 Broadway Suite 100A designer JWW sheet 41 of 71 www.psengineers.com Tacoma,Washington . I PrInbd 18 SEP 2015,4 31PM I fete Boam I--5- ''''!'4: 4 ' '' ..."' ''' '-:-. ' * Lic #:KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Floor Beam Design ctot..4 ERENCES , I Calculations per ACI 318-Il,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material P rOPer#0$ Pc = 3.0 ksi (I) Phi Values Flexure: 0.90 ' I fr=ft *7.50 = 410.792 psi Shear: 0.750 NJ Density = 145.0 pcf 0 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 kW z 111 ., E-Stirrups 2 fy-Main Rebar = 60.0 ksi = 9,000.0 ksi Stirrup Bar Size#= # 3 E-Mein Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 I L. 121n - - - - - --- - - - 0(1,03511/0 3751 V V V i I I, 12"w el r h - Span16 0 0 Cross Scion&Reinforcing I Rectangular Section, Width=12.0 in, Height=18.0 in Span#1 Reinforcing.... 347 at 2.438 in from Bottom,from 0.0 to 16.0 ft in this span 246 at 4.438 in from Bottom,from 0.0 to 16.0 ft in this span 246 at 3.125 in from Top,from 0.0 to 16.0 ft in this span 4.10kAd5 '.,, Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=1.689, L=1.344 MIL Extent=0.0-»11.0 ft, Tributary Width=1.0 ft I Uniform Load: D=1.035, L=0.3750 kik Extent=11.0-»16.0 ft, Tributary Width=1.0 ft 1111.1==.11.1 DMaTinPUtt$PPIMABenclini:YStress Ratio = 0.788: 1 Maximum Deflection . Section used for this span Typical Section Max Downward Transient Deflection 0.146 in Ratio= 1312 Mu:Applied 119.473k-ft Max Upward Transient Deflection 0.000 in Ratio: 0<360 I Mn-Phi:Allowable151'818 k-8 Max Downward Total Deflection Max Upward Total Deflection 0.426 in Ratio= 450 Load Combination +1.20D+0.50Lr+1.60L+1.60H 0.000 in Ratio= 999<180 Location of maximum on span 7.577ft Spa i#where maximum occurs Span#1 I SIMr BetweenS*WP0.00 to 31*(1.99 ftliPhiireine licnS <:u,Req'd Vs=0.095 18,usestirrups spaced at 6.000spain at Between 4.02 to 5.86 ft. PhiVd2<Vu<=PNVc, Req'd Vs=Min 11.4.6.1,use stirrups 0;0 7.0001ln Between 5.89 to 9.24 ft, Vu<PhiVd2,Req'd Vs=Not Regd 11,4.6.1,use stirrups spaced 0.000 Between 9.27 to 15.97 ft, PhiVc<Vu, Reg'd Vs=7.984,use stirrups spaced7at .o Forces it Stresses forLoad Combinations LoadMaXCombinationiniBendingStress Results (k-ft) Segment Length Span# 144ain rpann(ft) Mu:Max plirmrix Stress Ratio MAXimum BENDING Envelope Span#1 1 16.000 119.47 151.62 0.79 +1.400+1.60H Span#1 1 16.000 70.05 151.62 0.46 +1.20040.50Lr+1.60L+1.60H Span#1 1 16.000 119.47 151.62 0.79 +1.200+1.60L+0.50S+1.60H I IPortland Office 9 W W stgate Drive 113oIrtlaSnd,Oreegon 97221 Suite215 project 14-200 date 11/18/2015 Tacoma Office 1 JWW 42 71 Peterson Structural Engineers,Inc 708 Broadway Suite 100A designersheet of www psengineers com Tacoma,Washington I -- ... .. Py d 18SEP2015 4:31PM .'LIC,I zi- # KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Floor Beam Design I Load Combination a6on Bending Stress Results (k ft) {ft) __Bending Segment Length Span# Lacin Spwi Mu:Max PhIMra Stress Ratio Span#1 1 16.000 119.47 151.62 0.79 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 16.000 78.61 151.62 0.52 I +120D+1.60Lr+0.50W+1.60H Span#1 +1.20D+0.50L+1.60S+1.60H 1 16.000 60.05 151.62 0.40 Span#1 1 16.000 78.61 151.62 0.52 +1.20D+1.60&+0.50 W+1.60H I Span#1 1 16.000 60.05 151.62 0.40 +1.20D+0 50Lr+0.50L+W+1.60H Sean#1 1 16.000 78.61 151.62 0.52 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 16.000 78.61 151.62 0.52 +120D+0.50L+0.20S+E+1.60H I Span#1 1 16.000 78.61 151.62 0.52 +0.90D+W+0.90H Span#1 1 16.000 45.03 151.62 0.30 +0.90D+E+0.90H Span#1 1 16.000 45.03 151.62 0.30 I I I I I I I I I I I I nsz Portland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 43 of 71 www.psengineers.com Tacoma,Washington 1 Valve Vault Wall Reinforcing Valve Vault Wall Reinforcing designed in enercalc as 1'-0"beam section. Wall reinforcing designed for(2) conditions: (1)Typical Wall Section/fixed-pinned, (2) Stair Wall Section/Fixed- Free. Valve Vault Wall Geometry Wall Thickness, tvv = 12 in Wall Height, Hvv = 10' — 0" Valve Vault Loading (per Geotech Report) ' Soil Weight, y = 53 pcf Seismic Load, EQvv = 15H Surcharge, LLvv = 200 psf Case 1: Typical Wall Section/fixed pinned Checks on SH. 45 Case 2: Stair Wall Section/fixed-free Checks on SH. 46 I 1 1 I 1 r I I Portland Office 5319 SW Westgate Drive Suite215 ro ect 14-200 date 11/18/2015 Portland,Oregon 97221 P Tacoma Office designer JWW sheet 44 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington 1 111 Printed 21 SEP 2015 10.35Atd .1r ,1s. " t''r A � �:d1 }'� ¢( P! .-e Net „Al 'Lic.#. KW-06002408 Licensee :PETERSON STRUCTURAL ENGINEERS Description: Case f(fixed-pinned) Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set ASCE 7-10 MaterlaUPtOpedles ' fc 1 = 3.0 ksi Pt1 Values Flexure 0.90 fr= fc '7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf 13y = 0.880 stM1 odor 1.0 ' Elastc Modulus = 3,122Oksi Fy-Stirrups 40.0ksi fy Main Rebar = 60.0ksi E Stirrups - 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 ' Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 1 I 11111111111111.111 fl I � 12"wx 12"h Ltr isro:on ..-ttostfettid141 H1fcr f Danko ' Rectangular Section, Widh=12.0 in, Herg-ii1=12.0 in Span#1 Reinforcing... 145 at 3.0.in fran Bottom,furl 0.01010.011 in this span 145 at 3.0 in from Top,from 0.0to 1.0.011 in this span A� . Service Loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load` E(S,E)=0 0->0.150, H(S,E�=0.0->0.533 k/It,Extent=0.0-»10 O tt, Trib h=1 O fl Uniform Load: L=0.20 k/ft, Tributary Widh=1.011 • r Design O ' Maximum Bending Stress Ratio = "" 0.642:1 Mabmum Deflection Section used for this span IplCal Sectiorli Max Downward Transient Deflection 0.004 in Ratio= 29651 Mu'Applied -9.653k-ft Max Upward Transient Deflection 0.000 In Ratio_ 0 Mn`Phi:Allowable 15.044k-ft Max Downward Total Deflection 0.008 in Ratio= 15983 ' Load Combination +1';60L+1.03H Max Upward Total Deflection O.000 in Ratio 999 Location of maemumon span 10.WOft Span#where maxi murn occurs Span#1 MaxiOutn,1 ces&'Stte�S'orLtX409,0„0.i$€ ; Load Combination Location(ft) 8endirg Stress Results (k-ft j Segment Length span# in Span _M pty* Stress Ratio MAXimum BENDING Envelope Span#1 1 10.000 9.65 15.04 0,64 +1.WL+i.6DH Span*1 1 10003 -965 15.04 064 +E+1.WH Sparc#1 1 10.003 -6.65 15.04 0.44 ' nszPortland Office 5319 SW Westgate Drive Suite215 r 14-200 11/18/2015 Portland,Oregon 97221 project date <330 Tacoma Office designer 3WW 45 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A 9 sheet of www.psengineers.com Tacoma,Washington 1 I..e .„, ,^:, ,: '. t `%S: i) Pnnte 2 ER2t15� Lic.#.KW-06002408 Licensee :PETERSON STRUCTURAL ENGINEERS Description: Case2(fsad-free) I Calculations per ACI 318-11, IBC 2012 ASCE 7-10 Load Combination Set:ASCE 7-10I fc = 3.0 ksi 4) Ph Values Flexure: 0.90 ft= fct2 '7.50 = 410.792 psi Shear: 0.750 I tp Density - 145.0 pcf R 1 = 0.850 A. LM Factor = 1.0 Elastic Modulus = 3,122.0 i Fy-Stirrups 40.0 ksi r fy-Main Rebar = 60.0 ks E Stirrtaps = 29,000.0k I E-Main Rebar = 29,000.01csi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 I 1251 EiOA 151 Mi0. 3 ' + 0:5 V V V * Il 12'wt 129h I y�++t�e pp Span-10.0 V Ys"� 8t,�, t .: Rectangular Section, Width=12.0in, Height=12.0 in Span#1 Reinforcing.... 145 at 3.0 in from Bottom,from 0.0 to 10,0ft in ths span 246 at 3.0 in from Top,from 0.0to 10.0 ft in this span I —"" Service loads entered.Load Factors will'be applied for calculations. Load for Span"Number 1 Varying Uniform Load: E(S,E)=0.0->0.150, H(S,E)=0.0->0.533 kitt,alert=0.0—»100 ft Tn b WO=1.0ti Uniform Load L=0.20 klft, Tributary Width=1-0 ft bending , :' Deslyn OK Maximum Bending Stress Ratio = 0.916:1 Maximum Deflection Ratio= 2996 Section used for this span Typical Section Max Downward Transient Deflection 0.080 m Mu:Applied 30.133k-1t Max Upward Transient Deflection 0.000 in Ratio= 0<330I Mn'Phi:Allowable 32.892k-ft Max Downward Total Deflection 0,276 in Ratio= 868 Max Upward Total Deflection 0.000 in Ratio= 999 Load Combination +1.601+1,80H Location of maximum on span 10 COOft Span#where maximum occurs Span#1 I rtlt ti Fa I,,st e� .' i ns" toad Combination Location(it) Bending Stress Results (k-ft f Segment Length Span# in Span Mi Max ph'a1' Sttess Ratio MAAirrus18ENDING Envelope Span#1 1 10000 30.13 3289 0.92 +1,WL+18DH Span#1 1 1000) 30.13 3289 0:92 +E+ 60H Span#1 I 10:000 -16,63 3289 0:511 I nssPortland Office 5319 SW Westgate Drive Suite215 project 14-200 dateW 11/18/2015 Portland,Oregon 97221 Tacoma Office designer WWsheet 46 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.corn Tacoma,Washington i Crane Rail Design Crane Rail Geometry ' Max Span= 19' - 6" Crane Capacity =2,000 lbs (assumed) Crane Weight= 150 lbs Crane Rail Loading(per section 4.9 of ASCE 7-10) Dead Load, DLcR = 150 lbs Wheel Load, LLwheel = 150 lbs + 2,000 lbs = 2,150 lbs Vertical Impact Load, LLimpact = 1.25(LLwheel) = 2,688 lbs Lateral Force, LLlateral = 0.2(LLwheel) = 430 lbs Longitudinal Force, LLlong = 0.1(LLwheel) = 215 lbs Crane Rail Intermediate Anchors Intermediate Anchors checked with Hilti Profis software with loading shown below. Critical Combination=1.2D + 1.6L Anchor Loading (15' Beam Tributary length) ) Vertical Loading, Pcrane,V = 1.2(150 lbs + 25.4plf(15')) + 1.6(2,688 lbs) = 4,938 lbs Lateral Loading, Pcrane,Lat = 1.6(430 lbs) = 688 lbs Longitudinal Force, PCrane,Long = 1.6(215 lbs) = 344 lbs 15 ,;:::(.11',..e•( z: r.72';'y WA, Checks on SH. 48 —49 I I 1 1 1 1 nsim ' Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date ' Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 47 of 71 www.psengineers.com Tacoma,Washington I MIZZ;Z:1 www hlIt usProfis Anchor 2.6.1 Company: Page: 48 I Specifier: Project: Address: Sub-Project I Pos.No.: 14-200 Phone I Fax: I Date: 9/21/2015 E-Mail: Specifiers comments:Crane Rail Intermediate Anchors 1 Input data II Anchor type and diameter: HIT-RE 800-SD+HAS B7 W8 Effective embedment depth: ha.aa=10.000 in.(h0,, _-in.) Material: ASTM A 193 Grade B7 Evaluation Service Report ESR-2322 Issued I Valid: 8/1/201514/1/2016 Proof: Design method ACI 318-11/Chem I Stand-off installation: eb=0.000 in.(no standoff);t=0.500 in. Anchor plate: (x x ly x t=4.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h=18.000 in.,Temp.short/long:32/32 W I 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 Geometry pn.]&Loading[lb,in,lb] Z I 1 I 0 4J138 31'6.5 LosG I.z-, .. • do • I Input data and results must be checked for agreement wan the existing conditions and for plaualbi*ty? I PROFIS Anchor(d)2003-2009 HnHi i AG,FL-9494 Schaan t t a registered Trademark of Nib AG,Schaan nsa Portland Office I 5319 SW Westgate Drive Suite215 14-200 date 11/18/2015 Portland,Oregon 97221 project Tacoma Office designer JWW sheet 48 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I M112!EZal www.hit.us Profis Anchor 2.6.1 I Company: Page: 49 Specifier: Project: Address: Sub-Project I Pos.No.: 14-200 Phone I Fax: I Date: 9/21/2015 E-Mail: I2 Proof I Utilization(Governing Cases) Design values Pb] Utilization I Loading Proof Load Capacity 1 (5S1 Status Tension Bond Strength 4938 6445 �7 /- OK Shear Concrete edge failure in direction y+ 769 3471 -/23 OK I Loading �H / Utilization i v['A] Status Combined tension and shear loads 0.766 0.222 5/3 73 OK I 3 Warnings - Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! I4 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 Filth's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly I 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 Hilt'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 I 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 hmit 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 Hiiti 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 Hili Website. Hit will not be liable for consequences,such as the recovery of lost or damaged data or Iprograms,arising from a culpable breach of duty by you. I I I I I Input data and insults must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(e)2003-2009 Hill AG.FL-9494 Selman Hill is a registered Trete of Hill AG,Scheax IIPortland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Peterson Structural Engineers,Inc. Tacoma Office 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington designer WWW sheet 49 of 71 I 1 Wet Well—Top Slab Design Typical Slab d = 18" t = 12" I \ /max = 4' — 0" t WDL = SW = 225plf 'L .1. „ ..:A.= PLL = 16 kips (H20 Load) —14111IIM I 1 F: ,Idgligbikki - ' I N. M,---' I r< 1 (Checks on SH. 51-52) Beam—Case 1 Conservatively check I /beam = 12' — 0" beam as pinned-pinned t = 18" b = 18" and fixed-fixed. WDL = 150pcf [(1.5)2 + 1.5' (2.751+4')1 = 1.097 klf WLL = 25Opsf [1.5' + (2.751+41)] = 1.219 klf I Beam—hea 12 Case 2 P - ' _ " w ! 1 t18" b = 18" �� 1 i_.. i-1 iii r i i i WDL = 1.097 klf iiiiiiMENOMMNIIIIII PLL = 16 kips P Beam—Case 3 w / I/beam = 12' - 0" 1 i l i 3 i 3 i t = 18" b = 18" WDL = 1.097 klf I PLL = 16 kips I � 6'-C"- • 6.-0"--�, � � I� d :� t ,� a°I�t �' , � � � €�aatt` r sr. , Tti (Checks on SH. 53-64) Il Portland Office 1115319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Pro 1 Tacoma Office designer JWWsheet 50 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I ae Pilled:22SEP 2015,11-A0AM I Lic #IKW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: TYP.Slab I Calculations per ACI 318-11 IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 n " =Pr'Opeitiee , fc .12 = 4.0 ksi Ph Values Flexure. 0.90 I fr=fc '7.50 = 474.342 psi Shear: 0.750 W Density 145.0 pcf p 1 0.850 A. L1iM Factor = 1.0 Elastic Modulus = 3,122.0 ks Fy-Stirnps 40.0 ksi r I fy Main Reber = 60.0 ksi E-Blimps = 29,000.0 ksi E-MenRebar = 29,000.0 Its' StlmpBarSize# # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 I �. b) lema-ameiiiiiimet-zeraes so I ir,axae'h A //+�y �ry�y��{.�.yy�� r,.ss SparMAR Cit �et/1 n&ReP11 'Defets' 1 Rectartflular Section Widn=12 0 in, Height=18.0 in Spar#1 Reinforcing 146 0130 in from Bottom,from 00 to 4.0 ft in this span , 146113.0 in from Top,from 0.0 to 4.0 ft in this span 44t0ted‘90Service loads entered.Load Factors will be applied for calculations, I Load for Span Number 1 " Uniform Load D=0.2250 kflt,Tributary Width=1:0 tl Point Load. L=16.0k0)20ft .' 4,r"-" n Design OK Maximum Bending Stress Ratio = 0.597::1 Maximum Deflection I Section used forthis span Typical$ecJon Max Downward Transient Deflection 0.000 in Ratio= O 0 Mu:Applied -19.740k-ft Max Upward Transient Deflection 0.000 in Ratio= 0 D Mn Phi.Allowable 33.078k-ft Max Downward Total Deflection 0.000 in Ratio= 099 Load Combination +1.23D+0.50Lr+160L+1.6C}H Max Upward Total Deflection 0.000 in Ratio= 999 Lccation of maximum on span 0:000ft I Span#wheremaximum occurs Span#1 . ins' ' BB Between 0 00 to 2.00 ft,PhWc<'Vtt Req'd Vs=06884,use stirrups spaced at TWO in Between 200 to 399 ft,Vu<PhVc2, Req'd Vs=Not Reqd 11.4.61, use stint>ps spaced at 0,003 in I Nlf@xif#!um Forto'S'$e sses for toad tobf na oos Load Combination Location(ft) Bending Stress Results (k-ft) Segment Lengh Span* in Span R :Max ph f t Stress Ratio MAA mum BENDING Eruelcpe I Span#i 1 4.00J 19.74 33.08 OM+1 40D+160-1 Span*1 1 4.000 -0.63 33.08 0.02 +1:20D+0.5OLr+I.6DL+1.60 H Span#1 1 4.003 -19.74 3a08 Om I +123D+16IX.+0505+1.60H Span#1 1 4.000 19.79 3308 0.63 +1.ZDD+1.60Lix0.5DL+1.60H Span N 1 1 4.000 6.54 3308 0.40 I IPortland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer Jsheet 51 of 71 www. Tacoma,Washington WW I ,,.41,,i,:,,,,,,,....,:::„.., s}' a y} '� z At' . )02,174.41.(::( 4i ?Mad:22 :*.f;,2015,1 # y L e PETERSON STRUCTURAL¢ENGINEERS I Lic.#.KW-06002408 is nsee: Description 1'P.Slab Load Combination Bending Stress Results (k-ft) ' Location(ft) SagmeritLenglh Span# in Span M Magic Ph•Ntx Stress Ratio +133D+1.60LK1.50W+160H Span#1 1 4000 -0.54 33.08 OJ +1.20D+0 +1.608+1.60H I Span#1 1 4.000 -6.54 "33.08 0.20 +1.200+1.608+0.50W+1.63 H Span#1 1 4.000 -0.54 33.08 0.02 +127D+0:5OLr+0.50L+W+160H Span#1 1 4003 -6.54 33:08 0223 +1 23 D+0,50L+0 508+11y+1601: Span#1 I 4.000 -654 33.08 0.40I *1 2)D+0.50L+0 20S+E+1.63H Span#1 14.05) -6.54 3308' 0,23 +090t)+W+0.90H Span#1 1 4.000 -0.40 33,08 0.01 I . +0.g)D+E+0.9]-1 Sinn#1 1 4.030 -0.40 33.08 0.01 I I I I I I I I I I I rDNE Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer WWW sheet 52 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A Tacoma,Washington www.psengineers.com I I rx , Prtrletl:22 SEP2P16,1053AM f'w 1M �. e °� r °' . "z�.... ?` .,s. si,'Yr \1 " st r,.'',...-, . --.--.'et...,:, Lic.# KW-06002408 Licensee PETERSON STRUCTURAL ENGINEERS DeSCfIption: Beam 1,Case 1,Pimed-Pirned Calculations per ACI 318-11,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 040411. es.:.. v, I frC=Fc1Q'7.50 = 474 3402 ksi Ph Values Flacure: 0.90 Ps Shear: 0.750 4.,Density = 145.0pcf R i = 0.860 X Lt Wt Factor = 1.0 I Elastic Modulus = 3,122.0 ks Fy-Stvrri,ps 40.Oks L fY-Main Rebar = 60.0 ksi E-Shrrlps s 28,000.0 k E-Man Reber = 29,000.0 ksi Stirrup Ba Ste# #° 4 i Number of Resisting Legs Per Slirrt.p= 2 ILoad Combination ASCE 7-10 1.:in ;. ©M OVittl219:1 V I18"wx18rh .p g 0par=12.01. I CiiiS'S eCti+tl lkRehif ttg Ractangular Section Wirth=180 in, Height=180 in Span#1 Reinforcing 3-#7 at 3.0 in from Bottom,from 0.0 to 120 ft in the span 3-#6 at 3.0 in from Top,from 0.0 to 120 ft in this span I '144A. i 10441 Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uviform Load. D=1.187, L=1.219 k41, Tributary Width=1.0 ft ' sRy Design OK I Maximum Bending Stress Ratio = 0.506 Section used forth s span T�lpical t3eletiOn:1 Maximum Deflection Max Downward Transient Deflection 0.021`in Ratio 6917 Mu Applied 58.802k-ft Max Upward Transient Deflection 0.000 in Ratio= 0: p Mn;'Phi;Allowable 116.127k-ft Max Downward Total Deflection 0.043 in Ratio= 3312 Load Combination +1.23D40.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999 I . Location of maximum on span 6 011 fl Span where mammum occurs Span#1 theta *e�ment�. Between 00010 201 ft,PhiVc12<Vu<=PhVc,Reg d Vs=Mn 11.4 6.1, use stirrups spaced at 7,000 in I Between 20310997 ft,Vu<Ptj i2,Req'd Vs=Not Regd 11 46.1, use stirrups spaced at 0003 in Beween999to1198ft,PhiVc/2<Vu<=PhVc Req'dVs=Mn1146.1, use stirrups spaced at 7000 in t JRf .1 G£Stg$tfe3Ses „14.44:4;006-61404,,S. '> Load Combination Locaflonat) Bending, Stress Reales (k-it) I Segment Length Span# in span Mi•Max phemix Stress Ratio MAAmum BENDING Envelope Span#1 I 12003 58.80 116.13 0.51 +1.430+1.60H Span#1 I 12.000 27.64 116.13 024 +1.20D+0.50Lr+1.8L+1.60H I Span#1 1 12000 58.80 116.13 0.51 +I.23D+1.60L+0.505+163H Span#1 I 12000 58.80 116.13 051 +120D+1.60Lr+0.50L+1:6H Span#1 1 12000 34.67 116.13 0:33 I I nnic i Portland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office Peterson Structural Engineers,Inc. 706 Broadway Suite 100A designer JWsheet 53 of 71 www.psengineers.com Tacoma,Washington W ,Pgdetl 225EP 20th 10S3AM r l ;wed. . ;. * .''.R. R.'s ... Lic.# KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS : Description. Beam 1,Case 1,Pinned-Pimed Load CombinationLocation ftp Bending Stress Results (k-tt) Segment Length Span# in Span tJ Ma Ph M'®c Stress Ratio 12)0+1.6OLr+0 50W+1;60H Span#1 1 12 O00 2370 11613 02) +12013+0.50L+1.605+1:03H Span#1 1 1203) 34.67 116.13 0.33 +120D+1.605+0.W W+1.WH Span#1 1 12000 23.70 116.13 0.20 +1,20D+05OLr+0.50L+W+1.60H Span#1 1 12000 34.67 116.13 0.33 +120D+050L+0 50S+W+160H Span#1 1 1200034.67 116.13 0.30 +1.200+0.50L+0 205+E+1.63H Span#1 1 12000 34.67 116.13 0:33 +0 90D+W+0.93H Span#1 1 12000 17.77 116.13 0.15 +0.90D+E+0.90H Span#1 1 12.0)0 17.77 116.13 0.15 1 I 1 1 1 1 I 1 1 Portland Officenss suite215 14-20011/18/2015 5319 SW Westgate Driveproject date Portland,Oregon 97221 Tacoma Officedesigner JWW sheet 54 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I 4 Rhtea 22 SEP 2016 10aAM ' w �`� h �� rr�xfi.:: � �:-. „,,„,:ii *'' e+ze i ,9st �,-i . '; : ,., Viz' ' . 6 . '. . S,•.1.:„--.r a=: .,_,...,„;:-H.,,•..„4,•,... ` 1, f -.1:'' Lic.# KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description. Beam t Case 1,Fixed-Fixed Calculations per PCI 318.11 IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 flf105— I fc 1a = 4.0 ksi 4)Phi Values Flexure: 0.90 i fr=Pc *7.50' = 474.342 psi Shea. 0.750 W Density = 145.0 pcf 131 = 0.850 A. LW Factor = 1.0 j I ElasticModllus = 3,122.0 Its Fy-`Stirrups 40.Oks fy-Main Reber 60.0 ksi E-Stirn)s = 29,000.01is E-Main Rebar = 29,000.0 ksi Stirrup Bar Sae# # d I Number of Resisting Legs PerStirri,p= 2 I ILoad Combination ASCE 7-10 • :in / Di1.o97�uts1$i ..0°- I' 1e'wx 1Th Sp.,=az:oe I co$3`sitt4on tReinfaitintfuetaus Rectangular Section, Widh=18 0 in, Height=18 0 in Span#1 Reinforcing 3-#7 at 30 in from Bottom,from 0.010 12.0 fl in this span 346 at 3,0 in from Top,from 0.0 to 12.0 ft in this span 1.347,- Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Urifomi Load, D 1.087, L=1.219 kill, Tnbtlary Width=1 0 ft 0$04, 1414#,;RYDesign OK II Maximum Bending areas Ratio .. 0437: Maximum Deflection Section used for span Typical Section Max Downward Transient Deflection 0.004 in Ratio= 34593 Mu'Applied 38.201 k-tt Max Upward Transient DeflectionT30 0.000 in Rat10= 0< Mn*Phi Allowable 89.836k-ft g k.g Mex Downward Total Deflection 0.008 in Ratio'=- 18207 Load Combination --1.20D+Ob0Lr+1:ii0t+1.i0H Max Upward Total Deflection 0.000 in Ratio= , 999 I Location of maximum on span 12.000ft Span#where maximum occurs Span#1 , searOf p.Re mA is Between 0.00 to 1,:ft, PhiVc/2<Vu<=Phivc ,Reg d\s=Min 11.4.6 1, Lae stirrups spaced a 7.000 in I Between 190 to1010ft Vu<PhiVc/2, Req'dVs=Not RegdI1d61 use stinupsspaed at 0:000 in Between 10.12 to 1198 ft PhVc/2<Vu<_Phi**,Req'd Vs=Mn 11.4.6 1, use slmlps sowed at 7.000 in 1f X1-Wt., OrC S&ttli Qf04 Load Combination Location(ft) Bending Stress Results (k It) Segment Length Span# in Span M7:Ma< Ph'Mix Stress Ratio I MPXrmum BENDING Envelope Span#1 +1.430+1.60H 1 12E) -3920 89.64 0.44 Span#1 I 12000 -1843 89.64 0.21 +1.20D+0:.50Lri-1:6JL+1.60H I Span#1 1 12000 39.20 89.64 0.44 +120D+1.60L+Q�+1.60H Span#1 1 12.000 3920 89.64 0:44 +1.20D+1.601.r+0:9JL+1.6)H Span#1 I 12.00) -23.11 89.64 0:26 I I I r-)51E Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Tacoma Office I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWw sheet 55 of 71 www.psengineers.com Tacoma,Washington I ;y ��^ ,§„�t °' ''..;;; ;,:*4:44:4 ra PrtaA A ate, sly r,' - ,:+: , T„ '; �y4 a �C .T. 22 3EP201 38 M r aI i Li c.# :KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Descnption• Beam 1,Case 1,Fixed-Fixed Load CombinationLoeahon(ft) Bending StlessResults (lx R)' I Segment Length Sp i# in Span Ma Ma< ph 1uFa Stress Ratio +1 20D+1.60.r+0 WW+1:60H Span#1 1 1200) -15.80 x89:64 0.18 +1230+0.511+1 605+160 H Sew*1 1 12000 23.11 8964. 026 +120D+1.605+0.W W+IW H Span#1 1 12003 -15:80 8964 0.18 +1.2)6+0 50.rv0.50L+W+1.W H Span#1 1 12000 -23.11 89.64 0,26 I 1.2)D+0.511+0.503+W+1:60H Span#1 1 12.000 -23.11 89.64 0.26 +120D+0.50L+020S+E+1.W H Span#1 1 12000 -23.11 89'64 026 +0.906+W+0.9OH Span#1 1 1200)- -11.85 89:64 0.13 +0 90D+E+0.90-1I Span#1 1 12000 -11.85 89.64 0.13 I I I I I I I I I I MN E Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer WWW sheet 56 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I Prtnted•22 SEP 2015,111)5AM I :',....,„' --.:-71',7,.;... ,:'-. ;:''.',. la,c, ' " -''''' ':ii.5.:;:', ,,'„,;.,27 ' ."..„' _,, iiiiiiii iiiiiTii ic,i7 iii, ii,,iiiiiiiiii ii...iii:iii„iiiii,:iii:iii,ii ii, iiiiiii.---iiiiiiiiii-,i i:iiiiittiikeeiiiii-ii iiiii:ii 'A'': ;1`,. '''''''' ,:ir., ''',,,, -1: ,i.,,:• ,., -, ),,,!,i ':,, .ri4.'.'4', , •:4,,,,,,..,,,t4.:,,.,.,i:ity*ii.--„,,,,,,,„ iv,f, Li c.#.KW-0600240Si Licensee:PETERSON STRUCTURAL ENGINEERS Descnption. Beam 1,case 2,Pirined-Pirned I ,-VOarRtt4W—i5VerS ' .. ' ' Calculations per ACI 318-11,IBC 201Z ASCE 7-10 Load Combination Set:ASCE 7-10 MOW,*ProSpertfes 111 ft - = 4.0 ksi fr=ft"-*7.50 = 474.342 psi di Phi Values Flexure. 0.90 Shear: 0.750 tif Density = 145.0 pcf 131 .-- 0.850 X LIM Fadtor = 1.0 I Elastic Morblus = 3,122.0 ksi fy-Main Reber = 60.0 ksi Fy-Stirrtcs 40.0 ksi E-Stirrups = 29,000.01< ,fs rrLy Bar Stze E-Mein Reba. = 29,000.0 ksi - Sti Number of Resisting Legs Per Stirrup= 2 ILoad Comb nation ASCE 7-10 :In Ille) Kle) I i 1 1 ixt.o0) I * . trwel6"h SparP1Z011 I CtostSettitim st,Reinforcing-betels.' Rectangular Section, Wicth=18.0 in, Height=18.0 in Span#1 Reinforcing . 347 at 30 in fnom Bottom,from 00 to 12 Oft in this span 346 at 3.0 in from Top,from 0.0 1012.0 ft in this span I ' ''APOS. COS' . . Load for Span Number 1 Service loads entered.Load Factors will be applied for calculations, Uriform Load- D=1.607 kfft,Tributary VIA dth=1 0 ft Point Load L=180 k @ 30 ft Point Load- L=16.0 k @ 9.0 li I .641:010AUMitStORY.'1 ''' - Maximum Bending Stress Ratio = 0265:1 Maximum Deflection 111111E=011111. Se dion used for this span Typical Section Max Downward Transient Deflection 0.082 in Ratio= 1748 Mu:Applied 100495k-ft Max Upward Transient Deflection 0.000 in Ratio= 0‹330 I Downward Total Deflection Max Upward Total Deflection Load CornbinMatilion*Phi:Al 1°wab le 4-1.20D10.50Lr+1.601L1+61..18327Hk-ft Max Location of maximum m span 601 1ft 0.181 in Ratio= 799 0.000 in Ratio= 999 Spanwhere rnadmum occurs Span#1 I IlleaSitrotPlifitmr,ts,„ „, _, Between 0.00102.99ft,PhiVc<lvti, Heq'd Vs=swi.r2, use mimics spaced at 7.(00 in Between 302 to 898 II,Vu<PhVc2,Req'd Vs=Not Reqd 11.4.6 1, 1138 stirrups spaced at 0 OCO in Between 901 tel198 ft, PhiVc<Vu,Redd Vs=5.793,liSS stirrups speced at 7009 in gaVinti!It'Forci4 A Stresses for LeeCombinations I Load Combination Location(ft) Bending St Segment Length Span# in Span nass Results )k-ft) M :Mw Max p helot( Stress Ratio MAArnum BENDING Envelope Sow#1 1 12000 10050 116 13 0.87 I +1160H Span*1 +1.2)D+0.50LPE1.80L+1.60H Span#1 1 12003 1 1200 100. 3 27.64 116 13 0.24 50 116.13 0.87 +1 20D+160L+0.50S+1 03H span#1 I 12 000 100.50 116 13 0.87 I I I nsw Portland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date11/18/201571 I Peterson Structural Engineers,Inc Tacoma Office 708 Broadway Suite 100A designer JVVVV sheet 57 of www.psengineers.com Tacoma,Washington I Piled 22 SEP 2615 11'05AM I s f, * ti +: .!,: x .. .4.,a 'a rtac .,;s ":' ' '''',re, ,. 7 of 1 ° St t <,+9 a` }.,' Li c.#.KW-06002408 Licensee.PETERSON STRUCTURAL ENGINEERS Description: Beam 1,Case 2,Pimed-Pinned Load CombinationLocation(f1) Bending Stress Results (k-ft) I Segment Length Span# In Span Mi Mao( pti•Mu Stress Ratio +12)0+1 i0Lr+0.5OL+1.EOH Span#1 1 12.003 47 70 116:13 0.41 +1200+1. Lts0.50W+1:60H I Spm#1 1 12:003 23.70 116,13 020 +1.23D+0.50L+160S+1&1H Span#1 1 12000 47.70 116.13 0.41 +1.20D+1.605+0 31W+1WH Span#1 1 12000 23.70 116.13 0.20 +120D+O.50Lr+0.E0L+W+1.61H Span*1 1; 12000 47,70 116.13 0.41 +1.20D+050L+0.50S+W+1.60H Span#1 1 12000 47.70 116.13 0.41 +120D+0.50L+020S+E+1 60H Span#1 1 12000 47.70 116.13 041 +0,90D+W+0.90H1 Span*1 1 12030 17.77 116.13 0.15 +0 93D+E+0.90H Sparc#1 I 12003 17.77 116.13 0.15 I I I I I I I 1 I I I nsic Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JWW sheet 58 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I jos .gym PAt5W:22 SEP 201511107A . i.pK... • ::x. _ {x' .,ass s.,' IP E[ t i .,,s. sI ` Li c.# KW-06002408 Licensee:PETERSON STRUCTURAL ENGINEERS Description: Beam 1,Case 2,Fixed-Fixed Calculations per ACI 318-11,IBC 2012,ASCE 7-10 Load CombinationSet:ASCE 7-10 I fc 12 = 4.0 ksr Ph Values Flexure: 0.90 fr=r'c '7.50 = 474,342 psi Shear: 0.750 tp Density = 145.0 pcf 131 = 0.850 X LIN Factor = 1.0 I Elastic Modulus = 3122:0 ice Fy-StlrrLps 40:0 ksi fy Main Rebar 60.0 ksi E-Stirrups = 29,000.01csi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#- # 4 Number of Resisting Legs Per StirrW= 2 ILoad Combination ASCE 7-10 lain Sr We) ear 1 $p.=130 t I '4o s" ion" dtein nig. Rectangular Section, tNldh=18.0 in, Height=18.0 in Span#1 Reinforcing... 3#7 at 30 in from Bottom,from 0.0 to 120 fl in this span 3-#6 d 3.0 in from Top,from 00 t o 12:0 ft in this span I .4001980 ' Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Urrfnmt Load D=1.087 k/ft, Tributary t vtdh=1.0 ft Point Load: L='16.0k0,30fl Point Load 1-=160k@9.0fl I ifa V `f 1 ` DeOK Maximum Bending Stress'Ratio = 0.819 1 Maximum Deflection Sectionused for this span gal Section Max Downward Transient Deflection 0.009 in Ratio= 16811 Mu:Applied -73.397k-ft Max Upward Transient Deflection 0.000 in Ratio= 04360 I Mn'Phi.Allowable 89.636k-ft Max Downward Total Deflection 0.015 in Ratio= 9863 Load Combination + Max Upward Total Deflection 999 1.20D+050Lr+1.617L+1.601 0.000 in Ratio Location of maximum on seen 12l ft Span#where maximum occurs Span#1 I '.5.8811$ t>ap44 iedtell8 Between000to299ft PhiVc<Vu, Req, 'dvs. 1848 useslim4sspaced at 7000 in Between 302 to898fl.Vu<PNVc/2, Req'dVs-Not Regd114.61, use stirrups spaced at 0.000 in Between 9.01 to 11.98 ft, PhiVc<Vu, RegdVs=7753,use shrnpsspaed at 7.003 in Ma num rOrces&$#fe etr rdl > rtatil tis `' I Load Combination Location(f!) Bending Stress Results (k-tt) Segment Length Span# in Span M-1:Max PhhA-w `Stress'Ratio MA ntim BENDING Envelope Span#1 1 120 -7340 89.64 0.82 +1.403+1601 I Span#1 i 12000 -18.43 89.64 021 +1.20b.-0.50_14-1:)L+f;60H Span#1 1 12000 -73.40 89.64 0.62 +1.203+1.0+0 506+1.601 Span#1 1 12000 73.40 8964 D,82 I I I nNE Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project date 11/18/2015 I Tacoma Office 59 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet www.psengineers.com Tacoma,Washington 1 PAMed 22 SEP 2015,:1:,1)37A!!12• . aa�^�r-, Lrc.# KW-06002408 Licensee.PETERSON STRUCTURAL ENGINEER Descrtpticn' Beam 1„Case 2,Fixed-Fixed Load Combination Bending Strays Results (k-ft) Location(tt1 and max ph tvtix Stress Ratio Segment Length Span# in Span +1.2)D+1.601rv0.5JL+1.6DH Span#1 1 12000 -33.80 89.64 0.38 +1.20D+1:601r+0.50W+1:601 t12000 , Span#1 1 1580 89.64 0.18 +1.20D+0.5fk+1606+160H Span#1 1 12000 -33.80 8964 338 +1.200+1.605+0 SOW+i: H Span#1 1 12007 15.8(1 8964 0.18 +120D+0 50Lr+0.53L+W+160H Span#1 1 12000 -3380 8964 0.36 +1 20 D+0.50 L.+0.508+W+1.60 H Span#1 1 12000 33.80 89.64 0.38 +120D40.51%+0.205+E+1.631-I Spar'*1 1 12000 -33.80 89.64 0.38 +0.930+W+0.93H Span#1 1 12000 -11.85 89.64. 0.13 +0 900+E+0.90H Span#1 1 12.000 -11.85 89.64 0.13 1 1 1 1 1 1 M 5 1 1 Portland Office 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JWW sheet 60 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A Tacoma,Washington www.psengineers.com I Printed.22 SEP 2016,1110AM # . i ;'; Q .......g.:',...'; 6 xs�; ' i-. �a n o`ix " ma.: I ar � _. ; ' w > , a,L Lic.#:RW-06002408 Licensee.PETERSON STRUCTURAL ENGINEERS DeSCnption: Beam 1.Case 3,Pimed-Pimed I . Calculations per ACI 318-11 IBC 2012 ASCE 7-10 Load Combination'Set ASCE 7-10 :'P1' 1 fr 1R = 4.0 psi 4,ph Values Rexure: 0.90 fr=fc "7.50 474.342 psi Shear: 0.750 41 Density = 145.0 pcf 131 = 0.850' 7‘. LtWI Fedor = 1.0 I Elastic Modulus 3,122.0 Ks Fy-Stirrups 40.0 ks fy Main Rebar 60.0 i. E-Stirrps 29,000.0ksi E-Main Rebar = 29,000.0 ksi Sti Bar Size# # 4 Number of Resisting:Legs Per St¢np= 2 1 Load Combination ASCE 7-10 1111.1111111111.01.1 185 I ei I * * ..n1... I ., "C1'o$5; lit 1&r ffo`dit Rectangular Section Widh=180in, Height=180 in Span#1 Reinforcing 3-#7 at 30 in frau Bottum,from 0.0 to 12011 in this span 346 at 3.0 in from Top,from 0.0 to 12.0 ft in this span I i4 Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Unfonn Load. D=1.087 l ft, Tributary Wirth=1.0 ft Point Load: L=18.0 k i),6.0 fl I .'EO, " %1'tT 1 Maximum Bending Stress Ratio = 0 864 1 Maximum Deflection Dr siert OK Section used for this span Typical Section Max Downward Transient Deflection 0.043 in Ratio= 3314 Mu:Applied 100.355k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn`Phi Allowable Mex Downward Total Deflection 116:127k-1t 0.1 16 in Ratio= 1239 I Load Combinatial +1.zOD+0.50U+1.60L+1.�H Max Upward Total'Deflection 0.000 in Ratio= egg Location of matlmum on span 6011 ft Span#where mawmun occurs Span#1 StiearVttfr p.RO itre M Entire Beam Span Length PhtVci2<Vu<=PhfVc Req d Vs Mn 11 46 1, use strives spaced at 7.030 in I 12*MU 1 r ess jIL131 wrta , 14ta1 Load Combination Location(fl) Bending Stress Results (k-ft) Segment Length Span# in Span Mi:Mac ph Mu Stress Ratio I MA)OnumBENDING'Ervelope Span#1 +1 40D+1:60H 1 12000 100.36 116.13 0:86 Span#1 1 121331 2764 116.13 024 +1,20D+0 50J+1 63L+1:13H Span#1 1 12000 100;36 116.13 0.86 I +1.20D+1.6UL+0.505+1.60H Span#1 1 120:0 100.36 116.13 0.86 +1.200+1.6OLr+0.5OL+1.60H Span#1 1 12.000 47.65 116.13 0.41 +1.20D+1.6ilr+0.53W+1.BJH I I I nffis Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 project date Tacoma Office I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 61 of 71 www.psengineers.com Tacoma,Washington I Prtnted 22 SEP 2015 11t0AR4 1 Lic.#.KW-06002408 • • • Licensee.PETERSON STRUCTURAL ENGINEERS DeSOnptiofl: Beam 1,Case 3,Pimed-Pimed' Load Combination Bendiro Stress Results {k-11). I Location ft) Segmen1Length Spm# in Span Mi Max phi= Stress Rollo Span*1 1 12000 23.70 116.13 023 +123D+13.50_+1.608+1 03H Span#1 1 12000 47.65 116.13 0.41 1 +1200+1609+0 S0W+4.03H Span#1 1 12000 23.70 116.13 023 +1.20D+O.50Lre0.50L+W+1.60H Spa/1#1 1 12033 47.65 116.13 0.41 +120D+0.511+050S+W+1,60H Span#1 1 into 47.65 116.13 0.41 +1,23D+0.50L+0 2AS+E+1.60H Span#1 1 12.003 47,65 116.13 9.41 +0,900+W+0.90H Span#1 -I 12003 17.77 116:13 0.15 +0.93D+E+0.90H 1 Span#1 1 12060. 17.77 116 13 0.15 I I I I I I I I I I I nsIE Portland Office I 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer WWW sheet 62 of 71 I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A wew.psengineers.com Tacoma,Washington I , . Flued:22 SEP 2015,1110AM II Li c.#:KW:06602408 Licensee:PETERSON STRUCTURAL ENGINEERS Description' Beam 1,Case 3,Rxed-Frxed ICalculations per ACI 318-11,IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 '''..;Mated*rtOpOttieS ' fc ID = 4.0 Itsi fr=Pc'''`*7.50 = 474.342 psi 4) Phu Values Flexure' 0.90 Shea:. 0.750 tii Density = 145.0 pcf I31 = 0.850 A Mt Facta = 1.0 I Elastic Modulusk = 3,122.0 kai fy-Main Reber = 60.0 ksi Fy-Stinws 40.0 ks E-Stirtics = 29,000.0ksi Stirrup Bar See*= # 4 I E-MjnRebar = 29,000.01a Number of Resisting Legs Per Stirrw= 2 ILoad Combination ASCE 7-10 1111111111.11111111111 .in 15.50 1 n Lel 92 i 4 ly fit tr t IS'.RIV't Et.t.12.0 t I ,..,. titt*tiCtiaii I Rerfforting „ ReCtangder'Section Wirth=1E0 in, Height=19.0 in Span#1 Reinforcing .. 3-#7 at 30 in from Bottom,from 0.0 to 12011 in this span 3-#6 at 3.0 in from Top,from 0.0 to 12,0 ft in this span I - - - - , PPI*1-P4,.,2 Load for Span Number 1 Unform Load. D=1.097 tdft, Tabular),WO=1 0 ft Service loads entered.Load Factors will be applied for calculations. Point Load: L=16.0 k @SO fi I DE .SOysttafilitr_ _ _ __ .Maitimury Bening'Streas Reba'= 0.605:1 Maximum Deflection Section used for this span Typical Section Dt---orpt OK Downward Transient Deflection 0.009 in Ratio= 15817 Mu.Applied -54.197k-ft Max Upward Transient Detection 0.000 in Ratio= 0< 0 Mn'Phi:Allowable 89.636k-ft Max Downward Total Deflection 0.013 in Ratio= 11206 m I Load Combination of mirnum on span Span#where maxirrtum occurs +1 20D-10 53Lr+1.60L+1.60H Location 12 C0011 Spat)*1 Max Upward Total Deflection 0.000 in Ratio= 999 earS.Orqi—.00111$',' I EntireBeam Span Length.PhiVc/2‹Vu<.-,'PhiVc,Recrd Vs Mn= 11.46.1, we stirruPs' spaCed at 7,030 in .,',„,..... .., „ . , ,, laiNC'init11'' Fc $1$teiet4or Load - - ' Load Combination bending Stress Results (k-ft) Location(ft) Segment Length Span# in Span ma:Ma< p 'M-ix Stress Ratio I MAAmurn BENDING Envelope Span#1 +1 40D+1 60H 1 12.01 -54.20 8964 0.00 Span#1 1 12003 -18.43 8964 0.21 +1.4D+0.501_14-1.60L+1.60H Span#1 1 12003 -54.20 8964 0.60 I +1.33D+1.60L+0.506+1.60H Span#1 1 +1.20D+1.611r+0.50L+1.E0H 12.00) -54.20 89.64 DOD Span#1 1 12000 -27.80 89.64 0.31 .•Mr,.If,11...r...11,1111,CV1111 I I I nsw Portland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 I Peterson Structural Engineers,Inc. www.psengineers.com Tacoma Office 708 Broadway Suite 100A Tacoma,Washington designer JVVVV sheet 63 of 71 I Pnbed 22 SEP2015 1116AM TM' ,..;l7.0. ;. .. a "m NY t`l' ter ,,. ,t1�� Lic.# KW"�-0600248 �. . 77' w : '2Licensee PETERSON STRUCTURAL ENGINEERS Description: Beam 1,Case3,Fixed-Fixed Load Combination Localtont(t)' Bending Stress Results (k-fl)' Segment LengthSpan# in Span Pfi't toc Stress Ratio Span#1 4 12000 -15.80 8964 0.18 +12)0+0501+1:805+1.60H Span#1 1 12000 2780 89.64 0.31 1 +120 D+1.60 5+0.50 W+1:6 0 H Span#1 1 12000 -15.80 89:64 0.18 +1.20D+0.5(kr+0.50L+W+1.60F1 Span#1 I 12030 -27.80 89.64 0.31 120D+1150L+0 505+W+1.60H Span#1 1 12033 -27.80 8964 031 +1200+0.5(1+0.205+E+1.60H I Sparc#1 1 12003 27.80 89.64 0.31 +0..93D+W+0.93K Span#1 1 12000 1185 89.64 0.13 +0,90a+E+0.90H 1 Span#1 1 12000 11.85 89.64 0.13 I I I I I I I I I I I Portland Office I 5319 SW Westgate Drive Suite215 ro ect 14-200 date 11/18/2015 Po Hand,Oregon 97221 p Tacoma Office designer WWW sheet 64 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A Tacoma,Washington www.psengineers.com I Splash Block Conservatively apply a 5 kip load at the center span of the beam(distribute over 3' length). Splash IBlock designed in enercalc. n tsplash = 8 ' hspiash = 48n /splash = 12' _ Or. ' Splash Block Loading s kips = 1.667 kl wLLsplash = 31 f ' 4 WDL,spiash SW = 15O pCf(41844 J = 400 plf (Checks on SH. 68-69) Splash Block Connection ' Connection Loading = 400plf(12') = DLsplash z 2,400 lbs 5 kips = LLsplash = 2 2.5 kips ' Load Combination= 1.2D + 1.6L Vertical Loading = 1.2DLsplash = 2,880 lbs Horizontal Load = 1.6LLsplash = 4,000 lbs IStrong Axis Moment= [1.2(400 pZ)](12')2 = 5,760 lb —ft = 69,120 lb — in Weak Axis Moment= [1.6(s,000 lbs)](12') = 12,000 lb —ft = 144,000 lb — in (Check on SH. 70-71) I n t t Portland Office 5319 SW Westgate Drive Suite215 Portland,Oregon 97221 project 14-200 date 11/18/2015 I Tacoma Office JWW sheet 65 of 71 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer www.psengineers.com Tacoma,Washington I 8.n ►_. 1 a t -• - ' g— 2" CLR. . I B . , I 1 4'-0" _— #3 STIRRUP 016" o.c. I I t - 111-11111--"------ �`� (8) #5 BARS I WET WELL SPLASH BLOCK _ I • N.T.S. I I I nsmPortland Office 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JWW sheet 66 of 71 1 Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I I 1 I I 1•-1'--1 2•-6'MIN.SPLICE - PRE--CAST CONCRETE 4 d YGLL #3 STRRUP 016•ac. 2'CLR. I {a)/8x3• (WO IN ' - - 4 I HI EPDXY, 9 AMM.EMBED 10' 40 t•1YP.) d � da d Qp A . • 1 d 4 • d d a •-o' d d 4 V LI • • d - d 4 Q `1 I f d I d < 2•d R (8),0 BARS EVENLY • 9+x ED W/NIL11 NY-2000 ' EPDXY.MIN. EMBED=10' _.___\\ Cm) SPLASH BLOCK TO WALL DETAIL 0 N.T.S. I I I I ns Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project date 11/18/2015 Tacoma Office I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 67 of 71 www.psengineers.com Tacoma,Washington I Piinted'22 SEP 2016,227PM -7-'''''''' '1'''.'''... '''''.6'.' '''I'" l'::";'• .:;.:-:; ' ka,,,,'"'v 1-17:' 71 .'it ''''''7' '-'4r '4',i1,.',. ''1 ';',.';'1. '135'' 'vf!e%::2":1:l1l:" ';',*:"Il':-.:14: I''''''. . ,.. 4:'''''''''":". ':; 1:l.1::-'#- <; 0024''.08, .:-..' ..:+4. ' 7'. "41 L ic enSee.Fs ETERSCY, STRUCTURAL ENGINEERS I Description I -None- '004. i‘ /i:Ott .. ...., . „. . Calculations per ACI 318-11,1802012,ASCE 7-10 II Load Combination Set:ASCE 7-10 *01i441AVVOW40 fc 112 = 4-0 ksi 4) Pri Values Flexure. 0.90 fr=ft *7.50 = 474.342 psi Shear 0.760 I . 1.11 Density = 145.0 pcf P1 = 0.850 2 LtiNt Factor = 1.0 Elastic Moctilus = 3,122.0 ke Fy-Stirrups 40.0kw , E-StirrLps = 29,000.0kw ' I fy-Main Reber = 6"ksi Stirrip BEr Size#= # 3 E-MainReber = 29,000.01tsi Number of Resisting Legs Per Stirrup= 2 4: Load Combination ASCE 7-10 I } 111 SST I * 48^,44413..h .. I spen442.ott Ct 0i44401604*i0,.. **as . 111 Rectangular Section, widh=4801n, Height=tau in Spai#1 Reinforcing... 4-16 et 2 313 in fromTop,frail()0 to 125D ft in this span 4-#5 at 2313 in from Bottom,from 0 0 to 12 50 ft in ibis span Service loads entered.Load Factors will be applied for calculations. Beam self weight.CalCUlated and added to loads I Load for Span Number 1 Uniform Load: L=1.667 kit,Extend=450->>7S it,Tribday Width=1.0 ft ..., P :gV. ;Stinkt*,.., grz..!, ,.:.., .:;. ,,.,, :,,,.. Design OK Section used for this span Typical Section Max Downward Transient Deflection 0.011 in Ratio= 12531 1 Maximum Bending Stress Ratio = 0.438:1 Maximum Deflection Mu:Applied -17.320k-ft Max Upward Transient Deflection 0.000 in Ratio= 00 Mn Phi:Allowable0.017 in Ratio= 8405 39.652k-ft Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio= 999 Load Combination +1.23D40 alLr+1 60L+1.60H Location cf TilaiMUM on span 0.0:Oft I I Span#where rna>cmisn occurs Span#1 1 1 .01 #00:,111 ...I.'. .j ,.., Ertire Bearnspan Lawn.Vuc Priv= ReqtIVs Not= Herd 11.4.6,1, use stirrms acedat 0033 in *1 alin:UMit0-10***te*S:**44011t6110**5. — '. I Load combination Benocding Stress Results (k-ft) Lation(tit . Segment Length span# in span MA l MEit< pt-rmu Stress RECO MaArnum BENDI NG Envelope I Span#1 1 12000 -17.32 3955 0.44 +1.4)0+160K Span#1 1 12003 -650 39 55 0.16 +120D+0.50Lr+1.01+1.60H Span#I 1 120:0 -17.32 39.55 -0.44 I+1231)+1 60L+0 50S+1.63H Span#1 1 12003 -17.32 39 55 0.44 +120D+1.601_14-0.50L+1 601-1 Span#1 1 12.030 -924 39.55 0.23 +1.200+1.60Lri-0.50W+1.60H I I ns Portland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project Tacoma Office designer JWW date 11/18/2015 I 68 of 71 I sheet Peterson Structural Engineers,Inc. 708 Broadway Suite 100A www.psengineers.com Tacoma,Washington I 2 WPM I .. ... ., h Poled 22 SEP,,, •'-'A' Yp Lic #:KW-05002408 Licensee PETERSON STRUCTURAL ENGINEERS Description: -None- I LoadComdnaion' LacatontR} Bending Sims Results 1k-ft} Segment Leigh Span# in Span 10-1-Max Ph lvru Stress Ratio Span#1 1 12000 -5.57 39.55 0.14 +1200+0:50L+1.605+1.60H Span#1 1 12000 -924 3955 0.23 I +123D+1. +0.50W+1.60H Span#1 I 12000 -5.57 39.55 0.14 +120D+0.50Lrr0:50L+W+1:60H Span#1 1 12000 -9.24 39.55 0.23 +1.20D+0.50L+050S+W+1:60H I Span#1 1 12000 -924 3955 0.23 +i20D+0.50L+0.205+E+1.80H Span#i +0.90D+W+0.93H 1 12000 -924 39.55 0.23 Span#1 1 12000 -4.18 39.55 0.11 +090D+E+0.90H I Span#1 I 12.000 -4.18 3955 0.11 I I I I I I I I 1 I I I ns Portland Office 5319 SW Westgate Drive Suite215 14-200 11/18/2015 Portland,Oregon 97221 Tacoma Office project date I Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer JWW sheet 69 of 71 www.psengineers.com Tacoma,Washington I a:MS:al I www.hilti.us Profis Anchor 2.6.1 Company: Peterson Structural Engineers Page: 1 Specifier: JWW Project: I Address: 5319 SW Westgate Drive,Suite 215 Sub-Project I Pos.No.: 14-200 Phone I Fax: (503)292-1635 I(503)292-9848 Date: 9/22/2015 E-Mail: Specifiees comments:Splash Block to Wall 1 1 Input data Flri rr Anchor type and diameter: HIT-HY 200+Rebar A 616©r.60 65 I Effective embedment depth: he,ea=10.000 in.(hef,I;,„,t=-in.) Material: ASTM A 615 GR.80 Evaluation Service Report: ESR-3187 I Issued I Valid: 7/1/2015 j 3/1/2016 Proof: Design method ACI 318-11/Chem Stand-off installation: e,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: 1,4x Iy x t=48.000 in.x 8.000 in.x 0.250 in.;(Recommended plate thickness:not calculated 1 Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h=13.000 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 Geometry pn.]&Loading j)b,in.lb] 1 Z of I Mr i Irili, ,.,,r,' ',, " , 1 \ ., 1 i I 1 Input data and insults must be Cl»dced for e9reamant with the ezhting conditions and forpteustbiityt PROFIS Matter Treks 2003-2009 Hi16 AG,FL-9494 Schwan HItS is a repie�tad Trademark of Hilo AG,Schoen I Portland Office 111 5319 SW Westgate Drive Suite215 project 14-200 date 11/18/2015 Portland,Oregon 97221 Tacoma Office designer JWW sheet 70 of 71 I Peterson StructuralEngineers,Inc. roadway Suite 100A www.psengineers.com Taco708Bma,Washington I I =1 www.hiltf.us Profis Anchor 2.6.1 Company: Peterson Structural Engineers Page: 2 I Specifier: JWIN Project: Address: 5319 SW Westgate Drive,Suite 215 Sub Project I Pos.No.: 14-200 Phone I Fax (503)292-1635 I(503)292-9846 Date: 9/22/2015 E-Mail: I 2 Proof I Utilization(Governing Cases) Design values pb] Utilization Loading Proof Load Capacity 6H/Pv L'A] Status I Tension Shear Concrete Breakout Strength 28465 53514 54/- OK Concrete edge failure in direction x+ 4386 37899 112 OK Loading Combined tension and shear loads 0.532 0.116 � Utilization p"'v r�] Status I 3 Warnings I • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks;Your Cooperation Duties I • 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 Hill'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. I 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. I • 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 Hili 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. I I I I I I Input data and results must be checked fw agreement with the existing conditions and for plausibikty! PROFIS Anchor(c)2003-2009 Hili AG.FL-9494 Schein HIS is a registered Trademark of Hilo AG,Schoen I IPortland Office 5319 SW Westgate Drive Suite215 14-200 Portland,Oregon 97221 project dateI 11/18/2015 Tacoma Office Peterson Structural Engineers,Inc. 708 Broadway Suite 100A designer WWsheet 71 of 71 www.psengineers.com Tacoma,Washington W i3up.ZQ/Cr -- C�Ovo! 1 i 711 eh-vcia44� s7` 1 �ROAD �-�"� • SW SCHOIISFERR�— ----- ----- �� ,,. 1 AIC �"� kENC TOUR PONE j \ CURB&GUM I i IE••tr307c.h8i4e __, �►� l►\ i 325 ; � ®sem —® /5 FM2 (123) 2C� 00 21 + - FIS •ate .a®®om®sem �o g 32 O` — —I !- — J I I O B-7 1r rim I I _I ® r F \ — — �.. FORCE MAIN = _ _ I .v �'� ASPHALTIC-CONCRETE PAVEMENT i -,, ,�o - I I I -i - - - - - �----- (SHADED AREA) I – 1 s - - - -) L - - - -J L — — — -_I L- - - - J I- — — — J IITi — FORCE MAIN I I- - - r - -I PROPOSED SUBDIVISION L — I I I PROPOSED SUBDIVISION 300 I I I N L _ I I I I II I L _ J L - - - J I- - - - -J �� 29,5 --_ - ------FUTURE STREET - --------- BORING MADE BY GRI (DECEMBER 19,2014) (10.5) DEPTH TO TOP OF ROCK(FT) SITE PLAN FROM FILE BY MURRAY,SMITH&ASSOCIATES,INC. tNorth 0 60 120 FT I 1 G R II MURRAY,SMITH&ASSOCIATES,INC. RIVER TERRACE PUMP STATION AND FORCE MAIN SITE PLAN • (FORCE MAIN-NORTH SIDE) ' SEP.2015 JOB NO.5666 FIG.4 I ---.-\ I I FUTURE STREET - -- - 0 275 • g .--- N----- 9, 6 - - - - 7 - - - - 7 r - — — j r - - - i r - - - i - - - - i 1- - - - 1 r _ i- I I I I i I I I I I I I I I I , I II II II II it II I I I Li I II II II 11 II • I � 2jo FORCE MAIN IBJ I I I i i i i i i i i // _ I I I I I I I PROPOSED SUBDIVISION I I / I I I I I I // / ; ' I II II II • II II / _ — — i L _ _ _ J L _ _ J L _ _ _ J LJ I I I / / C L _ I / 65 ` / 2 / --.. / 4. FUTURE STREET W H i . I --- c �yf i f- \ I �- I I X260- I I I I I I I I I I / \----. BORING MADE BY GRI I 1 / / (DECEMBER 19,2014) II I � II II I1 / / f 2 SITE PLAN FROM FILE BY MURRAY,SMITH&ASSOCIATES,INC. - - - - - - - - - � - - - � � _ I ii / /' - JL / / / / - ---/ / // / North 0 50 100 FT .�- - I I I I I I I /— , ,. <\ I I / 11 I I / / N Y 50 L _ _ J I II I1 / / / �� \ RIVUERRTEYRACEPUMPSOTATIONSANDFORCEMAIN ss I L _ _ J \ N G R 1 / / \\ _ J // // /> SITE PLAN (FORCE MAIN-WESTS DE) /1 v / SEP.2015 JOB NO.5666 FIG.3 /I . S I B-4 I - i FORCE MAIN H S • • • � � ' i 240 l FRENCH DRAIN e u'' Willi (ELEVATION 220 FT f) �� -- BYPASS MANHOLE , 11121111M ELECTRICAL TRANSFORMER I �� `�®� I M ' '® �� 0� ISD Fii��x.•11� I _ - ILik Yl ® ICS ! --- - �� h%� �� I - i 1., r ,I t / FORCE MAIN- �` I I I WET WELL \ --\ ', .. \Ilimmii/I'mor; . -,L r h, 23s 4iI / i , ' a o o . i , ,t,. \ ' -,-; ,.. m , \ , fi ,,, - , _ PHASE! ) % ' \ , t 1 i rl i>> 372-17--f-.7-F,_--,NooFUTURE WET WELL Y (23.5)5?B-3 AND VALVE VAULT ; HAS II) -1- - I (AREA 1-GROUND IMPROVEMENT) z Sri i I I ' ', 4,: LL___1_,_N N \ �' "•-11 '1 CONTROL BUILDING": o • _ �, I • (>>; AND VALVE VAULT ; z 2zs * —. ` � N - --A \ B-2 —— i:s_._ ____,.__ — ._230 —_.__� (AREA 2-GROUND IMPROVEMENT) FRENCH DRAIN I BORING MADE BY GRI / (DECEMBER 17-19,2014) M / (10.5) DEPTH TO TOP OF ROCK(FT) i . i / I7s �_ _ SITE PLAN FROM FILE BY MURRAY,SMITH&ASSOCIATES,INC. - - I ' / 7i.Ninl.....--illIll. 1 - sr� I ®� — — \— North / , -- — — — ANKMEN — \ p - CANNED EMB T j '° FILL(2H:1V) 210 0 40 FT / / - _ 20 1 FRENCH DRAIN OUTLET (ELEVATION 219 FT±) - % I / / - 2is ___\ ' I MO MURRAY,SMITH&ASSOCIATES,INC. / RIVER TERRACE PUMP STATION AND FORCE MAIN i . ' , SITE PLAN I —/ — — --r----°------ . (PUMP STATION) SEP.2015 JOB NO.5666 FIG.2 1 I 250 CR, OPEN-GRADED 250 AGGREGATE, SEE NOTES: DETAILS SHT C-12 w w I. 18 INCHES OF SELECT FILL WITH SOIL AMENDMENT, I z CONTROL BLDG oCR, OPEN-GRADED TOPSOIL SEE SPECIFICATION SECTIONS 02480 AND 02485. EMERGENCY —W -18" 245 245 —;IS" TOPSOIL R — GENERATOR AGGREGATE, SEE li PREPARED PER — 2. SEE DETAIL 5, SHEET C-I1 FOR TYPICAL ASPHALT PREPARED PER DETAILS SHT C-12 SECTION 02485 CONCRETE SECTION. (SECTION 02485 11111 ME� i 3. SEE DETAIL 5, SHEET C-12 FOR GRAVEL PARKING 240 ��—_�®e �� 240 AREA DETAIL. r ;;________________________________________________________________________________ 4. STONE EMBANKMENT FILL, SEE SPECIFICATION SECTION 02200. MAXIMUM SIZE OF STONE EMBANKMENT ' SHALL BE 3 INCHES. I 235235 ' r ° 5. SEE NOTE 2, SHEET C-3. ir``i�°`r� STONE EMBANKMENT F 1 LL Tppn. i/--• �,�\\W°°, „ SEE NOTE 4 6. SEE NOTE 21, SHEET G-2 REGARDING WORK LIMITS • , OF CONTRACTS: I 230 - I .4! ✓;:'-::-. :e.:••'.. I - 230 7. SANITARY SEWER PIPES NOT SHOW FOR CLARITY, SEE �- '_ 225PROFILE ON SHEET C-W. 225 � A '�v.-;m -. --- • EXIST GRMIN 6" OF 3 -0" CR 220 prierAtie-, ®��"10 OVER I8'" OF Ir-0 CR 220 0 AGGREGATE PIER FDN SYSTEM I w1W4 SECTION 02255 BY CONTRACTOR, SEE SPEC 215 N 215 0+10 0+20 0+30 0+40 0+'0 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 I+40 1+50 1+60 0 I , SECTIONlib SCALE: I"=10' HOR 12. 1"=5' VERT cc m WORK LIMITS OF (WORK LIMITS OF 245 CR, OPEN-GRADED airimmum CONTRACT W/ CWS CONTRACT W/ POLYGON 245 AGGREGATE, SEE �� CONC 5/W ,r, DETAILS SHT C-I2 cwi I, CONTROL BLDG FIN GR w co 18" TOPSOIL 240 11 .. 240 ' PREPARED PER , dill 'J'� — - N SECTION 02485 ��. �L "` �b' f�rin * I r`�j,Qj' 4 i` a �a a♦ u I 4`:'�'o _ --- 235 I T 235 r�Q"i ��.'��°�� APPROX i NTER I M U \`,�`,,,1 VALVE VAULT GRADING PLAN, BY I I .' ( OTHERS, AT START 230 230 ... - _AI OF WORK 1 STONE EMBANKMENT r%�``o° MIN 6" OF 3'4 0 CR 1 o EXCAVATE BENCHES MIN F 1 LL, SEE NOTE 4 r i it°`�a a 8-FT WIDTH INTO FIRM `,`°��; OVER 48" OF IJP Q CR <{ �`. - ' I I UNDISTURBED SOIL PRIOR ,:,r _ - TO PLACEMENT OF 225 I %t�' EXIST GR 225 co t EMBANKMENT FILL ,��!°�.,` 1 u I PROVIDE 8—FT WIDE Irlik: L WET WELL d 1 BENCHES ON EXIST GR I - �r•;rr:. i I PRIOR TO PLACING \`,,\`,� , �_ ��`� �� I m i EMBANKMENT STONE FILL 220 ,,,'°� � ; . PER GEOTECHNICAL 220 i US a,\,��r,°` ` " ��'��`%% F° l REPORT a ��` /� , GGREGATE PIER 8" SSD j ��` AGGREGATE PIER �� , FDN SYSTEM BY I _ m 215 SLOPE STABILITY . rr CONTRACTOR, SEE -t 215 NIP SYSTEM BY le SPEC SECTIONSHOR TIGHT G HSYSTEM BY N ONTRACTOR, SEE 02255 / CONTRACTOR, TYP L 210 `, 02255SPEC SECTION ` ,.41 •00 210 V V� `` `,7�� d l a OF ale- CR OVER i �EL __1l� A� I 18" OF lJ�"-0" CR co 205 205 -0+10 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 I+10 1+20 1+30 1+40 1+50 I E SECTION111111 SCALE: f"=10' HOR I Z, 1"=5 VERT w j SHEET NOTICE AMB S' arxt , — IS p ui1WVLlNNnI i114s i < 0 I DESIGNED `�Cyt 14 ) DaK "'01 -_ ° =a.g_ MumC1eanWateN Services GRADING SECTIONS C-4 amers W ! = Z �_, Our commitment is clear. ICL IF u IS BAR E01"1" AS S" " ,. ,: __ ,t,..- �� 121 S.►Salman,Suite 999 "10iK 503-2Z5-9010 RIVER TERRACE NORTH PUMP STATION Q THEN TOSCALE CDRAINING is CHECKED ''x ��+ .:"="_ Portland, n 97204 FAX 503-225-903 n Q 12/ATE AMB ADDENDUM NO. I NOT TO sca E 'y 1a- AND FORCE MAIN PROJECT NO.8631 21 of 89 N0. DATE BY REVISION RENEWS 12-31-T5 PROJECT NO.: 14-161 L.20? SCALE: AS SHAWN'DATE DECEMBER 2015 SURVEY CONTROL POINTS NO DESCRIPTION NORTHING EASTING ELEVATION III I ! 3F _-}_ / a-.n--«.-_._..--_.._«=.._a._._.�a=a -= ..�.__«_a--.o--__u._.. «�» ;DMH a--.---._._-- _,,-..-- :7,_„.: .� PT -------___-___ I CTR OF WET WELL N648931.76 £7597912.02 239.17 /___: %' �-- 2 CTR OF BYPASS MH N648951.76 £7597912.54 239.30 °/I• -Y-"-"-" -a-°-- �• 3 NE BLDG CP N648913.36 £7597924.45 239.17 �,, J 4 SW BLDG CP N64-8896.40 E7597693.20 239.17 WORK LIMITS OF )) N.s / 3P�I i y/ - - '�3 \t 5 AREA DRAIN N648919.00 E7597934.72 238.75 CONTRACT W/ / /� �F ` 9 6 NE GEN PAD CP N6489I4.62 £7597943.63 239.10 I POLYGON a 4\ Lo a ° '��I111110, m ia a `Arigr''I� , Amy's \ 7 SW GEN PAD CP N648895.07 ,£7597933.01 239.10 WORK L I M ITS A \`{\�\�'��+ ' I•,, 8 NE HPU CP N648909.22 £7597929.24 238.96 I/ \ \k-- 20 2 f� o X240 OF CONTRACT r 1 -- b--/- . _.» s. -I "ice ------1 T~ \ \\ \ 4 SW HPU CP P4648905.36 £7597925.13 239.08 1 I / 1 I /I f'" :4 z l ;1,,,....s.::...4...•F- 1.a._,...:, � 1 :�k J ._ W/ CWS 1 I I / / v'29 vwi •ss_. ti '� ' t \ lF IC NE XFMR CP N648957.94 £7597886.75 238.50 I / 0 ® +"• Si t 1 / I / I � i tt e• \I _ f i SW XFMR GP N648909.22 E7597878.48 238.50 1/® / 7,ID.i 4 \ \Il/I !) *� r �- \� Rte, ► \i \` 12 ACP CP N648954.96 £7597936.92 240.34 ELEC XFMR �I 1 a n+s I I PROPERTY LINE A Al ) y sh i.+ �\ \ �4 tl it 13 ACP CP N648962.82 E7597937.18 240.50 4 \ 1 APPROX LIMITS OF TIGHT I' II! ! �) I{ - -- z, 23 \` \\ �� t i t 4 ACP GP P4648961.98 £759796 I.17 240.50 SHEET SHORING SYSTEM /_ I / 1 B I ` \ 1 15 ACP CP P4648894.I9 £7597958.88 23$.00 I BY CONTRACTOR ) I I 1 I s: _r I t t1 ir Q ® '� �� ' 16 ACP CP N648894.73 £7597942.96 239.00 N ) 1 d�� E1 - I ;, (\ `\ 1- I/ t /I a �,• WET,' ii�� \ •a s 1 It 1 / i j •:• W � ! II \\ I \ \ \� \ 17 ACP CP N64891.4.96 £7597933:68 238.80 / I 1// t 1 / ;; II \\ 4, t \ 18 ACP GP N648895.37 E7597923.85 239.10 III a APPROX LI M"ITS OF ( ,,:4`;',P. 4, C. o� AGGREGATE PIER FDN {I If/ I'��°i' �� I \\ �� I \\ \\ 19 ACP CP N6489I4.39 E7597893.80 239.10 SYSTEM BY CONTRACTOR, / 1 ► A I �l - \ I \ r ti I I I •1% ® B-3 .; t \ 20 ACP CP N648956.36 £7597895.22 239.50 Y SEE SPEC SECTION 02255 / /i I 1 p 1 s,•, \ , \ -__ /( 1 I I l//II 1 // �.•+ / ' ® l 11 II tt \ \. 2I FENCE CP N648956.36 E7597933.95 240.28 I rq. f \ 11 /I { d �� 19 // p Ili II 'a 1\ I, f I.�` 22 FENCE CP P4648949.42 E7597933.72 240.26 N / { t ti/ 1/I .. __„,----131 a 5` SETBACK r { I I { k 1 i, // ¢ r t - {/ /I • / CONTROL BLDG or v; 23 FENCE CP N648948.39 £7597963.70 240.26 I o I I I A 1 /4 ;•Ij /f &/VALVE VAULT w �\ . _ ------ z\ °' " r, �> 24 FENCE CP N648955.36 E7597963.94 240.28 11 „ `. 26 ! �‘ 25 FENCE CP N648954.65 £7597984.90 239.00 t`vtir I j 1 /� �r1 {Iv�"te�t sv,°sir. ,.;;;7.,,,,,I,; ••,,,-,.••4+• a4 ilrCni�.�7,�:r.!}',.••r ti��i•n421s'ti:!•i.!"�a-,.t .•,�, it \�, 26 FENCE CP Nfi46693.79 £7597989.07 239.00 / I 1/tn. 1 /I ( V •hd:4i Z41-!:. ; ��»•ti.r• �1 I•rr1741 1:..�A• .•o, • t";,,\ea�.Aw ,o._ . . N. I I I I I -�~ •� __-_} _ N _- -- - '- 27 FENCE CP N648890.90 £7597941.83 239.00 /(cA 1 1/'11 }/{ v+ ,( ,. `< ,- -,---_ ----L-___,___ 7_1_\____.- X \ _ L /�'"� 28- FENCE CP ::::: . £7597888.35 239.00 v / I I �- r- - �' 27 \ c / i - 23o 29 FE GP . 597890.08 239.19 / I,,/ /1, NCE I r / 1 /I 30' ,- ---�,� 7r/ - - -' _-_� _�'-- - t _`_�� \ _ ___ '� civ A { i$ETBACK -T-I ✓'_=,tom-J __ _ _ . \ ""i'. ' �' LEGEND f. - I I( 1� _ �_I-,/ / _- tea,. r�_.��1�. --- --_'� I �.� "�--__----- 1 / 2 __________ ____ - - Et-IBORING MADE BY GRI /` j� `- - ----1------",rK ---i- z---------------- --_ _ - - � �_- \ --__ (DECEMBER 17. 2014) st ., / / = '` -1-.` , `�N �t_ APPROX LIMITS OF NOTES ai /F r-� / __ I. BORE HOLE B-I I S IDENTIFIED AS A STANDP I PE vi / / t_ - __ - - I AGGREGATE PIER SLOPE a ` r--f-- -'�f _ _ ¢_-^-"' -- - - ` STABILITY SYSTEM BY ,� // / J __ __��-------------------- -------;----.7--,.-,=,•---- •" `�- �J �� CONTRACTOR, SEE SPEC AND MUST BE DECOMMISSIONED BY LICENSED WELL / / / += - - / ti - _ `- \` • 1 SECTION 02255 DRILLER IN ACCORDANCE WITH OREGON WATER / / f---T L.. . ..a.4...- i.. .......,,, ••-- -- RESOURCES DEPARTMENT RULES AND REGULATIONS AND r.� / / ....r ».r.�.•s...e'.� �� / As / - / --/-2-7"7-/- L _- _- j y .-\ THE SPECIAL PROVISIONS. / / / f/ { ✓ /� f'- '�.r-aisVEGETATED / / �--- 220 CORRIDOR 2. FOR CONTRACT W/ CWS: AT WORK LIMITS OF s / / /f // I !�r - -.„ CONTRACT, MATCH FINISH GRADE PREPARED BY L. Y+ SECTION LINE, / ' / / // ,/ / BOUNDARY z 2S I W SECTION 06 // /`- /` / -- _ 7./' -_ -- CONTRACTOR UNDER CONTRACT W/ POLYGON. I as / / / / ,2 // / / 3. SEE NOTE 21, SHEET G-2 REGARDING WORK LIMITS / // / ti / �-- - t. / ` �` / / // ---------2,__��` OF CONTRACTS. ` N `. rI PLAN Co r 1 SCALE: I"=10' -I D NOTICE DEASIGNED 4, - 4 Smith&Assaaates Inc. s bEngm um CleanWabe� Services �� BAW __ GRADING C-3 IF THIS BAR DOES DRAWN !f I ate _5 = Our commitment is clear. xl NOT MEASURE r As ', n.,,o. �e =_a 3=I= 121 S.! Salmon.Suite PliONB 503-225-90111 RIVER TERRACE NORTH PUMP STATION THEN DRAWING Is �a Q NOT TO SCALE CHECKED `'�',y RAO Portland,Oregon 97294 RI503-2254022AND FORCE MAIN PROJECT NO.6631 20. of 89 NO:. DATE BY REVISION RENEWS -31-15 PROJECT NO.: 14-1611.204(SCALE: AS SHOWNf DATE DECEMBER 2015 . It / ' \,:,,,,.....A.._:(..„, _ a o u v .° - - I + I I I 111- _l >�. , SOCI ^ I Y a - II + 3E., ! .' KEY NATES / / I 5-r © ---• -----•—•-- —.—__ _ \., I SANITARY SEWER TRUNK MAI N I REFER TO DESIGN BY NH ai SD _ _—. - '- —,—h—d —'—,— — —.—e` I — —3/ C SEE SHT C-I 0 FOR SANITARY SEWER PROFILE AKS ENGINEERING & N o" %— south FORESTRY, LLC FOR �_ _ _— � "`` � CORRECT ALIGNMENT / ---- ---_-_- _ -`- TE I I CONSTRUCT 6" PVC DRAIN TO WET WELL, SEE SHT M-2 MATERIALS & S--_ / sv \„' - -----____,-___,•_------~0-- DIMENSIONSIf—SSA2+ 0 i J� 0/ 30"SS •0 —•— ---R— ._,_.— ——°--^—<—. .`�' \ / —,_ \\` FORCE MAI N /' � 0 1E-220.0 —, m��'a' (■ 0 SEE SHTS C-5 THROUGH C—IO FOR FORCE MAIN PLAN & PROFILE WORK L l M I TS OF 24"s ___. _� - =�1 ` \. 111 CONTRACT W/ ® / • - 1111111111111111r O2 STA FM I+00, BEGIN FORCE MAIN PROFILE 'FM' AT OUTSIDE FACE POLYGONAm iX� a ..¢f// -.a a.. \ \` \ ;\ / OF WALL ® QN , 4 I `_ O3 BYPASS ASSY, SEE DET 2, SHT C-12 ` a I � WORK LIMITS tIE. 2o0`��. �_ _ !SSD WATER OF CONTRACT T-I --1- 1--r= `_gm Ali;• o �. ��—� lei 411 + + ..r, ,,r .0.. ...;ar... s,.,,�,,,.;., - N I It `\� CONSTRUCT I” DIA COP WATERLINE AT 30" DEPTH W/ CWS 1 1 tl �,�-_ • i / l I •,sts. 6 1 _ �s I �• \ 1E-220.0 \ /� �/ I / a* s �' ' I•� \ <2? I" WATER SERVICE RPBP I N HEATED ENCLOSURE, SEE I 1 t / �,�o r•_ \ ,{ •, \ ` \ \/ STD DET. SHT C-19 / } I t t 1 a,; z., I I /1 ' 1t s,i t. 'y --v-7- 1 t� \ 1 11 `v ELEC XFMR I I I f( .N, !, j \ I a4.• �` i1 t \ ' I" WATER SERVICE PER CITY OF TIGARD STD DET 520 m / I I t 1 I l 1 414'! s' \I \' "I ii I \ 11 1 i/ t 1 to ,,,z,,,;7,71: + '' F- V) I l l I s;l a ';; �_1_ ha ' l\I PROPERTY LINE STORM/DRA I N PIPING I o t \ _ / Il j °; + % 1 'i%, \\ OI CONSTRUCT 2'x2' AREA DRAIN, SEE DET 6, SHT C-12, a / Ill 1 I. 1 ,±i ¢- ' t I f 1 j •N 1 �. \ CONSTRUCT 8" PVC DRAIN TO WET WELL / L. I 1 I �� , i tn �� 0 is l (11(1 f\ t� s;' \ IE-220.0 I N 11 -- e.i III „ .:, I t" /�� / 1 1 / 1 1 i l d'i'4' 0 ®, �` i I\ d \ \ \ \ L`/ ROOF DRAIN PIPING .( i 4; 1 �t i // •a'1 lZ T 1� I \ T. �\ ` FURNISH & INSTALL: I! ��! % I 95 LF 4" HOPE a / 1V'1 1 1 1l/`1 I �;'qq - V. � 11 \ I �\ 6-4" HOPE TEE / t1 /j i�f'I,,,,,,:i.; N _ • \1 I I 1 ti _ 3-4" CO o ( 1 /l 1 1 + t I I I ' FUT WET WELL & I END-237.5 1,�� /( 1 i f I as: / as -1- I-- n' u-� 1 Y I 1 I 1 ,t 1 Ii ie,„/ ®� �� .er ® °• 1 1 II 1 l ,�e \ VALVE VAULT --_ . ;/ 11 1 ; \1/ [ �/1 ' a� // LJ 1- o t 1\ I 11\ � �1 `� `\ - ROOF DRAIN OUTFALL PIPE STUB OUT, 1 { 1 I ,!:.i.411 / CONTROL BLDG �, ¢\y 4.4 I I \ Ir\ _ CONNECT TO NEW CB, SEE NOTE 3 m`• 1 1 1/t 1/1 I ! ' . // & VALVE VAULT t- � 4: \-L_/ - __'.1 *t --_ FURNISH & INSTALL: -7„. 1 1"1,/� 1 /; ; �/j °i.e) ,// / w m .14 `� 1\ r\I `� 62 LF 4" DI PIPE 1 / 1 %1 / l 1/I/1 t i ', `a ? ` 1 ; `\ I-4" HDPE/DI TRANS CPLD cv d 1 i 1 i/1 l 1�Vsf �` r J YI 1 \ - - I-4" QI 45' BEND. MJ I 1 1 / 1 l l •• �t 1m .•. • •a tit, �,° 1 1 _ 0 ` /I 1 1/ •i ;1 t G/•'` �i 10 r ;;ot',��tr wt,C0t.a� 1 s `i-t,i'k.••�tr.'pi.."�-• `: er •.1'I •t .a►ti .aY i ....��,sk•� \ 1 1 1 / l/`I �'•-.��.�.�� ,-- --• •r...�. --- ter• \ N. _v - i E ENDrE R 236..835 _��g�- G----- -- L N. / t It 1/' .I/ `-/ ' -�--lam /- - _____------`\H--- .7 N_`'''7.'-----7--1-":".-------- 230 ' SUBSURFACE DRAIN , I /cc l - ----= -- -_ _ _ _- t',----'---- _ _ o /�1 1 i V -- •/_--�/ --- —� - \ \ ' _ �� Q SEE SHT G-I 0 FOR SUBSURFACE DRAIN PROFILE & DETS 1 'I 1 - - /' 7---74 -> ` -- `�--L-- �. _ < CONSTRUCT OUTFALL PROTECTION, SEE DET 4, SHT C-12. - - /1 I / L1 i7-1� /---•�------- e- _ \ �� _ \ r I �_ 2 . //4 _ _7 f`_1--f--7-- __\ � `�., NOTES: / / ___„.Z.,_.-,-, -°- _ -• --....L._ - \\ ''"--_i- I o / 225 / / __ -_- _- N__ --- .1___ -,,,' \ 1 2. FIRST CONTRACTOR TO INSTALL PIPING TO WORK 1 -07 N LIMITS OF CONTRACT SHALL INSTALL CAPS OR PLUGS - �-• `•' ON 12 FM, 4"D, AND 30"SS. SECOND CONTRACTOR TO i. / / - /_-- / _ \ f j INSTALL PIPING TO WORK LIMITS OF CONTRACT SHALL i . / / // t' -7 L•- _....7z".-.-_..,......."......-.- :_.-•-••_•• -.!,...7.77: �. �=s- REMOVE CAPS AND PLUGS, AND INSTALL L€lNG SLEEVES. tn / v / / i i/ " L -- -- -- - s _.+ \� VEGETATED ! / / / 1, ' r —� CORRIDOR 3. SEE NOTE 21, SHEET G-2 REGARDING WORK LIMITS s / / / / ( -"..� -1 / / _ _ ---_ _ \220.-� BOUNDARY OF CONTRACTS. Z rq SECTION LINE, 4 / / / IE=2140 / /f VT1 .`2S I WSECTION06 _ ---_ i . or 2 / / / / ^ryo // // / - �\ \ / / / / 1 / / •-. -\ L / 1 / / i PLAN - SCALE: I" 10' i SHEET oa Inp H NOTICE AMB _ M�lt�jj1S0(�a�CS,I11C. 0 1 DESIGNED AN;'t, q a, BAW ! '�°' __: Si _ _ C1eanWaber Services SITE PIPING, PukN _ C-2 0_ IF THIS BAR DOES DRAWN I``i''1, = ;a =�7= Our commitment is clear. - I NOT MEASURE 1' AS • — O Q THEN DRAWING Is CHECKED �F�` ^•t•°��+` 3 '= 121 Si Salmon,Site 900 PRONE 503-225-9010 RIVER TERRACE NORTH PUMP STATION O [� 12/23/15 AMB ADDENDUM Na Io NOT TO SCALEM:mowPortland,Oregon 97204 FAX 51X1-225-9022 AND FORCE MAIN PROJECT NO.8631 19 of 89 NO. DATE BY REVISION RENEWS -31-15 PROJECT NO.: 14-161 1.204 SCALE1 AS SHOWN}DATE: DECEMBER 2015 ° ,, � _ i III i . --- _x-n --- --- KEY NOTES; Y. SECTION LINE, I� I FI Ad 1 PERMANENT I► I I I - -__ OI CONTROL BLDG & VALVE VAULT (BELOW). SEE ARCH, MECH. & 251W SECTION 06 �24p�I EASEMENT STRUCT SHTS Iv' � - Ii ! I 2 WET WELL (SEE SHT M- I) COAT INTERIOR W/ SYSTEM 210 PER - _ - SPECIFICATIONS. APPROX LIMITS OF TIGHT SHEET SHORING a SYSTEM SHOWN. I .I -` i 4 I I I \ Q GENERATOR FDN SLAB; SEE DET I, SHT C-13' 14 ` 1111 # + 1 • �.1- 2a5� F1ELEC XFMR I • _ - FUT WET WELL & VALVE VAULT ►,- -III_I_ I arlor � SDM, ,.i I [ /< / J/' - -- _ ''`_�_ O6 CHAIN LINK FENCE, SEE SHT C-1 t I -- - ( r l- II / /e 1f _ _ �7 BYPASS ASSY, SEE SHT C-12 p ! I' O B-4\ ��_ / /. -- ! I 23s l� - --- _ '/�' /ill_ / - C. DOUBLE SWING GATE, SEE SHT C-1 1 1/7--- 1 oi— / / �� Q AC PRKG & MAINTENANCE AREA, SEE DET 5, SHT C-II I I - 3E.1 I^ / ,PERMANENT' �� 1I L S�OMH ` a __. __ i EASEMENT ___ ��i� 10 SITE SUBSURFACE-DRAIN OUTFALL. SEE SHT C-f 0 omit ,- �►— -_ _ __ �� I 1 GRVL PRKG AREA (FUT FACILITY LOC), SEE DET 5, SHT C-12 WORK L I M ITS i �f — —q— — — 4/� ' ' ` ff OF CONTRACT hoa . __ _�� ® � ®S��'A/- p\ �\ � � �,, IZ ACCESS DRIVEWAY, UNDER CONTRACT W/ POLYGON (REF 17W/ POYLGON s / ® aIral_ � �� ' - ;�, � �� „� !/ PACIFIC COMMUNITY DESIGN PROJECT NO. 395-037) i ,----' i—_— Ili somesr �j �I��, ► TEMPORARY CONSTRUCTION �� 13 APPROX LIMITS OF AGGREGATE PIER EON SYSTEM BOUNDARY, WORK L I I TS r--`_ / EASEMENT FOR PUMP STATION NOF CONTRACT 0 t m .. --4-4- k = -` \ - CONSTRUCTION/ / SEE SPEC SECT 02255 I o W/ CWS ' / / ! ' _ -� ' `\ ,t \\\ �_ - '. _ -_ - / 64 APPROX LIMITS OF AGGREGATE SLOPE STABILITY SYSTEM a f / I! \`�\ �It ` -_ �' BOUNDARY SEE SPEC SECT 02255 �� \\ 04 15 BYPASS MANHOLE W/ APPROX LIMITS OF.TIGHT SHEET ! iii�?; •=o. ," �` ,'I I�\ `\ - _ _ - / SHORING SYSTEM SHOWN il in �/0 ® ® I ' �, �� PUMP STAT f ON --_____-\------ - o �/ // ® CONSTRUCTION 16 ABANDON AND DECOMMISSION STANDPIPE IN B-I IN '// /T / B- I�. \ --STAGING AREA ' l ACCORDANCE WITH THE SPECIAL PROVISIONS Aprig / / / \ ,,l -- --_____________- `ti ..0" 17 CONTRACTORS SHALL COORDINATE TO CONNECT ALL UTILITIES / / / �\ y ` �N7 THAT CROSS THE WORK LIMITS OF THE CONTRACT. SEE NOTE a // // // /� -f • — ..- .`:.:v_h..\\ �-, --- PROPERTY LINE---- -!`)°‘'....0 f 21. SHEET G-2 3 r -0 // // // / - ' \� ��:\� \� �- _/�—'�- �% Ig. NO WORK AND NO STAGING SHALL OCCUR WITHIN THE I / i i i ��/ '� - ````��\`, 0� --I--zap —`-`�- --`- /`�'/ VEGETATED CORRIDOR. SEE NOTE 2, SHEET ESC-3. i , "/- //i fII' LEGEND / / / f .,.".�'�`�.- i�c --�. C�36-I BORING MADE BY GRI q • ° / / / /' / /' �..________:;,,,..,......,_..- 1.__ A2? (DECEMBER 17, 2014) /' / / / / / / - �` �� ///"` i / PERMANENT EASEMENT aLL_-_ r VEGETATED CORRIDOR WETLAND BOUNDARY 0 zI ),/ . u 0 L zE N r PLAN _ SCALE: 1"=20' / NOTICE AMB SHEET m D i r DESIGNED :a4oj:its:: - I fr. a• MurrgSmitht>►LLh7UGLA1114.11 CAD p Planners CeanWate Services srrE PLAN C—L DRAWNsl __ 2. _�= I I�� Our cammitmenC is clear. X �Nor'�e�iEAsuaE00i S AS 1' ,p , . = =2 121 SI Salmon,Sinte 900 PAONI 505-225-9010 RIVER TERRACE NORTH PUMP STATION ' oTHEN TO SCAL is o NOT TO SCALE CHECKED . Portland,Oregon 97204 PAT 503-225-9022 AND FORCE MAIN PROJECT NO.6631 18 of 89 c/a' NO. DATE BY REVISION _ RENEWS 12—Si—OS PROJECT NO:: 14-16 11.204 r SCALE AS SHOWN'DATE: DECEMBER 2015 I II I N. \ ■ f \ i \ + r2;, / y/ / ELEC XFMR \\.\\\\L:\ \\\ WORK L1MJ TS„.7...____=_____,..:-' F \:N 7�_— I ,r CQNTRAGT W Il 1 \Y \,,1— -..... 7 IV i Yi.S..•.sir.t,�i S`�.� I \ \ {,,'I ,. 111r•'°`.:. i 4:r..',;#°;;;4, \\ WORK L I M ITS 111 �` 14111 .,; \ •,• \ OF CONTRACT --________. \ I • —;— _ , 1 W,f CWS �� 1' ! '. I y v 'v n \// t\ / 4N .fie \ \\ 71•:.1' :' \ I PROPERTY LINE `. \\ • 1 ` N. \ { y I �., • .�� 1 f ! t ,+Or I m' I \ '' FUT WET WELL IQ o ( tf �� ` ' h `T� \ 1.. & VALVE VAULT / a ■ /f I '.; /' // L----L- ., I �\ \\ co ' t/� �u / o t+ �I 1 { t \`,.5` SETBACK\\ ---- ----- — / '` ` �' 1 t I a si CONTROL BLDG & EII ~ 1 �� -- --- - --- --- ■ 1 11/ 1 i// l I � //f VALVE VAULT W•N +l \\ \\ I �'•\\ \ \ Z.' / 1 /1 \ . \ k 1 i ,.lord'1 / N / 11C t) r '//l '� /1� !\••+• � •\Z I'4\ i1�1 J\\ '' h�.I•rc 2'.•^=,•■i A.�nT.+Y 11.,/,....,�4I \ �.��I,A.\��,'int 1�i�;r'#i.Jia+1\t.\�' I I \\\ '_ ■ • ■ ■ ■ ■ • /i 30' _�� _�. - \\ -,-__ �� \\ ''.\\ �`-I--�4.___________. I 230 _ ./"_�-r ,�``—' / � � /� / t/SETBACK- — . — — — * �� I `' i' '----G In N. - tai 1 /. ' -`- /[ _ / — ` / __- --" ,.� __ -' _ / SEDIMENT FENCING (ORANGE), // , Ii - i f/ �/ �/� _�- -- - -n' - - - � --\� _ } _ _ - TYP, SEE NOTE2 01 I / / `--/ / a■rr-gg _L / -L, • / / / / !_ / — —_` \ — `•! .,\ • / /� 15' SETBACK/ �R' `—'� N � — –� – LEGEND NI / / /- j -- --------------- . ' •` ..r_ —_ EXISTING CONTOURS (i') - I/ ..," o / // / ff I _�_ EXISTING CONTOURS (5`) 355 / / / r / ,' _ WATTLES DRAINAGE FLOW <:::) .ti /r/� /r , -7�!_ if'f -- VEGETATED CORRIDOR BOUNDARY �„\ DIRECTION �// /r'°Ir ' /ry' /:/ a/ - - - NOTES' SEDIMENT FENCING (ORANGE) n n n / r/ f // --/I5 ``\ -�\ I. SEE SHEET ESC-2 FOR EROSION AND z SEDIMENT CONTROL NOTES. WATTLES —+�- - es L I Y. SECTION LINE, 2. CONTRACTOR SHALL SURVEY AND FLAG CHECK DAM 2SIW SECTION 06 VEGETATED CORRIDOR PRIOR TO INSTALLING e-F SEDIMENT FENCING TO ENSURE THAT FENCING PROPOSED FORCE MAIN Y-�i2"FM�� ,/ I S LOCATED OUTSIDE THE VEGETATED OUTLET PROTECTION EEEI w PLAN CORRIDOR. < SCALE: I"-10' 3. SEE NOTE 21, SHEET G 2 REGARD I NG WORK INLET PROTECTION 0 ca LIMITS OF CONTRACTS: gi- N071GE ��• V SHEET B"° M Smi Assoc�iat s enc. DESIGNED t""pta> =� D x 1 _ EROSION AND SEDIMENT CONTROL I °i — DAK 75eat -I =-' = —: ,, CleanWater Services DRAWN -�/e -_ a= En� 1 ..I Planners PUMP STATION PLAN ESC-3 mow Our commitment is clear. xI 'NOT MEASURE I. AS 19m .z . 4P -= E. 2 ?� 121 Si.Salmon,Siete 900 MONO 503-M-9010 RIVER TERRACE NORTH PUMP STATION I 0- © 12/23/15 AMS ADDENDUM Na I NOT SCALTHEN DRAWING E CHECKED 4.0 21.2 a�pv`` -- '?T" Portland,OMR 71204 901 502-225-9022 AND FORCE MAIN PROJECT NO.8831 g oP 89 NO. DATE BY REVISION awews�a ai—ia PROJECT NO.: 14-1611.2041SCALE AS SHOWN'DAT E DECEMBER 2015