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f DCI 1--I .GifeF1S RECEIVED MAY 21 2018 CITY OF TIGARD Structural Calculations BUILD1NGDIV1SION For: Chair Outlet Header 9285 SW Greenburg Portland, OR tb 4t4:1‘k:t Pliktr 221(7,,,,.. Mgt; ' ^r 9 41 of„ 75,x , W. / EXPIRES: 6-30-18 Prepared For: Lindquist Development PO BOX 42133 Portland, OR 8-May-18 Job Number: 18031-0071 921 SW Washington St,Suite 560 Portland,OR 97205 Phone:(503)242.2448 Fax:(503)242.2449 Seattle Portland Spokane San Diego Austin Irvine San Francisco Anchorage Project#: 18031-0071 ;; Page#: Project Name: Chair Outlet Header n G 1 1-1 R S Engineer: CJ Date : 5/4/2018 Subject: Table of Contents Design Criteria: Codes 2014 OSSC ASCE 7-10 Gravity Loads Roof Live Load= 20 psf Roof Dead Load= 15 psf Wall Dead Load= 73.33333 psf Lateral Loads Wind Base Shear NS= 27.4 kips ASD Wind Base Shear EW= 8.0 kips ASD Seismic Base Shear= 10.0 kips ASD Material Properties Strength= x)00 psi Reinforcement Strength= Grade 4t Table of Contents: Lateral Calculations- / to /70/ _._I. 18031-0071 Page#:...II.--- 1Project#: PrProject Name: Chair Outlet Header S n G I n S E FR S Engineer: CJ Date: 5/4/2018 Subject: Wind Load Determination WIND DESIGN-ASCE 7-10 Low Rise Simplified Procedure(Sec 28.5.1) Envelope Procedure(MWFRS) - Risk Category Table 1.5-1 II Ps=A KZt Ps3o Roof pitch 0:12 Basic wind speed Sec 26.5-1A V= 120 mph Zone las(psf) 0= 0.0° Exposure category Sec 26.7 B A 22.8 Topographical factor Sec 26.8 K:t= 1.0 B -11.9 Adjustment factor Fig 28.6-1 A= 1.00 C 15.1 D -7.0 Level Story Height Figure 28.6-1 ASCE 7-10 (Peak) 12.0 ft (Mean) Roof 1st 12 ft (Plate) 12.0 ft Foundation(datum) 0.0 ft li o `111 li 1'. E t III 11 1111�j 01, illi'1/11 iP 1001P0. 1 ,, . t ti� I(II1111 IIf< I�t,1jt � �� '1'1] '^ _.4100.F' eI > Transverse b i ti ff c, %r off„ I'� Longitudinal Wind in North-South Direction Transverse Zones Tribnerghc Lt„au Ito End Zones(A&B) Interior Zones(C&D) wind(EW) Width Force Width Force Ustory XVstory V redistrib Iv redistrib Roof B&D 0.O ft 147.0 ft 8.0 ft 0 lb 139.0 ft 0 lb A&C 6.0 ft 1094 lb 12593 lb 13.69 kip 13.69 kip 93.1 plf 93.1 plf Wind in East-West Direction Longitudinal Zones Trib Lwari Ito End Zones(A&B) Interior Zones(C&D) height wind(NS) Width Force Width Force vrtOry EV5 0 V redistrib FVredistrrb B&D Roof 40.0 ft ` 8.0 ft 32,0 ft 2899 lb 3.99 kip 3.99 kip 99.8 plf 99.8 plf IProject#: 18031-0071 Page#: 3 Proj. Name: Chair Outlet Header , --- DCI I-1 G I f R Engineer; C1 Date: 5/4/2018 Subject: Seismic Load Determination I.Seismic Ground Motion Values: - LAT = Site Latitude: = 45.453 LONG = Site Longitude: - -122.774 Ss = MCE Spectral Accel @ 0.2 Sec: = 0.982 per Geotech or USGS Mapped Value(Site Class 8) S1 = MCE Spectral Accel @ 1.0 Sec: = 0.426 per Geotech or USGS Mapped Value(Site Class B) SITE = Site Class:(Default is D) = D per Geotech or ASCE 7-Table 20.3-1 Fa = Spectral Accel @ 0.2 Sec for Site = 1.107 ASCE 7-Table 11.4-1 Fv = Spectral Accel @ 1.0 Sec for Site = 1.574 ASCE 7-Table 11.4-2 SMS = MCE Spectral Resp(Short Period) = 1.087 =F,S5 ASCE 7-Eqn 11.4-1 SMi = MCE Spectral Resp(Long Period) = 0.671 =F,Si ASCE 7-Eqn 11.4-2 SDs = Design Spectral Accel @ 0.2 Sec - 0.725 =2/3 SMS ASCE 7-Eqn 11.4-3 SDI = Design Spectral Accel @ 1.0 Sec = 0.447 =2/3 SMS ASCE 7-Eqn 11.4-4 II. Design Response Spectrum Periods: To = Period,0.2*Sol/SDs - 0.123 sec =0.2Soi/SOS ASCE 7-Sec 11.4.5 Ts = Period,S01/Sos = 0.617 sec =Sol/SDs ASCE 7-Sec 11.4.5 TL = Long Period,Transition Period = 16.0 sec ASCE 7-Figs 22-12 through 22-16 Ct = Factor for Approximate Period = 0.020 Table 12.8.2-ASCE 7,pg 129 x = Exp.Parameter for Approximate Period = 0.750 Moment Frame: None h = Height of Building(=Mean Roof Ht) = 12.0 ft Ta = Period,(approx):T=Ct(hn)x = 0.129 sec Eqn 12.8-7 Cu = Coeff for Upper Limit on Calc'd Period = 1.40 Table 12.8-1-ASCE 7 Truax = Max Fundamental Period,Ta*C. = 0.181 sec Eqn 12.8-7 HI. Building Importance(IBC 1604&ASCE 7-10 Table 11.5.1): Risk Category = I II I ASCE 7-Table 1.5-1 Building Classification = Typical Building IE = Seismic Importance Factor: = 1.00 ASCE 7-Table 1.5-2 IV.Structural System(Table 12.2.1-ASCE 7-10): SDC = Seismic Design Catagory: = D ASCE 7-Tables 11.6-1&11.6-2 BBS = Basic Building System: = Bearing Wall Systems SFRS = Seismic Force Resisting System: = Special reinforced masonry shear walls R = Response Modification Coefficient: = 5.00 Oa = System Overstrength Factor: = _ 2.50 **can be reduced by'A in flexible diaphragms but shall not be<2** Cd = Deflection Amplification Factor: = 3.50 Height Limitations:(ft) = 160.0 V.Calculation of the Seismic Response Coeff(ASCE 7-10): . Cs 1 = SDs/(R/I)= = 0.145 W <-- Eqn 12.8-2(short period Cutoff) Cs 2a = if T 5 Ti,then S01/T(R/I)= = 0.693 W Eqn 12.8-3(longperiod) Cs 2b = if T > TL,then SD1*TL/T2(R/I)= = -n/a- Eqn 12.8-4(very longperiod) Cs 3 = 0.044*Sos*I >0.01 = 0.032 W Eqn 12.8-5(minimum) Cs 4 = if 51>0.6g then 0.50*S1/(R/I)= = -n/a Egn 12,8-6(soft site minimum) = Cs W=(Eqn 12.8.1) = 0.145 W o.im. ,.sec, - 1--,-- ---- V SEISMIC BASE SHEAR COEFFICIENT o.lo, asw f T 0.08 0.06 --I --- ---. _i-.. ._ 0.04 a , 0.02 0.00 I I 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period:T(sec) Project#: 18031-0071 Page#: 4 D C IProj.Name: Chair Outlet Header n i n R Engineer: Cl Date: 5/4/2018 Subject: Seismic Load Determination Detailed Breakdown of Seismic Dead Load Level Description: Roof slope= 0:12 slope factor= 1.00 Element Lump Line Loads Area Loads Weight Weight Length Uniform Area Uniform slope 3/4"Sheathing 6455 ft2 2.00 psf Y 12910 lb Joist 14 TJI's @ 16"OC 6455 ft2 1.50 psf Y 9683 lb Distributed Insulation,Batt @ 0.1#/in 6455 ft2 2.00 psf 12910 lb Gray Weight GWB-2 layers-5/6"@ 0.55 psf/8 in 6455 ft2 1.20 psf 7746 lb 15.00 psf Sprinkler/Dust/Pipe/Elect Allowance 6455 ft2 2.30 psf 14847 lb Misc 6455 ft2 1.00 psf 6455 lb Distributed Seis Weight 15.00 psf Exterior Walls&Interior Non Load Brg Partitions 6455 ft2 5.00 psf 32275 lb Total Area6455 ft2 Level Weight 96.8 kip Level Mass 3.007 k-s2/ft ® C ' Project#: 80ir Page# Chair 7 Proj.Name: Outlet Header f1 G I t-1 e e R S Engineer: CJ Date: 5/1/2018 Subject: Lateral Load Distribution • Loading in the East-West Direction Wind Wind Load Factor: 0.6 (ASD) Seismic EQ Load Factor: # (ASD) pseisEW= LW-Ns Vsmry 1Vscory v sorry Areadia Fn Vwo,, FVsmry v smry 1.0 Roof 40 ft 4.0 k 2.4 k 60 plf 6455 ft2 35.1 k 24.6 k 24.6 k 3.81 psf Roof Level Wind (ASD) Seismic (ASD) F Lwap Trib V wo Vsrory grid Vabove Vgrid wind ugdd wind Trib v scew Vsro ygrid Vabove Vgrid wig V grid seas V-A ''I 43.0 ft 40.0 ft 60 plf 2.4 k 2.4 k 56 plf 6455 ft2 3.81 psf 24.6 k 24.6 k 571 plf 40.0 ft. Story Shear: 2.4 k 6455 ft2 Story Shear: „pot( 3l.tI< .‘% 5c4sni`c 2.4 g 1„,„,;"() 6` a o t 7l. , /, ( _ .� . -- ii,/err o 0 li-L a i '`=-'f` /L I FT i !-' --T T® v 7', I 01/-4(T-7;--' *---t,Z• 14 a l;14—Ick" 1 16'6' '3 1fiP;" I. 16.E - lin 47. Is 11 07'1 3.3e? , 3,I 1 // 7 /A t. ii 4 . °..'ii/. 3 3'G S?� i e 6� I � 36 I) 64-c . 7k { ;;2(,.6,�ii 4 69,7 N e - 'f I lit 7,14 . 3,26 11. -172-t- ,..... DCI Project No. Sheet No. EflGIfIEERS 3f -Oa7/ / / Project Date 5- 7 -.20'/f Subject By Si") , /15 / II 4 7 Y °" (45 R ® a. 04 3-0A. � . �e� L 76 ACs 4241 3$ 32 6 d _a iy Oh pe,' -7 �- , 3 g - 4,67 L - /K0 , a. tri :/0, ,: /525 lr 043 yr i•673 3, A : ... . 7 6 = 0173 ( 3AVI l 6. ' / -134 At-. ). cce. L _ 5 ° L . 7a z. 4.G /5 � O. 21 i 22 6 r,. 29. CZF S• Y®/ ®c I Project No. Sheet No. enGInEERS 49031 aoa 7 7 . Project v Date . & ,.,, 5-- - /-g • SubjectBy ce_ff61) 1, '' ` . 137 +(C . G. 7' i.z 4 h 6 • Gs 441 IZF /. 3 C> 0. 04 a . o 4- .I ./6 Amsx g /$'D 606x : 7 • Project: Number: ?,-e.,{ 0 Date: May 04, 2018 T: By: F: Sheet of • • CMD15.00.00 Filename: Pier 1.dat Reinforced Concrete Masonry In-Plane Loaded Wall per 2013 CBC Section 2107(2011 MSJC Section 2.3) -Working Stress Design Input: 7.625 in. Wall Geometry: 10.00' high X 7.50'long CMU wall Length Nominal Grout Effective Thickness Spacing Thickness/Width feet inches inches inches Positive moment reinforcing: Flange 1 None 1 #5@d= 24 in. Web 7.50 8 24 4.275 Flange 2 None h' = 120 in r=2.530 in h'/r=47.43 90 in. Wall Material Properties: fm = 2,000 psi Em = 1,800 ksi fy = 40,000 psi Es = 29,000 ksi n = 16.11 Negative moment reinforcing: 1 #5 @ d= 24 in. Applied Loads: P V M kips kips kip-ft Dead Load 0.0 0.00 0.00 Floor Live Load 0.0 0.00 0.00 Roof Live Load 0.0 0.00 0.00 Snow Load 0.0 0.00 0.00 Shear Steel: Reinforcing dimensioned Horizontal Seismic Load 0.0 2.40 12.10 1#3 @ 16 in.o.c. from opposite end of wall: Vertical Seismic Load 0.0 0.00 0.00 Plan View Wind Load 0.0 0.00 0.00 Seismic Performance Category: D .Output: Allowable Stresses: R= 1 - (h7140r)2 = 0.89 maximum MNd= 2.52 (MSJC EQ.2-28) Fvmmin =1/2(4.0-1.75MNd)4f1:n + 0.25P/An = 50.31 psi (MSJC EQ.2-26/2-27) Fv<2.0qf ri, = 89.44 psi (MSJC EQ.2-21) Fa=0.25*f,;,[1 -(h'/140r)2] = 442.6 psi (MSJC 2.3.4.2.2) Fb=0.45*fm = 900.0 psi (MSJC 2.3.3.1) Fs = 20,000 psi Project: Number: Date: May 04, 2018 • T: By: F: Sheet of ' CMD15.00.00 Filename: Pier 1.dat Reinforced Concrete Masonry In-Plane Loaded Wall per 2013 CBC Section 2107(2011 MSJC Section 2.3) Working Stress Design - Wall End 2 Boundary Steel Design Calculations (Positive Moment Calculations): Governing Load Combination: D+0.7Eh + 0.7Ev Vertical Load Combinations and Calculated Allowable Stresses: P= D+0.7Eh + 0.7Ev= Okips M = D+0.7Eh +0.7Ev= 8 kip-ft M' = M + P[//2-(/-d)] = 8 kip-ft K= 11/1713d2= 41.28 psi f a = P/Ae= 0 psi f a/Fa= 0.000 f b= M/S9+= 18 psi fb= M/S9-= -18 psi F'b= Fb(1.00-fa/Fb) = 900 psi k= 0.180 Cm = 4.5 kips j= 0.940 Ts= 4.5 kips f„= 1.5V/A„ = 6.55 psi<F„= 50.3 psi OK Av req. = 0.000 in2/ft fa+fb =f(T-beam equation)= 273 psi f = (M' -Pid)/(Asjd) = 20,000 psi As req. = 0.225 in2 Interactive Stress Ratio = 0.303 =(fa+fb)/Fb< 1.00- OK Wall End 1 Boundary Steel Design Calculations (Negative Moment Calculations): Governing Load Combination: D-0.7Eh + 0.7Ev Vertical Load Combinations and Calculated Allowable Stresses: P= D-0.7Eh + 0.7Ev= O kips M = D-0.7Eh +0.7Ev= -8 kip-ft M'= M + P[//2-(I-d)] _ -8 kip-ft K= M'/bd2= -41.28 psi fa = P/Ae= 0 psi fa/Fa= 0.000 fb= M/S9+= 18 psi fb= M/S9-= -18 psi F'b= Fb(1.00 -fa/Fb) = 900 psi k= 0.180 Cm = 4.5 kips j= 0.940 Ts= 4.5 kips iv= 1.5V/An = 6.55 psi< Fv= 50.3 psi OK A„req. = 0.000 in2/ft fa +fb=f(T-beam equation)= 273 psi fs= (M"- P Jd)/(Asjd) = 20,000 psi As req. = 0.225 in2 Interactive Stress Ratio= 0.303 = (fa+fb)/Fb< 1.00-OK Required Areas of Steel: Steel at End 1 As = 0.225 in2 • Steel at End 2 As = 0.225 in2 Horizontal (Shear)Steel A„ = 0.000 in2/ft Project: t Number: Date: May 04, 2018 T: By: F: Sheet of CMDI5.00.00 Filename: Pier 1.dat Reinforced Concrete Masonry In-Plane Loaded Wall per 2013 CBC Section 2107 (2011 MSJC Section 2.3) -Working Stress Design- Alternate Bar Selections: Vertical Reinforcing End 2 Boundary Steel-centered @ 24.0 in. from the opposite end of the wall. 2#4 bars,As =0.40 in2 1 #8 bar,As = 0.79 in2 1 #5 bar,As = 0.31 in2 1 #9 bar,As= 1.00 in2 1 #6 bar,As= 0.44 in2 1 #10 bar,As= 1.27 in2 1 #7 bar,As= 0.60 in2 1 #11 bar,As= 1.56 in2 End 1 Boundary Steel-centered @ 24.0 in. from the opposite end of the wall. 2#4 bars,As = 0.40 in2 1 #8 bar,AS=0.79 in2 1 #5 bar,As= 0.31 in2 1 #9 bar,As= 1.00 in2 1 #6 bar,As= 0.44 in2 1 #10 bar,As = 1.27 in2 1 #7 bar,As= 0.60 in2 1 #11 bar,As= 1.56 in2 Minimum Vertical Wall Steel-AS required = 0.06 in2/ft #4@24 in o.c., or#5 @48 in o.c., or#6 @48 in o.c. Horizontal Reinforcing #4 @ 40 in o.c.,As= 0.06 in2/ft #8 @ 48 in o.c.,As= 0.20 in2/ft #5 @ 48 in o.c.,As = 0.08 in2/ft #9 @ 48 in o.c.,As= 0.25 in2/ft #6 @ 48 in o.c.,As= 0.11 in2/ft #10 @ 48 in o.c.,As= 0.32 in2/ft #7 @ 48 in o.c.,As= 0.15 in2/ft #11 @ 48 in o.c.,As = 0.39 in2/ft Input Reinforcement for Positive Moments: -Asv= 1 #5=0.31 in2 -Ash= 1 #3 @ 16"o.c. = 0.08 in2/ft Governing Load Combination: D +0.7Eh + 0.7Ev Vertical Load Combinations and Calculated Stresses: P= D+0.7Eh +0.7Ev= 0 kips M = D+0.7Eh +0.7Ev= 8 kip-ft M' = M+ P[I/2-(I-d)] = 8 kip-ft K= M'/bdz= 41.28 psi k= 0.208 j= 0.931 Shear fv= 1.5V/Ar, = 24.56 psi<Fv= 50.3 psi OK f s=2s(1.5V-FvmAn)/(Avd) = NA psi <Fs=20,000 psi OK Axial fa = P/Ag = 0 psi Bencfigig fb=f(T-beam equation)= 239 psi fs = (M"- Pid)/(Asjd) = 14,679 psi<Fs=20,000 psi OK Interactive Stress Ratio=0.266= (fa +fb)/Fb< 1.00-OK Input Reinforcement for Negative Moments: -Asv= 1 #5= 0.31 in2 -Ash = 1 #3 @ 16"o.c. = 0.08 in2/ft Governing Load Combination: D-0.7Eh +0.7Ev Vertical Load Combinations and Calculated Stresses: P= D-0.7Eh + 0.7Ev= 0 kips M = D-0.7Eh + 0.7Ev= -8 kip-ft M' = M + P[112-(I-d)] = -8 kip-ft K= M7bd2= -41.28 psi k= 0.208 j= 0.931 Shear fv= 1.5V/An = 24.56 psi<Fv= 50.3 psi OK fs =2S(1.5V FvmAn)/(Avd) = NA psi <Fs =20,000 psi OK Axial fa= P/Ag = 0 psi - Bending fa+fb=f(T-beam equation) 239 psi - fs= (M'- Pid)/(Asjd) = 14,679 psi<Fs =20,000 psi OK Interactive Stress Ratio =0.266= (fa+fb)/Fb< 1.00-OK • Project: It Number: Date: May 04, 2018 T. By: F: ?.‘e,{' (} CMD15.00.00 1 Sheet of Filename: Pier 2.dat Reinforced Concrete Masonry In-Plane Loaded Wall per 2013 CBC Section 2107(2011 MSJC Section 2.3) -Working Stress Design - Input: 7.625 in. Wall Geometry: 10.00' high X 15.75' long CMU wall Length Nominal Grout Effective Negative moment reinforcing: Thickness Spacing Thickness/Width 1 #5 @ d= 165 in. feet inches inches inches Flange 1 None Web 15.75 8 32 3.831 Flange 2 None h' = 120 in r=2.592 in h'/r=46.30 189 in. Wall Material Properties: fm = 2,000 psi Em = 1,800 ksi fy = 60,000 psi Es = 29,000 ksi n = 16.11 Applied Loads: P V M Positive moment reinforcing: kips kips kip-ft 1#5@d= 165 in, Dead Load 0.0 0.00 0.00 Floor Live Load 0.0 0.00 0.00 Roof Live Load 0.0 0.00 0.00 Snow Load 0.0 0.00 0.00 Shear Steel: Reinforcing dimensioned Horizontal Seismic Load 0.0 16.00 80.00 1 #3 @ 8 in.o.c. from opposite end of wall: Vertical Seismic Load 0.0 0.00 0.00 Plan View Wind Load 0.0 0.00 0.00 Seismic Performance Category: D Output: - Allowable Stresses: R= 1 - (h'/140r)2 =0.89 maximum M/Vd=0.36 (MSJC EQ.2-28) Fvmmin =1/2(4.0-1.75M/Vd)Jfm + 0.25P/An = 75.21 psi (MSJC EQ.2-26/2-27) Fv<2.8� = 127.39 psi (MSJC EQ.2-21) Fa=0.25*fm[1 - (h'/140r)1 = 445.3 psi (MSJC 2.3.4.2.2) Fb=0.45*fm = 900.0 psi (MSJC 2.3.3.1) Fs = 32,000 psi Project: J� Number: Date: May 04, 2018 - T: By: F: Sheet of CMD15.00.00 Filename: Pier 2.dat Reinforced Concrete Masonry In-Plane Loaded Wall per 2013 CBC Section 2107 (2011 MSJC Section 2.3) -Working Stress Design - Input Reinforcement for Positive Moments: -Asv= 1 #5 =0.31 in2 -Ash = 1 #3 @ 8"o.c. = 0.16 in2/ft Governing Load Combination: D+0.7Eh + 0.7Ev Vertical Load Combinations and Calculated Stresses: P= D+ 0.7Eh +0.7Ev= 0 kips M = D+ 0.7Eh +0.7Ev= 56 kip-ft M'= M+ P[112-(I-d)] = 56 kip-ft K= M'/bd2= 6.44 psi k= 0.085 j= 0.972 Shear fv= 1.5V/An = 26.58 psi< Ft,= 75.2 psi OK fs =2s(1.5V-FvmAn)/(Avd) = NA psi< Fs= 32,000 psi OK Axial fa= P/Ay= 0 psi BencfiAl'fb=f(T-beam equation)= 78 psi fs = (M'-Pid)/(Asjd) = 13,522 psi<Fs=32,000 psi OK Interactive Stress Ratio = 0.087 = (fa +fb)/Fb< 1.00-OK Input Reinforcement for Negative Moments: -Asv= 1 #5=0.31 in2 -Ash = 1 #3 @ 8"o.c. = 0.16 int/ft Governing Load Combination: D-0.7Eh + 0.7Ev Vertical Load Combinations and Calculated Stresses: P= D-0.7Eh + 0.7Ev= 0 kips M = D-0.7Eh +0.7Ev= -56 kip-ft M'= M+ P[//2-(I-d)] _ -56 kip-ft K= M'/bd2= -6.44 psi k= 0.085 j = 0.972 Shear fv= 1.5V/Ar, = 26.58 psi < Fv=75.2 psi OK fs =2s(1.5V-FvmAn)/(Avd) = NA psi < Fs=32,000 psi OK Axial fa = P/A9= 0 psi Bending fa+lb=f(T-beam equation) 78 psi fs= (M'-Pid)/(Asjd) = 13,522 psi< Fs = 32,000 psi OK Interactive Stress Ratio=0.087= (fa +fb)/Fb< 1.00-OK