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x a Ix DESIGN DRIVEN i CLIENT FOCUSED RECEIVED I sEP 212016 I CITY OF TIG 4R ) BUILDINGDIVISION I I V CP2- C , C 2 __ III City of Tigard Ap• • ed Plans i p441:c:::\ . By We Date - € 1 _ f0. \ I OFFICE COPY ., • . I c_. s: 7 � I STRUCTURAL I CALCULATIONS — ASCE 41-13 SEISMIC ITABLE OF CONTENTS REHABILITATION I01 Loading and General 01.1 — 01.7 Project B-Fit Pacific Corporate Center 02 Concrete Moment Frames 02.1 — 02.15 03 Roof Diaphragm 03.1 — 03.8 Client I04 Out of Plane Wall Anchorage 04.1 — 04.7 Date September 16,2016 05 Diaphragm Chord Splice/Drag Struts. 05.1 — 05.6 I04 Internal Moment Frame Analysis 06.1 — 06.14 Project Number2160170.00 I MACKENZIE Since 1960 IRiverEast Center 11515 SW Water Ave,Suite 100,Portland,OR 97214 U PO Box 14310,Portland.OR 972931 T 503.224.9560 1 www.mcknze.com —, 4 1z s.)..c- e3,----,--/t--- ---7. 3- __.= ---3. 777 Is,og_s r-,4.--vri-4z, 1.,..-.4, 67,1- .","-, f-in 4i ' cc I ,..A,,,,g,./.=', t" ---' ' e:14-,,,,,r,,,,,,,,,'5 -' 7zi r. 1.-1 ' _.": (/,‘Pr#14 — 54.. ,-0,..) ,„ 0- , .-- I (2-(I-f(,"(„--rf /.-.0) ,rtfie „ry,-,.4-.4 s-",„004.„4°.- I ,S'4.r:-.0 Crki A---C-- o P" 7)Aiire lig e.,,e4i;,'4°-• f21)/ 4e-a-s--7 I ITiP -b; 4 ---c44-17 vz I ,....„) 5-,--/11-4---.),.-e7.X.- i,"7 I--r‘ft---,---10-‘ j..--.,2 '.7-7---,,e,,,--.." e z-i.-c...-,0,,) 4— ,„, 111 1-`) 3.1;_•;1_5„7-7..-e /We',I,,Q/7..e.- t T....2,-;a....-..) ',' /,'". .5 4+0-- Li'/ I I I I I I I R. Date 67/7 Portland,OR Architecture - Interiors - Planning - Engineering 503 224 9560 Vancouver,WA B-FIT CORPORATE CENTER Ti. jab# Z/e7 360 695 7879 JOB#2160170.00 M E Seattle,WA Sht of Sheet 01.1 ww.mcknze.com 206 749 9993 NIAC1< ENZIE . ©2016 MAcKettnE ALL R,G1fTS RESEPVEL, I r0. P 17e- II 7.x P, '.,1 ,'u 1fk 1-%., ? '—f.) t''.2 . I,� 1- '2 '/ r 8 t t.3 i u lik,, -t ,..:?____L-2 ‘ ._ t,-C 1. iJcL)LrL ) w- 0<:y ._. 0- 77 -- /5 5 s 1 L, , = li, . I U/ ..-1-1re'r-Iff--V.4, ,ktr,4ec.-_,xb,cj (0,0 .7.: 8. ?,,s-0 F.,,z ...------ -4 ... 1 Z 317'" p Iilee,= /74-, 5‘--1 7 k .moo)(' /4.5r,3,r` E N r 7 ,_ ,,it- 2 bc I 1 r 4 l _ f p 0 4-,0-%r ::: (i°9 7.-F)i'l (,,,, )ii--_,..-))4,_71-7 (90)( i -5-''''''i)7 itt7 L-2 j.N. (4 ,' - 111 t,12t: C fi- /.7,.•e ',,. e . ( e,,,,-=- I r '- 4-r s r''"' ` ( ) f 1)( t a / -�-- ( )(7:-&")( 2 ,''l ) i 4,e � 1 I t-„,'2,. kl,2 4.:5.- Z 4- ele, 7 ;F,re- - (i='G e07 7;1' By r' Portland,OR Architecture • Interiors • Planning - Engineering Date -1/-- //-6 503 224 9560 Vancouver,WA B-FIT CORPORATE CENTER T.I. Job# '2'/ 360.695.7879 JOB#2160170.00 Seattle,WSht. of Sheet 01.2 Mcom 206.749.999 MyCljEVZI ©20Ib Mac��rizte, Au uECFsrs RESERVED I6/28/2016 Design Maps Detailed Report LI LEGS Design Maps Detailed Report ASCE 41-13 Retrofit Standard, BSE-1N (45.40701°N, 122.74707°W) 1 Site Class D - "Stiff Soil", Risk Category I/II/III ISection 2.4.1 - General Procedure for Hazard Due to Ground Shaking Provided as a reference for Equation (2-4) and Equation (2-5), respectively: IFrom Section 2.4.1.1 S = 0.967 S,BSE 2N g IFrom Section 2.4.1.1 = S1,BSE-2N 0.420 g 111 Section 2.4.1.6 - Adjustment for Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the I default has classified the site as Site Class D, based on the site soil properties in accordance with Section 2.4.1.6.1. ISITE SOIL Soil shear wave Standard penetration Soil undrained shear CLASS PROFILE velocity, vs, (ft/s) resistance,N strength,s,,, (psf) I NAME - A Hard rock vs > 5,000 N/A N/A B Rock 2,500 < vs <- 5,000 N/A N/A ' C Very dense 1,200 < vs <_ 2,500 N > 50 >2,000 psf soil and soft rock I D Stiff soil 600 <_ vs < 1,200 15 5 N 5 50 1,000 to 2,000 psf profile I E Stiff soil vs < 600 N < 15 <1,000 psf profile E — Any profile with more than 10 ft of soil having the characteristics: 1. Plasticity index PI > 20, 2. Moisture content w >_ 40%, and 3. Undrained shear strength s, < 500 psf IF — Any profile containing soils having one or more of the following characteristics: I 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. I 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75) 4. Very thick soft/medium stiff clays (H > 120 feet) I For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 I B-FIT CORPORATE CENTER T.I. JOB#2160170.00 Sheet 01.4 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?tem plate=mini mal&latitude=45.40701415829785&longitude=-122.74707325625089&siteclass=3&... 1/4 i6/28/2016 Design Maps Detailed Report Table 2-3. Values of Fa as a Function of Site Class and Mapped Short-Period Spectral Response I Acceleration Ss ISite Mapped Spectral Acceleration at Short-Period SS Class Ss 50.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ? 1.25 1 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 111 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 IE 2.5 1.7 1.2 0.9 0.9 I F Site-specific geotechnical and dynamic site response analyses shall be performed INote: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.967 g, Fa = 1.113 ITable 2-4. Values of F as a Function of Site Class and Mapped Spectral Response Acceleration PP p P at s Period S1 Ii Site Mapped Spectral Acceleration at 1 s Period S PP P 1 Class S, <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 I D 2.4 2.0 1.8 1.6 1.5 1 E 3.5 3.2 2.8 2.4 2.4 F Site-specific geotechnical and dynamic site response analyses shall be Iperformed Note: Use straight-line interpolation for intermediate values of S1 IFor Site Class = D and S1 = 0.420 g, F„ = 1.580 I I B-FIT CORPORATE CENTER T.I. JOB#2160170.00 Sheet 01.5 II http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?tem plate=mini mal&latitude=45.40701415829785&longitude=-122.74707325625089&siteclass=3&... 2/4 I6/28/2016 Design Maps Detailed Report Provided as a reference for Sxs,BSE-2N = FaSS,BSE-2N = 1.113 x 0.967 g = 1.077 g 1 Equation (2-4): 1 Provided as a reference for SX1,B$E-2N = F„S1,BSE-2N = 1.580 x 0.420 g = 0.663 g Equation (2-5): Equation 2-4 : S = % x S = % = q ( ) xs,BSE-1N xs,BSE-2N x 1.077 g 0.718 g Equation 2-5 : S % = z = q ( ) X1,BSE-1N X Sxi,BSE-2N /3 x 0.663 g 0.442 g 1 Section 2.4.1.7.1 — General Horizontal Response Spectrum Figure 2-1. General Horizontal Response Spectrum 0< : Sr.' it 7i � i 0.4] 5i,,/81=0.718 - ' _ T<T< T, : Ts<T: C I 1 1 a kJ /8,=0.442 II • 0.45x;=0.287 1To I , , r , =0.123 T,=0.616 1.000 Period,T(sec) 1 1 1 1 1 B-FIT CORPORATE CENTER T.I. JOB#2160170.00 Sheet 01.6 http://ehp2-earthguake.wr.usgs.gov/designm aps/us/report.php?tem plate=minimal&latitude=45.40701415829785&longitude=-122.74707325625089&siteclass=3&.. 3/4 • 6/28/2016 Design Maps Detailed Report 111 Section 2.4.1.7.2 — General Vertical Response Spectrum The General Vertical Response Spectrum is determined by multiplying the General Horizontal I Response Spectrum by%. 2S,,/381=0.479 Tri m Ic 0 a a I -_ - ki ?5x1/381=0.295 -+-------------,--- 0 I a "a 0.85x./3=0.191 dIi ' , I T,,=0.123i 1 i Ti=0.616 1.000 Period,T(sec) I I I I I I I I I I B-FIT CORPORATE CENTER T.I. JOB#2160170.00 Sheet 01.7 I http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?tem plate=mini mal&latitude=45.40701415829785&longitude=-122.74707325625089&siteclass=3&... 4/4 I a ICFI, I vi I ?",,,/72": , f A-lie t=r/-15 I1---, e ci-: p Alf 1 I ,t I */4 15 JY1,1 i° 7 ,,t 4.. '''"` .-' - iii;if"',t I - - 1 It t a s (. -4rg) 3 -5 .: -0 , $ I j% (45 7- - c P,.e- ` ` y e---c- Portland, _ Portland,OR Architecture - Interiors • Planning 4 Engineering Date L'.s ,/2' r,/,t , 503'224.9560 Vancouver,WA B-FIT CORPORATE CENTER T.I. Job# - / Cr- i -7'7> 360.695.7879 JOB#2160170.00 IMI m Seattle,WAM e Sha_ of Sheet 02.1 M A www.mcknze.com 206.7499993 C K E N 2 I E a 02016 MACKE11ZIE. Air RIGHTS RESERVED I FIV-i- C.0.,..1 ." --) & ,--- o' ----.- -- _,4. ,r..... .___,,-.--r -- ...,,,47.— -i, ---- ,----. ------,4_ 1 _.1 - T,--560,w-F-7 I -----',` ,(*./7.-"T e".7-1,-<C l':,10.--.) / I I ele-7 S.r I ,-,--7 I V I IC4-7.- Fi-444,16 s• 03 ?Alt, ,) , 1,,; ,),, -4_47 1 !/1 f,,,, is.„1.),5 LI 7-1 I = I -4" af7 - -4- 1 Z.- / ;----- & 4/-2 he- I il 6.'7 "7.-Al-5,)&tio./2 ) '7-7 Ief "S"` I I 1 , I g IV' Portland,OR 503 224 9560 Vancouver,WA 360 695 7879 M Seattle,WA Y Architecture - Interiors ' Planning - Engineering Date B-FIT CORPORATE CENTER T.I. JOB#2160170.00 ,--- - /1---' Job# Sht of Sheet 02.2 www.mcknze.com 206 749 9993 MACKENZIE . C)7 n 1 A MACIffP47, Alt oir.uTc ogeco,cr, IG" e.-"r3,--t_.,--,,Ar--- ,*�",pa's ,L2_ L� J3C: ^" "�� .'y,' 1 g_ 4. v II IA A IZa18-. It-•i4- 1 I kfr7s 7— z /b6„,-,?ss- k,.. .,1-7,07._ = 2 G' °,,ter ¢• 0 "-t.<- ti-f✓p"fir EAE r,,0r t 4 G4, - - ='c I'( ce24- ---& rQ , I 1 I 1 I 13 7.7-e.1°:-=;G ZG".. c.�'°r"2F"". " CY.; ,- By7.<------e-,-,,,Z.._ Portland,OR Architecture • Interiors . Planning • Engineering Date ( -. /l . 503224.9560 , Vancouver,WA B-FIT CORPORATE CENTER T.I. Job i--- 7 j 0/ 360.695.7879 JOB#2160170.00 -. M M Seattle,WA A�! A /"'� ! c Sht. o(_ Sheet 02.3 www.mcknze.com 206:749.9993 ! 1 ri�,r 1� i. 111 p4 AT 10"D.C.EACH WAY C,,.2177,(..4-1-4C/7 5e.fi"r s- , ;.;1 A7 ve ‘?41-0c/ f-'1,-:' x' r. o W i cc :. f3 TIES AT r O.C. o A7 �. \ 13 TIES AT5'O.C. I •- —_,, -3 TIES A7 3'O.C. T/SLAB I'/FTG `(` L J I L_ _J O 2'-117 r 33'-4' 2'-1' I I i FTG. ¢PANEL ()SHEAR WALL (101) Q I1/8"-V-0" N }0' I ' P.T. 4x10TOP If W/3/4"0 L� •_ A.B.AT 4'-0"O.C..CONT. Iu (4)I6 DO NOT SPLICE (2)15 AT EMBED SEE I Wolf' ETA11/A7 �4 AT 10 O.C. EACH WAY 0 (4)g6(2 EACH FACE)TOP I AND BOTTOM DO NOT SPLICE I? I *J� II 1/2"1,4, 1 1/2", 0 SHEAR WALL 11/2" -D" I 2'-1" 1 1/Y;t, 5" I 1 14 \J • • • • •41 (6) I _U 13 TIES FOR SPACING SEE DETAIL 2/A7 tel,,, .1'. BOTTOM (i)CONCRETE COLUMN REINFORCING vf»i7SHEAR WALL 1 1/2" r c,2 8Y_ ---- Portland,OR Architecture = Interiors Planning • engineering Date 503:224.9560 Vancouver,WA B-FIT CORPORATE CENTER T.I. lob It 360.695.7879 JOB#2160170.00 Seattle,WA ®® Sht... _ of r._ Sheet 02.4 ww.mcknze.com 206.7499993 L� �� X2016 MnC EU,z,E. Ali RIG 1475 RESERVED IB FIT - PACIFIC CORPORATE CTR -T.I. (JOB# 2160170.00) I Table 10-9. Numerical Acceptance Criteria for Linear Procedures-Reinforced Concrete Columns m•Factors' IPerformance Level Component Type I Primary Secondary Conditions 10 LS CP LS CP Condition i" IAP' _ 0,6347 p=bas = 0.0073 <0.1 (,20.006 2 ( 2.5 ') 3 4 5 20.6 20.006 1.25 1.8 1.9 1.9 2 I 50.1 50.002 2 2 2.6 2.6 3 20.6 50.002 1.1 1.1 1.2 1.5 1.4 Condition lib A, Y A,f' pibKs 8„d� = i o.9, I 50.1 20.006 53 0.25) 2 2.5 3 4 5 20.406 fir 2 ( 2 ) 2.5 4 5 I 20.6 20.006 53(0.25) 1.25 1.8 1.9 1.9 2 20.6 20.006 26(0.5) 1.25 1.5 1.6 1.6 1.8 50.1 50.0005 53(0.25) 1.2 1.3 1.4 1.4 1.6 <0.1 50.0005 26(0.5) I 1 1.1 1.1 1.2 20.6 5.0.0005 5_3(0.25) 1 1 1.1 1.1 1.2 I >_0.6 50.0005 26(0.5) 1 1 1 1 1 Condition iiib P ` _ A. A,fr p b,s 50.1 20.006 1 1 1 4 5 20.6 _?0•006 1 1 1 1.6 1.8 _5.0.I 50.002 1 I 1 1.1 1.2 I >_0.6 5.0.002 1 1 1 I 1 Condition iv.Columns controlled by inadequate development or splicing along the clear height' P Ax.,' p w b„s I 50.1 20.006 1 1 1 4 5 20,6 x•006 1 1 1 1.6 1.8 50.1 <0.002 1 1 1 1.1 1.2 I20.6 50.002 1 1 1 1 1 NOTE: f'is in 1b/ins(141Pa)units. "Values between those listed in the table should be determined by linear interpolation. 'Refer to Section 10.4.2.2:2 for definition of conditions i,ii,and iii.Columns are considered to be controlled by inadequate development or splices where the calculated steel stress at the splice exceeds the steel stress specified by Eq.(10-2).Where more than one of conditions i,ii,iii,and iv occurs for a given com- ' ponent,use the minimum appropriate numerical value from the table. Where P>0.7 A„f;,the m-factor should be taken as unity for all performance levels unless the column has transverse reinforcement consisting of hoops woh 135-degree hooks spaced at S d/3 and the strength provided by the hoops(V,)is at least 3/4 of the design shear P is the design axial force in the member. Alternatively,axial loads determined based on a limit-state analysis can be used. °Vis the design shear force calculated using limit-state analysis procedures in accordance with Section 10.4.2.4.1. IBeams and columns shall be modeled using concentrated be permitted where verified by experiments.The overall load- or distributed plastic hinge models. Other models whose behav- deformation relation shall be established so that maximum resis- t for represents the behavior of reinforced concrete beam and tance is consistent with the design strength specifications of column components subjected to seismic loading shall be per- Sections 10.3.2 and 10.4.2.3. tnitted.The beam and column model shall be capable of repre- For beams and columns, the generalized deformation in Fig. senting inelastic response along the component length, except 10-1 is plastic hinge rotation.For beam-column joints, the Igen- where it is shown by equilibrium that yielding is restricted to the eralized deformation is shear strain. Values of the generalized component ends. Where nonlinear response is expected in a deformation at points B,C,and D shall be derived from experi- mode other than flexure, the model shall be established to rep- merits or rational analyses and shall take into account the interac- resent such effects. lions among flexure, axial load, and shear. IMonotonic load-deformation relations shall be established Columns not controlled by inadequate splices,condition i,ii, according to the generalized load-deformation relation shown or iii in Table 10-8,shall be classified based on V,per Eq.(10-3), in Fig. 10-1, with the exception that different relations shall using expected material properties, the plastic shear demand on B-FIT CORPORATE CENTER T.I. 194 JOB#2160170.00 STANDAR ddii 1 �rteet 032.5 IB FIT- PACIFIC CORPORATE CTR - T.I. (JOB# 2160170.00) ITable 10-13. Numerical Acceptance Criteria for Linear Procedures-Reinforced Concrete Beams m-Factors' IPerformance Level Component Type Primary Secondary I Conditions 10 LS CP LS CP Condition i.Beams controlled by flexure I p-p'_ 0 Transverse reinforcement` V ° v �t3 - P b„.djre <0.0 C 53(0.25) 3 6 7 6 10 50.0 C >6(0.5) 2 3 4 3 5 I >0.5 C 53(0.25) 2 3 4 3 5 ?0.5 C >_6(0.5) 2 2 3 2 4 550.0 NC 53(0.25) 2 3 4 3 5 (50:0 ,) NC26(0.5 125 41111.0 3 2 4 l >_0.5 NC 53(0.25) 2 3 3 3 4 >_0.5 NC .6(0.5) 1.25 2 2 2 3 Condition ii.Beams controlled by shear" Stirrup spacing 5 d/2 1.25 1.5 1.75 3 4 IStirrup spacing>d/2 1.25 1.5 1.75 2 33 Condition iii.Beams controlled by inadequate development or splicing along the span` Stirrup spacing 5 d/2 1.25 1.5 1.75 3 4 I Stirrup spacing>d/2 1.25 1.5 1.75 2 3 Condition iv.Beams controlled by inadequate embedment into beam-column joint' 2 C 2 3 3 4 I NOTE: f,'in lb/in.3(MPa)units. "Values between those listed in the table should be determined by linear interpolation. 'Where more than one of conditions i,ii,iii,and iv occurs for a given component,use the minimum appropriate numerical value from the table. "C"and"NC"are abbreviations for conforming and nonconforming transverse reinforcement.Transverse reinforcement is conforming if,within the flexural plastic hinge region,hoops are spaced at 55 d/3,and if,for components of moderate and high ductility demand,the strength provided by the hoops(V)is at I least 3/4 of the design shear.Otherwise,the transverse reinforcement is considered nonconforming. at/is the design shear force calculated using limit-state analysis procedures in accordance with Section 10.4.2.4.1. I2. Posttensioning existing beams, columns, or joints using 5. Changing the building system to reduce demands on the external posttensioning reinforcement.Posttensioned rein- existing elements. Examples include addition of supple- forcement should be unbonded within a distance equal to mentary seismic-force-resisting elements,such as walls or I twice the effective depth from sections where inelastic buttresses, seismic isolation, and mass reduction (FEMA action is expected. Anchorages should be located away 547 Chapter 24);and from regions where inelastic action is anticipated and 6. Changing the frame element to a shear wall, infilled should be designed with consideration of possible force frame, or braced frame element by adding new material. I variations from seismic forces; Connections between new and existing materials should be 3. Modifying the element by selective material removal from designed to transfer the anticipated forces based on the the existing element.Examples include(a)where nonstruc- design-load combinations. Where the existing concrete tural components interfere with the frame,eliminating this frame columns and beams act as boundary components and I interference by removing or separating the nonstructural collectors for the new shear wall or braced frame, these component from the frame; (b) weakening from concrete should be checked for adequacy,considering strength,rein- removal or severing longitudinal reinforcement to change forcement development, and deformability. Diaphragms, I the response from a nonductile to a more ductile mode,for including ties and collectors, should be evaluated and if example, weakening beams to promote formation of a necessary,rehabilitated to ensure a complete load path to strong-column, weak-beam system; and (c) segmenting the new shear wall or braced frame element (FEMA 547 walls to change stiffness and strength; Sections 12.4.1 and 12,4.2). I 4. Improving deficient existing reinforcement details.Removal of cover concrete to modify existing reinforcement details 10.4.3 Posttensioned Concrete Beam-Column Moment should avoid damage to core concrete and the bond between grimes existing reinforcement and core concrete.New cover con- I crete should be designed and constructed to achieve fully composite action with the existing materials (FEMA 547 10.4.3.1 General The analytical model for a posttensioned concrete beam-column frame element shall be established Sections 12:4.4, 12:4.5,and 12.4.6); as specified in Section 10.4.2.1 for reinforced concrete beam- B-FIT CORPORATE CENTER T.I. I Seismic Evaluation and Retrofit of Existing Buildings JOB#2160170.00 Sheet 0 IB FIT - PACIFIC CORPORATE CTR -T.I. (JOB# 2160170.00) 1 Table 10-14. Numerical Acceptance Criteria for Linear Procedures-Reinforced Concrete Beam-Column Joints nrFactors' i Performance Level Component Type Primary Secondary Conditions 10 LS CP LS CP Condition i.;Interior joints(for classification of joints,refer to Fig. 10-3) P h Transverse reinforcement' V d Arf' V, 50.1 C 51.2 1 I 3 4 550.1 C >_1.5 1 I 2 3 220.4 C <L2 1 1 3 4 2.0.4 C 21.5 1 1 2 3 550.1 NC 51.2 1 1 2 3 50.1 NC 21.5 1 1 2 3 1 20.4 NC 51.2 I 1 2 3 20.4 NC 21.5 1 1 2 3 Condition ii.Other joints(for classification of joints,refer to Fig. 10-3) Pi' Transverse reinforcement` V° A,f: Vn 50.1 C <1.2 1 I 3 4 50.I C 21.5 1 1 2 3 1 >_0.4 C <1.'2 1 1 3 4 20.4 C 2_1.5 1 1 2 3 <_O.l NC 51.2 1 1 2 3 550.1 NC 221.5 I 1 2 3 20,4 NC 51.2 1 1 1.5 2 20.4 NC 221.5 1 I 1.5 2 "Values between those listed in the table should be determined by linear interpolation. bP is the design axial force on the column above the joint calculated using limit-state analysis procedures in accordance with Section 10.4.2.4.A4 is the gross cross-sectional area of the joint. 'V is the design shear force and V,is the shear strength for the joint.The design shear force and shear strength should be calculated according to Section 10.4.2.4.1 and Section 10 4.2.3,respectively. °"C"and"NC"are abbreviations for conforming and nonconforming transverse reinforcement,respectively:Transverse reinforcement is conforming if hoops are spaced at h)2 within the joint.Otherwise,the transverse reinforcement is considered nonconforming. I column moment frames. In addition to potential failure modes 10.4.3.2 Stiffness of Posttensiorxed Concrete Beam-Column described in Section 10.4.2.1,the analysis model shall consider Moment Frames potential failure of tendon anchorages. 10.4.3.2.1 Linear Static and Dynamic Procedures Beams shall The analysis procedures described in Chapter 7 apply to be modeled considering flexural and shear stiffnesses,including frames with posttcnsioned beams satisfying the following the effect of the slab acting as a flange in monolithic and com- conditions: posite construction.Columns shall be modeled considering flex- 1. The average prestress fp,.calculated for an area equal to the ural, shear, and axial stiffnesses. Refer to Section 10.3.12 for product of the shortest and the perpendicular cross-sectional effective stiffness computations.Refer to Section 10.4.2.2.1 for dimensions of the beam does not exceed the greater of modeling of joint stiffness. 750 lb/in.2(5 MPa)or f,/12 at locations of nonlinear action; 10.4.3.2.2 Nonlinear Static Procedure Nonlinear load-deformation 2. Prestressing tendons do not provide more than one-quarter relations shall comply with Section 10.3.1.2 and reinforced con- I of the strength at the joint face for both positive and nega Crete frame requirements of Section 10.4.2,2.2. five moments; and Values of the generalized deformation at points B,C, and D 3. Anchorages for tendons are demonstrated to have performed in Fig. 10-1 shall be derived either from experiments or from satisfactorily for seismic forces in compliance with ACI 318 approved rational analyses, considering the interactions among requirements. These anchorages should occur outside flexure, axial load, and shear. Alternatively, where the general- hinging areas or joints,except in existing components where ized deformation is taken as rotation in the flexural plastic hinge experimental evidence demonstrates that the connection zone and the three conditions of Section 10.4.3.1 arc satisfied, Imeets the Performance Objectives under design loadings. beam plastic hinge rotation capacities shall be permitted to be as Alternative procedures shall be used where these conditions defined in Table 10-7.Columns and joints should be modeled as are not satisfied. described in Section 10.4.2.2. B-FIT CORPORATE CENTER T.I. I200 JOB#2160170.00 STANDARRAy 7 I ' I r7, ( 2_,- . 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( --- , ,-- \ 1/12,9 --) i_m 1 / t - / I I .i.• -' ' 7 6 z----s— f75f-e---V9 „ce rg,---,,e, i I ,c7 '_7 6 1.--.7 t ti 6) IS). 7,-. c,3 , :7:,-",-'---1,,-) I ----9 Li 7 ii, / );:'./, 0 ';',"'a 97 g s)"(?,,-.?. .: ) ,:L) ‘,/,. 2 -6, , 3 IV I 1 I I ------1 1------11 i 1 I 9 I i I I L i 1 1 i I . 1 I i0 '71 '4, ?S -1' if 1 I I i 1 Portland,OR 503 224 9560 Vancouver,WA 360 695.7879 a Seattle,VVA Ilsoll Architecture . Interiors . Planning . Engineering B-FIT CORPORATE CENTER T.I. JOB#2160170.00 Date Job II 2"4'4 2/;•74->, Sht Sheet 02.9 . www.mcknze.com 206 749 9993 MACKENZIE . (C)9 n16 M PaCifKM7, :Ili 01,k,t.‘ ,,,Vr a TIESo6'0.C. mrH (3) TIES®TOP I 'f(1353331 1/B'x 13 LIST leir Ur Mk WY COLLECTOR JOIST ZNII —GLU- M BEAM SEE PLAN /R I ((6)j#6(3)E.F. (4)W/570. HOOK �I e i TOP k BTTM I w _ ; K6..0. . I \ \10 1./3 TIES 1\ ,73'-Ot h„ #3 TIES 0 O.F. 3'-0"� /J2'-f" o I AAX"6" 0.0. 1,_11" .61,'""--#.3 TIES C 8'O.C. 6B 6C' #3 TIES 0 3'C.C. A7 A7 \ rrfiTB\ C - -� 3 TIES •3'O.0 C___=7 .. iI i„ I FTG. FTG.AT PANEL LEG t PANEL JOINT IN I PANEL REINFORCING ICj #4 AT 1'-0'O.0. AT CENTERLINE OF PANEL (4)/F5 Ilil iO SECTION AT TOP MIN 111111. #4 AT I'-0'D.C. C;Ir.— AT CENTERLINE OF PANEL E.W. I #3 TIES AT 1'-O'O.C. Li_ng, (6)16.(3)EACH FACE CONT. f I/2" '11111> _ V +�-� 1t i/2' _ STANDARD HOOK TOP AND BOTTOM CLR. • CLR BARS AT- END PILASTER THRU OTHER PILASTERS) : DO NOT SPLICE f I III i . °wM 1111111 DETAIL51/A7.START 17ESFOR SPACING E 1 2'FROM COLUMN 111 (8)16:AT PANEL LEG 1 BEYOND i0 SECTION AT.HEAD • � ¢3 TIES FOR SPACING // SEE DETAIL I/A7 BOTTOM CLR/8 IF: 4 2 IIIII:L::IIIII.IIIIIli CLR.R.• • I I.-4" OPANEL LEG I Q CONCRETE HEADER REINFORCING 1 1/2%W-0" Portland,OR Architecture • Interiors = Planning • Engineering Dale_ " /, ' ,�4, 503;224:9560 _. _...__.._.. Vancouver,WA B-FIT CORPORATE CENTER T.I. Job 4 _ 7 / ?!7. 360 695.7879 ._ le,WA JOB#2160170.00 2^06t749 99 C / E I E gft}, of Sheet 02.10 Mcom 206.749999) `� ©2016 Iv1Aegtra1E. ALL RiGH1SR#SEkVE® I ' , -46-A .5 ----, gi',,4f, a:f 7;,. ,fir., ," ie)-- 1 S re,/ A-,,,„„/f - w %aif if..--,----,-: E t. "' 0— IC..a. v- v' ' -- /0— y c I )- -,--(//, ,. ,-7g,e I (.-"C'.-.9-5-- ,,,-. ; i i 00 r( G- I .-) /7_..s.?:....- , .7 -7,--(I5-6, fs.6F-. i ( .r. 12,74-) (7, , 7:5- ( ),-71 / -/- ,'F-C- .71")(-.:' '''C' \ I -C '. (7 g--•'')(i- _c) - 1/_S rii III 4„ 7rd "'A,jr/ Ii _ (2)(CJ• /t r _ f/( 0,-;')( -) ( ? ,--- ' ,,e C., !1 6,)i 7 -i., , t,i- _ 1 — !7-11)),5 ,is.,-1 I 7.-? 7"''''; t rte' •64"--- 17 A7, 0/ 4''V,1,-,41 - i•",-„,..e._ I, BY ,._, 2,_ Portland,OR Architecture - Interiors = Planning . Engineering Date 7 ? f,C:. 503.224 9560 IN01 Vancouver,WA B-FIT CORPORATE CENTER T.I. 360 6957879 JOB#2160170.00 lob# f _/*20 Seattle,WA 749 Sh e._.-e.. t 02.11 www.mcknze.com 20r 749.9993IIY1ACI 1NZICK S®h2t0th YACKFN]liQIff P�CH/C PFGc o;:Ch /0-/7 I -:-------- ,, , --------) I 44,1, I - I ' 1-i („4-- x,9 7? -, f 4 0 1 1, . "----• 1,- ;.----- 11V-0 ot tir7 I I I I I 1 I I I I 1 67- (A-,,r-t-i 6_ Ca=e e'bi-r2.---r!----'2----1' e 7-7z - Portland,OR Architecture • Interiors • Planning • Engineering Date 503 224 9560 Vancouver,WA B-FIT CORPORATE CENTER T.I. Job# 2 360 695 7879 JOB#2160170.00 Sheet 02.12 IA a Seattle,WA MACKENZIE Sht of www.mcknze.com 206 749 9993 1 B FIT PACIFIC CORPORATE CTR -T.I. (JOB# 2160170.00) I Table 10-9. Numerical Acceptance Criteria for Linear Procedures-Reinforced Concrete Columns m-Factors' EXTERIOR SHEAR WALL IPerformance Level Component Type Primary Secondary I Conditions 10 LS CP LS CP Condition i' • c AA = 0.028 P=b's= 0.0046 (2.33') 50.1 C50.006 2 2.5 3 4 5 50.6 50.006 1.25 1.8 1.9 1.9 2 I (,50.1.. `50.002') 2 2 2,6 2.6 3 50.6 <0.002 1.1 1.1 1.2 1.2 1.4 Condition ii' P ' A, V e 1 A,5f' P- b».s br.d f, = 3.21 (.2.46') 0.1 >_0.1t. 5.3(0.2 2 3 4 5 50.1 >0. , 6(0.5 2 2.5 4 5 50.6 50.006 53(0.25) 1.25 1.8 1.9 1.9 2 I 10.6 10.006 56(0.5) 125 13 1,6 1.6 1.8 50.1 50.0005 53(0.25) 1.2 1.3 1.4 1.4 1.6 <_0.1 50.0005 56(0.5) 1 1 1.1 1.1 1.2 50.6 _5.0.0005 53(0.25) 1 1 1.1 1.1 1.2 I 50.6 50.0005 >_6(0.5) 1 1 1 1 I Condition ii? P A, Asf' P b s 50.1 50.006 1 1 1 4 5 50.6 10.E 1 1 1 1.6 1.8 50.1 _5.0.002 I I I 1.1 1.2 I 50.6 50.002 1 i 1 1 1 Condition iv.Columns controlled by inadequate development or splicing along the clear height' P A, As ff, P=bis 1 50.1 10.E 1 1 1 4 5 50.6 50.006 1 1 1 1.6 1.8 5.0.1 50.002 1 1 1 1.1 1.2 110.6I 50.002 1 1 1 1 1 NOTE: f'is in lb/in.2(MPa)units. "Values between those listed in the table should be determined by linear interpolation. 'Refer to Section 10.4:2:2.2 for definition of conditions i,u,and iii.Columns are considered to be controlled by inadequate development or splices where the calculated steel stress at the splice exceeds the steel stress specified by Eq.(10-2).Where more than one of conditions i,ii,iii,and iv occurs for a given com- 111 ponent,use the minimum appropriate numerical value from the table. Where P>0.7A,f',the m-factor should be taken as unity for all performance levels unless the column has transverse reinforcement consisting of hoops with 135-degree hooks spaced at 5 d/3 and the strength provided by the hoops(V,)is at least 3/4 of the design shear.P is the design axial force in the member. Alternatively,axial loads determined based on a limit-state analysis can be used. dV is the design shear force calculated using limit-state analysis procedures in accordance with Section 10.4.2.4.1. I Beams and columns shall be modeled using concentrated be permitted where verified by experiments, The overall load- or distributed plastic hinge models.Other models whose behav- deformation relation shall be established so that maximum resis- I for represents the behavior of reinforced concrete beam and tance is consistent with the design strength specifications of column components subjected to seismic Ioading shall be per- Sections 10.3.2 and 10.4.2.3. mined.The beam and column model shall be capable of repre- For beams and columns,the generalized deformation in Fig. senting inelastic response along the component length, except 10-1 is plastic hinge rotation.For beam-column joints,the gen- iiwhere it is shown by equilibrium that yielding is restricted to the eralized deformation is shear strain. Values of the generalized component ends. Where nonlinear response is expected in a deformation at points B,C,and D shall be derived from experi- mode other than flexure,the model shall be established to rep- meats or rational analyses and shall take into account the interac- resent such effects. tions among flexure,axial load,and shear, I Monotonic load-deformation relations shall be established Columns not controlled by inadequate splices,condition i,ii, according to the generalized load-deformation relation shown or iii in Table 10-8,shall be classified based on Va per Eq.(10-3), in Fig. 10-1, with the exception that different relations shall using expected material properties, the plastic shear demand on B-FIT CORPORATE CENTER T.I. 111 194 JOB#2160170.00 STANDA R ieif1.13 IB FIT- PACIFIC CORPORATE CTR -T.I. (JOB# 2160170.00) I Table 10-13. Numerical Acceptance Criteria for Linear Procedures-Reinforced Concrete Beams ni-Factors' EXTERIOR SHEAR WALL Performance Level Component Type Primary Secondary I Conditions 10 LS CP LS CP Condition i.Beams controlled by flexure' I p-p'- (} Transverse reinforcement` V d 9.70 a - bmd 5_0.0 C < (0.25) 3 6 7 6 10 550.0 C .26(0.5) 2 3 4 3 5 >_0.5' C 53(0.25) 2 3 4 3 5 5 C >_6(0.5) 2 2 3 2 4 50.0 NC 53(0.25) 2 3 4 3 5 50.0 NC 26(Q.5 1.25 ( 2 ) 3 2 4 ?0.5 NC 53(0.25) 2 3 3 3 4 ?0.5 NC 56(0.5) 1.25 2 2 2 3 Condition ii.Beams controlled by sheat' Stirrup spacing 5.d12 1.25 C. 1.5 ) L75 3 4 II Stirrup spacing>d/2 1.25 1.5 1.75 2 3 Condition iii.Beams controlled by inadequate development or splicing along the span" Stirrupspacing5 d/2 1.25 1.5 1.75 3 4 I Stirrup spacing>d/2 1.25 1.5 1.75 2 3 Condition iv.Beams controlled by inadequate embedment into beam-column joint' �, 2 3 3 4 NOTE: f:in lb/in.2(N1Pa)units. I 'Values between those listed in the table should be determined by linear interpolation. "Where more than one of conditions i,ii,iii,and iv occurs for a given component,use the minimum appropriate numerical value from the table; ""C and"NC"are abbreviations for conforming and nonconforming transverse reinforcement Transverse reinforcement is conforming if,within the flexural plastic hinge region,hoops are spaced at 5 d13,and if,for components of moderate and high ductility demand,the strength provided by the hoops(V,)is at least 3/4 of the design shear.Otherwise,the transverse reinforcement is considered nonconforming. I `'V is the design shear force calculated using limit-state analysis procedures in accordance with Section 10.4.2.4.1. II2. Posttensioning existing beams, columns, or joints using 5. Changing the building system to reduce demands on the external posttensioning reinforcement.Posttensioned rein- existing elements. Examples include addition of supple- forcement should be unbonded within a distance equal to mentary seismic-force-resisting elements,such as walls or I twice the effective depth from sections where inelastic action is expected. Anchorages should be located away buttresses, seismic isolation, and mass reduction(FEMA 547 Chapter 24);and from regions where inelastic action is anticipated and 6. Changing the frame element to a shear wall, infilled should be designed with consideration of possible force frame, or braced frame element by adding new material. variations from seismic forces; Connections between new and existing materials should be 3. Modifying the element by selective material removal from designed to transfer the anticipated forces based on the the existing element.Examples include(a)where nonstruc- design-load combinations. Where the existing concrete 111 tural components interfere with the frame,eliminating this frame columns and beams act as boundary components and interference by removing or separating the nonstructural collectors for the new shear wall or braced frame, these component from the frame; (b)weakening from concrete should be checked for adequacy,considering strength,rein- removal or severing longitudinal reinforcement to change forcement development, and deformability. Diaphragms, I the response from a nonductile to a more ductile mode,for including ties and collectors, should be evaluated and if example, weakening beams to promote formation of a necessary, rehabilitated to ensure a complete load path to strong-column, weak-beam system; and (c) segmenting the new shear wall or braced frame element (FEMA 547 walls to change stiffness and strength; Sections 12.4.1 and 12.4.2). I 4. Improving deficient existing reinforcement details.Removal of cover concrete to modify existing reinforcement details 10.4.3 Posttensioned Concrete Beam-Column Moment should avoid damage to core concrete and the bond between existing reinforcement and core concrete.New cover con- Frames I crete should be designed and constructed to achieve fully 10.4.3.1 General The analytical model for a Posttensioned composite action with the existing materials (FEMA 547 concrete beam-column frame element shall be established Sections 12.4.4,12.4.5,and 12.4.6); as specified in Section 10.4.2.1 for reinforced concrete beam- B-FIT CORPORATE CENTER T.I. I Seismic Evaluation and Retrofit of Existing Buildings JOB#2160170.00 Sheet 01.N. 1 B FIT - PACIFIC CORPORATE CTR - T.I. (JOB# 2160170.00) ITable 10-14. Numerical Acceptance Criteria for Linear Procedures-Reinforced Concrete Beam-Column Joints m-Factors" EXTERIOR SHEAR WALL IPerformance Level Component Type Primary Secondary 111 Conditions 10 LS CP LS CP Condition i.Interior joints(for classification of joints,refer to Fig. 10-3) I P h Transverse reinforcement` V, . Adf' V„ 50.1 C 51.2 1 1 3 4 50.1 C 21.5 1 t 2 3 I 20.4 C 51.2 I I 3 4 >_0.4 C 21.5 1 1 2 3 550.1 NC 51.2 1 I 2 3 50.1 NC 21.5 1 1 2 3 I 220.4 NC 51.2 1 1 2 3 >0.4 NC 21.5 1 1 2 3 Condition ii.Other joints(for classification of joints,refer to Fig.10-3) P b Transverse reinforcement' V a A..f.: V. 150.1 C 51.1 1 1 3 4 50.1 C 21.5 1 1 2 3 20.4 C <1,1 1 1 3 4 I 20.4 C 221.5 1 1 2 3 <0.1 NC <1.1 1 1 2 3 50.1 NC 2_1.5 1 1 2 3 220.4 NC 5_1.2 1 1 1.5 2 I 20.4 NC 21.5 1 I 1.5 2 "Values between those listed in the table should be determined by linear interpolation. ''P is the design axial force on the column above the joint calculated using limit-state analysis procedures in accordance with Section 10.4.2.4.A„,is the gross Icross-sectional area of the joint. V is the design shear force and V„is the shear strength for the joint.The design shear force and shear strength should be calculated according to Section 10.4.2.4.1 and Section 10 4.2.3,respectively. ©`C"and"IVC"are abbreviations for conforming and nonconforming transverse reinforcement,respectively.Transverse reinforcement is conforming if hoops are spaced at 5 h,12 within the joint.Otherwise,the transverse reinforcement is considered nonconforming. 1 I column moment frames. In addition to potential failure modes 10.4.3.2 Stiffness of Posttensioned Concrete Beam-Column described in Section 10.4.2.1,the analysis model shall consider Moment Frames potential failure of tendon anchorages. 10.4.3.2.1 Linear Static and Dynamic Procedures Beams shall The analysis procedures described in Chapter 7 apply to be modeled considering flexural and shear stiffnesses,including I frames with posttensioned beams satisfying the following the effect of the slab acting as a flange in monolithic and com- conditions; posite construction.Columns shall be modeled considering flex- 1. The average prestress fp,.calculated for an area equal to the ural, shear, and axial stiffnesses. Refer to Section 10.3.1.2 for I product of the shortest and the perpendicular cross-sectional dimensions of the beam does not exceed the greater of effective stiffness computations.Refer to Section 10.4.2.2.1 for modeling of joint stiffness. 750Ib/in.-(SMPa)or f�ll2atlocationsofnonlinearaction; 10.4.3.2.2 Nonlinear Static Procedure Nonlinear load-deformation 2. Prestressing tendons do not provide more than one-quarter relations shall comply with Section 10.3.1.2 and reinforced con of the strength at the joint face for both positive and nega- trete frame requirements of Section 10.4.2.2.2. five moments;and q 3. Anchorages for tendons are demonstrated to have performed Values of the generalized deformation at points B, C, and D in Fig. 10-1 shall be derived either from experiments or from satisfactorily for seismic forces in compliance with ACI 318 requirements. These anchorages should occur outside approved rational analyses, considering the interactions among hinging areas or joints,except in existing components where flexure,axial load, and shear.Alternatively, where the general- experimental evidence demonstrates that the connection ized deformation is taken as rotation in the flexural plastic hinge I meets the Performance Objectives ander design loadings. zone and the three conditions of Section 10.4.3.1 are satisfied, beam plastic hinge rotation capacities shall be permitted to be as Alternative procedures shall be used where these conditions defined in Table 10-7.Columns and joints should be modeled as are not satisfied. described in Section 10.4.2.2. 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By Portland,OR Architecture - Interiors - Planning - Engineering Date A 3/44 503 224 9560 Vancouver,WA B-FIT CORPORATE CENTER T.I. Job# 7/6-ic,1 .'''' ' 360 695 7879 JOB#2160170.00 IMI r Seattle,WA vSheet 03.4 ACKENZIE . www.mcknze.com 206 749 9993 II I I 0 4> <C> \i TA.19'...2 Tj8 fr-2" T/L 19.-9 40 Abilk, \ 178 Tit. 19'-.5 4..4 40 ADD DRAG ELEMENT @ I9.-2 REENTRANT CORNERS,TYP .0. _i0 el 0 iti _J • ii rgab,.. To T/9 1V-2"co TA 19'-r i I Illtale r0 lik- _ [6 1 , 0 0 , 1 ••••-.1111,. -.6 ) 0 _ :: o _ I 0 ....T. ,z1„ ._. __ 1 - CV 6461 .iAKA„,? 0 TA tr-8" lir ,r. . :\\P:.--- t/e 17-3' T/B 16'--/Cr T/9/T-3' ITA.17-19" T/9 11E-10. /9/7.-.3` TA.17-e T/9 1Y-3\T/9 t6•-ta* ria 17-3\T/L tr-a• NAILING / STRAPPING PLAN A.PLYWOOD NAILING TYPICAL I 1.) 10d 9 6"O.C. 0 EDGES OF SHEET 2.) 10d 0 12-D.C. 0 INTERIOR OF SHEETS B. DOUBLE ROW 10d 0 4"0.0. 0 GLULAM BEAMS W/IN.9"-0" OF O.S. WALL TYPICAL AT GLULAM BEAMS C. (1)SIMPSON ST6236 0 LEDGER 0 PANEL JOINTS 0 NORTH AND SOUTH WALLS(9/A6) I . D SIMPSON MTT2OB 0 6"-0 0.0. TO SUBPURLINS TIP, 0 EAST AND BEST WALLS(I3/A6), (1)ROW OF NAILS AT SUBPURLIN E SIMPSON MTT206 TO PURLINS TYP. 0 ALL NORTH AND SOUTH WALLS(108/A6) F.HINGE CONN. TYP. (4/A6) G. SIMPSON SA36 PURIM TO PURUN, GRIDS 2, 4, 6, 7, 9, 11 (5/A6) I H.PURUN TO CONC. SHEAR WALL— SIMPSON ISTA21 EACH PURL1N EACH SIDE OF WALL(8/AS) J. AM • •R,./01 T— SEE.3 A7, 4 A7,5 A7 K. DOUBLE ROW 10d 0 6"O.C. STAGGERED ALONG FULL LENGTH OF GRIDS 5 Se 5 I C21-741(7 .f."- i"7 I ,-7 ,, ...--.,4, t‘..ef 4,..-- / ef I _ e (1/00 ^ /2 .s-- , i• 2._ ( /f•9 , t-L. -1-> • f )/ ,f7ie) ,-,-..._-- S2, 1 k--- I ----) ( ,0„,.,,..,)r f .— -„ , ,„, , ,,„, ,,,,,,k, r„,,_ _,,/ — , , ,, ,, „ , , , ,_, , , ,,,,,,„„,„/ „. .,,...,SC i- ,.."-- I ...., , , I 7 - 1,-.4i.1.07 - ,...,7.i , ( .r. y --= t II ,,te,I/ 4- ,..., ‘ I Cr --- a t i Sy#5 1,„„,,,) -•"--=0 I./)(ei q /a,)( )i eY '-'' — 14- - , , c ---°*-' T.27, BY Portland,OR Architecture- Interiors • Planning • Engineering Date ( / i '7,,/ /,,--0 b 503 2 2 4 9 5 6 0 Vancouver,WA B-FIT CORPORATE CENTER T.I. Job ii ?-/7.--di!?0 - 3 6 0 6 9 57879 JOB#2160170.00 IVI E3 Seattle,WA M AC KENZI . Sht. of Sheet 03.5 www.mcknze.com 2 0 6 7 4 9 9 9 9 3 P2016 M —ACK£14ZIE ALLLLICaliTS PESEL.'/IL) ' " I r I L., , L--1, e t -"7-` / 2 (7.0 ill) I<6, 4 -(' N 06" (' '''-, 17 )fIC2/ I ----- /-57-5- :1:Z r::- ,""-,1‹fir•L/I'll y- r 1 i I (/ .„---,- _ 1 1 7--------2 ,1:,---- i/ 7 t -71.--r ._. a q- le, % 0,7 / I7: (a z)( 7-)(1, .,,.)(/jc/s) 1 - j4 1"..rp; ,-,_.„,.. -It I 111 I I I By Portland,OR Architecture - Interiors - Planning • Engineering Date (-----/70 503 224 9560 Vancouver,WA B-FIT CORPORATE CENTER T.I. ,/,„1 f Ihl 360 695 7879 JOB#2160170.00 Sheet 03.6 Seattle,WA MACI< ENZIE . Sht n,, , _., ,(,)f _ www mekn7p rrim 2C)fi 74q qq(I4 I 1 EDGE/CONC. 1 0 M - II FIBER CANT ''E g LITT288 Al 6"--.0*D.C. WITH (1)ROW NAILS AT SUBPURLJN w :-,,'3 c), , I.. SIMPSON LTTI9 AT 4.-0°D.C. I ALT: WITH 3/40 MY RAMSET TRUBOLT WITH SPECIAL INSPECTION Isom- 1 .... -,,.. ,, , 2 x 6 SURPURLIN I P.T. 4 x 8 LEDGER WITH 3/4"DIAMETER P.B. AT 4'-0*0.0. 1 13 STRAP AT SUBPURLIN/WALL CONN. ..1 As 1 ,A-=7,-.- 6 , i t 14 ..:=. 1 ____ 63=_____),:i i I I1.-v-4 -•.s, 7;;;,s e eA,, 1-,o'vel",5 9 ,,,-) 7c,sP•5 ,--r .C:-.—e/2,-VD,t) — S,44,717/7"t)7"4 1.1 -yr CP ,---- 1 ...C-- ..,, 2 1 —5) ae,i ,7 _t/ Oe : 1 P.---e 4- ,-% ;,-,-.;.- -- ,. ----7 71- By Portland,OR Architecture - Interiors - Planning - Engineering Date / 503 224 9560 ' Vancouver,WA B-FIT CORPORATE CENTER T.I. Job a 'Lie,'091 9e) 360 695 7879 JOB#2160170.00 l''''' Seattle,WA Sht of Sheet 03.7 Ww.mcknze.corn 206 749 9993 MACKENZIE . 02016 MACKEPZIE. An kiG1,115 PESEPYEL k 1 Anchor Systems Specifications for Simpson Strong-Tie.Connectors SIMPSON 1 HOLDOWN & ADHESIVE ALLOWABLE LOADS GUIDE ug ` , The tables on page 12 through 14 allow you to compare the allowable loads of our holdowns to allowable loads for Iadhesive solutions and threaded rod. How to use these tables: • Any holdown using a given anchor bolt diameter may be used with any adhesive solution of the same diameter threaded rod. I .I The allowable load for the system is the lowest of the allowable load of the holdown,the adhesive condition allowable load and the threaded rod allowable load. • Linear interpolation may only be used between f'c 2000 and 4000 adhesive allowable loads.Linear interpolation shall not be used for embedment or edge distance. I • The Critical Edge Distance(Ccr)is the edge distance needed to achieve the full adhesive allowable load listed in the No Minimum Edges table.Any side with less than Ccr distance from the center of the rod to the edge of the concrete is an Edge Condition.Common edge distances larger than Ccr are not listed since they are not Edge Conditions. • listed"with%stress increase"are based on tested limits with a Y3 stress increase.These values may only be ISolutions used in conjuction with the Alternate Basic Load Tables found in Section 1605.3.2 of the IBC and Section 1612.3.2 of the UBC.Refer to the Steel Stress Increase discusion in the beginning of our current Wood Construction Connectors catalog for further explanation. 1 LIT, MIT, HTT Tension Ties 1 )111 Product available In finishes that offer additional corrosion protection.(Use HDG fasteners with IMAX or HDG connectors) Fasteners Allowable Tension Loads Allowable Tension Loads SeatMadel i ,Thickness DF/SP(lbs) SPF/HF(ibs) No. (in) (inin) Aachor8alts Nails Bolts (133) (160) (133) (160) 1 Qty. Dia. Nails Boils Nails Bolts Nails Nails ITT19 1% 646 3/. 8-16d Sinkers — — 1205 — 1350 — 1085 1305 LTT208 112 54. 1/2.%or% 10-16d 2 1/2 1750 1220 1750 1460 1675 1750 ILTT131 1% Y. % 18-10dx1/ — _ 2185 2310 - 1985 2310 HTT16 1% >/6 % 18-16d 3480 4175 3080 3695 HTT22 1% '/,6 % 32-16d Sinkers — 5250 5260 4670 5250 MI 280 12 % %orS4 24-16d 4 14 4455 2150 4455 2725 4140 4455 I Lie il-rrr29a PrSta.)riNilce^ r+) "aa-'47 --t•' SOTS,lrot-4- 1..)/ 1-177--- 1 rr--1 Required Fasteners !dlowableTension Loads DFL/SYP 133/160) Allowable Tension Loads SPF/HF 133/160 Anchor q ( ( ) Model o. { ) (in) Boit Dia Stud Machine Bolts Wood MemberTbidmess(hi) Wood_Member Thickness(in) (in) Qty. Dia. 1% - 2 2% 3 3% 5% 1% 2 21 , 3 3% 5% I 1102A Mie 34 % 2 % 1555 2055 2565 2775 2775 _ 2760 1320 1740 2165 2570 2565 2550 H05A 234. 1/2 % 2 % 1870 2485 3095 3705 4010 3980 1585 2110 2625 3130 3645 3680 ci HD6A 2444e 346 Tits 2 % 2275 2980 3685 4405 5105 5510 1870 2470 3065 3680 4280 5020 I 1108A 2348 346 % 3 % 3220 4350 5415 6465 7460 7910 2710 3655 4530 5480 6350 7330 cl HD10A 23ie 34e % 4 Ti 3945 5540 6935 8310 9540 9900 3275 4600 5745 7045 8160 9195 0 HD14A 234e 5/6 1 4 1 — — — — 11080 13380 — — — 9495 12485 w HD15 234. 3% 1% 5 1 — — — — — 15305 — — — — — 13810 0 I N Required Fasteners Allowable Tension Load lbs Model Anchor Bolt (lbs) SO Dia. Qty Type Re�Mi imam ired Post Size DFL/SYP SPF/HF o 1 No. (In) (in) (in) (133/160)' (133/160) N HDU2 1% 1% % 6 SDSY.x2Y 2-2x 2625 2260 fl HDU4 1% 1% % 10 SDS%x21/2 2-2x 4190 3600 W HDU5 1% 1% % 14 SDS1/4x21/ 2-2x 5430 4670 a I HDC5/22 - 1 % 12 SDS1/a2/ 2-2x4 4870 4215 5 HDC5/4 1 % 12 SOSY4x21k 4x4 4870 4215 pl Pll2 1% 1% % 10 SDS1/4x3 2-2x 3610 3375 I PHD5 1% 1% % 14 SDS14x3 2-2x 4685 4380 HDC10/22 1 % 24 SDS14x21/2 2-2x4 9665 8425 HDC10/4 1 Tiff 24 SDSY4x2li 4x4 9665 8425 HDQ8 11/4 2% % 20 SDS1/.x3 2-2x 8325 7210 I HDU8 1% 1% T/a 20 SDS1/4x21/2 2-2x 8350 7180 PHD6 1% 1% I % 18 SDSY.x3 2-2x 5860 5480 HOU11 1% 1% 1 _ 30 SDSY4x2% 2-2x 11275 9695 HI-10011 11/2 1 1 1 T RPO ? FNTFR T I 2-2x 11445 9615 112 1110014 114 1 .. 1 30 JoBliViiiWn 0o 2-2x 14700 12350 Sheet 03.8 1 I , ,V [.-9 e)c\n'0,1 . ;,.:: ,.>?' 4:i '',,‘"'--.:ti-V,,,F.A 1.'..)-c-,-- t q4-f 1:›14 e•,1 r,V-"-:, ‘1"--A. r-4-7s,,,,n- I I0 4se-Al 4! r..4.7.4i0.',47.---eS --s-r ;°,,,,,,,,.‘1,-,41 k-,---c-i-L-7,), 40,4(....14.17..,,L ic) Cl( * -7 1,-- 1 -,...r--- I .. ,..... ) J (.... A I ,,,,,,,,,,te....=,-,.•::,,,,,,,=4-1„-.....t1.1111-..--1%-.1.4.-------^1.1."".."1.7....4."- ., "."'..".'.........,1`r.... ^M`ItZt;74,1:-, ,,,..— . ,,,,,,,,,,,,s. ,.. a,... I -..._.......L................ 1 74- 1u„..) I 1-" Atse4z4_ ; kzs I cc _....„.„. cc•-*': ,:/ , , _... 4 --y----->. , \-,....,..... t ..,,7 6 I *1 ..,'i 4/1-e-—\---- i i .,..(- I v.,.. - , -- / .A -",7, ,- ,. 1 1 , Lit I It--.V. P 7-: (f-a ,:e. ..-7:'''0..' ' 9, 044 ot I it ,,.-K" 0,-,,,,44-,241-47-e ciz:4,-„,,,---.;4,,, - ,-• --,-- v,,,) .41,,,-- A 1,45-Vv,,,,,...,, ,; By Portland,OR Architecture . Interiors . Planning . Engineering r'i +, t', ,. 503 2249560k, Date '2, Vancouver,WA Job 4 7:t.,,4 c.k!, '4ç 360.695 7879 111114/1 Seattle,WA ,Sheet 04.1 www.mckaze.com 206 749 999Z IAACKENZIE . 02016 MACKEE fALL — — NZILRIGHTS PF.iPRVF1-2 I 1 TYPICAL EXTERIOR WALL ELEVATION <>l __ I MP )--J LAS , _ { b� (i!lam ginarAitliblioldl ASIM�1 �rm. 'gip rAwmart a .1.. r.1 11 WEST EL`'r ATiON IBUILDING #2'6 1. or-t•-o' I IWALL TYPE WEIGHTS I R.'1 � 1 CI, IAS7 I (EXTERIOR WALL WEIGHTED AVERAGE 42,-... ([via o I.t:') ` 41 .,.). 60.)0,5.,--) ,.. S - I I ( `) I l 0 .fit.,4-,Z)(( j(( }') i' (a �1- zs (C'9 .4s)"sk us G; 1r63,t i "" I Sheet 04.2 I ).., (2-#.7--.-, -E-..P4•.-,k,-.1 it, t,-,1,-„).e.,.. -A ,.:..-T, rz-iiF, 0,..7 (ilz.0 I I ,—, v v . i ' 714-v-v7 (2ND' I 14 1/41 cr .- '*%:4,>e,'"--` S"C> I I I I L— - I —T— -,,,, ?,' ‘-? lzy,c-ri v-- ( \I tv,It-4 ;i 1 I $ .51‘,/v%. 14-17.-c Z IT —----- . . _ - I 1 I I 1, (c--7:-) . .c.?...1%m-)1,-,‘(,,,, ..„,.,. -, \-45--''*--, (t, tA Q.. I ( 2-) z-45-1---- e ,14..- '7,,,7",.;.;--4,_ .1,,F.-,,,,, :z7s. h3 (P ',),eAle...c ,.\:) I V-- 16,illili v 1 ' (4-4 I i°1 ,,,-, ( ' ''') (''' ')( t s•-\\ ' "z El '''' I c...) 1.--c- c...0-re,c-,* c 4.7ml,'c'c.,„:2_, — ,::;" (A..„,..71-i,..-- (2-) By Portland,OR 503224 9560 360 695 7879 ..,.. 101 '--- Seattle,WA I Architecture ' interiors ' Planning - Engineering Date Vancouver,WA Job# sht.Sheet 04.3 www.m cknzexom 206 749 9993 MACI< ENZIE . I I.ui -ii I vrww.hiiti.us Profis Anchor 2.6.6 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/9/2016 E-Mail: Specifier's comments: I 1 input data 4n.iHrt IFilutl MI- . IAnchor type and diameter: HIT-RE 500 V3+HAS 5/8 __..ah Effective embedment depth: hef,act=4.000 in.(hef,lims=-in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 6/1/2016 1 1/1/2017 Proof: Design method ACI 318-11/Chem IStand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h=5.500 in.,Temp.short/long:32/32°F Iinstallation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present I edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,in.lb] I � I uc tnt I to I 0 I $ z ,- '1 I v J' v ` j „.'„,„, ,.„,, ,;:-. ',,_,,,,,,-' I , -,,;,,,.. --,,,,,,t;,---1,--------___ ,G '' ,, Y F P •I -,x I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Mb AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Sheet 04.4 I 10141111.11111.11, I: www.hilti.us Profis Anchor 2.6.6 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: ' Phone I Fax: E-Mail: i Date: 9/9/2016 2 Proof I Utilization (Governing Cases) IDesign values[lb] Utilization Loading Proof Load apac'ty DN/w[%] Status I Tension Concrete Breakout Strength 5550 559 100/- OK Shear - - Loading PN PV Utilization RN,v[%] Status Combined tension and shear loads I3 Warnings ` S:(.. ./ te, • Please consider all details and hints/warnings given in the detailed report! I 4 Remarks; Your Cooperation Fastening meets the design criteria! 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 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 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. I 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 Hilti Website. Hilti 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 , I Input data and results must be checked for agreement with the existing conditions and for plausibility! 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Sheet 05.2 sn of www.mcknze.com 206 749 9993 � AC I e` IN . I E I i IQ t Erg• 4, i,,,,cv,,,, -,':„.:,.4-r- i g--11..-4,iz [-trzc-1/4,-.:– — C-;,71,1 .-‘,., c I i.S i sc_ , -r_si)v:'> C se.k.., ) I t,...., s, a, e., oc,..,. .i.: ) ( kii„ —... , , vs? C,c, 7 ,,, ..., aD 1 2. 111 -,..,-.4\ e ..)f .., .::..,,,,.., _ Ece? '' 1i".4r•--- . i •( A 2 I i , , C4re..A.") , , ••,‘4 'V° , le I 1 .. , I p4 (Z.E2 I pc _( I )g..... e,--$tr.• r_.7 (I s-)(VI lz 3)("Lc' iv:AS\ ' t---)- I `7›.L..,.. ,7'-, . /. -- I1:• _ "Fer---,...) C.11.1.—,-" rvt 17 2_ C Asa- 0,.z-, c.4-1,41 ‘-c-L w--k, 1 i -..re'e,-- 4c c,...'--2.,,,k---' * T4-54.z c=1„... Ioil ----- a I cs'QL-L-4)---)...s.‘1,-S,C...- - CA1,--\\--Ir`r1 411'...\C r),,,zI_, ,z,.' Il I r !is- 7:3e,.A t et) L..1, ,;,....-7: A IcAs-1,4 ,‘b r,'-'84' _ t 1 El 'e 0 ..„ v1". ithal.‘ce,—, I ‘3 i, %.,„ S 1'-;a ia?.._ — I NU 1,4--, •Cia-4-g4- 1, B i_ Portland,OR 503 224 9560 360 695 7879 M Architecture . Interiors . Planning . Engineering Date 4_11•1'' i t. 1 -,- / = Vancouver,WA Job# s Sheet 06.1 of www.mcknze.com 206 749 9993 MACKENZIE . • i Yt4 14nvwt3Ltc I h X I 1 M3 2 3 2 I ' r. 1 AI. i I i 1 I MACKENZIE SK-2 111/ TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:41 AM I 2160170 moment frame modei.r2d Sheet 06.2 I 1( F.-`SA wtic t"."f C.Z S1 IX •I I t accSEcS VA-cst v t,-i ate, ( 1-1'6° oCcSkSTS 1 I ) I CRECT48X10 I2 , 3 1 o 0 L r (Lo NI f to I- r I.- Uill U W D' CC U I14 U 914 A I I I I I I I MACKENZIE SK-3 MI TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:41 AM I 2160170 moment frame model.r2d Sheet 06.3 Y t ri co At.) I 17 sx I 1 -4.5k -4.5k I -.375 ft AAAAM_ MAAVVV\AAA/V\/` t3' AN\/'\M/\/\ 2 3 N 1 1 1 Loads: BLC 1, DL IMACKENZIE SK-4 TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:41 AM I 2160170 moment frame modeh.r2d Sheet 06.4 1 X 1 1 -7.5k -7.5k 1 -.625. ft AAAA/ AAAAA/\ AAAA V\A. A\ A nAAAAA AA[\A AA.. ;. 23 I � N }1 I 1 Loads: BLC 2,SL MACKENZIE SK-5 TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:41 AM ' 2160170 moment frame model.r2d Sheet 06.5 1 IX I 1 I 4.25k/ft 1 1 _ N 1 1 Loads: BLC 3, EL IMACKENZIE SK-6 TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16,2016 at 9:41 AM 2160170 moment frame modei.r2d rSheet 06.6 I Y X I I I I 73.4 I i -r .- - - -. ---- .� _�_��...______ MN -68.6 ■..1 I II WI MIMI ...I ...I ■i■' 1111 .......*I ■ ...iNM ,-EMI • ■ I47111 C I 211:1u.r 1111111111M163 ...r n..u.i.I ■..i ...r •.. I i......0 iii, ■ ■I i• ... ... ll 1111/ L .IL WI .��, Cru+l��r.1 ■ 1 II. . I I I I I 1 Results for LC 4, 1.1 DL+1.1SL+1.0EL Member Axial Forces(k) IMACKENZIE SK-7 TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:42 AM — 2160170 moment frame model.r2d ISheet 06.7 Y 1 X 1 M3 3 r i � 68.2 1 i ti 61.6 ' a 14114A i 1 r 1 Results for LC 4, 1.1 DL+1.1 SL+1.0EL Member Shear Forces(k) MACKENZIE SK-8 TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:42 AM 2160170 moment frame model.r2d 1 Sheet 06.8 I ih . I I I I 908.3 M3 - _ --*p .. : _- , -- . ' -828.6 .....443.4 I SIM , r ecce a... MEM. ■... ME -.UMW N M. - ...r I ..., G ail• ..I a.' OM MU .. NNW M. ii III a, a ■ 1 _ _ r Al!• �l t I I 1 I I IResults for LC 4, 1.1 DL+1.1 SL+1.OEL Member Bending Moments (k-ft) IMACKENZIE SK-9 TSK BFIT- PACIFIC CORPORATE CENTER SIES UPGRA... Sept 16, 2016 at 9:42 AM I 2160170 moment frame model.r2d Sheet 06.9 I CA-Lc" ,,, i 4,p-t.;.. .4.",4‹-...--1 I \ 4 ),,.(' ...-t (7.1, t.,...,/,,,,,, I I I , ----1(..... ("3.(p I I u a zr 0 I 1 0 .......) ri::,z,,t ).c:a,N:--4,s-,:,"4.),:")(-2,:;'-xl-a,) , i .-- - --: 4 6) , , ,, C, V i-ictx.)CtIa 0 1 '' , V._ 111 i (c.-) cro-,.._ 'rs il,pziaLAJ .re ce„._ :,,....i4gtolcz_ ... ..„„ . .. , .... _ ,44-4-- I I k‘t...-- (...:s.P i\C.A „ft. C3 Li c, \1*'''' -7 %-.2-7:1.5- NI(CA-506i4-4 I --...:..;:,'7:4,;;;,::::"7:7:;.:":7,kZ:"..Z:•:Z,VZ,:::=Zr.:;:::::7:::==,:tr.r; =7- 21"",rf""°-......,•-,............-..........., I 107 1, .,..., iI,,,., :,-, '"Cf "soil () By Portiand,OR Architecture -, Interiors . Planning . Engineering Date eij id-Li ik's.-7 503 224 9560 Vancouver,WA Job# ''..,;''''-' '7 L", 360 69E 7279 a Seattle,WA wwwmcknze.com 70E74FAACKEKI7IE sSheetn06.10 of . ") c)qqc) STRUCTUREPOINT - spColumn v4.81 (TM) Page 2 icensed to: Mackenzie. License ID: 63021-1044839-4-23826-20457It 09/16/16 :\Projects\216017000\3_Design\Calculations\seismic upgrade submittal\INT MOMENT FRAME COL.col 10:05 AM Ifeneral Information: File Name: H:\Projects\216017000\3_Design\Calculations\seismic upgrade s...\INT MOMENT FRAME COL.col Project: Column: Engineer: Code: ACI 318-11II Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural late rial Properties: f'c 4.5 ksi fy . i Ec = 3823.68 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in I Betal = 0.825 c„1/4.>z,. G„c' --Ve0 SIV.-Et .+Sc Section: Rectangular: Width = 25 in II Depth = 10 in Gross section area, Ag = 250 in^2 Ix = 2083.33 in^4 Iy = 13020.8 in^4 I rx = 2.88675 in ry = 7.21688 in Xo = 0 in Yo = 0 in Reinforcement: ' Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 14 1.69 2.25 # 18 2.26 4.00 Confinem t: Other; #3 ties with #11 bars, #4 with larger bars. Iphi(a) 11 ) phi(b) _6....„) hi(c)(c) = 1 �_✓' '�`•... .4:7„1 .0 1 .G..') Pattern: Irregular Total steel area: As = 7.20 in^2 at rho = 2.88% IIMinimum clear spacing = 1.63 in Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) 0.60 -11.0 -3.5 0.60 -8.5 -3.5 0.60 -6.0 -3.5 I 0.60 6.0 -3.5 0.60 8.5 -3.5 0.60 11.0 -3.5 3.5 0.60 -11.0 3.5 0.60 -8.5 3.5 0.60 -6.0 0.60 6.0 3.5 0.60 8.5 3.5 0.60 11.0 3.5 Factored Loads and Moments with Corresponding Capacities: - IIPu Muy PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in Il . 4 75.20 10.00 470 47.094(v7) 6.99 23.50 0.00709 1.000 *** End of output *** II E I I 1 ISheet 06.11 I 'te,, l ;„, I II ,,,, V Ic:PVc. ----'2 0 ( I \e-— .07 -, IC•-( ,-., \!,. I I CG,,,!, c?r+,..,!,•:{4 372,,+.1.,: i7.....zy„.4,,,,,„, v...)-„r:&'-,LIe I 44-4 (P.: io,,......„ ew.),k-,--1 vv,...4-,-. c4 I I 111 $4.,-4 ;N.,1>lt. '4 71 Q),./ '''e'.1-L.-1....-- 4-61 La'', 'F' ..-i-ce7Z".-AP•5, 'P'417"k? (--‘9%....., ILAF(.-4.2,...4 pz• C,\*A.,4 l', Z.., ,,,,,„..-1'1,-:0-.1 I I I V fi- czA.c, k 3E0 695 7879 Portland,OR 503 224 9560 Vancouver,WA IN Seattle,WA Architecture , interiors . Planning , Engineering By Date 1 k Job Sheet www.mcknze.com 206 749 9993 MACKENZIE , 06:12 , I6.--v-v, .,r-'77 e: A, ., ,,,, 1,3i 12,----.4- k- I , ,..... s1(a% (si1/4-- c,.L.) I , tL vL. I 4-bre- -4-C, 'B.42_ I "-- I 3 -i l;z: Ic , Wt, ---1 r \ -1 I L... I JD xtt , ,st '77 e _Lg I 4- s---•'--- 11" ----2-- e-",...--vr--"-A'':---z: C rA t....A'i"'-----1 17-4-rt 0 '' 731 I — Iirt.4_ I c‹..., (e-C- ,,,,—...-..,---- I I I 4:-..T.,..: ..J '. ,-.7'..4 — i N.i:7. kv. f' (It) By Portland,OR Architecture m Interiors .. Planning , Engineering 7/l'-.) 14, 508'224 9560 Date '[___ __ Vancouver,WA Job# 60 695/8/9 IA M Seattle,WA s.,,,S7hneie,t36.13 of w.mcknze.com 206 749 9997 MAC1< ENZIE __ ACKENZIE All, RIGHTS RESERVED TRUCTUREPOINT - spColumn v4.81 (TM)I Page 2 icensed to: Mackenzie. License ID: 63021-1044839-4-23826-20457 09/16/16 :\Projects\216017000\3_Design\Calculations\seismic upgrade submittal\MOMENT BEAM.col 10:09 AM eneral Information: File Name: H:\Projects\216017000\3_Design\Calculations\seismic upgrade submittal\MOMENT BEAM.col Project: az�:..-} C9f'4 �c Column: Engineer: °---) IICode: ACI 318-11 Units: English c1s,ti Gc2,. Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural aterial Properties_ __--- kA f'c :14.5 ksi fy 4 75 ksi Ec = 3823.68 ksi Es = 29000 ksi 1 Ultimate strain = 0.003 in/in Betal = 0.825 Section: Rectangular: Width = 10 in111- Depth = 48 in Gross section area, Ag = 480 in^2 Ix = 92160 in^4 Iy = 4000 in^4 IIrx = 13.8564 in Xo = 0 in ry = 2.88675 in Yo = 0 in Reinforcement: IIBar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 II # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 4 9 1.13 1.00 # 10 1.27 1.27 4( 11 1.41 1.56 5 14 1.69 2.25 # 18 2.26 4.00 Confineme t• Other; # t�ies with # bars, #4 with larger bars. I phi(a) = 1, phi(b) T1s phi(c) 1) � Pattern: Irregular 4 Total steel area: As = 3.52 in^2 at rho = 0.73% (Note: rho < 1.0%) IIMinimum clear spacing = 6.25 in Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) 0.44 -3.5 -21.5 0.44 -3.5 21.5 0.44 3.5 -21.5 II 0.44 3.5 21.5 0.44 -3.5 -9.5 0.44 -3.5 9.5 0.44 3.5 -9.5 0.44 3.5 9.5 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in 1 73.40 10.00 096.211 59.621 7.13 45.50 0.01614 1.000 *** End of output *** II 1 1 1 II ' Sheet 06.14 MACKENZIE 1515 SE Water Ave.Suite 100•Portland OR 97214 PO Box 14310•Portland OR 97293 TEL:503.224.9560•NET:MCKNZE.COM•FAX:503.228.1285 Letter of Transmittal 58930-1 Date: September 19, 2016 Project Number: 2160170.01 To: Cumming Construction 90 East 100 South Suite 101 St. George, UT 84770 Attention: Steve Cumming Project Name: BFit- Pacific Corporate Center-CD/CA Enclosed: Quantity Medium Description Comment 1 Original City of Tigard Transmittal Letter For your use 2 Original Structural Calculations For your use 2 Bond Full Seismic Upgrade Drawings For your use Remarks: Signed: Abundance Yeh Transmitted Pickup(call when ready) (Call:435-656-8433) Via: If enclosures are not as noted, kindly notify us at once. FOR OFFICE USE ONLY–SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. 71City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT . � Transmittal ,,. . a Letter 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov TO: DATE D: DEPT: BUILDING DIVISION �ED SEP 2 Z 2016 c Y o�rIGa�D FROM: L r� Cti,� 'ILDfl G DIVISION COMPANY: C 1 �SSI PHONE: 1-{_. S– Q,Z — \-- Z By: - RE: lS 5 7 S 6 w Ce f..o.kA 8� a/6 —006261/ (Site Address) erm t umber) (Project name or subdivision name and lot numb . ..... ....,) ATTACHED ARE THE FOLLOWING IT S: A Additional set(s)of plans. 1 Revisions: Cross section(s)and detai Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: Se:, Routed to P•rmit Technician: Date: Q VE-, Initials• W°711) Fees Due: ❑ Yes (o Fee Description: Amount i ue: $---le Special Instructions: Reprint Permit(per PE): ❑ Yes /<No ❑ Do e Applicant Notified: Date: 9 Asi(o Initial.-- 12 I:\Building\Forms\TransmittalLetter-Revisions_061316.doc