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Specifications . 121-,(?21Vi)-( 14'1AA- i /,/ ,. ,'„ ii,„ fi''. ;4,,..,„ -7/„.? trz- DESIGN DRIVEN I CLIENT FOCUSED RECEIVED SEP 2 2 2016 CITY OF TIGARD BUILDING DIVISION €9,, I) PRO.ce 70E315 E T" -' OREGON ...,..r ,...., --,-...:.., PIT-4:atWE: /Ztjfia STAIR STRUCTURAL CALCULATIONS Project TABLE OF CONTENTS PACTRUST COMMON AREA UPGRADES 01 Loading and General.........................1-28 Client PACTRUST 4 Date SEPTEMBER 16,2016 Project Number 2160014.03 * ...- MACKENZIE < . Since 1960 ''. .• -° .,',, '- '5-, '''' <t'i< :,,-, ..... RiverEast Center 11515 SW Water Ave,Suite 100,Portland,OR 97214 PO Box 14310,Portland,OR 972931 T 503.224 9560 1 www mcknze com \)E,- LorAD "C>9.-C colzsz.\c)Qa, tOO (95t DEAD LoM &tA"Let) BALJ "Te.trvt)s 'Psi' C tA e• LA NI mip-s L2t •;>•-a(..,x LA • LI ?s•c- StE3tAtC (R? 2. 5 5rts L ' /\Vc t3. 1 .,10001j-s EA(.,1-‘ LAroto c(4(.7tSoo Av-zpi 50 ci-7- 14'2 ?S.' C-1 50 ACT ( CACN By Portland,OR Architecture Interiors Planning Engineering Date ci I I 503224.9560 Vancouver,WA Job# Co 00 1 Lt 03 360 695 7879 Seattle,WA www.mcknze.com 206.749.9993 M ACKENZ1E . soh;0 1 6 rvi ACK ENZIE RIGgf-terSiltfE2t.8VCC 9/13/2016 Design Maps Summary Report Design Maps Summary Report User-Specified Input Report Title Pactrust Stair 2160014.03 Tue September 13,2016 21:18:06 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40871°N, 122.74635°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III -3,24,-rw.,41K-,-.4 ti2 2 - . • - •.• •••• •iiii•i---:,,,..«,,,, f� # -- t_ : Beaveron . � x _ � g p ' 14""!°'.-.41.''' , r:'1!-',.. av `C"�, � $ s x �. d V F � K s • �x : ..„01.:4-:..-.. 4 a.` , M '� .; ego ,vim s-� 7i.;;414'4'1±'''''%'' s .ellik 2 9.9 uail ✓ . ' "ate' - ,,ta° 4 iiii ) N'i Ort42#:4 ,;;;:t5i#441,(1,,,,,lj."; 0 0,°,:i.::,r7::;;;4,4",::;:e':.i,'<i--1-::-.1',14--4-1;.;'''::;-'.1"."-...- ''''10':7'1":'''',,,,::!,Z,4;::$77,,e!;i.',-Z,Vilkt, ..i.,,,4'.?",1 4. . fix", � { . - , ,-------:s::-. t `a max " c �iili USGS-Provided Output 55 = 0.968 g SMS = 1.077 g Sos = 0.718 g S1 = 0.420 g 5M1 = 0.663 g S01 = 0.442 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICER Response Spectrum Design Response Spectrum 1.10 0.72 0.50 0.64 0.22 ass 0.77 , 0.43 01 0.55 0 0.40 /111 1 0.55 rzi! 5 0.32 0.44 0 0.24 .33 0.22 0.16 0.11 0.00 - 0.00 0.00 0.00 0.20 0.40 0.20 0.20 1.00 1.20 1.40 1.20 1.20 2.00 0.00 0.20 0.40 0.20 0.90 1.00 1.20 1.40 1.20 1.20 2.00 Period, T(sec) Period, T(sec) For PGAM, T„ CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Pa e 2 of 28 http:/Iehp2-earthquake.wr.usgs.gov/designm aps/us/sum mary.php?tem plate=mini mal&I atitude=45.408708&longitude=-122.74635&siteclass=3&risk0ategory=0&.. 1/1 PacTrust Stair: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? {Yes Include Warping? I Yes Trans Load Btwn Intersecting Wood Wall? ` Yes Area Load Mesh (inA2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10):ASD Adjust Stiffness? No RISAConnection Code AISC 14th(360-10):ASD Cold Formed Steel Code I AISI S100-12:ASD Wood Code AF&PA NDS-12:ASD Wood Temperature I< 100F: Concrete Code I ACI 318-11 Masonry Code ACI 530-13ASD Aluminum Code I AA ADM1-10:ASD- Building Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) .65 Concrete Stress Block I Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam.Spacing? 1 No Concrete Rebar Set REBAR SET ASTMA615 Min %Steel for Column 1 Max%Steel for Column 8 RISA-3D Version 13.0.1 [H:\...\...\3_Design\Calculations\Structural\Stairs- no exist beams.r3d] Page 1 Page 3 of 28 PacTrust Stair: Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) 0 Add Base Weight? Yes CtX .02 Ct Z .02 T X(sec) Not Entered T Z(sec) Not Entered RX 3 RZ 3 Ct Exp.X .75 Ct Exp.Z .75 SD1 .442 SDS .718 S1 .42 TL (sec) 5 Risk Cat I or II Om Z 1 Om X 1 Rho Z 1 Rho X 11 Hot Rolled Steel Section Sets Label Shape Ty_ a Design List Material Design R... A[in2] lyy[in4] Izz[in4] J 1in41 1 Stringers HSS12x3... Beam! Tube A500 Gr.B Rect Stringers! 6.63 11.1 103 34.5 2 °Intermediate L...HSS8x8x... ``Beam Tube A500'Gr.B Rect Landing B.1.;16.4 146 146 244 Load Combinations Description S...PDe... SRSS BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 I IBC 16-1 Y-..I Y DL 1.4 I I I 2 IBC 16-2 (a) 'Y... Y DL 1.2 LL 1.6IL".1.6 1 1 I 3 IBC 16-8 Y... Y DL 1 4 IBC 16-9 Y.'t. Y DL',_ 1 LL 1 L::.I 1 5 IBC 16-10 (a) Y.-- Y DL 1 6 LL Y.`I Y DL LL 1 7 DL IY... Y I DL 1 LL I I I I I I I 8 ASCE Strength 5('Y...I Y DL 1.2 ELX 1 ILL .5 L...I 1 1 I I g ASCE Strength 5(...Y.. Y DL 1.2 ELZ 1 'LL-1 .5 L... 1 10 ASCE Strength 5(..Y.- Y DL 1.21 ELX -1 LLI ,5 L... 1 I ( I I I 11 ASCE Strength 5(...Y..J Y DL 1.2 ELZ -1 LL .5 L.-.I 1 12 ASCE Strength 7(.Y.:.) Y I I DL .9 ELX 1 I 13 ASCE Strength 7(...Y.. Y I DL _ .9 ELZ 1 I I 14 ;ASCE Strength 7('Y..1 Y DL .9 "ELX -1 _ 15 ASCE Strength 7(..Y... Y DL .9_ ELZ -1 _ 16 IBC 16-5'(a) Y...I Y ' DL 1.21 Sds*DL .2 EL 1 LL .5 L... 1 17 IBC 16-5 (b) Y DL 1.2 Sds*DL I .2 EL -1 LLI .5 L... 1 18 IBC 16-7(a) Y.,.I Y DL .9. Sds*DL -.2 EL 1 19 IBC 16-7 (b) IY-.] Y DL .9 Sds*DL -.2 ELI-1 I 20 IBC 16-5(c) Y..: Y DL 1.2 Sds*DL .2 E. -1 LLI ,5 L... 1 I 21 I IBC 16-5(d) Y..- Y I DL 1.2 Sds*DL .2 E.-- -1 LL .5 L. 1 I I 22 IBC 16-7(c) ,Y.. Y DL .9 Sds*DL .2_E:.; -1 23 IBC 16-7(d) Y-- Y _ DL .9 Sds*DL -.2 E- -1 RISA-3D Version 13.0.1 [H:\...\...\3_Design\Calculations\Structural\Stairs - no exist beams.r3d] Page 2 Page 4 of 28 PacTrust Stair: Joint Coordinates and Temperatures Label X[ft] Y fin Z[ft] Temp[F] Detach From Diap_ 1 N43 6.499642 -2.000064 -9.7083 0 2 N44 15.583 3.9583 -9.7083 0 3 N45 21.753 3.9583 -9.7083 0 4 N46 21.753 3.9583 -.125 0 5 N47 16.583 3.9583 -.125 0 6 N48 6.4997 11 -.125 0 7 N49 6.499642 -2.000064 -5.3333 0 8 N50 15.583 3.9583 -5.3333 0 9 N51 16.583 3.9583 -4.5 0 1 10 N52 6.4997 11 -4.5 0 11 N53 16.583 3.9583 -5.3333 0 12 N54 6.4997 11 -5.3333 0 13 N55 6.4997 11 -9.7083 0 14 N56 16.583 17.5 -5.3333 0 15 N57 16.583 17.5 -9.7083 0 16 N58 21.753 17.5 -9.7083 0 17 N59 21.753 17.5 -.125 0 18 N60 16.583 17.5 -4.5 0 19 N61 15.583 17.5 -.125 0 20 N62 15.583 17.5 -4.5 0 21 N63 6.9167 24 -.125 0 22 N64 6.9167 24 -4.5 0 23 N65 16.583 17.5 -.125 0 24 N66 16.583 3.9583, -9.7083 0 25 N67 6.4997 24 -.125 0 26 N68 6.4997 24 -4.5 ' 0 27 N49A I 22.5867 24 -.125 0 28 N50A 22.5867 24 -9.7083 0 29 N51A 22.5867 11 -.125 0 30 N52A 22.5867 11 -9.7083 0 31 N53A 22.5867 17.5 -9.7083 0 32 N54A 22.5867 17.5 -.125 0 33 N57A 21.753 3.9583 -4.5002 0 34 N58A 16.583 3.9583 4.91685 0 35 N59A 16.583 -2.00006 -4.91685 0 36 N60A 21.753 3.9583 -5.3335 0 RISA-3D Version 13.0.1 [H:\...\...\3_Design\Calculations\Structural\Stairs- no exist beams.r3d] Page 3 Page 5 of 28 :\ 411/4 peel AN•v a Z. •X N\ '\-SL. S . `, T -.01 l4`,\ ���� \\ � \ \ \ \-\ <2\,,,,,\\\--,„:,,,:,...„,'t -.03k/ft \b .,-1.-1,- I 1 i\''' kts,\\,k7„'&:,,,-, '"-‘*\,',i \ ,-,‘ ,:-.\\:,--\\‘',,,, *1 1 f),. ...„—T—i I • i 1 1 4-",x1-,\::- . *Vii4--:, , R,',....:,-- ,,,;,.. . 4. 9�' �\ ,\ \,4r ,\, „�, \ ztfasi � I i I Hyl ,(4$ ,„,,,,,,,,:„.„,'w,„kA t4, ,-k..,,,A$4. - -.03k/ft , I <,' ,1\ `'\\� � :4,114 \ \\--It-,,,,..k:,'-,t, '' \ 3 1 1 r;, `N5- It -.03k/ft -,\ t-‘,1::.$\ \,>f E,' \\ , �\ a\\ ' :, , &).*,,,,/4,-- 1• . •M4I ! ' -.01ksf ``\ ..` `\1 ),\ ,2 54A :. ik`,\\ \\`,\\\\\\\\ --,.,1 I i\. \, \ -.03k/ \\ \ { I \ave '\F' \,4 ,. ' ''''',''';'!'04P1 , '3 47"4"`` , \ `� x ' r`,`4 4 'r i lil„ht,. .,,,„,„,..,,, ,H„..,.„,,,,,, ,:::,:\:,,,.40,,,4„,,, . ...,...„4..,:it \\,,,..,,......-k\\,.,1 ,,,, 60A a �, ,g :d I 1\V : �... M34,::. 46 59A Loads: BLC 1, DL SK- 1 JPF PacTrust Stair Sept 13, 2016 at 1:30 PM 2160014.03 Stairs-no exist beams.r3d Page 6 of 28 Y aro %I X Z HSS`•• Ai°° 4450A\\\ \\,'\ -.1 ksf\ \ \\` HSS Ux3xxq\ \\\\\‘\‘ -.1 \ •a .3 4\ lksf ' C'\‘s.\Ux'...X`\\\. \:\‘‘k N. \-‘,,,. 1 -6' � N..&:<'.- \\\. e\\\ \ ``\ \ ' L1• 6 SS'i�� \\\\\ . \4,,:, "" ••,...„\V\,, ,:.. '\V\,, ```..\ , \` vii 53A I -.1 ksf '\ \ �� , „\,70,1,N.:\,,,,,„,,,\,.,&\., ,,,,' ai—,,' `\k\ � `',\`\,;,"\‘‘', \ '\ 2 . \.,..\‘‘..,,•.,14'.',..P:,•4%.:4“ .,\\; ` tt �X3 HSS 12x3x4 N54A 4152A co2 \•.' \\ ' ' \\•%,\ \`.\ .,5�i\ 4 -.lksf a .,\.„,,x,\ -.0\\,\\,\\o\.,\,‘it,',\,,,,,,,,...:*4 ''\..\..%:,I,f...:i.,N‘',,=\),,-,•\\N,,\\\,\*\\\',‘ \\v\\:\\\.\sk\ ,\\'N hS`s7 2 \ ' ' , � \ ,\<\,',;\'*„\,:\'.'„,'-',',:ts,',:',,:N,'\,, �\\ . N45 ,40,t0''', A ...,,, N' .7\s-N, ,,,,,x,,,,,\' 4:4' ;--:\:\\„\ \ \ ,„‘9':_,,,4, `� �s� �SS12X3X44c �y � `\� `'�`'�� N60A :; y \\''''''''.P a Z N57A 's\— .:\\\:, \ 1 co \�4 41,49 = HSS12x3x4 k 1 N46 AL 59A Loads:BLC 2,LL SK-2 JPF PacTrust Stair Sept 22, 2016 at 7:43 AM 2160014.03 Stairs no exist beams.r3d Page 7 of 28 .Y °A.0 Z X ,63 ,350A a,55 N53A Al.54 52 • `ems 4 t -.057ksf�� 4 `\` \l s` Oft N54A 4452A a,43 � � • N45 042Rsf ? 60A •*r ' `4\ N57A • N46 a,59A Loads:BLC 6,ELZ SK- 3 JPF PacTrust Stair Sept 14, 2016 at 8:32 AM 2160014.03 Stairs-no exist beams.r3d Page 8 of 28 Y Code Check (Env) /� No Calc •�% • >1.0 X /$ .90-1.0 Z �� �4 0.1 .75-.90 -.1 /-10.1 .50-.75 1.5 .12 0.-.50 -.1 9.2/0. 1 �1 .5/0.1 sr-432 2.2 •>> .6 0 •9A ' 53A 0.8 56 .7/0.2 , fb;; '60 55-.3 .2 '.^ 2.5/ s 12.3/0.9 -1.4 2.-4-- 6 •8 .17 1. 54 d•.. .2-.9 :t -.4 �N`'�" 54A -.4 '2V. -r 0.8 52 .1 0.8 1.5/ 0.1 -.5 1.7 4 1 4� : ------'''.4.157 •7y 15 i 4451:" 1.7 I 45 y 13 , 1.7/0.2 2.9 4 ,\`2. - i -2.7 ,\ -.4 2.3 ? 60A 3.8 57A ...44 A 9-.8 �` �" •29 3.8 _....._ 46 0.2 ;5% Member Code Checks Displayed (Enveloped) 21.6 /2.7 Results for LC 1, IBC 16-1 Y-direction Reaction Units are k and k-ft(Enveloped) SK-4 - JPF PacTrust Stair Sept 13, 2016 at 2:12 PM 2160014.03 Stairs-no exist beams.r3d Page 9 of 28 gi Company . Designer : JPF Job Number : 2160014.03 Checked By: s- Model Name : PacTrust Stair Joint Deflections LC Joint Label X[in] Y[in] Z[in] X Rotation r...Y Rotation[r...Z Rotation[r_. 1 4 N57A -.022 -.207 .066 9.68e-5 I -8.419e-4 -2.159e-3 - 2 4 N60A -.013 -.206 I .066 2276e-4 9.035e-4 2.155e-3 3 4 N46 -.06 -.198 .066 -2.587e-4 -7.174e-4 -2.181e-3 4 4 N45 .04 I -.18 .066 5.801e-4 -1.031e-3 2.133e-3 5 4 N47 I -.06 -.085 .012 _ 1.816e-3 -1.064e-3 -9.828e-4 6 4 »I N66 .04 .07 .012 -1.543e-3_ -6.871e-4 9.24e-4 7 4 N61 I -.041 -.061 -.034 8.257e-4 -5.779e-4 5.388e-4 8 4 N44 .04 -.061 .003 1.492e-3> -7.854e-4 6.738e-4 9 4 N65 -.041 -.054 -.027 7.939e-4 -6.338e-4 6.178e-4 10 4 N57 .026'' -.041 -:027 5.876e-4 -3.571e-4 5.035e-4 11 4 N62 -.006 -.023 -.035 13.377e-4 -5.994e-4 4.281e-4 12 4 N60 -.005 I -.019 _ -.027 12.665e-4 -7.278e-4 4.361e-4 13 4 N56 .002 I -.017 -.027 I -3.789e-6 -6.753e-4 4.767e-4 14 4 1 N51 -.006 I -.009 .012 4.549e-4 -9.141e-4 6.687e-5 15 4 N59 I -.041 -.008 0 -4.901e-4 I -3.446e-4 17.799e-4 16 4 N53 :003 1 .007 ' .012 1.814e-4 I -8.425e-4 9.063e-5 17 4 N63 0 -.007 .001 1.034e-3 I -2.792e-4 -1.422e-3 18 4 1 N50 .003 I -.007 .003 I -2.394e-4' -7.317e-4 4.199e-5 19 4 N58A -.002 -.007 .012 1.389e-4 -8.813e-4 -7.655e-5 20 4 N58 I .026 .006 0 15.258e-4 -6.136e-4 5.832e-4 21 4 N64 I 0 ! -.006 0 8.04e-4 7.609e-5 -1.046e-3 22 4 N54A I' -.041 0 :003 -1.508e-5 2354e-4 4.548e-4 23 4 I N53A .026 0 .005 1.618e-5 -4.285e-4 3.525e-4 24 14 I N59A I 0 0 0 1.822e-4 8.813e-4 8.568e-5 25 4 I N54 0 0 0 I -6.121e-4 2.684e-4 I -7.769e-4 26 4 N68 I 0 0 I 0 >8.04e-4 0 I 0 27 4 N49 0 0 0 -6.155e-4 -1.583e-4 I -3.883e-4 28 4 N55 0 I 0 0 -7.242e-4 1.453e-4 1.126e-3 29 4 N67 I 0 0 0 1.034e-3 , 0 0 30 4 I N52 0 I 0 0 8.03e-4 -4.157e-4 5.259e-4 31 4 N49A 0 0 0 I -5.057e-5 -2.354e-4 -1.01e-3 32 4 , N51A0 0 0 16.498e-5 ' -2.354e-4 5.754e-4 33 4 N48 0 0 0 1.603e-3 -1.368e-3 -1.023e-3 34 14 N50A I 0 I 0 I 0 I -1.067e-4 4.285e-4 3.051e-4 35 4 N52A 0 0 I 0 9.123e-5 -4.285e-4 -6.418e-4 36 4 N43 I 0 I 0 0 I -1.341e-3 I -1.016e-3 -6.722e-4 RISA-3D Version 13.0.1 [H:\...\...\3_Design\Calculations\Structural\Stairs- no exist beams.r3d] Page 2 Page 10 of 28 • Company Sept 14,2016 IIIRISA Designer : JPF Job Number : 2160014.03 Checked By: Model Name : PacTrust Stair Dead Load Only Joint Reactions LC Joint Label X[k] YIN Zak] MX[k-ft] MY[k=ft] MZ[k-ft) 1 1 1 N43 .211 .098 -.018 0 0 0 - 2 1 1 N48 .231 .168 -.008 0 0 0 J 3 1 N49 1.462 1.095 .011 0 0 0 4 I 1 N52 1.275 -.499 0 0 0 0 _ 5 1 1 N54 3.586 2.616 .015 0 0 0 6 1 N55 .479 .593 .002 0 0 0 1 7 1 I N67 .576 .258 .005 0 0 0 8 1 N68 -1.3 ( 1.411 .007 0 0 0 9 1 1 N49A .263 .625 .003 0 0 I 0 10 1 N50A .076 .375 -.018 0 0 0 111 1 N51A .07 .625 -.003 0 0 0 12 11 N52A I .02 I .375 -.011 0 I 0 0 1 13 1 1 N59A .151 i 6.064 .016 0 0 0 14 1 I Totals: 7.1 13.806 0 15 1 COG (ft : , X: 15.42 Y: 10.781 Z: -4.909 Envelope Joint Reactions Joint X fk) LC V 1k] LC Z[k) LC MX fk-ft] LC MY fk-ft] LC MZ[k-ft] LC 1 N43 max 2.861 19 2.284 9 .155 13 0 1 0 1 0 1 2 1 min -2.681 11 -1:707 23 -.222 21 0 1 0 1 0 1 3 N48 max .81 l 9 1.712 2 .078 13 0 1 0 1 0 1 4 I min -.478 23 . -.408 13 -.102 21 0 1 1 0 1 0 1 5 N49 max 3.764 21 3.751 2 _ .106 9 0 1 0 1 0 1 6 min -.794 _ 13 -.392 13 -.069 23 0 1 0 1 0 1 7 N52 max 2.366 15 2.29 2 .128 9 0 1 0 1 0 1 _ 8 . min -.948 9 . -1.393 _ 15 -.104 23 0 1 _ 0 1 0 1 9 N54 max 12.297 2 10.155 2 .086 9 0 , 1 0 1 0 1 10 min 1.08 22 .859 22 -.069 23 0 1 0 _ 1 0 1 - 11 N55 max; .822 12 2.49 2 .09 9 _ 0 1 0 1 0 1 12 min -.256 22 .072 22 -.081 23 0 1 0 1 0 1 13 N67 max 1.014 8 2.231 2 .089 9 _ 0 1 _ 0 1 0 1 14 min -.19 22 , -.084 _ 12 -.08 23 0 1 0 1 0 1 15 N68 max -.065 12 9.249 2 .115 9 0 f 1 0 1 0 1 16 min . -10.095 2 . .396 12 -.079 23 0 11 0 1 0 1 17 N49A max .628 2 1.679 2 .628 13 0 1 0 1 0 1 18 min .057 22 _ .203 22 -.631 21 0 1 0 1 0 1 19 N50A max .076 1 1.511 _ 2 .614 13 0 1 0 1 0 1 20 min -.003 6 .085 12 -.655 21 0 1 _ 0 1 0 1 21 N51A max .092 2 1.679 2 .623 13 0 1 0 1 0 1 22 min .021 6 .203 22 -.636 21 0 1 0 1 0 1 - 23 N52A max .092 I12 1.511 2 .616 13 0 1 0 1 0 1 24 min -.376 12 .085 12 , -.64 21 0 1 0 1 0 1 25 N59A max .178 21_ 21.61 2 1.636 13 0 1 _ 0 1 0 1 26 min -.017 6 2.689 13 -1.613 23 0 1 1 0 1 0 1 27 Totals: max 10.99 8 61.283 2 4.905 _ 13 28 ( min -1.069 22 _ 7.459 22 -4.905 11 I RISA-3D Version 13.0.1 [H:\...\...\3_Design\Calculations\Structural\Stairs - no exist beams.r3d] Page 1 Page 11 of 28 . 14.M1F. _, TAR-tC1:.),1) IP,- 10 K ,A. — (7 r Fk, 4 K il ,..-• L 7-• x 10" c' ‘00 44 - .1.4-......-- Fct: 1 /I I Ebt , _._, ... (Do_ AAA 6g - —(0 Vr-77-117LPv ;: =7 I 0 14/11 r"11 1--•Win 1') e, --: 'r 1-- 5'46/ . — ''' Q 'Z''.7 Lk III ' -'''';' 05K: IL1 WC:,,A-70 •- ---- -\----Hc GXbX11H Ccpl.1..likki,3 1..-2/)1, -- — 00 a., \--\5 8)(8 V4 qv,..7.7 2-6 L p.\\3c 114_4 ,-- ?I.- -1,-; ?c 6' x ts — — ,-- D•cs' )s`1,---> use 1(.2.`' f i CLe:) :-._- , t i • • 0,e)lac •:. (4),L-\\ - 2 CcDLA..k m. ct,.. ---- !LS k-- „. t• 6 t4.5-.. ( , (/) ,-.: 0 i 5 -- ( LY b. . 1,\)( --: CI) li A -,IT - icaci = 0;15 x lei 4300 0 x 12C S 4). • i " .=e) el-J qtA = %, C C •—• ( c 4- 6-.).?.2 = k, t,D c - By Portland,OR 503 224 9560 Vancouver,WA 360 695 7879 Seattle,WA r'l Architecture • Interiors • Planning • Engineering Data 9 I 01 ib PI Job# 2-tbOOLtS,0 3 www.mcknze.com 206 749 9993 MACI< ENZShtI opage 12 of 28 coN)ts3 \I .'---- S '6- ,.- CcC-J lz.), A5 ¶k )C1, L_\-) = 4-/3 0 t_.f el-A t3 Le -1- 1 VZ2:6•- cq (t2.) s.„..,ov\...,2_vvITI._ :-- /(1 b - .1,1 % • - . 6 • - l _ ............. . • -- j--.,. 1.,.„,,_, __.:-..........._...........1 (9,,5 5--E.-1-. '12.2km e.....‘1.-,1 6- 4git 1 In 1-9 1 tA /,. illit, 1 .ti 11. L - -.., L — Lc.> -- ---- __._ ____________ ....„..f.,.7 -i / ti..x C-!73,11u, 11.._c',12.,‘"IC qt'X 01- ° t/ er,c...i -stlfc 01 L;:f) Fv5a3- 5h-A ti ch ''..- 17 x 1 cc — V c.„ 111PW,C-1-4 II:cwrs., ' ("0 tk-k, 2 tt- - "7°P _.\-- 2 ..,- _c L Portland,OR Architecture - Interiors • Planning • Engineering Date__ , 503.224.9560 Vancouver,WA Job# 360 695.7879 fs 'w* IA Seattle,WA 1\1 ilq Sht. of _ www.mcknze.com 206749.9993 02016 MAcKEtatt. Alt RIG1IT'S RESERVED NAnchor DesignerTM Company: Date: 9/14/2016 !,SIMPSO ' Engineer: JPF Page: 1/5 Software Project: 2160014.03 Version 2.4.6025.3 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Concrete screw 11-10: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):6.000 Reinforcement provided at corners:Yes Effective Embedment depth,her(inch):4.640 Do not evaluate concrete breakout in tension:No Code report: ICC-ES ESR-2713 Do not evaluate concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):9.58 ca.(inch):7.00 Base Plate Cmin(inch):1.75 Length x Width x Thickness(inch):8.00 x 18.00 x 0.38 Sr.'.(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> 444,2481111,1444.7,11,, 010005401144.1,-, 4#404A41::: 40.034S44040.0105014445411*,41.0.0.444,'4 .1 ,Oistologwokiktg 4444.7. • ''2 t 5®IW Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 13 of 28 • -SIMPSON Anchor Designer TM Company: Date: 9/14/2016 Engineer: JPF Page: 2/5 w ri$ t Software Project: 2160014.03 Version 2.4.6025.3 Address: 0 Phone: E-mail: <Figure 2> r." s y_ s ,.., erg er Pt �x � 3r t rte' ,,A a s" F ' , 7 x.. // l .: 6 i _ 4 11,419", .. ,/ N / y m 10r40' 1 VI 11:`,0-,-./.4,`, ,, 2300...._._.."`_' . ........_._._.2100.._...._____._.-._.. Recommended Anchor Anchor Name:Titen HD®-3/4"0 Titen HD,hnom:6"(152mm) Code Report:ICC-ES ESR-2713 A y Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 14 of 28 SIMPSON, Anchor DesignerTM Company: Date: 9/14/2016 Engineer: JPF Page: 3/5 ''''%="A:Pet?'''' Software .� . Project: 2160014.03 Version 2.4.6025.3 ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(Ib) Vuay(Ib) J(Vuax)2+(Vuey)2(Ib) 1 400.0 0.0 2500.0 2500.0 2 400.0 0.0 2500.0 2500.0 3 400.0 0.0 2500.0 2500.0 4 400.0 0.0 2500.0 2500.0 5 400.0 0.0 2500.0 2500.0 6 400.0 0.0 2500.0 2500.0 Sum 2400.0 0.0 15000.0 15000.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2400 Resultant compression force(Ib):0 � ) 2 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 06 X ,5 04 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 ONsa(Ib) 45540 0.65 29601 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAa'IPchar'5(Eq.D-6) kc Aa f c(psi) hot(in) Nb(Ib) 17.0 1.00 3000 4.640 9307 ONcog=0(ANc/ANco)Voc,NTed,NY'c,NPcp,NNb(Sec. D.4.1 &Eq.D-4) AN (in2) ANco(in2) nc,N Ved,N Vc,N ycp,N Nb(Ib) 0 ONcbg(Ib) 516.33 193.77 1.000 1.000 1.00 1.000 9307 0.65 16119 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0Np,=O ,PAaNp(f'c/2,500)"(Sec.D.4.1, Eq.D-13&Code Report) Vc,P A a Np(Ib) fc(psi) n 0 0Npa(Ib) 1.0 1.00 6820 3000 0.50 0.65 4856 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 15 of 28 SIMPSON Anchor DesignerTM Company: Date: 9/14/2016 Engineer: JPF Page: 4/5 Software Project: 2160014.03 _ Version 2.4.6025.3 Address: e Phone: E-mail: - 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) (grout 0 qigroutOVsa(Ib) 16840 1.0 0.60 10104 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in y-direction: Vby=min17(le/da)°'2.Ida2aIf ccal1 5; 92,Pif coal'51(Eq.D-33&Eq.D-34) /o(in) da(in) Aa f'c(psi) cal(in) Vby(Ib) 4.64 0.75 1.00 3000 33.00 90626 ¢Vcbgy= (AVc/Avco)Yec,V-ed,vYc,V-h,vVby(Sec. D.4.1 &Eq.D-31) Avc(in2) Avca(in2) Yec,v Yed,V Yc,V Why Vby(Ib) 0 gVcbgy(Ib) 822.00 4900.50 1.000 0.779 1.000 2.031 90626 0.70 16831 Shear parallel to edge in y-direction: Vbx=min17(to/da)52Alda2a*f'cca11'5;9A.a1f'ccall'5I(Eq.D-33&Eq.D-34) to(in) da(in) Aa rc(psi) cal(in) Vsx(Ib) 4.64 0.75 1.00 3000 13.00 22408 �1Vcbgy=0(2)(Avo/Avco)Yec,vWed,vlPc,vWh,vVbx(Sec. D.4.1 &Eq. D-31) Avc(in2) Avco(in2) Yec,v Yed,v Yc,v Yn,V Vbx(Ib) 0 OVcbgy(Ib) 612.00 760.50 1.000 1.000 1.000 1.275 22408 0.70 32181 10.Concrete Pryout Strength of Anchor in Shear(Sec. D.6.3) OVcpg=Ok(cpNcbg=0kcp(ANc/ANxo)Yec,NYed,NWc,NYcp,NNb(Eq.D-41) kcp ANc(in2) ANco(in2) YeeN Yed,N Yc,N Ycp,N Nb(Ib) 0 ¢Vcpg(Ib) 2.0 516.33 193.77 1.000 1.000 1.000 1.000 9307 0.70 34718 11.Results Interaction of Tensile and Shear Forces(Sec.0.7) Tension Factored Load,Nua(Ib) Design Strength,0N0(Ib) Ratio Status Steel 400 29601 0.01 Pass Concrete breakout 2400 16119 0.15 Pass(Governs) Pullout 400 4856 0.08 Pass Shear Factored Load,Vua(Ib) Design Strength,eVa(lb) Ratio Status - Steel 2500 10104 0.25 Pass T Concrete breakout y+ 15000 16831 0.89 Pass(Governs) II Concrete breakout x- 7500 32181 0.23 Pass(Governs) Pryout 15000 34718 0.43 Pass Interaction check Naa/¢N„ Vea/0V„ Combined Ratio Permissible Status Sec.D.7.2 0.00 0.89 89.1 b/b 1.0 Pass 3/4"0 Titen HD,hnom:6"(152mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 16 of 28 SIMPSON Anchor Designer TM Company: Date: 9/14/2016 j Engineer: JPF Page: 5/5 ��� Software Project: 2160014.03 01,141m4 '41A.„1Version 2.4.6025.3 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com Page 17 of 28 • x N. a -4„, ,,,,,,N''' ''''., ,.-,,44'" ' IV, ,1004 , ,411,4-K4` f 64, i 8 It :.°4:: 737_;>,'. 4 �3 , ., ,,,.4„4,,„,, i ,„ SK2 - 1 JPF PacTrust Stair Sept Stairs.r3d - 14, 2016 at 9:14 AM 2160014.03 Page 18 of 28 is* Y itaX w.12x14 W1204 ss 6, t �7 185 NS ��0 2�X��12x14 ass ` +a NS=F ie"IN12x14 �5'.`L+ �NI 2x14,- W21Xg2 ik W12x �b` &A'Oragilta 1 5� .1'Wit 1 k it. t � � _ xiJ12x4 us us 011e „,, ,,, s3, ' , • ,�0,112x 14.., � g'`,p -- 1262 12 .,. „.,t, /iit ,,,,_ , ,,5 HSS,2x3x4 yj, y(p (i.' 30 Y.HS c- m,1 11Ss12x3x4 LP+ HSS CO H I SS12x3x4 • SK-2 JPF PacTrust Stair Sept 22, 2016 at 7:39 AM 2160014.03 Stairs.r3d Page 19 of 28 Y. X • jj Ill\ Is \\ ssb ' ,� y- -'$ %' •\ -10.88kIN r ` ''-liP,,Z.,`N.'!\,,Vs' '- '!'''' . ,,.,.k1,.!!I kt1/4\\\*\!....,„,,„Ntkt ! If',„ r `,‘.- .,,\\„!! -N. N-‘ts,,,41, ,,ip ,%.,,,','%\ %, z,;,...„*t.\\::„, 'A.:‘,\\., 8. ,1\i \d1 t.-` ,.. ,MN•%- :``'`s " 10.88k exp ,/,I 1,.,\:, 'Oh: t� ,,, s .l i `„.,..,,:,<::v ifi i? -,i J .,,,:s,7- -.03k/ft\4 it c`. :L � ` , 1` x*VAS i kt. 4 I 014t, Loads:DL-Dead Load SK2 - 3 JPF PacTrust Stair Sept 14, 2016 at 9:16 AM 2160014.03 Stairs.r3d Page 20 of 28 Y 1• X ..b;. „,,\ .\,s , ':',\,::,,Z1V,',', .....',..-*`,,,,e,:.,., ,\, ,,,,,,....,,,, ,. '''..N. -..',,,,,s\:,,,..w:-N-i.kg-\\*,:iz*,,,44-6w-- .y.10; I..\\,*ts \ h I, i, a � ��\ \ \v f,\c\\\\\ �`� ' \„.,\t.,4,„„..`i ce`\ ,, -10k N. �, `\,,,, 11.!!,\\„,,., t,,\ I.. `\�`l,, E\,,,„,.. `,, \-��"��` 1. II 1%, ' **-- 0'\''',;`,-'-'''' V*tr*': 4 , ,. „„,,,„,,,,, , 41.41:,v,„\‘:,\,.,;,,.:, � a' a '''% �� ,te t ,c,.. Loads:LL-Live Load SK2-4 JPF PacTrust Stair Sept 14, 2016 at 9:16 AM 2160014.03 Stairs.r3d Page 21 of 28 x i 03P MQ4P 4 9 2,p9 op, = o tkliviii,500 M1,gO , • 4.80 10 N1110.1.9f 4S' A o \ir,\re,. , * 144‘\'l's‘'\ \WV!• 1‘ 1 ir.90 Iiill F tqlkic;1° NO I 'ksf `` ,- M36 44. Mc: M31 Loads:ELZ-Earthquake Load Z SK2-5 JPF PacTrust Stair Sept 14, 2016 at 9:17 AM 2160014.03 Stairs.r3d Page 22 of 28 Code Check Y (Env) MODEL ASSUMES NO COMPOSITE ACTION FOR N Calc >1 0 90-1 0 EXISTING COMPOSITE BEAMS. SEE EXAMPLE CALC. il* ' 0 0, ,---- , , ... :3.1 - t 91 ,,„,,,,'°'''' iste „, IL*. ,i_Lilligk • 0 63‘ , ,-,,, ,-- . itt. ,-,- ,•Doc a lb.. 0 ', .0 ,-- -`........., .78 . • i ,.., • Ac3 .4 ../- -34 I 2 i I I Member Code Checks Displayed(Enveloped) Results for LC 4,IBC 16-9 SK2 -6 JPF PacTrust Stair Sept 14, 2016 at 9:34 AM 2160014.03 Stairs.r3d Page 23 of 28 1,01 4111111411; ,111. -.2 14.2 -3.1 10.8 5. 1.2 -6 -.3/-2, 0.5, -2.4 23.9 Y-direction Reaction Units are k and k-ft(Enveloped) SK2 -7 JPF PacTrust Stair Sept 14, 2016 at 9:19 AM 2160014.03 Stairs.r3d Page 24 of 28 X. 28 62A 130 116, 7 j ilikl* 10a • 94 N N70 Ailiko,%‘;:i492 N38 N66A " 90 129 44A o 80 N27 1+9441K k rig• 76 \:• ♦ L41111111111iipprim, 91 N37A 89 40 N25 '.5i—Y; .5 N32 l 96A 46 77pp N127 -Via , a ih, N49 i Nn ' N45 N59A N43 SK2 -8 JPF PacTrust Stair Sept 14, 2016 at 9:20 AM 2160014.03 Stairs.r3d Page 25 of 28 Company Sept 14,2016 Designer : JPF Job Number : 2160014.03 Checked By: -° Model Name : PacTrust Stair Joint Deflections LC Joint Label X[in] Y[in] Z[in] X Rotation[_Y Rotation[_Z Rotation[r_.. 1 4 N72 -1.199 -1.608 -.059 -4.156e-3 7.153e-4 2.459e-3 2 4 N71 -:863 -1.592 -.063 4.059e-3 '6.085e-4 2.332e-3 3 4 N74 -1.362 -1.265 .023 -2.941e-4 6.905e-4 7.56e-5 4 4 1 N96B 1 -1.363 -1.263 .016 1 -1.821e-4 5.452e-4 4.727e-4 5 1 4 N46A -1.363 -1.262 .014 -1.562e-4 5.908e-4 5.74e-4 6 4 N37 -1:362 I 1.237 0 -7.336e-4 -3.693e-3''-6.368e-4 7 4 N94 -1.128 -1.227 0 1.023e-3 -8.149e-3 5.968e-4 8 4 N68A -1.199 -1:223 I -.081 3.446e-3 -4.718e-4 1.016e-2 9 4 N67A -.863 -1.215 -.079 -3.394e-3 -5.278e-4 1.003e-2 10 I 4 I N73 1 -.938 -1.197 .006 4.217e-4 5.966e-4 4.564e-4 11 4 N36 -.938 1 -1.197 0 -8.88e-4 -2.349e-3 -7.173e-5 12 4 N93 -.794 1 -1.196 0 1 7.225e=4 -5032e-3 1.023e-3 13 4 N95B -.938 -1.19 0 -3.029e-4 4.734e-4 7.476e-4 14 I 4 I N45A -.938 -1:188 I -.002 1 -2.754e-4 5.123e-4 8.21e-4 15 4 N67 -1.255 -1.187 .014 4.579e-3 _-6.602e-3 1.452e-3 16 .I 4 1 N63 ; 1 < -1:255 1 -1.186 .001 1`4.791e-3 2.561e-3 3.24e-4 1817 4 N92 I 4 I N88 1 -.807 -1.16 0 2.378e-3 I -9.814e-3 1.83e-3 -1.126 -1.15 1 .022 13.567e-3 1 -7.572e-3 1.901e-3 19 4 N91 -.589 -1.142 0 1.974e-3 -6.526e-3 2.117e-3 20 I 4 N70 -1.363 1 -1.126 1 -.059 5.022e=4 8.946e-4 3.118e-3 21 4 N48 -.871 -1.115 -.002 4.385e-3 -4.059e-3 1.688e-3 22 4 N87 -.793 I -1.103 I .005 2.995e-3 -4.696e-3 ' 2.211e-3' 23 4 N86 -1.125 -1.097 .014 14.867e-3 -7.56e-3 2.434e-3 24 4 N69 -:938 -1.059 -.063 4.231e-4 7357e-4 1 2.786e-3 25 1 4 N90 -.423 -1.051 0 3.251e-3 -1.136e-21 3.064e-3I 26 1 4 N89 -.32 -1:049 0 2.785e-3 -8.334e-3 3.211e-3 27 I 4 N85 I -.792 -1.03 -.002 4.524e-3 -4.658e-3 2.656e-3 28 4 N84 -:807 I -1:005 .021 I '4.6e-3 1 -9.919e-3 3.726e-3 29 4 N61 -1.113 -.999 -.425 4.589e-3 -5.697e-3 3.819e-3 30 4 I' N83 -.59 I -.978 .004 14.03e-3 -6.575e-3 3.966e-3 31 4 N65 -1.113 I -.951 -.348 4.166e-3 -7.346e-31 4.19e-3 32 4 N25 I 0 '` I' -.936 0 0 -1.292e-41 4.306e-3 33 4 N68 -.832 -.924 .015 5.526e-3 1 -9.722e-31 4.165e-3 1 34 4 1 N64 I -.832 I -.922 I .004 5.721e-3 1 2.014e-3 `5.095e-4 35 4 N27 0 -.92 0 0 -4.777e-4 4.297e-3 36 4 1 N37A 0 I -.913 ) -.006 I 0 1.751e-5 4.525e-3 37 4 N82 -.807 -.91 .015 5.572e-3 -9.854e-3 4.294e-3 38 I 4 N38 0 1 -.902 -.022 I 0 5.973e-5 '1 -4.453e-3 39 4 1 N62A -1.199 -.887 0 -5.901e-3 6.678e-3 -3.368e-41 40 I 4 I N66A 1 -1.363 I -:885 .081 1.005e-3 2.775e-4 4.901e-3 41 1 4 N52 -.606 -.875 -.001 4.733e-3 -6.44e-3 4.364e-31 42 4 1 N81 1 -:59 -.863 ( -:001 1 4.754e-3 -6.585e-3 4.492e-3 43 4 I N61A -.863 I -.852 0 -5.696e-3 4.329e-3 -3.794e-5 44 4 I N65A -.939 1 -.846 I -.079 19.564e-4 -3.42e-4 4.32e-3 45 4 N54 -.538 -.827 I -.001 4.833e-3 -6.977e-3 4.874e-31 46 4 I N80 -:422 I -:819 : I .02 I'5.634e-3_ -1135e-2 -5.551e-3 47 1 4 N79 I -.321 -.813 .003 5.067e-3 -8.328e-3 5.721e-3 48 4 I N62 I -.712 I -.761 -.429 5.21e-3 6.074e-3' 2.894e-3 49 4 N60 -.712 -.725 -.348 4.77e-3 -7.676e-3 3.051e-3 50 4 I N78 ( -.422 -.699 .015 6.084e-3 -1.132e-2 ' 6.154e-3 51 4 1 N77 I -.321 -.684 0 5.203e-3 -8.189e-3 6.327e-31 52 4 i N56 -.635 -:676 -.348 4.964e-3 -7.702e-3 `2.945e-3 53 1 4 N59 -1.113 -.628 .014 5.16e-3 -5.992e-3 5.502e-31 54 4 N75 0 -.617 I .003 0 1 1.408e-417.476e-3 55 4 1 N76 0 -.603 _ .019 _ 0 3.1e-5 1 7.376e-3 1 56 4 I N44A -1.363 -.566 0 1.507e-3 -2.823e-3 5.6e-3 RISA-3D Version 13.0.1 [H:\Projects\216001403\3_Design1Calculations\Structural\Stairs.r3d] Page 9 Page 26 of 28 Company Sept 14,2016 111RISA Designer : JPF Job Number : 2160014.03 Checked By: Model Name : PacTrust Stair Joint Deflections (Continued) LC Joint Label X[in_ Y[in] Z In X Rotation[...Y Rotation[...Z Rotation[r... 57 4 N43A -.939 -.565 0 1.49e-3 -2.654e-3 4.936e-3 58 4 N55 -.114 -.555 0 1 5.544e-3 9.065e-3 7.55e-3 59 I 4 N97A 0 -.512 0 0 11.841 e-4 8.046e-3 60 4 ) N93A -.955 -.505 .014 4.893e-3 -7.117e-3 3.678e-3 61 4 N98 0 -.5 .016 0 2.42e-4 7.907e-3 62 4 N64A -1.199 -.496 0 -2.736e-3 6.434e-3I 2.962e-3 _ 63 4 N63A -.863 -.494 0 -2.728e-3 4.423e-3 2.611 e-3 64 4 N47A 0 I -.487 0 0 1.613e-4 1 8.162e-3 65 4 N48A 0 -.475 .016 0 I 2.55e-4 8.014e-3 66 4 N96 -.955 -.468 .078 3.589e-4 -6.259e-3 3.609e-3 67 I 4 N94A -1.159 -.467 0 3.119e-3 I -7.115e-3 4.006e-3 68 4 I N95 -.766 -.466 0 3.102e-3 -5.575e-3 13.531 e-3 69 4 N57 -.224 -.391 -.348 5.451e-3 -7.5e-3 3.517e-3 70 4 N94B -.404 -.212 :014 3.749e-3I 8.048e-3 2.564e-3 71 4 N46 -.144 .191 .131 -2.971e-3 -1.334e-3 3.746e-3 72 I 4 ( N97 1 -.404 -.187 I .099 12.749e-4 19.504e-3 2.475e-3 73 4 N96A -.296 -.186 0 4.811e-3 -8.093e-3 1.234e-3 74 4 N95A -.48 (` -.186 0 ( 4.813e-3 1.245e-2 I 1.4e-3 75 4 N58 -.225 I -.127 .014 3.585e-3 -6.532e-3 4.424e-3 76 4 I N45 .063 I -.116 .131 -2.167e-3 -2.254e-3 I -5.711e-4 77 4 N44 .063 -.092 .01 -1.957e-3 -9.273e-4 I -1.046e-5 78 I 4 I N66 .063 I -.09 I .02 I -2.061e-3 7.286e-4 1.683e-4 79 4 N47 -.144 -.076 .02 1.617e-3 I -2.838e-3 5.413e-3 80 I 4 N57A I ` -.066 I .034 I .131 I -2.772e-3 I -1.74e-3 1.775e-3 81 4 N50 .014 -.032 .002 -4.582e-4 -1.414e-3 1.847e-3 82 4 I N51 I -.005 -.008 .02 3.531e-4 I -2.018e-3 3.537e-3 83 4 N53 .014 -.008 .02 -3.43e-4 -1.631e-3 2.369e-3 84 4 I N60A I -.048 I .007 I .131 -2.644e-3 -1.855e-3 1.4e-3 185 4 N58A .005 -.007 .02 2.209e-5 -1.831 e-3 2.86e-3 86 4 ( N32 0 I 0 0 I 0 I -9.435e-5 19.216e-3 187 4 N33 0 0 00 3.105e-4 8.981e-3 88 4 I;. N34 0 0 0 I 0 6.672e-5 I -8.769e-3 89 I 4 N35 0 0 0 0 2.395e-4 -8.67e-3 90 I 4 N28 0 ( 0 I 0 -8.505e-3 1.256e-2 0 91 4 N127 0 0 0 5.083e-3 -8.281e-3 I 0 92 4 I N128 0 I 0 0 15.083e-3 I -1.373e-2 I 0 193 4 ( N26 0 0 0 -8.16e-3 9.324e-3 I 0 94 4 I N130 I 0 I 0 I 0 I 4.98e-3 1.268e-2 I 0 95 4 N129 0 0 0 -4.962e-3 9.28e-3 0 I 96 1 4 I N59A 0 I 0 I 0 1 4.06e-4 -1.831e-3 I -1.435e-3 97 I 4 N49 0 0 0 i -1.206e-3 -2.735e-4 -1.572e-3 98 4 I N43 ( 0 1 0 I 0 I -1.651e-3 I -1.395e-3 -1.424e-3 RISA-3D Version 13.0.1 [H:\Projects\216001403\3_Design\Calculations\Structural\Stairs.r3d] Page 10 Page 27 of 28 Csr--Nvq>0-5,1,7 CAPpic,rol eK (vTL,r,c_, isrotl_ NVEVA,E3 -eg.. 'LA k-A)7.-"A 5 1 0-3 fcmvo,,Ock. Dect4-- k.).11 fl.e3, r -Cr-J(1e— '30PS4`' -VickB'L.E. S-7-1 3 S-1-Lki) tip 07i711 r2) ?..\ • \ te--• •:7"; 6;311— (S?At,f) 43'3 05) 8i0 tp,t5tc.6 (-)a 9cor4 - 14• t2-1 Lk k4 iv (4.s A18C MBLE. Goz., 606 on. /c2 (006 9-1sts, kA(0 5T-Nkr?.. 1'41-LA Fre-c-)t-A eISA, ) sC7\ • "7'7 De'r (v›tivrk.)%t-re, .0--„AfA 1RO '1116LE - tl 0105Tt LcyNaLl -- epti,A cAkkeciz.zi-,) fop. cr)f- vz- (0.2-1 X ) Loc ) 0. t5" "7ak o cDo Looz, ) P-- k- 0, -4 1' By Portland,OR Architecture - Interiors Planning Engineering Date 503 224 9560 Vancouver,WA Job It s‘•.- . • , , 360 695 7879 Seattle,WASht._ of Page 28 of 28 www.mcknze.com 206 749 9993 ACKENZIE . ©2016 MACKENZIE Au RIGHTS RESERVED