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y DESIGN DRIVEN I CLIENT FOCUSED RECEIVED SEP 22 2016 CITY OF TIGARD BUILDING DIVISION Fkc;.c( cs 70815 E ' OREGON rl c.A"r1P,AT;ON DATE: //Z Effia STAIR STRUCTURAL CALCULATIONS TABLE OF CONTENTS Project PACTRUST COMMON AREA UPGRADES 01 Loading and General.........................1-28 Client PACTRUST Date SEPTEMBER 16,2016 • Project Number 2160014.03 MACKENZIE Since 1960 RiverEast Center 11515 SW Water Ave,Suite 100,Portland,OR 97214 PO Box 14310,Portland,OR 972931 T 503.224.9560 I www.mcknze.com L.oP+1)tR(1- T.54' cove.o.„\vqz,e_5 t 0 pst DEAD 1-(34C) • Y-z,(4 G-LJ1) BAtz.rva,„ eitluAT).5 to vs-c (.E. Ci zi:Te St-1. . Lk 8 tE8r,A t C. -Ek). I (a? 7-* 2-9 5i.sOu10,7 2(1 of ,O004'.."` E-Picti Vim 0 (NI& 1 0 0 044 2T...s.1...pLc:‘, (1/41 ry 2-.01qM 1L-8 ActeA of 50 cf (A% fps. So so k_AitabbNR: t By Portland,OR Architecture Interiors Planning Engineering 9 113 1 -2-o 1 Date 503.224.9560 Vancouver,WA Job it 1-1 00 ILI 03 360 6953879 10, Seattle,WASht. of Rage t_of 28 www.mcknze.com 206 749.9993 M ACKENZIE 021316 MACKENZIE. ALL RIGHTS RFSERVEC 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 �Arf; � t �: atl .a y �x • t: „Nyo4'W 19033 y a � asp -g 9 U, ,sfi J ny M ,%s' t■■ - '`P y }s ter, e � y''ice USGS-Provided Output S5 = 0.968 g SM5 = 1.077 g Sps = 0.718 g S1 = 0.420 g SM1 = 0.663 g Spl = 0.442 g For information on how the SS and Si 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. MCER Response Spectrum Design Response Spectrum 1.10 0.'e2 0.53 0.64 0.22 0.56 0.48 0.77 C 0.55 0.40 r (M 0.55 t, 0.44 0.32 0 0.24 .33 0.22 0.15 0.11 0.02 0 00 0.00 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.00 1.20 2.00 0.00 0.20 0.40 0.200.50 1.00 1.20 1.40 1.50 1.20 2.00 Period, T(sec) Reriod, T(sec} For PGAM, TL, CRS, and C51 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 e2of28 http://ehp2-earthquake.wr.usgs.gov/designm aps/us/sum m ary.php?tem plate=minimal&latitude=45.408708&longi tude=-122.74635&siteclass=3&riskc�ategory=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? 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 < 100E Concrete Code ACI 318-11 _ Masonry Code ACI 530-13:ASD Aluminum Code AA ADM1-10:ASD - Building Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Parme Beta Factor(PCA) 1 .65 Concrete Stress Block Rectangular Use Cracked Sections? I Yes Use Cracked Sections Slab? Yes Bad Framing Warnings'? No Unused Force Warnings? Yes Min 1 Bar Diam.Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min%Steel for Column 1 Max% Steel for Column 8 V 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 RhoZ 1 Rho X 11 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design R... A in2 I A in4 Izz in4 J in4 1 I Stringers HSS12x3..1 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.,.`16.4 146 i'I 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 IBC 16-1 Y... Y DL 1.4 I ( 1 1 2 I IBC 16-2 (a) Y.;. Y DL 11.2 LL 1.61-...11.61 1 I 1 L; I 3 I IBC 16-8 Y--1 Y 1 DL 1 I I 1 I 1 1 1 4 IBC 16-9 Y... Y I DL 1 LL 1 L... 1 I 5 IBC 16-10 (a) IY••, Y DL 1 6 LL IY... 'Y I DL LL 1 I I 1 I 7 I DL Y..! Y 1 DL 1 LL 1 1 1 1 I 8 ASCE Strength 5 Y DL 11.21 ELX 1 LL .5 L... 1 I I 11 I I 9 ASCE Strength 5(..Y..J Y DL 1.2' ELZ 1 'LL .5 L... 1 10 ASCE Strength 5(..Y... Y DL '1.2 ELX -1 LL 5 L.., 1 11 ASCE Strength 5(.,.Y..� Y DL 1.2 ELZ 1-1 LLT .5 iL... 1 12 ASCE Strength 7( LY.: Y I I DL I :9 ELX 1 1 I ( I I 11 I 13 ASCE Strength 7(.LY... Y I DL .91 ELZ 1 I I 14 ASCE Strength 7(..LY ; Y I DL .91 ELX -1 15 ASCE Strength 7(..Y... Y 1 DL .9 ELZ _-1 ( I 1 16 I "IBC 16-5'(a) Y... Y I DL 1.2 Sds*DL ' .2 EL 1 ILL .5 L..: 1 I 1 I I I I 17 IBC 16-5(b) Y... Y _ DL 1.2. Sds*DL .2 ELI-1 ILL1 .5 L..; 1 I 1 1 18 IBC 16-7(a) Y.'. Y DL .9 Sds*DL -.2 EL 1 I _ I 19 IBC 16-7(b) IY.. Y DL .9 Sds*DL -.2 EL -1 I 20 IBC 16-5(c) Y.' Y I DL 1.2 Sds*DL 2E..�-1 LL 15 L..:I 1 1 I 21 IBC 16-5 (d) Y.. Y 1 DL 1.2_ Sds*DL .2 E..J-1 ILL .5 L...I 1 I I 22 IBC 16-7 (c) ; Y... Y DL 9_ Sds*DL .2 E..: -1 I 1 23 IBC 16-7(d) Y..1 Y DL .9 Sds*DL -.2 E.. -1 I _ I 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[ft] Z[E 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 10 1 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 1 -.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 ` I -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 22.5867 24 -.125 0 28 N50A 22.5867 I 24 9.7083 0 29 N51A i 22.5867 I 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 1 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 I\ YIN f Mq1, ' X 4 \ 15C -.0101,x:,\\ \\ \\,. �\\\v�,, ;\\ \ k ''.1:‘ \\•\\ \'' ' \ ,v3,.::„.;:zN \i• \ I T\ \ . • \\ t \ ..:.!! . ''..‘\':\\, \\,,,!. ..i,:',,,..',..,,V,,„ :1 I 1 1 ,i, ! I I „„Vsst.'\.;akt. ..\.\"\‘'\47:\\,,,,',.\\.‘'\..\\, ‘\\:,,,,' ,,,vkZN• ;k.\‘''.,1 I \\\ ''''\\!„\:,k.‘:N.::\si.4\\:'1. n\,;\,,.::;1;01Z:sr\<:::''.1,,H,‘I„ti 4,1:,,I.1:::,i':!.1,1:*HNI, 4\.1`tslo p 1.:11:''N.'s'::'.7..,\,,.., \41..1,\\•.',,,„'''*:.‘.\\,,,:;k::\:::'<:::,,,,,‘\\‘:::::t.:*\''ssil N4.:tN:\\\k.,,,,,,*is.:.....,,i siff.,:i.W ii ..,,,,,,,,\ -.03k/ft,._,(-1-1-1 -,t \`'‘,,, ,st.:**.t\NI,,t,,,,\ \ 1,,s.„,, ,,i„,.',..: N&.V.,\*:,..\,,,,,,:\z.,°, 1.t„.1:, \ \ ti.\\\ 1 i I. ,E,i,'"' '" \ F M`s` \ -\'\ �� ° ®a3 \. \\`\ ( .-.03k/ftAati ,; \k ' . \\ -.01 ksf 1. ,M45 i, i,,. . 1 � I j" � 5 \ y,\ '�z \ I \ N54A\ `ti \ \ AV 5 ' \�\ \ \\`:\ \\` \• ` I < � vv\ v\ yI g \ vAIti vv vIvv*Av . v. �,�y \v \A\\\v v,v, 1 , - 9f \ ''',r*:' , \No\:\IT•:::`',*i.•'•k"‘‘ 11 --11'1 '(%•,`\\,:„ ,,-.‘,,-,,,,,,,,,,,,a I\ N _ v v v .\ �` as m ri \.\... r ` `v\\ \ , F '.,' li ^2 . �v v\v s •¢ E , V4. %:,iitz*N,'"\\\,..,,,,,,,,,,,,:\‘„,-,i 1 i N, ,,,,,,§::,,,,,,,14„,,,t `€�}'7 _ t\4\\ �\ i 4 ;:,,,,,,,,,-\\,,,, .4.it. \\'`4,,,,, .,,,,` n ,.} -.03k/ft \` , ,°_� ? \ `\` \ \ ` 60A a 49 1 '. M34, 1,i 46 44-59A 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 % r X Z HS 4t 4,,,`, .9`:4 4)50A \\\' lksf SS�Z�c3xq\� � �\\.\\ \\\\\ � -.1ksf N .stkst..\ \..,..)*-1.:,‘,%,\'' ,,,'N..4 ..4k,:\ \'' I \\:, ., \\\„\\V N..s. ,,,\ \\ � \\�\\ \ .� \ .7s";: ter \-\\:\s''.\\:* .\\\\'N:\ '\;:\Ne fr 5; \' ,\ \6 \\:::,2 :\;:\: ::1' 'k,,,,k,":7 k.‘‘,2,k;:k.*:\''''k ::\\S\\\'\\..;.*,;,\'''''<:\''''''*:":::::: \::'I;-.::!':\.\\::\:;:11:1 \ HSS12x3x4 � co \� N54A52A cn \\\\\• •. \ -.1ksf ,\V'%\\\\ ,-\\\\\\\,, ' ..,\\'1,1 :\,.\\S\N.S, '-'<1 :‘'i;;,,,,, ' 4P‘''.**,,,,,,\\AN.„,\\\::::," S'S'i ' .<' w �"�\ \\\\\\:` N45 \� ti \ S12p:\ \4 1kst \ • ,,,,,,,,;\.\\, `�' \L Sg N60A N �� N57A A-Sims]:4* x,\::,,,:,,,, N \N. ,. ,,-,:\S`k4,W. 4,,\,:,,,,,,,\\:, , \ ..... ''4' o 4'.\ ' ' .:'Al.49 = HSS12x3x4 N46 4)59A Loads:BLC 2,LL SK-2 JPF PacTrust Stair Sept 22, 2016 at 7:43 AM 2160014.03 Stairs-no exist beams.r3d Page7of28 .Y ,•0 Z X ''''-".4 A5DA 4.,S5 A!\.r � ��`\ �� N53A II.52 D57ksf c ♦` \ \ \` `\ �ti, "<%:-.%NN,,\,„..-,‘„sw,., §:,,:'' N54A 452A ��ti� x,43 a. 4. i'' N45 9 -.D42esf F 6DA " `� 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) 4 141 No Calc > 1.0 • X hill: .90-1.0 Z 44 0.1 .75-.90 .�, -.1 / 10.1 .t: .50-.75 -.1 a2/0.• . 5Q 0.-.50 1 �2 .5/0.1 2.2 '7> 1.6 0 ,-76. 1 `-- '`49A II-P.-153A 0.8 - (56 7/0.2 .. ,� 44.4 5-.3 2 60 • ,/ • 2.5/ ! 12.3/0.9_ -1.4 2.4 No _6 •17 A``; f �F --- e� 54 � 54A -.4 �-.2-.9 -.4 2.W. 0.8 • 4 52).1 0.8 1.5/0.1 '. ,8 -.5 1.7 7 1.7 45 2.9 1.7/0.2 3-2.7 12 t -.4 2.3 60A 3.8 57A 4,9 -.89 3.8 46 0.2 5918 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 Company Designer : JPF f jLJob Number : 2160014.03 Checked By: 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 .066 2.276e-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 .18 .066 5.801e-4 -1.031e-3 2.133e-3 5 I 4 N47 -.06 -.085 .012 1.816e-3 -1.064e-3 -9.828e-4 6 4 N66 .04 -.07 .012 1.543e-3 -6.871e-4 9.24e-4 7 4 N61 -.041 -.061 -.034 8.257e-4 -5.779e-4 5.388e-4 8 14 N44 .04 -.061 .003 1.492e-3 -7.854e-4 6.738e-4 9 I 4 N65 -.041 -.054 I -.027 7.939e-4 -6.338e-4 6.178e-4 10 4 N57 .026 I -.041 -:0275.876e-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 -.017 -.027 -3.789e-6 -6.753e-4 4.767e-4 14 4 I N51 -.006 I -.009 .012 4.549e-4 -9.141e-4 1 -6.687e-5 15 4 N59 I -.041 ! -.008 0 -4.901e-4 I -3.446e-4 17.799e-4 16 4 N53 .003 -.007 .012 1.814e-4 -8.425e-4 -9.063e-5 17 4 N63 0 -.007 .001 1.034e-3 -2.792e-4 -1.422e-3 18 4 N50 .003 .007 : .003 -2.394e-4 I -7.317e-4 4.199e-5 19 4 N58A -.002 -.007 .012 1.389e-4 I -8.813e-4 -7.655e-5 20 4 I N58 .026 I -.006' 0 ( 5.258e-4 I -6.136e-4 5.832e-4 21 4 N64 I 0 -.006 1 0 8.04e-4 7.609e-5 -1.046e-3 22 4 I N54A I' -:041 0 .003 -1.508e-5 2.354e-4 4.548e-4 23 4 ( N53A .026 0 .005 1.618e-5 -4.285e-4 3.525e-4 - 24 4 N59A 0 0 0 1.822e-4 8.813e-4 8.568e-5 25 4 N54 0 0 1 0 -6.121e-4 I 2.684e-4 I -7.769e-4 , 26 14 N68 ; 0 I 0 0 I 8.04e-4 0 I 0 _ 27 4 N49 0 0 0 -6.155e-4 -1.583e-4 -3.883e-4 28 4 N55 0 0 0 7242e-4 -1.453e-4 -1.126e-3 29 4 N67 0 0 0 1.034e-3 0 0 30 4 I N52 0 0 0 _ 8.03e-4 4.157e-4 I -5.259e-4 31 14 N49A 0 0 0 -5.057e-5 -2.354e-4 -1.01e-3 32 4 I N51 A 0 0 0 16.498e-5 2.354e-4 15.754e-4 33 4 N48 0 0 0 11.603e-3 -1.368e-3 I -1.023e-3 34 14 N50A' 0 0 0 I -1.067e-4 4285e-4 13.051 e-4 35 4 N52A 0 0 I 0 9.123e-5 -4.285e-4 -6.418e-4 36 4 N43 I 0 I 0 I 0 -1.341e-3 -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 Designer : JPF Job Number : 2160014.03 Checked By: Model Name : PacTrust Stair Dead Load Only Joint Reactions - LC Joint Label X[k] Y[k_] Z[k] MX(k-ft] MY[loft] MZ[k-] 1 1 N43 I .211 .098 -.018 0 0 0 2 1 N48 .231 .168 -.008 0 0 0 3 1 N49 1.462 1.095 .011 0 0 0 I 4 1 N52 1.275 -.499 0 0 0 0 5 1 N54 3.586 2.616 .015 0 0 0 6 1 N55 .479 .593 .002 0 0 0 7 1 N67 .576 .258 .005 0 0 0 8 1 N68 -1.3 1.411 .007 0 I 0 j 0 9 1 N49A .263 .625 .003 0 0 0 I 10 >1 N50A .076 .375 -.018 0 0 0 11 1 N51A .07 .625 -.003 0 0 0 12 1 1 N52A .02 .375 -.011 0 0 0 113 1 N59A .151 6.064 .016 0 0 0 14 1 Totals: 7.1 13.806 0 115 1 COG (ft): X: 15.42 Y: 10.781 Z: -4.909 Envelope Joint Reactions Joint X[k) LC Y[kl LC Z 1k) LC MX(k-ft] LC MY[k-ftl LC MZ[k-ft] LC 1 N43 max 2.861 1 9 _ 2.284 9 .155 13 , 0 1 0 1 0 1 - 2 min -2.681 111 -1.707 23 -.222 21 0 1 0 1 0 1 3 N48 max .81 1 9 1.712 2 .078 13 0 1 0 1 0 1 1 4 min -.478 123 -.408 13_ -.102 21 0 1 0 1 0 11 - 5 N49 max 3.764 1 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 1 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 I -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 11 _ 0 1 0 1 16 min -10.095 2 .396 12 -.079 _23 0 _ 1 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 11 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 , 10 1 0 1 22 min .021 6 .203 22 -.636 21 , 0 1 - 0 1 0 1 23 N52A max .092 112 1.511 _ 2 .616 13 0 1 0 1 0 1 24 min -.376 2 .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 0 1 0 1 27 Totals: max 10.99 8 61.283 2 4.905 13 W 28 I min -1.069 22_ 7.459 22_ -4.905 11 1 RISA-3D Version 13.0.1 [H:\...\...\3_Design\Calculations\Structural\Stairs- no exist beams.r3d] Page 1 Page 11 of 28 4tr-L. 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Au RIGHT'S RESERVE° S PSO Anchor DesignerTM Company: Date: 9/14/2016 �' Engineer: JPF Page: 1/5 " Software Project: 2160014.03 Version 2.4.6025.3 Address: Phone: E-mail: 1.Prolect 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 41c,v: 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,het(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 cac(inch):7.00 Base Plate Cmin(inch):1.75 Length x Width x Thickness(inch):8.00 x 18.00 x 0.38 Smin(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> x, ce r2R 'w 44*, 0'4;41,,AtilfirliWttra? 4 ,,n r „. x fie ry 1 �il- rri 4 ; N aim F/ 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 SII.IMPS-94-N. Anchor DesignerTM Company: Date: 9/14/2016 Engineer JPF Page: 2/5 'tk.� F Software into. . Project: 2160014.03 ';' Version 2.4.6025.3 Address: Phone: E-mail: <Figure 2> - g: t°` ,d`T,;_ ASF (,-0,,,,i-40',/,„t0,. d 4 / r ed /1,Z - 41'04 i/'1i4/ g 9'o U. H � mss iia 4400 :y% EV x ter .." , r z .__..—_—.....__..._._u_oe.._._._.._._.__..__ 2100.--...—.._._.._._. Recommended Anchor Anchor Name:Titen HD®-3/4"0 Titen HD,hnom:6"(152mm) Code Report:ICC-ES ESR-2713 l'''''''; '7'41R -Tvail- :i.sf,„.%,..-1,,A,z;ark 1 ,i_a t%U*V 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 SON: TM Company: Date: 9/14/2016 Anchor Designer thilliiEngineer: JPF Page: 3/5 Software h ' a Version 2.4.6025.3 Project: 2160014.03 a Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(lb) Vuay(Ib) s1(Vuax)2+(Vuay)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 0 3 Eccentricity of resultant tension forces in x-axis,e'Nu(inch):0.00 01 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 ow. 06 x 5 04 4.Steel Strength of Anchor in Tension(Sec.0.5.1) Nsa(lb) 0 rNsa(lb) 45540 0.65 29601 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAal/Pcheft5(Eq.D-6) kc Aa f'c(psi) hat(in) Nb(Ib) 17.0 1.00 3000 4.640 9307 ¢Ncbg=0(ANS' (Sec.D.4.1 &Eq.D-4) ANc(in2) ANc°(in2) Iec,N Ycd,N YqN 1 cp,N Nb(Ib) 0 0Ncbg(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) ONpn=OYc,p2aNp(Pc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) Ycp 2a Al,(Ib) fc(psi) n 0 gNpn(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 SIMPSONr Anchor DesignerTM Company: Date: 9/14/2016 Engineer: JPF Page: 4/5 n Software Project: 2160014.03 Version 2.4.6025.3 Address: 0 Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.1) V.(Ib) 070,4 0 OgroutOVsa(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(/a/de)°'2,/da2afIfcCa,'5;9A.a1lf aCa115I(Eq.D-33&Eq.D-34) /a(in) da(in) A. fc(psi) cal(in) Vby(Ib) 4.64 0.75 1.00 3000 33.00 90626 ¢Vcbgy=16(AVc/Avco)-ec,vYed,v`YC,v`Yh,vVby(Sec. D.4.1 &Eq. D-31) Avc(in2) Avco(in2) tVac,v Y'ed,v Yo,v Wh,v 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=minI7(/e/da)°'21Jdail.aifccal15;92a11fccat'51(Eq.D-33&Eq.D-34) le(in) da(in) Aa fe(psi) cal(in) Vbx(Ib) 4.64 0.75 1.00 3000 13.00 22408 OVcbgy=0(2)(AVc/Avco)`Wec,vtWed,VYc,v9'h,VVbx(Sec. D.4.1 &Eq.D-31) Ave(in2) Avco(in2) tf'ae,v ¶ed,v ys,V `Wh,v Vbx(Ib) 0 0Vcbgy(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) gVcpg=g5kcpNcbg=Okcp(ANc/ANco)7'eaNy'ed,NYgNWp,NNb(Eq. D-41) /Ccp ANc(in2) ANco(in2) !'ec,N l'ed,N `'c,N J'cp,N Nb(Ib) 0 OVcpg(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.D.7) Tension Factored Load,N.(Ib) Design Strength,oNn(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,V.(Ib) Design Strength,aV„(Ib) 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 Ma/ON, Vua/OV Combined Ratio Permissible Status Sec.D.7.2 0.00 0.89 89.1 % 1.0 Pass 3/4"123 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 IP.IMP-094Pkt. Anchor DesignerTM' Company: Date: 9/14/2016 Engineer: JPF Page: 5/5 Software y,$z t i rr s " Project: 2160014.03 07- - Version 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 www.strongtie.com Page 17 of 28 X r � , ,0,-, ,‘ • o' % - ' '' ,• '''''''. „:0.0, .,;.,„ ' 'e,,7015-:4100 •* ,..--, ' v 44 � 01 II ,� _ SK2 - 1 JPF PacTrust Stair 14,Sept2016 at 9:14 AM 2160014.03 I Stairs.r3d Page 18 of 28 Y rei X v4.1204 W1204 N3 fs S �, '� 18X35 Hg 0 y3 A rv12X14 Y ielp ass ` �,�+N IAS:. = , 00204 s`L W12x14 55 x� W21x62 4kW12x `� No �, rn Q HSos K. V �ji► ,V1:002)64- F, ss411411141: 02)(14 �0J12"14; . Ng' � QJ12x14^ 62 '� .c�. x� W21x s9 04 x,55 ass'2x3"4 'S o 3x4 HS t " Na, `rf HSS72 "3x4d . v x fHSSis H I SS72x3X4 SK-2 JPF PacTrust Stair Sept 22, 2016 at 7:39 AM 2160014.03 I Stairs.r3d Page 19 of 28 Y X k. if, ��x* ..„....A,.,NN .. 1 - , ,-,,,,,,*:,,., ,",\\," '` �t # � , �` lj ae 14 \` `4`44.�.i_ F 1 „ '.`':'.':.(\\.\\ y h kS# may ` jam' ''''''\.'S\>/:.Z..761`''''',"',gn O I ``\ .":3 �:: \4 4\ °`ti, 10.88k 4� eta `,.-.cx ti ,t Z \ E\ e t` �AS�3ti %,'"5:,0,-.4 .F2fC 4 �4 i, r. m 3k(ft �`� e` ft 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 X is L.,,i :\\ ...,.\\\,,,..:\' ‘;`. .a-, a`,10*:'?T'i F:x,,,,,- 'N..,‘‘, ‘‘,N.A,s' i `\\,:k..„\\..,:::,-,1..\\\,,,,,e,, s\ !-rr\ Vit\„y'` a. '1,1 3\\''' C \''''''\:\';\ \\*W"\\\*.‘", . n \,\ i Iia f �,��; e, `,`�" +I, \' k 1 .. ''!,.!1.-vsk:, ..-CiSNk. -.",...'‘kaN ', \‘'Z'''' ,..<:\,.,..,\ ,s,.';',.tf.i,1), 1 ."'",N''<:'' ''''','.\` 1,',14`1&,''N't...`,, 1A,,,\N• sk'''.' ' .:''''''' ..i'titiV''''',\:Af'''''N , - 1..h\,:v,„ ',,:'. 1*3\:\N '\,,,,,,, ,,,,.. N' ...:.,:1-1,.,..c.,,, , xr\. 0,..:,,,,,v,..,0, ,...,,t,.- ,,;.''kY,.r\ li \ \ ` ;. Loads:LL-Live Load SK2 -4 JPF PacTrust Stair Sept 14, 2016 at 9:16 AM 2160014.03 Stairs.r3d Page 21 of 28 di X MQP MMP `' ?'so i M31P �� : MS�� N � M o 0 .,, _.ttiiiii,,AI, ti\21 ,s,„,,. ,,,„‘ or" ,,,,,',‘ _ ,, , yi. ` 57 11 Mtn . NO- Iiiii-'1:.::;;N, _ ,. Apr 4:114L_lioa44 4 4 4 r.,,, A 'ksi eqNspa , \ Mag 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 MODEL ASSUMES NO COMPOSITE ACTION FOR tENoCate 00 EXISTING COMPOSITE BEAMS. SEE EXAMPLE _.75:90 ! ,,: .50-.75 CALC. 0:.50 1' 0 1 t s _ , :;T 63 .7 .t, 2 \0 ' • -,--„„,,,,,,,,,,,,z,8 lb.. 2 2 S / A° • .34 CD (- 3N .19 Member Code Checks Displayed(Enveloped) Results for LC 4,IBC 16-9 SK2 - 6 1 JPF PacTrust Stair Sept 14, 2016 at 9:34 AM 1 2160014.03 Stairs.r3d Page 23 of 28 1 Y X 011140r -.2 14.2 10.8 1.2 -6 -.3 I 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 Y I• X 28 62A 40 130 iiii 7 I* �' 94 N70AM92 66A \NO N38 N 90 129 44A � N27 �94 i 76 i i0i. f ro1/17\ +,.,.:4111093 ri 11111111 ‘11Wirk 401 N37A I, l'y'W4gillhVllk N25 N32 96A 46 N127 164:1,, a11111, N49 Ne:.. N45 N59A 43 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 LY Rotation[...Z Rotation Lr.,.. 1 4 N72 -1.199 -1.608 -.059 1 -4.156e-3 7.153e-4 2.459e-3 1 2 4 N71 -.863 1.592 -.063 4.059e-3 '6.085e-4 2.332e-3 3 1 4 N74 -1.362 -1.265 .023 -2.941e-4 6.905e-4 7.56e-5 4 1 4 I N96B I -1:363 -1:263 .016 -1.821e-4 5.452e-4 1 4.727e-4 5 4 N46A 1 -1.363 1 -1.262 .014 1 -1.562e-4 5.908e-4 5.74e-4 6 4 N37 1:362 1:237, I 0 1 -7336e-4 -3.693e-3 -6.368e-4 7 4 N94 _ -1.128 1 -1.227 0 1.023e-3 -8.149e-3 5.968e-4 8 4 I N68A -1.199 1 -1:223 I .081 ' -3.446e-3 -4.718e-4 1.016e-2 9 4 N67A -.863 I -1.215 1 -.079 -3.394e-3 -5.278e-41 1.003e-2 10 1 4 I N73 -.938 I 1.197 .006 I -4.217e-4 5.966e-4 4.564e-4 11 4 N36 -.938 -1.197 0 1 -8.88e-4 -2.349e-3 -7.173e-5 12 4 N93 -.794 1.196 1 0 7.225e-4 -5.032e-31 1023e-3' 13 4 N95B -.938 -1.19 0 -3.029e-4 4.734e-4 7.476e-4 14 4 N45A -:938 -1.188 1 -.002 -2.754e-4 5.123e-4 1 8.21e-4 15 4 N67 -1.255 -1.187 .014 4.579e-3 I -6.602e-3 11.452e-3 16 4 I N63 I -1.255 -1.186 I .001 4.791e-3 1 2.561e-3 3.24e-4 17 4 I N92 -.807 -1.16 0 2.378e-3 -9.814e-3 1.83e-3 18 I 4 I N88 ' -1.126 -1.15 I .022 3.567e-3 -7.572e-3 1.901e-3 19 4 I N91 1 -.589 -1.142 0 1.974e-3 6.526e-3I 2.117e-3 20 4 N70 -1.363 I -1.126 1 -.059 I'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 1 -.793 1 -1.103 I .005 I'2.995e-3 f -4.696e-3 '2.211e-3 23 4 N86 -1.125 -1.097 .014 4.867e-3 -7.56e-3 2.434e-3 - 24 I 4 N69 -.938 I -1:059 -.063 4.231e-4 17.357e-4 1 2.786e-3 25 4 N90 -.423 -1.051 1 0 3.251e-3 1 -1.136e-2 3.064e-3 26 I 4 N89 -.32 I -1.049 I 0 J 2.785e-3 -8 334e-3 <3.211e-3 - 27 4 I N85 -.792 -1.03 -.002 4.524e-3 -4.658e-3 2.656e-3 28 I 4 N84 I -:807 I` -1.005 I ,021 I `4.6e-3 I -9919e-3 3.726e-3 29 4 N61 -1.113 1 -.999 -.425 4.589e-3 I -5.697e-3 3.819e-3 30 4 I' N83 -.59 -.978 I .004 >4.03e-3 -6.575e-3 3.966e-3 31 4 N65 -1.113 -.951 I -.348 4.166e-3 -7.346e-3 4.19e-3 32 4 N25 0 1 -.936 0 _ " 0 -1.292e-4 4.306e-3' 3433 4 N68 I 4 N64 I -.832 -.924 .015 5.526e-3 -9.722e-3 4.165e-3 -.832 I -.922 I .004 5.721e-3 12.014e-3 5.095e-4 35 I 4 1 N27 I 0 1 -.92 0 0 I -4.777e-4 14.297e-3 36 4 ) N37A ' 0 -.913 -.006 0 1.751e-5 4.525e-3 37 4 ( N82 -.807 -.91 .015 5.572e-3 -9.854e-3 4.294e-3 38 4 N38 0 I` -.902 I -.022 I 0 5.973e-5 4.453e-3 39 4 N62A -1.199 -.887 0 i -5.901e-3 6.678e-3 -3.368e-4 40 4 I N66A' -1.363 i -.885 ( -.081 1005e-3 -2.775e-4 4.901e-3 41 I 4 N52 -.606 -.875 -.001 4.733e-3 -6.44e-3 4.364e-3 42 4 I N81 -.59 -.863 I -.001 4.754e-3 -6.585e-3 "4.492e-3 43 4 N61A -.863 -.852 0 -5.696e-3 4.329e-3 -3.794e-5 44 4 N65A -.939 ) -.846 I -.079 I' 9.564e-4 -3.42e-4` 4.32e-3 45 4 N54 -.538 -.827 I -.001 14.833e-3 -6.977e-3 4.874e-3 46 4 I` N80 -.422 I -:819 .02 1 5.634e-3 -1.135e-2 5.551e-3 - 47 4 N79 -.321 -.813 .003 5.067e-3 -8.328e-3 5.721e-3 48 4 1 N62 I -:712 -:761 -.429 5.21e-3 6.074e-3 "2.894e-3 49 4 N60 -.712 -.725 -.348 4.77e-3 1 -7.676e-3 3.051e-3 - 50 4 N78 1 -.422 -:699 .015 . 6.084e-3 -1.132e-2 6.154e-3 51 4 N77 -.321 -.684 0 5.203e-3 -8.189e-3 6.327e-3 52 4 N56 -.635 1 -.676 -.348 4.964e-3 -7.702e-3 '2.945e-3: 53 4 N59 -1.113 1 -.628 .014 1 5.16e-3 -5.992e-31 5.502e-3 54 4 I N75 0 -.617 1 .003 0 1 1.408e-4 7.476e-3 55 4 N76 0 -.603 .019 0 3.1e-5 7.376e-3 56 4 N44A -1.363 1 -.566 0 1.507e-3 -2.823e-3 5.6e-3 RISA-3D Version 13.0.1 [H:\Projects\216001403\3_Design\Calculations\Structural\Stairs.r3d] Page 9 Page 26 of 28 Company Sept 14,2016 Designer : JPF Job Number : 2160014.03 Checked By: Model Name : PacTrust Stair Joint Deflections (Continued) LC Joint Label X[i_nj Yin Z[in] X Rotation[...Y Rotation[._Z Rotation[r_.. _ 57 4 N43A -.939 -.565 1 0 1.49e-3 -2.654e-31 4.936e-3 58 4 N55 -.114 -.555 1 0 15.544e-3 -9.065e-3 7.55e-3 59 1 4 N97A 0 -.512 1 0 0 1.841e-4 8.046e-3 _ 60 4 I N93A 1 -.955 -.505 1 .014 4.893e-3 -7.117e-31 3.678e-3 61 4 N98 0 -.5 .016 0 2.42e-4 7.907e-3 62 4 I N64A -1.199 -.496 0 -2.736e-3 6.434e-3 1 2.962e-3 63 4 N63A -.863 -.494 0 -2.728e-3 4.423e-3 1 2.611e-3 I 64 4 N47A` 0 -.487 0 I 0 1.613e-4 1 8.162e-3 65 4 N48A 0 ( -.475 .016 0 2.55e-4 8.014e-3 66 4 N96 1 -.955 I -.468 1 .078 3.589e-4 -6.259e-3 3.609e-3 67 4 N94A 1 -1.159 I -.467 0 3.119e-3 -7.115e-3 4.006e-3 68 4 N95 1 -.766 I -.466 0 3.102e-3 -5.575e-3 3.531e-3 69 4 N57 -.224 -.391 -.348 5.451e-3 -7.5e-3 1 3.517e-3 70 4 N94B -.404 I -.212 I .014 1 3.749e-3 8.048e-312.564e-3 71 4 N46 -.144 1 .191 .131 -2.971e-3 -1.334e-3 3.746e-3 1 72 I 4 I N97 1 -.404 I -.187 I .099 2.749e-4 -9.504e-3 2.475e-3 73 1 4 N96A -.296 -.186 0 4.811e-3 1 -8.093e-3 1.234e-3 74 4 N95A -.48 -.186 0 4.813e-3 1 1.245e-2 1.4e-3 75 4 N58 -.225 -.127 .014 3.585e-3 -6.532e-3 4.424e-31 76 4 N45 .063 I -.116 I .131 -2.167e-3 -2.254e-31 -5.711e-4 77 4 N44 .063 -.092 .01 1 -1.957e-3 -9.273e-4 1 -1.046e-51 78 4 N66 .063 I -:09 I .02 I -2.061e-31 -7.286e-4 1.683e-4 79 1 4 N47 -.144 -.076 .02 1 1.617e-3 -2.838e-3 5.413e-3 80 I 4 I N57A -.066 I .034 I .131 1'-2.772e-3 -1.74e-3 1 1.775e-3 81 I 4 N50 1 .014 -.032 .002 1 -4.582e-4 -1.414e-3 1.847e-3 82 I 4 I N51 -.005 1 -.008 I .02 3.531e-4 1 -2.018e-3 3.537e-3 83 4 N53 .014 1 -.008 .02 ( -3.43e-4 1 -1.631e-3 2.369e-3 84 1 4 N60A 1 -.048 I 007 1 .131 ( -2.644e-31 -1.855e-3 1.4e-3 85 1 4 1 N58A .005 -.007 .02 2.209e-5 1 -1.831e-3 2.86e-3 86 4 1 N32 I 0 0 I 0 1 0 I -9.435e-5 9.216e-3 1 87 4 N33 0 0 0 0 1 3.105e-4 8.981e-3 88 i 4 I N34 0 I 0 I 0 j 0 6.672e-5 -8.769e-3 89 1 4 1 N35 0 0 0 0 2.395e-4 1 -8.67e-3 90 1 4 1 ; N28 I 0 1 0 I 0 -8.505e-3 1.256e-2 1 0 1 91 4 N127 0 0 0 1 5.083e-3 -8.281e-31 0 92 I 4 N128 I 0 i 0 I 0 1 5.083e-3 -1.373e-21 0 93 4 N26 0 0 0 -8.16e-3 9.324e-3 0 94 4 1 N130 0 I 0 I 0 -4.98e-3 1 1.268e-21 0 95 I 4 N129 0 0 0 -4.962e-3 9.28e-3 1 0 96 4 I N59A 1 0 0 0 I 4.06e-4 I -1.831e-31 -1.435e-3 97 4 N49 ! 0 0 0 -1.206e-31 -2.735e-4 -1.572e-3 98 4 I N43 I 0 1 0 0 1 -1.651e-3 -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 • C5-.)t•ITO-,-.5 ISO:\-1\A CA PA LA-‘-‘,)_ex \t\t\_c.-› ...R,_,. cog_ MYf'k€ cR '72-A 5 4 0-3 ff3v,,,Ak_octe-. De 04_ tJ Slize 4 3 0 -----14-tef-W-- wt t, 0 3-7-1 > , OAT Z.Q1,14O g Z.GYN , (cfPir-f) = (--3cor4 Lk LL ?-1 LC tt5CThSL3Goi, 6206 p. A-4 (00 5-70 `rA ce- s L-4 =LE f'012, -11A 6LE '3-to u6/0 -r,etvik Ls Cr ) < y- Dc- 141 ( 1>P1.? cyx ---- 5 (o. 1Y, `11tz' ) t3o° ) 0, is" , — 34st..k E tz "'Dv-A ( 0.0) (...V ) u3 I Pt P‘.6 c‘g By Portland,OR Architecture Interiors Planning Engineering Date 503 224 9560 Vancouver,WA lob# 360 695 7879 A E Seattle,WASch21 0 16 10,,C,, Aof,LEa,ir_HT2s rosf 28. www.mcknze.com 20674a9993 MACKENZIE