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Specifications MACKENZIE . ciccerlire- .242n DESIGN DRIVEN I CLIENT FOCUSED 5 ter }X OCT 11 ?fl?F -,'1';1-:--;1':,' , $ $fit L. . »Y TABLE OF CONTENTS PERLO 01 Loading and General Lateral..................01.1-01.5 CONSTRUCTION OFFICE REMODEL STRUCTURAL The attached structural calculations are for the attachment of CALCULATIONS a design-build stair railing for Perlo Construction in Portland OR. The new railing stanchions anchor to existing stairs through the use of welded bent plates and to the existing 2"d To floor slab with post installed anchor bolts. CityofTigard For If you have any questions please contact Tim Schweitzer, 503- PerloConstruction 224-9560. Submitted 10/06/2016 Project Number 2120037.03 4 MMACKENZIE Since 1960 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 rPeLt f rOF�aten6aell,1,Q) Pf'' 1 47VC.•' "air rily‘loConstruction Stair 1.1 �r ? 4._+N6 1,04S ort fir , , ; • z ,c it, 2( -r LoPc ) oSo (b(•(� (..It-AE. l.dar, M I 11_I1,,' P4t-v 1 r,L CA o r nieptra-T2. m e-/^2 Y -o" 1,,P,,,‹ 2 44"o.c 5'1"v D c- 2 mK c -- (2on t1e.)(2.83') : SCe.'P lb ' 4:It ,t --- V ( Y2. VVL'.' t co f 1 Y4c., 2-DD I.. _ L' u/r ,- A ' 1-k00:i. 'a'44 ' it 115s. 2x 2x . (2O m _ 7c C _ La, 1b'it) � /I 1 , _, _ --- ._ 2 2(o B I+, , . 1 Y r 1 2.2-4 k 2'' C3 •< ' a„tic Pte:= I.‘ 1 - F L'_---c'i t.),&‹- COO 7 I ci7- 54- As " P - 7a,A-t,l.� , - Of ? �,. 0 . Z1- :e.1 / k/(1,1 -il.. 0 P\A 4,-(N.1\--k . cc.1, ps(s-t - ( )( r?C,,\ = a_s� `' 575 ° z) 3/E r E z IRo It s/ VFv,ece = 1.39 (-44 s) -46, ier� 2. 2 7-K (I.s-t )( ) = o.c4/ [li. err 1(--k_ ,NJ v✓ 7..b. 2 2- r: 2 �3601-7S,a A-r fcp-t-7 rat i-tol2kitit z �s opt. ' !:1 �k z 'CI) (t Tt,N 4-0Th By Portland,OR Architecture • Interiors - Planning - Engineering sate _ 503.224.9560 Vancouver,WA lab# 212/0°31- - O✓ 360.695.7879 ll V 20674 99WMACKENZI E. she' of www.rncknze.com 206 749 9993 - ----- ----- 02016 MACKENZIE. ALL RIGHTS RESER/ED 10/06/16 Perlo Construction Stair 1.4 SIMPSON Anchor Designer TM Company: Date: 10/6/2016 Engineer: Page: 3/4 Stro Tle Software Project: Version a4.6025.5 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nva(Ib) V.ax(Ib) Vuay(Ib) I(Vuax)2+(Vuay)2(Ib) 1 1130.0 0.0 0.0 0.0 Sum 1130.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1130 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'rix(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.11 Nsa(Ib) 0 ONsa(Ib) 20130 0.70 14091 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcta-Pchef'•5(Eq.D-6) kc ,1a fc(psi) he(in) Nb(Ib) 17.0 1.00 3000 2.350 3354 0.750Ncb=0.750(ANC/ANco)Yed,N 2%NYop,NNb(Sec.D.4.1 &Eq.D-3) ANc(in2) ANco(in2 ¶'ed,N Y'c,N F'cp,N Nb(Ib) 0 0.750Ncb(Ib) 35.25 49.70 0.913 1.00 1.000 3354 0.75 1221 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,Nva(Ib) Design Strength,allo(Ib) Ratio Status Steel 1130 14091 0.08 Pass Concrete breakout 1130 1221 0.93 Pass(Governs) 1/2"0 Titen HD,hnom:3.25"(83mm)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 10/06/16 Perlo Construction Stair 1.5 SIMPSON Anchor Designer TM Company: Date: 10/6/2016 Engineer: Page: 4/4 SLronoie Software Project: Version 2.4.6025.5 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. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied—designer to verify. -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 li• II .i St . e&IL II I o r ''>. y a UtS , I y- • V_______:____ -— -.-- -------- (5 r?cv G f--,_:-_--:- ---- - : I, 'Vtto 3ntirN 4+ ,4r P c__tk--CE .... ( A ) ,0, ,_,.., .p....„41r:„ ,_ ,E..s,,,,-1 .........._:\ iI l} i; , ti fib 51-1 i -_ ,w� _��% w J g'(z " maE-_-0 1 1 CoC E (ft) lEl'Q Sete • By SL V Portland,OR 503 224 9560 Vancouver,WA Architecture • Interiors - Planning Engineering Date Job# /��'(n�,' , 360 695 7879 Seattle,WA Sht.__ 2- of MACKENZIE . www.mcknze.com 206 749 9993 ©2016 MACKENZIE. ALL RIGHTS RESERVED I '. 30�-C S(A ji %u" pi,6-te w 6.--s 44ea- 1-7:)-7774 ea 0 6 -i ^raJ-Cc"2.L.tNP- c.)c 0 / OI / / i . • D n - '� E ji _ �t~r -' lEIT liar. W ---1\ i By 3-) / Portland,OR Architecture ■ Interiors • Planning ■ Engineering nate �� / 503.224.9560 �� i Vancouver,WA 360.695.7879 lob# Seattle,6.74 99 MAC I< E ISI Z I E Sht. of 3 www.rncknze.com 206.749.9993 ©2016 MACKENZIE. ALL RIGHTS RESERVED _ -p a t,.1 i f I _ 0 i i ❑. 'of ---- I® — ! .— f o Pali0 r • O -®_- .___4______ .-____. ... : I_ - —\ rc.,,,, ' Ee L o S Q >L S / BY Isi Portland,OR Architecture • Interiors • Planning • Engineering Date (0/cc/,/ 503.224.9560 Vancouver,WA lob# 360.695.7879IN ( Seattle,WA MACKENZIE . Sht. !_ of �j www.mcknze.com 206.749.9993 ©2016 MACKENZIE. ALL RIGHTS RESERVED