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Specifications (9) ie-1Co45w A/64.1 hifs lyt_ TM RIPPEY 7650 S. W.Beveland St. Tigard,Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS PROJECT: SCHOLLS BUSINESS CENTER,BUILDING R ELEVATOR ADDITION LOCATION: 10459 SW NIMBUS AVE. BEAVERTON,OR CLIENT: ANKROM MOISSAN ARCHITECTS DATE: MAY 1,2017 PROJECT NUMBER: 17076 TABLE OF CONTENTS: ITEM SHEET NUMBER CALCULATIONS 1.1-1.7 SCOPE OF WORK: NEW SECOND FLOOR PENETRATION AND FIRST FLOOR PIT FOR NEW ELEVATOR 10,11 PROtt tit 4#4449 r<0 2p,1q�,' I EXPIRES. ,/ .1[U D ( l'(-z" � ►c� , ; Z a $e7 stl s' ixZ17 /- -bas Itt _ q TM RIPPEY I �"s t ' �( /�'�+�v, ��s wL s BY +�F� DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 (1C)1(=.JOB NO Tigard, Oregon 97223 Phone (503)443-3900 SHEET 1 t OF 1,71 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:12 APR 2017,1:48PM � d � Fite p 12017 f.010.ts417076 AMA 3ohofs 8bg PW,g,.4CTIif},6401;gSlsahotte bldg r eo6 • .. EN�R4Ak0 tN.G:18&3�2417a t§utld 6172 28,.Yer 617 2 211 Lic #r KW-06002562 Licensee TM RIPPEY CONSULTING ENG1MEERS: Description: Header with hoist beam load 02D 'REEERNcS Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ------ _..........._.. ..................._................_.._............... r L( •5) 0012 • A 5.5x15 Span=8.0 ft 11A001.1:itt.0*.0CBIMgdlgai,EB,MMSBM _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150 ksf, Tributary Width=8.0 ft Point Load: L=2.50k@4.Oft Iiii,DESIGNSUMMARY _s __-....-- ....... _._:_ ....__._..._. _._. Desi.n OK Maximum Bending Stress Ratio = 0.14a 1 Maximum Shear Stress Ratio = 0.112 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 355.08 psi fv:Actual = 29.68 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 6.774 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 5769>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.021 in Ratio= 4521>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 It Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0212 4.029 0.0000 0.000 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.802 1.802 Overall MINimum 0.331 0.331 - D Only 0.552 0.552 +D+L 1.802 1.802 +D+0.750L 1.489 1.489 +0.60D 0.331 0.331 L Only 1.250 1.250 4 ' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:12 APR2Ot7,255PM Woo Be ll ` I ib p 12017 Prajeatst17076 AMA i3ctwifs.8ldg R1STf3U�7ltRAt.1CALC4i...6tdg r eo6 ENERCALC,fNC 1883.2017 E#tfkl�.1z:2 2$>1rer.617.2.2$.. Lic,# :KW 06002662 Licensee TM RIPPEY CONSULTING ENGINEERS Description: Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Ft/ 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.15)L(0.5) !1 5.5)(27 Span=30.0 ft - Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=5.0 ft DES/GN il.MMARY.. Desi•n OK !Maximum Bending Stress Ratio = 0.650 1 Maximum Shear Stress Ratio = 0.333 : 1 Section used for this span 5.5x27 Section used for this span 5.5x27 fb:Actual = 1,378.13 psi iv:Actual = 88.27 psi FB:Allowable = 2,120.49psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 15.000ft Location of maximum on span = 27.810 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.564 in Ratio= 637>=480. Max Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.770 in Ratio= 467>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Qer$[1lUlaximum Deflecttgrrs.. Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L 1 0.7701 15.109 0.0000 0.000 Ver'tICaI Reactions Support notation:Far left is#1 Values in KIPS _ Load Combination Support 1 Support 2 Overall MAXimum 10.233 10.233 Overall MINimum 1.640 1.640 D Only 2.733 2.733 ` +D+L 10.233 10.233 +D+0.750L 8.358 8.358 +0.60D 1.640 1.640 L Only 7.500 7.500 -2.?* -,oao g277,‹�® (03/4-7 t9`(2 3/4" 1 c <1-40P1-• yr `cc Ulc (4) 1 /� K TM Ri.0 r E i BY 174-4 DATE .IL\,L/.IL CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO (1T( Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1:1+ of MEMBER REPORT Level,Floor:Joist PASSED 1 piece(s) 14"T]I® 230 @ 12" OC Overall Length:16'7" � ^h a, � f i' ^k"_R YC A� ` `fiof, �S !Z 3y f yfY, R4 !S b 3.e�'x_>.,'"- �z�` rekx^ - s $h �` �,- r F -'moi% -E is . i .5C .i i ,-. } R ti� f�-''--s�'�;?od:Y:r;:✓ ``,SFA' f s'� o".:?x. ^,r'i :�s, z �. � �,`.a.` } - „'i�:'`-^:�;Kit:=:::,ar,,.:.< ::">";>a�'?�;,,-::::::3.:::::::::.•:::::£::??:i_:<::'::<>k?<:£:_::'s'>;:'M`>�^::rt„�'<"_>:!__�::<;.=`?:;:�;r=:;'�r�:.a�:a:::. 16' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Ig1l:.it0.016121111aNtig.#0410,1310.04,110.0iiligNina gikOCY.WitliNkhfijitlgNNAMMBIVEESystem Floor Member Reaction(lbs) 1040 @ 3 1/2” 1060(1.75") Passed(98%) 1.00 1.0.D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1040 @ 3 1/2" 1945 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4160 @ 8'3 1/2" 4990 Passed(83%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.298 @ 8'3 1/2" 0.400 Passed(L/645) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) -0,387 @ 8'3 1/2" 0.800 Passed(L/496) -- 1.0 D+1.0 L(All Spans) T3-ProT'4 Rating 59 50 Passed -- -- •Deflection criteria:LL(1/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:5/8"Gypsum ceiling,bridging or blocking at max.8'o.c.,pour flooring overlay. $earing4engeb taatltA511ppfiW3 � '. € € Npp its To Av 1Jab1e Rsc(ltfrard.... ;.G peed.....EggialigaR 1-Hanger on 14"DF beam 3.50" Hanger, 1.75" 2 249 829 1078 See note 2-Hanger on 14"DF beam 3.50" Hanger' 1.75"/-2 249 829 1078 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners �iif�11418G�'Alra Siiirtl�nrl a�rwlrl��'Cie��a����ICS k fs f G s s ,Svppi .. . :` en <..... £ M.ada' aea; emgt[t 1-Face Mount Hanger IUS2.37/14 2.00" N/A 12-10d x 1-1/2 N/A 2-Top Mount Hanger . 1TS2.37/14 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A i:l .¢4NII.'4, , .:.: .....t,.. : Cggd itt> t$10:i..,.,. 4E of 0101,.s gigagigRka. 9th illi# 1 Uniform(PSF) 0 to 16'7" 12" 30.0 100.0 Residential-Living Areas ����� iF is 5 : .S -, k : G.' f f'8 f . G ,/�� <'lrK .$@.4.14:(F M,OC ,S`i „5=;: ::>. f, L_>::., f f ,...,..,. F€:.st f' .:3., ..:.'... ,-...f'" ,::,«,::,: 1....': (Z SUSTAINABLE FORESTRY INrnATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `! Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://wnrw.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator :ForteiSoftw.arse:Operatar Job Notes 4/12/2017 3:07:37 PM Ralph Turnbaugh Forte v5.2,Design Engine:V6.6,0.14 TM Rippsy Scholls Bldg R Joists.4te (503)643-3900 rturnbaugh©tmrippey.com � Page 1 of 1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:12 APR 2017,11:51AM @@I l Bal F)Je pt2017Arajeofs117076 AMA Saftolls t3'-"MT OT RAL1 AlG lsohousb)d reo6 r FNERCAEC,1 .198201-;,6ulkt.6.172 28,V'er•617228. Lc.#:K1iU-06002562 LicenseeTM RIPPEY CONSULTING ENGINEERS Description: Elevator guide Rail support .SDE REFERE.NC. Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Materiel Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1(0.38) .on::.:;::.,,::._;; :.;;.<..:ax;...,.>:,..,.:,:.,;:;.:a>;;„>.,>v::ir.:..::='fnst;:,._:.s;;?:,y::. :.:........... .-...`>3v 11W< ...:...... .,W<'C4><> Span=17.O ft HSS4x4x3/16 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: L=0.380 k @ 8.50 ft DESICN SUMMARY Desi•n OK: Maximum Bending Stress Ratio = 0.192: 1 Maximum Shear Stress Ratio= 0.009 : 1 Section used for this span HSS4x4x3/16 Section used for this span HSS4x4x3/16 Ma:Applied 1.615 k-ft Va:Applied 0.190 k Mn/Omega:Allowable 8.424 k-ft Vn/Omega:Allowable 20.003 k Load Combination L Only Load Combination L Only Location of maximum on span 8.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs • Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<600.0 Max Upward Transient Deflection 0.000 in Ratio= 0 <600.0 Max Downward Total Deflection 0.375 in Ratio= 544 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall'Maximum.Deflectio is Load Combination Span Max.”-"Deft Location in Span Load Combination Max."+"Deft Location in Span L Only 1 0.3748 8.500 0.0000 0.000 1/ rtical l @actions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.190 0.190 Overall MINimum 0.143 0.143 L Only 0.190 0.190 +0.750L 0.143 0.143 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:12 APR 2017,11:53/8v1 i e� L earn CAAI.0 INC 1883-0 7 Ballo61 228 Ve 617 228 >l p 12017 prootst17A76 AMA 5c €. EtJER4 KW-06002662 Licensee s'TM RIPPEY CONSl1LTtt+TG ENGINEERS: Description: elevator hoist beam , CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 15) • s,w y . ..,..,.<>Mfr;.,>;:2>,^^,..,?:..^u,.. n.> .c..t .... . ....................<, .. -...rk. . ............:.,..tu.:.,:.:. .Z.,.....:........ ^N.v .,u m.,.<. .<n.�.at-,..i......-::..� v. r k „> .z...... .....:^^..,.>...:...:::::::.:...„>::.,ro:t.>:-::-:;.»..>:::,- ...nom.>:....> ..%><.v<..�. .. �.'i3£`6 <;if : .,.,...,.,....,!`rM”t„^....................t....`.k..,,.,...,:..... ,a-:,..,,....,,..:.�.2`31 {< a?.r:,<,?<%2«..:. ”'%-''it.:t>"i.., <�iac. ...,........... ..........<...-. .........,....�t>...,.,...,.....< ...4.2..:t....t........R ,.:o.<.....,.;....:....-...:.:....:...:. ..nn..:..,.:,.,::o...:....,..>:iti;, �:?\.. ....i..c NONag .,..... :. a•...,..,r.,.,r , ,...__>...> .>.�...>...,>. ,,::..9.. .,,.., ?� ,.. ,.. ;r:.o4. o^.t,se;%£f,�.>.,.. ... .a.�zxo.. ..,U.. - Span=10.0 ft A W8x10 Applied'Loads - Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: L=5.0kt 5.0 ft DFS/GN;SUMMARY _ Desi.n OK Maximum BendingStress Ratio 0.895: 1 Maximum Shear Stress Ratio= 0.093 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 12.500 k-ft Va:Applied 2.50 k Mn/Omega:Allowable 13.974 k-ft Vn/Omega:Allowable 26.826 k Load Combination L Only Load Combination L Only Location of maximum on span 5.000ft Location of maximum on span 5.029 ft Span#where maximum occurs Span#1 Span#where maximum occurs ” Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.202 in Ratio= 593>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 giiovorott.iimoxibuot Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span L Only 1 0.2024 5.000 0.0000 0.000 �/t'.Itsca) eactNOt1& Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.500 2.500 Overall MINimum 1.875 1.875 L Only 2.500 2.500 +0.750L 1.875 1.875