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Specifications (5) PSM,?0/7—9 -no stv ccices4 1-0) STRUCTURAL CALCULATIONS RECEIVE! MAY 2 3 2 qi For the construction at CIR 01 MAKI) BUILDING DIV:S10) UNTUCKit Washington Square Mall - Space #F01 Portland, OR Prepared for Shremshock Architects, Inc. 7400 West Campus Road • Suite 150 New Albany, Ohio 43054 May 17, 2017 ççj Prepared by P R()Fes SHIRK& O'DONOVAN 91670PE CONSULTING ENGINEERS.INCORPORATED 370 EAST WILSON BRIDGE ROAD WORTHINGTON,.OHIO 43085-2321 TEL(6)4)436-6465 OREGONc,c <(‘A 4\ r '5) 7' 13 2 0 EXPIRES. 12/31118 Digitally Signed UNTUCKit Washington Square Mall - Space #F01 Portland, Oregon Structural Calculations Table of Contents A. Structural Design Criteria B. Storefront Framing C. Interior Partition Walls Without Shelving D. Interior Partition Walls With Shelving E. Interior Partial-Height Partitions A-1 A. STRUCTURAL DESIGN CRITERIA 1. DESIGN CRITERIA GOVERNING CODE: 2014 OREGON STRUCURAL SPECIALTY CODE. INCLUDING ALL ADOPTED REFERENCE STANDARDS AND MATERIAL SPECIFICATIONS REFERENCED THEREIN a. INTERIOR PARTITION WIND LOAD: 5 PSF b. SEISMIC DESIGN CRITERIA: 1. SEISMIC IMPORTANCE FACTOR 1.25 2. RISK CATEGORY III 3. MAPPED SPECTRAL RESPONSE ACCELERATIONS. a. SHORT PERIODS 0.977 b. 1 SECOND PERIOD 0 425 4. SITE CLASS D (ASSUMED) 5 SPECTRAL RESPONSE COEFFICIENTS' a DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS= 0.722 b. DESIGN SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD = 0.446 6. SEISMIC DESIGN CATEGORY SHIRK& O'DONOVANIS PROJECT %" ` CONSULTING I N RS,INCORPORATED PROJECT I . 370 EAST WILSON BRIDGE ROADBY "' DATE w.€ f' " WORITIINCTON.OHIO 43085-2321 TEL(i14)43C> t5 SHEET 1 OF 5,D SUBJECT ",.-111 .„,"' ,,_ s . I:-Fr l :3>: sIt _ ...__....._..� ___...Vii✓_. c _ � �.._- _.3 ,�„'... v m,._ , ___.� $�dt w __ f 4- '4` ' : e_ tt' i '" _SLI _� ,� ..._ � ,,. �.. �. 3 (z _ ri x �� rr 171/1 "'-;,7-0-' ,t" >,.f.....i,� '� .::.:� _�� ._-___!-./... .„..).L..,....1.;,--. ,L,.„.1.�_''1°1„ ��. .._.. ��_ _ IIS x a U . '— , , 1 3.3-31 a _ ,ter" ' __.._.:. r ... a�. ___.... _._.. .._ '_•m••••m•m•mm•mmmm•mmmmmmmmmmm• .____, Structural Stud Lookup Tool iTools.CiarkDietrich.cain http://www.itoo1sc1arkdietrich.com/structuraIstucj.php B2- ,mem. ClarkDietrIch iTools Design Tool El woo, = Structural Stud Lookup Tool INTERIOR & EXTERIOR FRAMING WALL LOOKUP FILTERS Step 1: Select your Design Re9et Ail Biters Design: interior Walls vv./Structural Framing Design Help Step 2: Select your Filters --DESIGN FILTERS-- --ASSEMBLY Lateral load: Deflection: L/240 Stud web width: 3-5/fr 5 psf Limiting height: Oft Oin Stud Flange: S162(1-5/ ) Oft 10ft 2Oft 30ft 40ft Stud thickness: 33mils(209a) Oin ilin Stud spacing: 16 Punched: Punched of2 51617,4:53 PM Structural Stud Lookup Tool iToots.ClarkDietrich.com littp:/;www.itools.ciarkdietrich.comistructural_stud.php I WALL SYSTEMS SHOWN Design notes Heights are limited to 60' due to shipping, installation and design considerations. If higher spans are required, please contact Engineering Services to evaluate your design. 362-5162- 3 P Limiting Height 5162(1-5I8 Flange Structural Stud) spacing L/240 • Punched 16 17-7 33mits(20ga)33ksi Interior Walls w/Structural Framing at 5 psf NOTES DESIGN NOTES • Calculated properties are based on AISI Si 00-07 with 52-10 Supplement, North American Specification for Cold-Formed Steel Structural Members. • Some profiles and sizes may not be available in all markets. Contact your ClarkDietrich Sales Representative for availability on custom systems. • Loads have NOT been reduced for strength or deflection checks. Full lateral load is applied. • Limiting heights are based on continuous support of each flange over the full length of the stud. • Limiting heights are based on steel properties only(non-composite). • Web crippling checks are based on end-one flange loading condition using 1-inch end bearing. • Where limiting heights are followed by"e",web stiffeners are required. • * Heights are limited to 60' due to shipping, installation and design considerations. If higher spans are required, please contact Engineering Services to evaluate your design. ClarkDietrich iToOts C3 MI IM Terms and Conditions I Catalogs (c,2012-2017 Clarkwestem Dietrich Building Systems LLC 2 of 2 5'16'17.4:53 PM L SHIRK& O'DONOVA?rir PROJECT ) ){ CONSULTING ENGINEERS.INCORPORATED PROJECT NO ,t 7 370 EAST WILSON BRIDGE ROAD BY ✓� DATE WORTHINGTON.OHIO 43085-2321 TEL(614)436-6465 SHEET CMF •.o SUBJECT I=.:. O,; ! s�r^ F i d- .....„ r .... . ._. ,dam ....�... d� y N u Cla -. max. B5 ESR-2269 1 Most Widely Accepted and Trusted Page 6 of 12 TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETEL2'4 1 I I HANK MINIMUM ; S ; FASTENER ; i DESCRIPTION FASTENERDIAMETER EMBEDMENTDEPTH I ALLOWABLE LOADS(lbf) (inch) 1 I i (inches) ,, 6000 psi ; 8000 pal Concrete Compressive Strength: 2000 psi 4000 psi; I L Load Direction: , j 'Tension I Shear •Tension; Shear I Tension Shear Tension I, Shear ; I , I ; 100 ' 125 ; 100 125 105 205 - - , ; • • s 1 _ l Universal -U 1 1 165 190 l 170 225 110' 280 - - 0.1Knurled Shank j X 57 1.i4 ; 240 310 i 280 310 180 425 - - 275 420 ; 325 420 - - - - .i. 11,b , - : 100 155 , 100J 175 105 205 135 205 l l . 15 ;, 185 220 180 225 150 300 150 215 Smooth Shank! X-P 0.157 i 1114' 240 310 : 280 I 310 180 425 - - , . 310 420 : - - - ...! For 51: 1 inch=25.4 mm. 1 tbf=4,4 N. 1 psi=6895 Pa 'Unless otherwise noted,values apply to normal weight caslAn-ptace concrete Fasteners must not be dnven until the concrete has reached the designated minimum compressive strength `Unless otherwise noted,concrete thickress must be a minimum of 3 times the embedment depth of the fastener 'This allowable load value for the XU fastener also applies to normal weight hollow/core concrete slabs with f,.of 6600 psi and minimum dimensions shown in Figure 7,when installed in accordance with Section 4,2.4, 'The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4.1.7,as applicable The tabulated allowable toads apply lc static load conditions. For seismic load conditions,the allowable toads must be limited in accordance with Section 41,7,Items 2 and 3,as applicable 'Applies to fastening of cold-formed steel up to 54 mil thick using the X-P 22,X-P 27.X-P 34 and X-P 40 fasteners,respectively,fertile'I.,1,l'ei and 1 riz inch embedment depths. TABLE 4-4LLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHTCONCRETE USING DX-KWIK1.2.1.4 FASTENER SHANK I, MINIMUM DESCRIPTION ; FASTENER DIAMETER i EMBEDMENT ;I ALLOWABLE LOADS(Ib?) , 1 j I (inch) ; (inches) , Concrete Compressive Strength: . 4000 psi 6000 psi Loadi----------HI--"----r--- ------I.Direction: Tension ; Shear : Tension I Shear Universal i Knurled Shank 1 X-U 47 F'8 w/ 0.157 l': . /2 395 405 570 , I i DX-KWIK i ..; l . . . For 51: 1 inch=25 4 rnm, 1 tbf=4,4 N,1 psi=5895 Pa, "X-U Fastener is installed using the DX-KVVIK drilled pilot hole installation procedure described in Section 4,2,5 'Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength sC.ioncrete thickness must be a minimum of 3 limes the embedment depth of the fastener 'The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4,1.7,as ape/teat:4e.The tabulated allowable loads apply to static load conditions Poi seismic load conditions,the allowable loads must be limited in accordance with Section 4 1.7,items 2 and 3,as applicable, 1 07 b4F44. PFbiCb. stenina Options (ctnrtections can be made usrog a variety of fastenin options.1Lrscriticalterspecifyslrsproperfastener ts ALLOWABLE SCREW DESIGN VALUES ( ensure thhe proper perforrnanre of the connections in cold d$<} @{$+tlt 5e4. e oto 1G tt rit Acre er t .t2 kt4ilt s r s iFd"f ft�Wtf$t 4 fm mod steal construction.The most common and wtrlr9f y �3 '.s. ,t ! s 177 403 r4 r € . used connection methods aro screw connections and geld rata, ta,1 13 I :5:11 t cornier'iron's.'Fac•t4 type ul ccxrrortestron method has son utas 1 1? a�€ S,t:=3 4arrc s, °17 '4?rs ',4 .4477 1774 r,44 P. 441 4E'i R07 55555 '02 ..."'1.0• .1 ,4$ advantages and disadvarlta ses.7heref re,we protide tt. f‘ a ��r r" �r, ,p, 6q:Ls, ,,7. data for beth ty,prrs so you can choose your preferred ; {.f> a a tt' Is4 as+ II,' r/ cctaiss r:tirso othcrd. s i ;. 1."....,, rr%a •447. .,4;44. P €,sr f., <,'!•, 9)4 rp if. .q;a rs,? 5r-a.. 14 6e7 '.ob ".7 n PP rs-a ea eya 4 7147 037 7,4p. 0 "'^\ Soff-DrillingSer4,33s e r aeai/(y 313303,134 5 , =1 s ti f.txrrrtrs s ye ifr rlrm,ot tty to dolt.14 trtoo 1 ;;441 4F ,4•t 4<,4,,,,r4; k, 3333f f.A.S ta ta4,7wrr4,as lfs 4.4,,,'.44-4,.� ° est y s} la X31.• i4 £ + -mr ,.tr p =a.�y� .w.$ ,1„..4,..,0,,,„, 4:,f rnrnre t r Bt r:x,r1 3 sr ae„,n.•s 1 € so 1. 31.3, + ,r 53,3: r rl S,<- i1„a4 ne Tri 4 !as so:yr a ,,'W r 1¢3 , re3, rM •149;t aefhsrt r9 11,0333'13R,lottne sit1s0L41c11, d Px ssta✓4 fti�00,'02 rr$t1 otoo,foot , .,t3orh*r, -3447 474:.7,-1444.,1"446444 27554x '41',6$55 4«4424.4e,.444, Ihose,4G4974r4 se,*11.1 11,09'110,,yes r.".5.,.fast. r'Not ate sss al it tl}er t rrr<<t,3,f3I 3r3a44.43,tli,3k333.333-6.:41 C+i'.a.w X44 r•. *s •,r„4;.3in-.v F rr.�. .sere tom..'n�b,a4-r,. ;s gaR acme s:.tF.tom ..,F..s :xx? 15< 3"tns4 3#331 or 444441 tot ae.ss of.los rrarrss = rrtrtimsttr scot,frarrtets#s twat i>444440 4A'w 5+15 4IWH 543_r<Eedr,144,str .x4.44 45 ff?Inthlr313355 4154405.5t,ttergra<PP OPT WO'ft,4455 155-o1a114,hu t 4°4x5.45555 1f5cs54 m I sitsmt W4+1r1s ,,,frPs13 rt 6rsFe,$9 1,,w's. F1ItrI Cl4t 555355)4.444.455 top 4 5451 ,5 50555 t 5 rt 5 r t 41,441 ALLOWABLE WELD VALUES lA ar as+avtI45*55°'4wa As thsr rIIr'54t444P01 33, 3333,that t4400 yvad r4 s s3 t4fy t 54{35 '454 55 55,xItfar:5r1tr 9655554 47Bf 5t 0'41 414555)44 a Thi tr ari4s54,41. :P Wetd tI E ,.;. 1't�3 �Frs% +'.e�1ss*mas 1Wft1.analxs'tsru,cita)nis'ssrisssPis )byt4se• - ret art,.a7 tI s'iwr5 rn3rxsk+s,rt 3r1<I 3ramir masa 44,41 Ito w h tion lists r.r.Pill 1? ,t;; __ t 6m4ry 119 as3s p ss» r r1�3� 1t rr,loon rt.poor. r ra 1• 5;15% 91 I 1 i !•N+ ? 1514°5 it€t IA .i7' 7,7 0 4 01x5 1tk5t 2 4t,..6r yi ps ,#r 31,,"a 48 #4,;t # ',too° fr se 154 s.rp ^mwrr3. plass W slds is st to burr r."Feroslrsf of 55585 7545555; 1'1 to soots ,4{33 3 NI..:3.,F'sse.-a tss^•,d...E:t I vi,7€:a rot hear t ft 1 A t 145.tta,w55t g5Nror 95514r;444445x 55505y,4mr. p..s,sa5 n 1,,,t,14,4 o5 90 8°54"4 1;0 '7;t'[ ! @wi: ;ri5 •P,ie<t 4x44 f,.: ".r�,r re crass^.s rs9.3 54,5,.st•.4 45 451 Yt�aa 443.4 a or*oft perru tars#tag('<w^zu_ .,;31„..i ll,<<r., is t" sop ii',,r A- t 5m V rss+-<a .w<.0. ,. "?fi' 430 lop 3 s S tt'E,:as i.,—,4,, l Pt^+ c1 m.$E 1< s4 P r,t t all 1 ^trrrusorscsly ercral ts,€5<55 srv. sot ssslst4,3 t4v 1 ,tra a€,,:r,a t7 4ua &s f 1€ <«fin 7r o4 h E 1 tf 1t 3 Ar v a. r,4rr p rr 1 o. Y'1 t=om 4Ea 7 r n „ _t I, ,{vn ,i.•., e 44. .4E ,<.» tq ,s}..... ._t,ttiwx,.A), 1"3g,33,333 t333333,1,t et'4i. 7°1543 0350 Ctorrptsrs offth ic1S1 SI00.07 Nf+SPEC sure/`7010 sspplamsr.i,IOC 204? €hent No r"17 541?-1 +:144.4 r 1171)) Tha tsetanscsl ra*rssrtn4 sof ibis Iso's nestt,of of toostrt 1111412 545=1 serfrte+53o¢s sit 55050/5<az esrt sx¢szat sst c barlsdi+r Irich,etrnre F-- CONSULTINGE'D ° ENGINEERS,INA SHIRK °370 EAST WILSON BRIDGE ROAD WORTHINGTON,OHIO 43085-2321 TEL(614)436-6465 SHEET C PROJECT ORT-ti:E;+ - ‘.),Ii'.:_.,--', ,,=,-;-!-71r. PROJECT NO. f---17_,_ BY ,,,,:::-.77ps t DATE 5;if..ra I 17 OF SUBJECT i 1,-1:1- Th-V-7T11.3- t1-iPet--1.-C 4 SL-&-khaz..-1 it.. 7 -- .-, , , '-'-' 4-7 --jD,,_La._ „_..., --- P < — L--: ,.._ A 1 ,juL 1 , , ,,_ ,, _ t ''' 'K---. cl.) i it.4ffib.' L.:-.----41 ',Li'...", L-V.,t-Ht 4;2;7-'7- ti -'7 --Stia.1.6,.. ,,..),I.i,f.,(,, i-3.'7- r:...-(.6. ,--, —/1,r) , tr,,A.A J .1„.c.„-- \r-,.,•, , - 0 ,,<^-..^•1 i-' "J::"1,-.„ .--FciI, C.,1712,i,i :.L-77 e&S,.i.;-: -:- Ii Y.- '4- ' :'.P,.0 ?'!....7-7- , 7.--- 7-,„ :;::-2._, 1.1„:44.,:.-1-_), f.,.-r- "B„.4.,,r --....`f..„------- -- r.,p' fl.-/ .`". '',-: •q,`---) . . . ) ,A ( -•'..7- ,-:?., .,..`:-,--.. 11 ' .f,.- : ',-7 .:''' 2:4'7F , 517itii_Z57- ..c.... ---- v, --,2c,L_Dr7i ---,*, ,.. , K.....L1 IQ,0' , /r 1 lipid 5 c, Tr (:,.. .7-fil ) -T1'.)-7.- 77) ;-ST ?I-7 !:- . jit, -^,,->',„ ., * _„,,, --, r- 1 —,,...',.1" I-1 -',.,. .' ,• ••• .. 1.: 7-171 =_-, 1, 3 > :-.4, • ()A-A,f:'.C-V- Viitlit.L. 3-ar,1,7,,,:0•,,,4y, FI: d', t ,,,,, - ----_ - 5 _ - _ 4.,/, s----7 -1,<7.7v-,1- ....,-. zt ?,..,.. < .5 JA„) :--- 61 1 12--.. 72 ..._.c.-LLI 1---par--r-,---F.---L- ' - ,J.-- ----'A-71---'''''' _ -4,-- .., , UNTUCKit L— (..-7-- Washington ..-- Washington Square General Beam Analysis File=p:12017tShremshock1122935-UNT-Washington Sq.-Portland,OR\C icutationsloalcs:ec6 Y ENERCALC,INC 1983.2017,Build:6,17.3:29,Ver6.17.3.29 Lic.#:KW-06011720 Licensee:Shirk&O'Donovan Consulting Engineers,Incorporated Description: int Partition-Wind Reaction(per foot) General Beam Properties - Elastic Modulus 29,000.0 ksi Span#1 Span Length = 17.50 ft Area= 1.0 in"2 Moment of Inertia = 1.0 in"4 Span#2 Span Length = 12.50 ft Area= 1.0 in"2 Moment of inertia = 1.0 in"4 i i WWe:005) W(0.005) T ♦ T V ♦ 'V tV V 2 Span=17.50f1 " Span=12.50 n 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.0050 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: W=0.0050 kik Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending= 0.152 k-ft Maximum Shear 0.05246 k Load Combination W Only Load Combination W Only Location of maximum on span 17.500ft Location of maximum on span 17.500 ft Span#where maximum occurs Span#1 Span 4 where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.196 in 1071 Max Upward Transient Deflection -0.013 in 11612 Max Downward Total Deflection 0.118 in 1786 Max Upward Total Deflection -0.008 in 19354 Coverall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."f"Defl Location in Span W Only 1 0.1959 7.942 0.0000 0.000 W Only 2 0.0118 8.846 W Only -0.0129 2.115 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination ( Support 1 Support 2 Support 3 f Overall MAXimum I 0:035 0.096 0.019 OverallMlNimum I i 0.035 0.096 0.019 1 W Only 1 0.035 0.096 0.019 i ClarkWestern Building Systems I�F 1 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 5/1912017 SECTION DESIGNATION: 3625162-43[33] (2) Boxed Section Dimensions: �I Web Height= 3.625 in Top Flange= 1.625 in Bottom Flange= 1.625 in Stiffening Lip= 0.500 in Inside Corner Radius= 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0451 in Steel Properties: Fy = 33.000 ksi If Fu = 45.000 ksi Fya= 33.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length =30 ft Load has not been modified for load type or duration Member Configuration: (2) BOXED MEMBERS TOTAL ALLOWABLE AXIAL LOADS(Ib) WEAK AXIS MAXIMUM CONCENTRIC BRACING KLtr LOADING NONE 289 923 NONE 289 923 NONE 289 923 Note: For(2) Boxed Members, Individual Members t Must be Adequately interconnected . UNTUCKit , Washington Square General Section Property Calculator File=0201nsnrerrismckI17298s-UNT-'WasningtonSq.-Portland,ORCalculationslcais.en6 ENERCALC.INC.1983-2017,8ui 4:6,17.3.29,Ver.6.17.3.29 Lic.#: KW-06011720 Licensee: Shirk&O'Donovan Consulting Engineers,Incorporated Description: Estimated Properties of Baric-to-back CF Studs with CF Tracks Top and Bottom,l8ga Final Section Properties Total Area 1.132102 ixx 2.623 in'4 Sxx: Y 1,409 inA3 Calculated final C.G.distance from Datum: lYY 1.237 m"4 Sxx:+Y 1.414 inA3 X cg Dist. 0.002445 in Zxx 1.621 inA3 Syy X 0,6814 inA3 Y cg Dist. 0.003364 in Zyy 0.8861 inA3 Syy +X 0.6832 in A3 Edge Distances from CG.: r xx 1.523 in +X 1.810 in +Y 1.855 in # r YY — 1.045 in -X -1.815 in -Y -1,861 in Rotation of All Components 0.00 deg CCW I Y Datum Y:CG I ' 1 I X:�G x Datum General Shapes C:4 Height= 0.250 in Width= 0.045 in Rotation= 0 deg CCW Area= 0.272 inA2 Xcg= 0.272 in Ycg= 0.000 in 1111.1–C-74--- Height= 0.250 in Width= 0.045 in Rotation= 0 deg CCW Area= 0.272 inA2 Xcg= 0.272 in Ycg= 0.000 in Structural Stud Lookup Tool i iTools.ClarkDietrich.com Page 1 of 2 ("7.-- Design Tool Structural Stud Lookup Tool INTERIOR & EXTERIOR FRAMING WALL LOOKUP FILTERS Step 1: Select your Design Reset All Filters Design: Interior Walls w!Structural Framing v Design Help Step 2: Select your Filters - DESIGN FILTERS_ _.__.W.. ASSEMBLY— _ ._ Lateral load: Deflection: Stud web width: 6" v 5 psf j vi L1240 Limiting height Oft Oin Stud Flange: S162 (1-518") v Oft 10ft 20ft 30ft 40ft Stud thickness: 54mils (16ga)ly Din 11in Stud spacing: 161v1 Punched: Punched v 1 WALL SYSTEMS SHOWN Design notes Heights are limited to 60' due to shipping, installation and design considerations. If higher ,, spans are required, please contact Engineering Services to evaluate your design. http://www,itools.ciarkdietrich.comistructural_stud.php 5/19/2017 Structural Stud Lookup Tool ; iTools.ClarkDietrich.com Page 2 of 2 !io 600S162-54 P Limiting Height S162(1-5/8"Flange Structural Stud) Spacing L/240 Punched 16 30-5" 54miis(16ga)50ksi - Interior Walls w(Structural Framing at 5 psf NOTES DESIGN NOTES • Calculated properties are based on AlSI S100-07 with S2-10 Supplement, North American Specification for Cold-Formed Steel Structural Members. • Some profiles and sizes may not be available in all markets. Contact your ClarkDietrich Sales Representative for availability on custom systems. • Loads have NOT been reduced for strength or deflection checks. Full lateral load is applied. • Limiting heights are based on continuous support of each flange over the full length of the stud. • Limiting heights are based on steel properties only(non-composite). • Web crippling checks are based on end-one flange loading condition using 1-inch end bearing. • Where limiting heights are followed by"e",web stiffeners are required. • * Heights are limited to 60' due to shipping, installation and design considerations. If higher spans are required, please contact Engineering Services to evaluate your design. elb Terms and Conditions Catalogs ©2012-2017 Clarkwestern Dietrich Building Systems LLC A http://www.itools.clarkdietrich.comistructuralstud_php 5/19/2017 ASHIRK& O'DONOV'Alti PROJECT U t OLL--; }€ =:; , , ,:' CONSULTING ENGINEERS,INCORPORATED PROJECT NO. .- �I c' -, 370 EAST WILSON BRIDGE ROAD BY { A. DATE `> -{ WORTHINGTON,OHIO 43085-2321 7Et,(614}436-6465 SHEET OF - SUBJ ECT . - ,------.4...\, ,,:,-,-; 74:- ;1 sed :,A,,,'I--. ...i Py -7.--; ..,w p_ r c,A m.. .., VAI ! t� 1(t 7 i 1r ; ,, p `g tJ31C C _...�P�"--:�=Y�;, ..tea l--(7j .?"1 ,,, __-Q.,...,'' ,,...' "�,/', i:::..,. -t. 4,..?,.....,.....-1, ,t— 2Lil 5 < . 1i - _w , , , .e • 1 1 f ' t. , . L� -, _ _ _ ._ yte " . UNTUCKiI Washington Square j General Bealrn Analysis File=p:120171Shrernstock4172935-UNT-Washingbr Se-Porttand,ORtCaleulationslcalcs.ec6 ENERCALC,INC.1983-2017,Fad:6.17.3.29,6.17.3129,Ver.6.17.3:29 Lic.ft: KW-06011720 Licensee:Shirk&O'Donovan Consulting Engineers, Incorporated Description: Int Partition-Wind Reaction(per toot)with shelving load General Beam Properties . Elastic Moduius 29,000.0 ksi Span#1 Span Length = 17.50 ft Area= 1.0 in02 Moment of Inertia = 1.0 in^4 Span#2 Span Length = 12.50 ft Area= 1.0 in"2 Moment of Inertia = 1.0 in^4 wro:ocs) w(o.00si r • ' V 7 T R Span=17.50 fl i Span=12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. ... Load for Span Number 1 Uniform Load: W=0.0050 k/ft. Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: W=0.0050 klft, Tributary Width=1.0 ft Moment: D=0.150 k-ft,Loc=7,50 ft in span DESIGN SUMMARY Maximum Bending= 10 .169 k-ft 1, Maximum Shear= 0.05674 k Load Combination +o-W Load Combination +D-W - Location of maximum or span 17.500ft Location of maximum on span 17.500 ft Span#where maximum occurs Span.#1 Span#where maximum occurs Span it 1 Maximum Deflection Max Downward Transient Deflection 0.196 in 1071 • Max Upward Transient Deflection -0.013 in 11612 Max Downward Total Deflection 0.136 in 1549 Max Upward Total Deflection -0.026 in 5719 Overall Maximum Deflections Load Combination Span Max.""Deti Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.1959 7.942 0.0000 0.000 W Only 2 0.0118 8.846 +D+0.60W+H -0.0262 4.038 Vertical Reactions _ .._...._. }'Y_ ~--°� �Supportnotatian:Far left is#1 Values in KIPS ' Load Combination { Support 1 Support 2 Support 3 Overall MAXimum 1 0.035 0.096 0.019 Overall MINimum 0,035 0.096 0.019 W Only 0.035 0.096 0.019 �'' - SHIRK& O'DONOVAN CONSULTINGENGINEERS.INCORPORATED PROJECT NO1 ?-/ 370 EAST WILSON BRIDGEROAD i BY DATE (ci WORTHINGTON,OHIO 43085-2321 TEL(6)4)436-646 5 PROJECT ),‘,111,..a..,‘-ir- - 1,),,JP4 ; . 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(.,5&.• ,....,, ;.-,u-t.$ E.?-0,...____.___ _ . . . . . . . . : . , , iI ClarkWestern Building Systems I 11111CW Tech Support: (888)437-3244 P clarkwestern.com 2007 North American Specification ASD DATE: 5119/2017 SECTION DESIGNATION:3621125-33[33]Single Input Properties: Web Height= 3.771 in Design Thickness= 0.0346 in Top Flange= 1.250 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.250 in Yield Point,Fy= 33.0 ksi Fy With Cold-Work, Fya= 33.0 ksi Header/Beam Solver Design Data-Simple Span Header/Beam Span 5.17 ft Deflection Limit L/240 Dead Load = .0 lb/ft DL Multiplied by 1.00 for Strength Checks Wind Load=20.0 lb/ft WL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Deflection Checks • Check Flexure Input Flexural Bracing: None Cb= 1,14 Me= 369 Ft-Lb My=639 Ft-Lb 0.56 My < Me<2.78 My Mc_= 369 Et:"Lb Sc/sf= 0.81 I Mmax=67 Ft-Lb <= Ma= 179 Ft-Lb Check Deflection Deflection Limit L/240 Maximum Deflection= 0.028 in Deflection Ratio=L12209 Check Shear Vmax= 52 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1024 lb >=Vmax Check Web Crippling Rmax= 52 lb(Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1:00 in Re = 105 lb>= Rmax, stiffeners not required • www.nllti.us Profis Anchor Z.7.1 Company: Page 1 Specifier: Project: Address: Sub-Project I Pos.No,: Phone I Faxpate' 5/19/2017 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)114(2 1/2) 1 110111* • Effective embedment depth. her=1.920 in.,hnnm=2.500 in. Matenal: Carbon Steel Evaluation Service Report ESR-3027 Issued I Valid: 2/1/2016 I 12/1/2017 Proof Design method ACI 318/AC193 Stand-off installation- e,=0.000 in.(no stand-off);t=0.034 in. Anchor plate. fX x I.x t=4-000 in_x 3.625 in.x 0.034 in.;(Recommended plate thickness-not calculated Profile: Round HSS,Steel pipe(RISC);(Lx W x T)=0.840 in.x 0.840 in.x 0.109 in Base material: cracked concrete,4000,ff'=4000 psi;h=420.000 in. • Reinforcement tension:condition B.shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat C,d,E,or F) no Geometry[in.)&Loading[Ib,in.ib] Z 1otI.S $ �,,�..----�'"��� p fl 1111:- • • Input data arm results must oe checked tar agreementwit toe existing candidans sand for plausibtiityl PROFIS Anchor(c i 2093-2509 Hilh AG,FL-9484 Hib is a registered Trademmic of hiti.AG,Schear. Fil�Tl www.hilti.us Profis Anchor 2.7.1 Company: Page- 2 Specifier_ Project Address. Sub-Project I Pos.No., Phone E Fax: ( Date: 9/19/2017 E-Mail: 2 Proof I Utilization(Governing Cases) Design values fib] Utilization Loading Proof Load Capacity fir+/N[%) Status Tension Pullout Strength 608 959 641- OK Shear - _ -7_ - Loading 13r+ Pv i; Utilization Itrf.v na] Status Combined tension and shear loads - - - 3 Warnings • Please consider all details and hintstwamings given in the detailed report' Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • 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.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. 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Hilt will not be liable for consequences such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. input data and results must be checked for agreement with theextstng conditions and for ptausibiiity, PROFiS Anchor(c)2003-2099 Hit AG,FL-9494 Schwan HiC is a registered Trademark of HilS AG.Schaan