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HomeMy WebLinkAboutPlans RECEIVED JAN 31 2013 CITY OF TIGARD BUILDING DIVISIUhi • GROU E MACKENZIE . ,. I N • '7:: %r TABLE OF CONTENTS .3' Floor Infill Calculations C 1 i+ •° r a N Panel Calculations at new Man Doors C 2 - 8 * o V da, EXPIRES: 1?_131/ l2 STRUCTURAL CALCULATIONS Comcast T.I. 1 1308 SW 68th OFFICE COPY Parkway Tigard, OR 97223 leW6 `:›03 (n om Submitted 12-05-12 Project Number 2120451.01 GROUP MACKENZIE Since 1960 1515 SE Water Avenue.Suite 100 Portland,OR 97239-0039 PO Box 14310 Portland.OR 97293 T 503.224.9560360.695.7879 F 503.228.1285 grcupmackente.com - . — . • • • F -7+ fr- . " • ; - e ( r— 7••"7-...rii. 7 / ' 7 (2_ c-r - .■ /2. •"2: r , By • •- 1 - - GROU_P Date MACKENZIE Job# - .-- Portland.Oregon Seattle,Washington Vancouver,Washington Sht. of www.groupmackenzie.com C2012 GROUP MACKEI121i. A. irs ESER JED G R O U PRiverEast Center 1515 SE Water Ave. -P.O. BOX 14310 --MACKENZIE TOR(3N 224 95 0O 97293 228-1285 Concrete Tilt-Up Panel Design Per 2009 IBC PROJECT NAME: Comcast TI PROJECT NO.: 2120451.01 DESIGNER: RRB DATE: 12/5/12 OUT- OF-PLANE Panel Ht. (Span) htr:= 33.5-ft Floor Ht. (span) ht:= 16ft • Panel Thick. t:= 5.5-in Conc Strength fc:= 4000-psi Parapet Ht. h := Oft Reinf Yield fy:= 60•ksi Reveal Depth r := 0.5•in Rf Load Ecc. e:= t + 3•in e = 5.75•in 2 0.625•in t Stl Depth clef:= t — 2 1.5-in clef = 3.688•in det:_ GENERAL LOADING GRAVITY Roof DL DL:= l4•psf Roof Snow Load SL:= 25•psf Floor DL DLf:= 120psf Floor Live Load LL := 100psf WIND (ASCE 7-05, 6.4.2.2) 95 MPH Exp B Wind 1:= 1.0 A := 1.0 := 1.0 wet7'•ht �etF 25ft Area:= 2 Area = 200 ft Pnet30 16.9psf (Fig 6-3) qp:= A•Kzt•I•Pnet30 qp= 16.9•psf ht- Mw:= qp Mw= 0.541•---ft 8 ft SEISMIC (ASCE 7-05, 12.11.1) I = I SOS := 0.706 C7:= .I5•kcf•t C7 = 68.75•psf Wt. of Panel Fp:= max(0.4SO5•I,0.I) F = 0.2 8 2 g7p.ht ft q7p:= Fp-C7 q7p= I9.415-psf MS := 8 Ms = 0.621-k• - 0:\Structural\comcast Tigard\Panel_ACI08_NewLC.xmcd 12/5/2012 I ELEM ID: Panel w/ MD Opening Floor Ht ht = 16•ft Depth of Stl d := de, Outside Leg Panel Width w:= 25ft Ecc. of Rf Load e = 5.75•in Opening Width w0:= 3.5ft Panel Thick. t = 5.5.in Opening Height ht,,:= 7ft Reveal ry = 0.-5.in Panel Leg L := 2.5ft wo Factor x0:= -:-L,' x,= 5 Amp. Factor x:= 1 + " x= 1.7 2•L Pdl := xg•(DL + DLA•�. .7 Pa =2.68 x 103.plf PII:= xg(5L + LL) —2 ft P11= 625•plf Pz := xg•C7• ht,- ht P,= 8.766 x 1 03 plf 21 k•ft M„,:= M vv.x Mµ,= 0.919-- ft Sei Mom w/ Opening wi := q7p•x w1 = 33.005•psf 2.25•psf•wo•0.5 + q.7p•L W1 w, :_ L w,•ht (w1 - w,)•(ht - hto)` ,./ Rho, 2 + 2-ht R,op:= [w2.hto+ wi.(ht - ht())] - Rbot N. x,,:= R101, xm = 7.443 ft WI 2 wl•xm k•ft Ms:= Rtop'xm - M5 = 0.914•- 2 ft Load Comb. (IBC 2009 1605) Strength Service /1.2•Pdl 12•P,•- 1.6.PH.- 0.8•Mµ.- 0 I•PdI• 1•P, 1 1•P11'1 0.5•Mµ- 0 klf klf klf k klf - kif klf k 1 1 1 1 1 1 1 1 I.2•Pd.— 1.2•P2.— 0.5.PH.— I.6•Mµ.•- 0 I•Pdi-- 1-P„-- 0.5.P0.— I-Mµ•- 0 klf kif klf k klf klf klf k 1 1 1 1 1 1 I N:= 12.Pdl-- I2.P,•— 0.2.P11.— I.0•NI,•- 0 v:= I•Pdl•— P 1- ,-- (--)•Ivls•-0 0 klf - klf klf k klf klf 1.4, k 1 0.9-Pa 0.9P,•- 0 I.0•Ms•- 0 0.9•Pdi• I 0.9•P,• I 0 Ms•I 0 kit ` kif k kif - klf 1.4) k I I I I I 1 0.9•Pdi•— 0.9•P,•— 0 1.6•Mµ•- 0 0.67-Pd1.— 0.67•P,•— 0 I •Mµ.- 0 klf klf k ,, _ klf klf k _ i := 0..rows(x) - I c 2 ___- 1 0:\Structural1comcast Tigard\Panel_AC108_NewLC.xmcd 12/5/2012 r Compression Check (ACI 318-08 14 8.2.6) Pc:= 0 4,:= (x1,0 + xi I + xi 2)•klf max(P„) = 14.735•klf Pa:= 0.06•fe t Pa= 15.84-klf if(Pa> max(P„),"OK" ,"NG") = "OK" Reinforcing Steel nb:= 3 Existing - (3) #5 each face vertical equally spaced in leg nh-.3 I-ink in2 A, := As= 0.372.- 1_ ft DETERMINE Mn fc-4000•psi RI := 0.85 -0.05• 1000-psi k Pt,.+ As ft fy Pint X. r -t ) P„:= Pu•— X.:= ASe':= As•ft+ 2 f•d 'Mn�:= (As•12in•fy+ Pui}• d -2 - P„i•I d - klf ' 0.85•f�12•in y ` // \ _ Si:= 0.9 SMni:= ,i•Mnr Tension Controlled ( 0.29\ ("OK" \ X. (C. 0.284 "OK” C.:= - flae.:= if - <0.375,"OK" ,"Revise Steel" - = 0.283 flan= "OK" ^""r R i ' \ d d 0.255 "OK” .0.255) "OK”j DEFLECTIONS & Mu DockHigh:= "No" Enter"Yes" if dock high condition or"No" if full height condition ht':= ht•0.8 if DockHigh = "Yes" = 16 ft ht if DockHigh = "No" "Invalid" otherwise fc 29000 ksi Xi fc • 12•in•t3 Ec:= 57000 psi n:= C.:_ — fr:= 7.5• •psi Ig:_ psi Ec ' 0.85 psi 12 12•m•(Ci)3 1 2f�I 5•Mcr•ht'2 5•Mn�•ht'2 ht Icr :_ /J + n•A5e (d - C.i M„ Acr An. Amax — I 3 ` '1 t 48•Ec''g ' 48•Ec'Icr 150 Strength (ACI 318-08 14.8.3) e Muai Mua.:= xi 3•Ik+ (x1 0+ xi `l.k.a Mu :_ ` / 5.P„•ht'2 ( - Service (Modified ACI 318-05/08 14.8.4) 0.75.48-Ec•Icr. Mai:= yi 3•Ik + (Y1,0 + Yi, k 1). .- Ps, (Y1,0 + Yi,I + yi.?)•k r -i O\Structural\comcast Tigard\Panel_AC108_NewLC.xmcd 12/5/2012 • i Iterate Service Deflection Initial Guess: As := Oin M Afs(Ma,Ps,As, cr,Acr,Mn-An) := her 4-- 0 ' As:= Mfs(Ma,Ps,As,Mcr,Acr,Mn,An) IterMax F 20 tol 4-- 0.1k-in R t— 100k-in Nix t— rows(Ma) while her< IterMax n R>tol for ieO..NLC - 1 As. Ms 4— Ma_ + Ps 1 2 2 \ M 2 Msi 2 Ms. 3 cr 2 l As t-- if Msi <3 Mcr,Acr. ,3 Acr+ 2 (An. 3Au) cr Mn — cr \ ' 3 As. R.E— Ms —IMa + Ps• i i 1 2 R — IRI ltr 4- lter+ 1 1.2DL + 1.6SL + 0.8WL 4Nln = 95.399-k-in > M„ = 51.003•k•in M.:= 0 Ai.= 0 0 0 Amax= 1.28.in > As = 0.1.in M.:= if(OM„. > Mu., OK„ ,0) 1.2DL + 0 5SL + 1.6WL (1)Mn =94.254-k-in > Ivla i = 64.086-k-in Ai:_ if(Ama„>Asi,"OK”,0) l lI Amax= 1.28-in > As f =0.176-in Check "OK"\ ("OK" \ 1.2DL + 0.2SL + 1.0E "OK" "OK" 4)M =93.94-k-in > M =46.753-k-in n2 u2 M = "OK" A = "OK" Amax= 1.28-in > As2= 0.103-in "OK" "OK" \"OK" isOK"i 0.9DL+ 1.0E 4)Nln 3 = 87.833-k-in > Mu3= 31.654-k-in Amax = 1.28.in > As. =0.098-in 0.9DL + 1.6WL 4)Ivin = 87.833-k-in > M„ =43.468-k-in 4 Ama,= 1.28-in > As = 0.106-in 4 O:\Structural\comcast Tigard\Panel_ACI08_NewLC.xmcd 12/5/2012 l ELEM ID: Panel wl MD Opening Floor Ht. ht = 16 ft Depth of Stl d := der Inside Leg Panel Width w:.= 25ft Ecc. of Rf Load e = 5.75.in ANV Opening Width w = 3.511 Panel Thick. t = 5.5•in Opening Height hio,:= 7ft Reveal r, = 0.5-in Panel Leg L := 2ft w Gray. Factor x := w x, = 6.25 Amp. Factor x:= I + - ` x= 1.875 2L 2•L Pad footings - No Foundation support at inside leg. P!:= 0•(DL + DLo•8ft Pd1 = 0•plf 2 Pte:= 0-(SL + LL) ?ft PH = 0•plf 2 Pte= 0 C7 htt- —ht\ P, = 0•plf \ 2 ) k-ft N := Murx M��.= 1.014•— ft Sei Mom w/ Opening ac\:= q7p•x w1 = 36.403•psf 2.25•psf•w0•0.5 + q7 •L W r�, w,:= p 1 L w2-ht (w1 - w2)•(ht - hto)2 /�i 2 2•ht R An' [w2•hto + wi.(ht- ht,)] - Rbot i\A42 Nr ///\-,„ x.- Rtop xm = 7.368 ft w1 2 WI•xm k ft , := Rtop•xm - Ms = 0.988 — 2 ft Load Comb. (IBC 2009 1605) Strength Service 1 2 d1.- 1.2•P,•- 1.6•P11• I 0.8•M�,,• 1 0 1'Pd1• I•P,.- I.pll. 0.5•M�,,� C klf - klf klf k klf —klf klf k 1 1 I 1 1 1 1 1 1.2•Pd1•— 12•P2•— 0.5-P1I•— I.6.M - 0 I-Pd1•— 1.P7.— 0.5•P11•— 1•M«.•- C klf klf klf k klf ` klf klf k 1 I I I 1 I ( 1 v 1 x:= 1.2-Pdi.— I2•P2•— 0.2•P11-- 1.0•MS•- 0 y:= I•Pd1•— I-P,•— 0 — •Ms..- C MA klf klf klf k kit klf , 1.4./ k I 1 1 I I l I 0.9•Pdi-- 0.9P,•— 0 1.0-MS•- 0 0.9•Pd1-- 0.9-P,•— 0 — -M; — C klf - klf . k kit - klf 1.4 k 1 1 1 1 1 0.9-Pd1•-1 0.9•P,-- 0 I.6-M„.•- 0 0.67•Pdl•— 0.67.P,•— 0 1-M„•— C klf - klf k ) kit- - klf k i := 0..rows(x) — I ( • � O:\Structural\comcast Tigard\Panel_AC108_NewLC.xmcd 12/5/2012 r Compression Check (AC1 318-08 14.8.2.6) P' 0 r (xi3O+ xi, 1 + xi ,,)-klf max(P„) =0•klf Pte:= 0.061t Pa= 15.84•kif if(Pa> max(P„),"OK” ”NG") = "OK" Reinforcing Steel b:= L-1 =2 Existing -#4 @ 12" o.c. at panel centerline horiz and vertical 1ft 2 2 nb-0.20-in in MA..:= As= 0.2•— L ft DETERMINE Mn fc- 4000-psi 1:= 0.85 - 0.05- 1000-psi k P„ + As-ft-fy P°;-t / X.\ t l Pu:= Pic— X.:= ASe. := As-ft + M„ := t As.I2in•fy + 13„.)- d -— - Pu.• d - - klf 1 0.854,-12-in 1 2-fyd i Il \ 2 i 1 2) (0i := 0.9 VMni:_ 4L Mn I Tension Controlled (0.094\ ("OK" X. (C. ■ 0.094 "OK" C.:= - flag.:= if i <0.375,"OK" ,"Revise Steel" c = 0.094 flag= "OK" 1 (31 ' ` d j d 0.094 "OK" \0.094) "OK"j DEFLECTIONS & Mu DocN .= "No" Enter"Yes" if dock high condition or"No" if full height condition ht = ht-0.8 if DockHigh = "Yes" = 16ft ht if DockHigh = "No" "Invalid" otherwise I fc 29000 ksi Xi fc 12-in-t3 E = 57000 J— psi n := C.:= — f • 7.5 J--psi I :_ °��" psi "n" Ec 1 0.85 '"r" psi ' 12 12•in'(Ci)3 2fr•I 5•Mcr ht� 5.M„' ht'- ht icr. :_ + n•Ase'(d - C.)- M, g d An := d •- — 1 3 ' 1 �n�MiN t Amskr` 48•Ec'1a ' 48•Ec'Icr. vvYUv�n 150 Strength (ACI 318-08 14.8.3) e M ua. M •= x. .Ik + (x. + x. ) k•- M 5-P„ -ht'` 1 Service (Modified ACI 318-05/08 14.8.4) 0.75.48•Ec•Ic1 e M., := yi 3•Ik + (yi3O + yi.2) k Ps, .- (yi.0 + yi 1 ± Yi 7).k -r i O:\Structural\comcast Tigard\Panel_ACI08_NewLC.xmcd 12/5/2012 I Iterate Service Deflection Initial Guess: As := Oin Nf Ma,Ps,As,Mcr,Acr,Mn,An) := !ter+- 0 Qs:= A fs(Ma,Ps,As,Mcr,Qcr,Mn,An) iterMax t— 20 i tuI (— 0.1k-in R E-- 100k-in NLC 4— rows(Ma) while her < IterMax A R >tol for i e 0..NLc — 1 As. %Is +— Ma + Ps 1 I i 2 2 ' - M s Ms - —Mcr /Is_ F if Msi <3 McrAcr• Mi +3 2 Acr+ I {Am - ?Acr) cr 3 Mn. - -Mcr - \ r 3 / _ As R. 4-- IMa +I 1 i 2 R4— IRI [ter 4- her+ 1 As 1.2DL+ 1.6SL + 0.8WL �Mno= 38.237.k.in > M"o= 9.734•k•in M. 0 A.:= 0 = 1.28•in > 0 = 0.039•in max s0 M.:= if(t1M . > Mu ,++OK" ,0) 1.2DL+ 0.5SL + 1.6WL \ 4 Mn =38 237•k•in > M„ = 19.469-k•in A. ` /:= tf I�max> �s�++WOK",0) I I Amax= 1.28•in > As I = 0.078•in Check 1.2DL + 0.2SL + 1.0E ("OK"' ("OK" "OK" "OK" ONIn2 = 38.237•k-in > M"2 = 11.858.k-in M = "OK" A = "OK" Amax= 1.28•in > As =0.054•in "OK" "OK" I 2 `+WOK++/ \"OK"i 0.9DL + 1.0E 4)IVIn = 38.237.k.in > Ma = 11.858-k.in 3 3 Amax= 1.28-in > AS = 0.054-in 3 0.9DL + 1.6WL •Mf 4 = 38.237-k•in > M„a = 19.469-k-in Amax= 1.28-in > As = 0.078-in l ti t _J O:1Structurallcomcast Tigard\Panel_ACI08_NewLC.xmcd 12/5/2012