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Specifications ,S)ev SW 19U.U2/k /e ,3002(2/g- 2o32zf M A C -i< E N 2 I E . Nov 27 ?IA DESIGN DRIVEN I CLIENT FOCUSED i ;1 a' ,Iy�INE O 6 w518 4 +REGON • FB DPIP OS v �� 08, 2 4D. MC0 EXPIRES: 12/31/20 STRUCTURAL CALCULATIONS Project Fred Shearer&Sons 8015 SW Hunziker Street Tigard, Oregon Client Fred Shearer&Sons TABLE OF CONTENTS Date November 22,2019 Calculations 1-11 Project Number Framing Sketches SK1-SK2 2170178.00 MACKENZIE 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 CI-leo& tRaz.efkko(t7 ex 1-0-rib -1 -lilt' c*E„ot loct; ko t>Dt) I 1 1 w..i PL, ç0 2,2.1- eg.' o)De... 6/..r piLivetst'eP-3 -ript»Je_ L- ei 2.3.ps- u, " .t...DL4 caoc), 1 c - --a— — TIp14,4et..., ?tolsTea(2, v ...._ 1 I tisrietioz, _ Tit/Lot? 1 on-eye-tog .. I 7 /u - , , I 4 .L., t... _ ... -X-I-I-e) b Appzo A.04 Is-ro it3Uec-ffitbs4:1-`- I.F f)/104-EL- CA-k) ' '''''P 4" Vv ',) 9i t_ii -T cz..S, , s,tt, tv-wrei CP,c> At-50 -COto) By --Selz- Portland,OR ti Itc )19 503 224.9560 Date Vancouver,WA Job# ZI tt 360 695.7879 ---- ..., --1,.. 0 MACKENZIE . Sht _of Seattle,WA www.mcknze.com 206.749 9993 Architecture•Interiors•Planning•Engineering :two Mackenzie.All rights reserved 11/14/ 019 U.S.Seismic Design Maps xF� .;„? OSHPD tAtiGOA"NIA 8015 SW Hunziker St, Tigard, OR 97223, USA Latitude, Longitude: 45.4288184, -122.75927100000001 Knez Building el Materials Co ir Lowes Home Snyder - Horizon Distribut rs Improvement Apex Industries ksvt Terex Services 9 Charter Mechanics Artistic Auto Body��e Map data©2019 Date 11/14/2019,3:00:08 PM Design Code Reference Document ASCE7-10 Risk Category 11 I Site Class D-Stiff Soil Type Value Description SS 0.975 MCER ground motion.(for 0.2 second period) - Si 0.423 MCER ground motion.(for 1.0s period) SM5 1.082 Site-modified spectral acceleration value SMi 0.667 Site-modified spectral acceleration value SDS 0.722 Numeric seismic design value at 0.2 second SA SDI 0.444 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.11 Site amplification factor at 0.2 second Fv 1.577 Site amplification factor at 1.0 second PGA 0.426 MCEG peak ground acceleration FPGA 1.074 Site amplification factor at PGA PGAM 0.458 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.975 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.086 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.382 Factored deterministic acceleration value.(0.2 second) S1RT 0.423 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.485 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. 51.€3 0.777 Factored deterministic acceleration value.(1.0 second) PGAd 0.87 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.898 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 11/14/ 019 U.S.Seismic Design Maps MCER Response Spectrum 1.5 1.0 0.5 0.0 0 5 10 15 Period, T(sec) -- Sa(g) Design Response Spectrum 0.8 0.6 0.4 Cl) 0.2 0.0 0 5 10 15 Period, T(sec) Sa(g) DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org 2/2 - M AC K E N Z 1 E . RiverEast Center I PO Box 14310 I Portland,OR 97293 1515 SE Water Ave,Suite 100 I Portland,OR 97214 DESIGN DRIVEN I CLIENT FOCUSED T503.224.9560 I FAX 503.228.1285 I www.mcknze.com Concrete Tilt Up Panel Design per 2015 IBC PROJECT NAME:Fred Shearer and Sons PROJECT NO.:219049700 DESIGNER:JPF DATE:11/15/19 El Unit Definitions 0 Wall Type: Panel @ Increased Opening Panel Vt.(Span) ht:= 22•ft+ 8in Conc Strengthfc:= 3000-psi Panel Thick. t:= 7.25-in ReinfYieldfy:= 60•ksi Parapet Ht. hp:= Oft Rf Load Ecc. ems:= t + 3•in e= 6.625•in 2 Reveal Depth ry:= 0.0•in Stl Depth def•= t_ 0.6 25•in _ 1.5•in def= 5.438•in dcl:= 2 –ry del= 3.625•in GENERAL LOADING • GRAVITY Roof DL DL:= 0•psf Roof SL SL:= 0•psf WIND(ASCE 7-10,30.5) Occupancy/Risk Category:II Wind Speed: Ste,:= 120mph Exposure:= "C" weff:= 25ft Panel width Area:= 0.5•weff•ht 2 Area=283.333 ft X:= 1.46 Figure 30.5-1 Kzt:= 1.0 pnet30 20.0psf Figure 30.5-1 pnet:= X Kzf pnet30 (Eq.30.5-1) net 29.2•psf pnet ht2 iy` k ft MW:= MW= 1.875-— 8 ft SEISMIC(ASCE 7-10, 12.11.1) Ie:= 1.0 SDS 0.722 := (150pcf)•t Weight of Panel Wtp = 90.625•psf Wtp Fp:= m= ax( Ie,0.1) Fp = 0.289 qp:= Fp Wtp qp = 26.173•psf qp'ht2 ft MS:= MS 1.681•k- 8 ft >" n. g: - f- �� ji - "" '-' R /—T - %lam" 1(:', `y ely it�O ern �� �� � �- � �- ����� ������� � � � �'-=, PANEL TYPE: Panel Ht. ht=22.667.ft Depth of Stl d:= d _ Panel with opening cl Panel Width w:= 26-ft Ecc.of Rf Load e= 6.625•in Para.Ht. hp = 0 Panel Thick. t=7.25•in Opening Width wo:= 8•ft+ 2in Opening Height hto:= 7•ft+ 5ft Panel Leg L.= 5ft Roof Span w 0 ft roof•.= ; OOP Factor . o _ Snow Drift Reaction P 0• if 817 drift - °T it- Factors Pdlr:= xg DI:-roof Pdlr=0-plf Roof Dead Load 2 Pdip:= xg Wtp (ht + hp) Pdlp = 1866.plf Panel Dead Load 2 i -roof Psi:= xg SL 2 + Pdrift) Psi=II PIP Total Snow Load My,:= 0 InteriorNiw=0 ft Moment Due To Wind ft Seismic Moment w/Opening wt qp-xOOP w1 =47.547 psf =,• 2.25•psf•wo-0.5 + qp L —' w2: L w2 =28.01•psf 1 w2.ht (w1 -w2).(ht-hto)2 —. Rbot.= 2 + 2-ht -" Rtop:_ rw2 hto+ wl (ht-hto�� -Rbot xm.= Rtop W2 w i -,• xm= 10.028 ft Rbot= 0.366•klf 2 wl•xm Ms._ Rtop xm2 Ms=2.391 k—ft ft Load Comb.(IBC 2012,2015 1605.2) Load Comb.(IBC 2012,2015 1605.3.2It ) u.):= 1 Strength(LRFD) Deflection/Service Checks- Alternate Load Combinations 1.2•Pd1r klf 1.2•Pdlp.ix 1.6-Psi'klf °.5-1\4111 1 0 1.4 Pdlr'klf .67Pdlp•kit- 1.0 Psi'kif 0.5•(w•0.6Mw)•k 1 1 1 1 1 1.2 Pm,. klf 1.2 Pdlp klf 0.5•Psl•klf 1.0M� k 0 1.P Pdlr•klf .67•Pdlp klf 0.5•Psi'kif 1.0(w•0.6M�) k x:= 1.2•Pdlr 1 1.2•Pdip 1 f2•Psi'1 1.0•Ms 1 0 y:=1 •Pdlr•1 1•Pdlp•1 1.4 Psi 1 1 1 Ms 1 klf klf klf k klf kif klf 1.4 J k 0.9•Pdlr•klf 0.9Pdlp klf 0 1.0 Mm;k 0 0.67•Pdlr'klf 0.67•Pdlp klf 0 1.0•(w•0.6M1,)•k \0.9 Pdlr' klf 0.9 Pdlp klf 0 1.0 Ms k 0. _0.9•Pdlr' kif 0.9•Pdlp kif 0 1141 s k i:= 0..rows(x) - 1 Compression Check(ACI 318-11 14.8.2.6,ACI 318-14 11.8.1.1d) Pu:= 0 Pte:= (xi 0+ xi 1 + xi 2)-klf max(Pu) =2.239.klf Pa:= 0.06•fc-t Pa= 15.66-klf Compression:= (if(Pa >max(Pu),"OK" "NG")) Compression= "OK" Reinforcing Steel Ab:_ .2in2 Bar area NB:= 5 Number of bars each face in leg NB•Ab int _ L- 3 in = 14.25 in Spacing to be>3" As:_ =0.2•- 1:- NB- 1 L ft DETERMINE Mn 7 fc-4000.psi 1 pi := 0.85 -0.05• \ 1000•psi ) k Pu + As i ft f P := P •- X. y• Puit Xil tl u u klf 1 0.85.f�12.in A = As +•ftMnPu \ d- -P • d-se ' 2 fd (As.i2in. + i/ \ 2 J ui 2 J �i:= 0.9 (1)Mn :_ 4.Mn Tension Controlled 70.1431 ("OK" ) X. i C. 1 0.143 : "OK" = - R ) g=flag, d:= if - < 0.375,"OK","Revise Steel" C 0.143 flag OK \ 1 d 0.137 "A-' "OK" V0.137) ,A.- "OK" DEFLECTIONS & Mu DockHigh:= "No" Enter"Yes"if dock high condition or"No"if full height condition ht':= ht•0.8 if DockHigh = "Yes" =22.667 ft ht if DockHigh= "No" "Invalid" otherwise fc 29000 ksi X. 12•in t3 E := 57000• —•psi n:= C.:= — f •— 7.5• —•psi I :_ c psi Ec ' 0.85 r psi g 12 ,2 12•in(C1\3 2 2fr I 5•Mcr ht'2 5 Mni•ht ht Icr :_ ` // + n•ASe:(d— Mcr:— g Acr:— An. Amax 1 3 1 CO'/ t 48•E�Ig i 48•Ec Icr 150 Strength(ACI 318-11 14.8.3,ACI-14 11.8.3.1) l e Muai Mua'•:= x. 3 lk+ (x. 0+ x. 21 k 2 Mui:= 2 5.Pu:ht' 1 - 0.75.48•Ec Icr. 1 Service(Modified ACI 318-11 14.8.4,ACI 318-14 11.8.4) Ma.l:= yi 3•lk+ (yi 0+ yi 2)•k•2 Ps.:= (yi 0+ yi 1 + yi 2)•k Iterate Service DeflectionInitial Guess: p := Oin s As Afs(Ma,Ps'As,Mcr,per'Mm An) Function iterates service deflections perACI 318-11 Sec 14.8.4 - PANEL RESULTS 1.2DL+1.6SL+0.5WL 1.0DL+1.0SL+0.3WL �Mn0=43.473•k in Mu0= 0•k in Amax= 1.813•in Aso=0•in 1.2DL+0.5SL+1.0WL 1.0DL+0.5SL+0.6WL (13,Mn =43.473•k in Mu =0•k in Amax= 1.813•in As =O.in 1 1 1 1.2DL+0.2SL+1.0E 1.0DL+1.0SL+0.7E 4Mn =43.473•k in Mu =43.614.k in Amax= 1.813•in OS = 0.134•in 2 2 2 0.9DL+1.0WL 0.67DL+0.6WL �Mn3 =41.877•k in Mu3 = O.k in Amax= 1.813•in As3 =0•in 0.9DL+1.0E 0.9DL+0.7E .13.Mn =41.877•k in Mu =38.989•k in Amax= 1.813•in As =0A33•in 4 4 4 Check Check Mi:= 0 Mi:= if((Wu. >Mu.,"OK",0% Di:= 0 A.:= if(Amax > Os.,"OK" 0/ \ l 0 1 k ("OK" / 0 1 ("OK" 0 .; "OK" 0 "OK" Mu — 1.003 M� 0 As = 0.074 "OK" (I)Mn0 "OK" Amax 0 "OK" 0.931) p "OK" ) X0.074) "OK" E. Panel with Openi — —-, LEGEND i . 0 mama•REEN.Num , t . I R ' '- --son Lwow RE EtEx RN we ' '...F."...“'"...`....." ....., t ,.-„..,„l-,-,,- -1t 41,11:1_„..„_ _6 ! —1 . ,....,_SEC=TON...=.. e _, „.„. ,, .. 0 - ...4.— - . T. ) I 1 --rgt.•„1,::.,:= li rLTTTf., 1,- ,. . 4 -- ,.....'447.4.".7i, II- i- '="1.-=-----4--, i - '--i .---------t-t-------41-' ±- , - 140121112[VV.ICI SAW.SW T. — ...---- - 1-3- r -1 i _i,_______ _. _.,....„ _, ,...... .,.... ., __ __,1 A ,.1 , 1 i .---' I • . .-I •ft4 ---= , POSITS mg 1.261•10,50 4Li4.2 WE ;1 ____L, .: ' :all !,ilEi'"-----E?"' ' 1 . „......r.„,. t ,, -------1. --; . - . . t - . e SW OfIXL2 , L Ro e i , ,, ,F.,.'„,.tz:T....-, 1111 - -2 ...,',,,t1'.1g, -- •-• '1 " kii) ! ..,...,. - mini 2Q '0 E. 6 0 er . „ . . . e 9 1 2 4 q pl. I : • El'. -• • i 3. ,..-, MAW.MVAF PIC, itW§ 'l '. 1 ts„Fi.444,4k414 1412.4.,. ' (2,1i3Ost124444.1.St44 4t 11 (9' ' © , , 5. F____.7-..2-22t21L‘ G C9 C, Na3 0 ,...) ® -0 I !' -- - 0 1 ' 1 © (4 8 0 tyKl.oeu mom r•n,,,,,,r eaq.24 iti.Nr.or,,ol.s . ro E=::=7:4"afors:`,:rwern=o7e.".1 i - f7"".',"'1,11"'".1r7.1g.t.T.tf,"..".Tr.`. I ' 0 MOW 5144 mum rt In,Ir.vr aAse Ref 1401.4.B004 0 OMSK MU<num 3.1e,14,6,Sr SAY KM i41440.801.11 4 . , 0 exismosnn col.no-vr•TM 4,11r Mit MIA IT..ea rs r;4:7444::E4“41o1.7irilrFejfiritis":7:.:1744AS7Hos3: 0- (,) ® c,) 0 1 00 rmsnioniKawatur,..vr PM Pa SLATE 4110,004104.1,1104 NES 4,4 44410 POST 41745.242444 Pf44 MST OM ' • svo n.vr 24141614 5 I St n vr hi re co ,.....,,. i . ,..... 0 2041235,3,14.02.44111111471,14,0 r2221.4141144.0 MALL./40445.1 -,- „, ,,:,,,. al ESS1144141,4,02.140 St ROSSO CRUM LOAD 10 At IMMO ST,02 IS MUM DAynnku 49.t0410.1.144,10. &ASSOCIAM ,42„r":2-1 44,0'42.40 44224144.241241444 en,ocero Pm i SONO( : 1 NE.Ea NEE RN''oe o kr ft, I ' : 1 0 VIKING Y000 N.444 E 1-_------_----------,:,--_ ------,,__------===.--=____ ---- - <10 „„ 0...non orm s ur.t 7,nOt.411 40..At 9 r A if 0 Ka WM *i I .g.r---,----' : . :i.......-- Po—PORTLAND INTERIC SYSTSSISS.T'Orli=9,44=2 ESCES0312192 =ARO-OREGON S 17.411542424 4110144 0024,441JOISTSSEIONS1.40V41., ,,, OSISE4121120 222402182.4012U191441242241.1.41102 Of NSW SEASISP.42240 2nd FLOOR FRAMING P1) 2 SS..WALLS 1.12.4 2204117 441WIT012514122 22 TSB 4 204SSEPAINC,WALL USE 4442137.21VP11426.1112>IS MB SPCI PERFORMER CONTRACTIN 1.21120LOGT i ..„.......,..<,,, ,,.,....,.0----,...,......(; p-,-----.3,,....,,... O.;„--Om." :'':; .: ::1- S.' - u LtBe -1) u r% u)1 " tilts C? 1 t ` , . I 7 1 j .,,,_________ : r 0 i T-'At°-47:;(-c**at*re- .r"x. I / Mix / ;. ` eeC."C`1a1 CQADIA (.1 1 - P t &112- i2"` PT pciAJ—L- I 3 2 t By1..."" "" - - Portland,OR 1t 1 t 1 503.224.9564 Date Vancouver,WA Job# 360.695.7&79 ,- MACKENZIE Seattle,WA Sht. of- -""""- ..__ IINVJ.RICI{i1ZC.00(Yl 246.749,4993 Architecture•lnttr ors•Planning•Engineering s;2019 Mackenzie.Al!rights reserved r.f MEMBER REPORT PASSED Level,Floor: Drop Beam 1 piece(s)5 1/2"x 9 1/2"24F-V4 DF Glulam Overall Length:13'7- 00000000-0 ,1001.0„- ,0‘w , 000000000000--- 0 0 13' �l L All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3263 @ 2" 8181(3.50") Passed(40%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Building Use:Commercial Shear(lbs) 3197 @ 1'1" 9231 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-lbs) 15014 @ 5' 16546 Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.445 @ 6'4 3/8" 0.442 Passed(L/358) -- 1.0 D+1.0 L(All Spans) Total Load Def.(in). 0.541 @ 6'4 7/16" 0.663 Passed(L/294) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 13'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=13'3". •'The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories F� 1-Stud wall-SPF 3.50" 3.50" 1.50" 590 2673 3263 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.50" 399 1651 2050 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 13'7" N/A 12.7 -- 1-Uniform(PSF) 0 to 13'7" 1' 8.0 40.0 Default Load 2-Point(Ib) 5' N/A 708 3780 Weyerhaeuser Notes 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.Use of this software is not intended to circumvent the need fora 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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-partycertif ed to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ASUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator Job Notes 11/22/2019 11:16:04 PM UTC Joe Mackenzie ForteWEB v2.1, Engine:V7.3.2.309, Data:V7.2.0.2 (503)224-9560 jpf@mcknze.com File Name: Mezz f r:^? 1 / 1 r { 5 'it x 'le tz4 - X44 C, 3 Com` A*4Li--,;-'2W 1X*, '� 1 f- r1rri~N _ idk • K Q1,, 1 , C!) t L XIS PF-L/12. 1-44 V2g rpt t X cot F*2-f7A VA SAS p RUC ��p PROF �C ‹C. NR s 5100%04HUS i s —SDS' w�53�037 eyes H1 -- 6 GON 0o � 08, � v D. MCS EXPIRES: 12/31/20 stie AA sS By Portland,ORDat # , i 1gi 503.224.9560 ... Vancouver;WA Joba ._ _ r0 . _.._ 360.695.7879 Seattle,WA www.mcknze.com 206.749.9993 Architecture Interiors Planning Engineering. 32019 Mackenzie.All rights reserved 2. ER 554.5.55.515.115405551451.5555555.5.55855555.5. 5555555.5.555555555555555,5*. A 06. ID CAD L3 /11*\ '14‘r Y1-4 2:1 cArL LA)fit NJ pea pee. CTUq 534O11rteE � REGON 08' q p. G�� M EXPIRES: 12/31/20 47-71 e = - BY Portland,OR 11 t 503 224 9560 Date__..___ Vancouver,WA Job# 360 695 7879 MACKENZIE Seattle,WA snt 5:4-7 of___..__ www.mcknze.com 206 749 9993 Architecture•Interiors•Planning•Engineering ca2019 Mackenzie.Ali rights reserved