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Ba'wd\l- 00379 OFFICE COPY 410 STRUCTURAL CALCULATIONS CULLUMBER ENGINEERING For Chase Bank: Tigard, OR, Expansion Client: PM Design Group Project Address: 11686 SW Pacific HWY, Tigard, OR 97223 Homeowner: Chase Bank Project Number: CR093019 Purpose: Structural Design for Remodel/Renovation Date: 3/26/2021 Revision Date: N/A Engineer: David Goretoy EOR: Wesley Cullumber, P.E. The design calculations contained herein have been prepared by or under the direction of the following Registered Civil Engineer: 94136PE A „, qOREGON f/ � fJ+r 31 , Wesley Cullumber, PE CullumberEng.com wcullumber@CullumberEng.com 916-251-9798 STRUCTURAL CALCULATIONS : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 $ f y'a Project No.: CR093019 Table of Contents 1. DESIGN CRITERIA 2 PROJECT APPROACH 2 DESIGN VALUES 2 CODE REFERENCES 3 2. SEISMIC ANALYSIS 4 3. WIND ANALYSIS 6 4. STRUCTURAL CALCULATIONS 7 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 1 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 s , F� ( �_ Project No.: CR093019 1. DESIGN CRITERIA PROJECT APPROACH Typical design approach for gravity and lateral analysis. Seismic and Wind loading applied for lateral analysis. Gravity loading applied as specified in the calculations. Seismic Demands on Nonstructural Components assumed for all interior objects as required per ASCE 7-16, Chapter 13. DESIGN VALUES 1. CRITERIA Risk Category =II 2. ROOF LOADS(Not in project scope) 3. FLOOR LOADS Floor Dead Load =Existing 4"Concrete Slab on Grade&portion of wood frame (DL) =15psf at existing wood floor Floor Live Load (LL) =100 psf(corridor) (LL) =50 psf(Offices) Deflection Live Load (LL) =L/360 Deflection Total Load (TL) =L/180 4. SEISMIC LOADS MCER ground motion(period=0.2s) Ss =0.867 g MCER ground motion (period=1.0s) S1 =0.395 g Design Spectral Acc.for Short Periods SDS =0.666 g Design Spectral Acc.for 1-sec. Periods SD1 =0.422 g Soil Site Class =D Seismic Design Category =D Response Modification Factor R =2.5 Overstrength Factor S2 =2.5 Basic Seismic Force Resisting System: Seismic Demands on Nonstructural Components 5. WIND LOADS(not applicable) Ultimate Wind Speed (3-Second Gust) =96 mph Wind Exposure =C Topographic Factor Kzt =1.0 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 2 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 $ fi rP S GN . Project No.: CR093019 CODE REFERENCES ASCE 7-16 Minimum Design Loads for Buildings and Other Structures ACI 318-14 Building Code Requirements for Structural Concrete and Commentary IBC 2018 International Building Code 2018 AISC Steel Construction Manual 14th Edition NDS 2018 National Design Specification 2018 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 3 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 2. SEISMIC ANALYSIS ATCHazards by Location Search Information Address: 11686 SW Pacific Hwy.Tigard,OR 97223,USA ua,.,„,tver 223 ft Coordinates: 45.4369462.-122.7563323 balm land t•iiilSt}C}r(y�+ O a Elevation: 223 ft k heave on Gresham Ti mest a mp: 2020-03-05T 16:3 3:03.12 3Z �'b7r *r1' ''�airil.rt, Hazard Type: Seismic Reference ASCE7-16 Go- gte kJ— Map data•202C Gocgle Document: Risk Category: II Site Class: D Basic Parameters Name Value Description Ss 0.867 MCER ground motion(period=0.2s) Si 0.395 MCER ground motion(period=1.Os) SMS 1 Site-modified spectral acceleration value SM1 'null Site-modified spectral acceleration value SOS 0,666 Numeric seismic design value at 0.25 SA SD1 *null Numeric seismic design value at 1,Os SA *See Section 11,4.8 Additional Information Name Value Description SDC "null Seismic design category F;, 1,153 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CR5 0.887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1,Os) PGA 0.394 MCEG peak ground acceleration FpGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 i WE.B:www.CullumberEng.com Page 4 of 19 STRUCTURAL CALCULATIONS : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Tt 16 Long-period transition period(s) SsRT 0.867 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.977 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0 2s) S1RT 0.395 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.456 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0,5 Factored deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Serviceg. While the information presented on this website is believed to be correct,ATC and its sponsors and contnbutors assume no responsibility or liability for its accuracy.The material presented in the report 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.ATC does 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 report 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 report ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 l PHONE:916-251-9798 I WEB.www.CullumberEng.com Page 5 of 19 STRUCTURAL CALCULATIONS : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 3. WIND ANALYSIS OTCHazards by Location Search Information Address: 11686 SW Pacific Hwy.Tigard,OR 97223,USA 223 ft Coordinates: 45,4369462.-122.7563323 halal NAlsb rro0 Oland Elevation: 223 ft Beave on Gresh t'n Timestamp: 2020-03-05T16:30:44.612Z Mt Hazard Type: Wind Og le Map data �2020 Goggle ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category III 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any slate or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is slightly higher.NOTE:For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented In the report 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.ATC does 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 report provided by this website,Users of the information from this website assume all liability arising from such use.Use of the output of this wehsite dries nnl irnnly annrnval by the nnverninn hcilldinn rude hndies resnonsihte for huiidinn mile annmvai and internretatinn fnr the ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 6 of 19 STRUCTURAL CALCULATIONS : : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 AND DESIGN INC Project No.: CR093019 4. STRUCTURAL CALCULATIONS E E n= a Existing partition i4 . (. ....� _ walls 11. . ,irt „.../ ,f` New partition waifs ti 'see plans for i_wt ...-!" location . 13' min, to _�. 20 max' in height .11 V. i .- r_.. .17, _ Rww 611. UR tx .: Existing slab on grade . — , , ,,„7-„,--- ,„„...„____,..-,==-_,:,_____:::_:_-_-_-_- --,,::- :, , -_-1.------- ------L: l i i Irri- , Existing 11-7/8" TJI floor joists @ 24" o.c. Spans approx 12-ft in length from bearing to bearing. See Forte talc for new load check: Ot_-15psf LL=50psf (Office) ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE::916-251-9798 1 t'w ii .www.CullumberEng.com Page 7 of 19 STRUCTURAL CALCULATIONS 4000.4)freerloo . Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 DESIGN 7 Project No.: CR093019 -A N:' ) INC — rttok,KmagaistgomrcolompynavomminioiliRmanq , POMIIIIMII . ERMIN ; I i Existing partition ‘. .,.. Existing est..mm- ..——---,-..ro9f, ,Existing root top unit--, - IV . ' E) j i . - -1::.c..,_ 14' ,,- New partition wall§ .„ , , e Alk*4' 1 L I -ED - .(--, 1 ,-.... ,4, see plans for i. i c . ri, II mitt. to ..... -i :gcrm., .. ' hitiOtit , _c_7)c,...-) ,.._ i , ) 4111 / CO' -..! hung VP i 1 (... AH-5 (185tt) t Ceiling hung AH-5 (185#) i _ v,... CEILING ATTACHMENT PLAN ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 8 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 -'" ORTEM MEMBER REPORT PASSED Level,Floor:Joist i piece(s)11 7/8"T3I 3 110 0 24"OC Ct-rerali Length 7' All locations are measured from the outside face of left support(or left cantilever end).All dlmenstons are horizontal. Design Results scum l location Ahmed Rank LOP Leads Combination(Pattern) system:floor Member Reactor)psi 804 ka 2 1/2' 1041(2.25") Passed(77%) 1 00 1.0 D±1.0 L(All Spans) camber Type:Joist Shear(Ibs) .d".._ 780(_a 3 1(2" 1560 Passed(50%) 1.00 1.0 D 4 1-0 L(AN Spans) Buldrg Use ctmc tial ac+idrg Code:1BC 23 2d 18 Moment(Ft-lbs) 2405 6'3 1/2' 3160 Passed(76%) 1.110 1.0 D+1.0 L(AN Spans) Design MetttcddlnQi.ASO Liao Load Defl,(in) 0.172 @ 6'3 1J2" 0.304 Passed(L,f847) - 1.0 D•1.0 L(All Spans) Total Load Deft.(in) 0.224 t61 6'3 1/2' 0.608 PacsPe(14652) -- 1.0 0+1.0 L.(Ail Spans) TJ-Pro"Rabey7 45 40 PasSed — •Deflection criteria:LL(L1400:and TL D1240), _.....„.._.» ..M..-».„.,..._. •AUcwtd moment secs not rotted ttr adlunmr/nt fro the beam stablrty fatter •A sttIKtlral arteryy6 or the led'has not been performed. •7rfltvtion moire;is hand on composite actor wth a arglr layer or 13f 3)'Wrryrrhanner Fdgr'•Panel('-1'Spar hens i boat I5 gf.nro eni.mitre now •Additdral considerations for the TJ-Pro'"Raton include:hone Rearing Length Loads to Supports(lba) Supports Total Available Required Dead floor Live Total Att g*,,t{es 1 Aram-ftf ).ii:' 2'3' 113' 13Y !,)'. ill I I,1'1,un lindrd 2 dram OF 3 St'" 2 25' 1.75 11ib h24 Aln 1 1-I Vas •Ron?sad n as0uine0 tJ Carry all loads applied ditadi.,aura it,bypar>sl'It the nyeh'teet being aeP3ned. Lateral Bracing airocirts&Rama Ceanmaua Too Lodge;La) '1 7'etc hotter,f dge(I u) I)',' •TJ::joists are Mir araly;ed Vyng Ma,,n,lm Fltiwahle teacirg 5o w:us •Meunnm aaaewble bracing intervals based om applied land. Deed Floor tiro Vertical Load Location(Side) Anacing (040) (1-00) Comments 1 UnetYrn?P3) C to 12'7' 74' 15 q S:I rl Oerairtl hoot' 'Wrvgnliaeuaer Notes 4veyerhael>r rvarants fret the wins of Its products will be in accordance senile Weyerhaeuser product dour clrtera and out shed design values We•purna•eu0er s'rpreryly dreclarns any otter Warranties relatod to the srinwam ter of lids software is rat etrrdrd to rummer's rho need an a deign professional as drtrrmnrd be ihr ataMrty na,rr.g prruletrnn.Ti,.drsgncr of word,holder cr framer r, r±sp0rtsibie Lu ashore that this calculation is compatible w.4h the overall pru7ect.M°e.wrres(Ran Board,8lo.krlg Panels arid S ash Botha)ore rut deui(yred by this IRware.Products manufactured at Weyerhaeiraer facilities ate thud-party certmed to sustaitabae torero`-tandard5,Wepvtlaeuser Engirseared banter Products hose leas evaluator by ICC-ES thaw evaluoton repcets E5R-1153 and ESA-1307 ardipr tested to ancrxdann wit ccithratie ASTM st:andprd5.:Fjr curvet code rnakmtnn moods,Wryvtlarusrr product Irterpturr.end mstas.Xion details refer to Wvw.weyesl'daerneesony.ww07roCudt'duLmenl-fbrary. The product application,input desesrl bads,ditnensrorn and support irecrrnation have been provided by F teWE6 Ssnw;re Dperatcr FottIeMR18 Sallwart Operator lob Notes 3/26/2021 10:11:47 PM urc David CnreWy Celhernber Englnaenn0 /\ ForteWEB v3,1,Engine:V8.1.6.2,Data:V8.0.1.0 1414)256-9710 Lf ii doutetoracudunrbererg.com '.ce,Y:tl.n, r File Name:Existing Joist Check Page 1/1 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 9 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Point Load on Slab Fan e 2?raiecls',ActiveiSSWtx2G-.1CatcetEnerta+ciEn c Chase Clackamas ec Software—low ENERCALC.INC.1083.2020,Budd.12.20.2.24 . Lk.0:KW.08011003 Cutlumber Engineering DESCRIPTIO Slab Point Load Check Code References Calculations per IBC 2015.CBC 2016.ASCE 7.10 Load Combinations Used ASCE 7-16 Analytical Values d-Slab Thickness 4.0 in Ks Soil Modulus of Subgrade Reaction 100.0 Po FS-Rect'd Factor of Safety 3.0 1 Ec-Concrete Elastic Modulus 3.122,0 ksi fc-Concrete Compressive Strength 2.50 ksi -Poisson's Ratio 0,150 Min Adtacent Load Distance 30.473 in Analysts Formulas Pn=1.72 ( (Ks R1/Ec)10.000♦3.6)Fr dA2 Min Adjacent Column Distance■1.5'((Ec dA31(12•(1-uA2)Ks J A 1/4) Ks-Sol modulus of subgrade reaction Ec=Concrete elastic.modulus R1=50%plate average dimension-sgrt(PIWid'Men)12 d-Slab Thickness Ec=Concrete elastic modulus u-Poisson's ratio Fr.Concrete modulus of rupture=7 5'sgrtt fc I Ks=Sal modulus of subgrade reaction d-Slab Thickness Load&Capacity Table Plate Om Rt Annbed Concentrated Load or Plate••?tip}r Governing Pu Pn Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Chock -Wavy Uni 2.00 2.00 1.00 5.00 D Only 5.0 40.5 Pass.FS.8.09>=3 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 PHONE:916-251-9798 I WEB.www.CullumberEng.com Page 10 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 i,i i f„ ,i;; Project No.: CR093019 .e aritiM .: Description: Seismic Demand on Non-Structural Components Date: 3/2612021 (ASCE 7-16, 13.3) Lateral Force Procedure Occup. I mport.Factor I = 1.0 Spectral Accel.at Short SDS= 0.666 g Component Amplificat ap Component Response Rp Fp= [0.4apSDsWp*(1+2z/h)1/(Rp/Ip) Component Weight Horizontal Shear Vertical Shear Notes p lb ap R p Fp Max Min. Design Fp Fv Design Fv Ceiling units attached to AH4&5 185j 1 2.5 0.32 1.07 0.20 59 0.13 25 roof structure w/ tension rods Note:"negative"sign indicates no overturning Total#of Ohertuming Load per bolt(lb) Equations: Component rods anchors Qty Fp Fv Horizontal Shear AH4&5 4 not req'd 15 6 n/a Design Fp= (1.2apSDSWp)/ (Rp/Ip) Fp is not required to be taken greater than Fp= 1.6SDSIpW0 Fp shall not be taken less than, Fp= 0.3SDSIpWp Vertical Shear Fv= 0.2SDSWp Resutls: Attachments: Each corner rod(4total)to carry If 1/2" dia. bolt thru truss chord, SG=0.5, Z=310#< Dltotal OK! Dead Weight DL/4=185#/4=46.25# If 5/8" dia. lag thru truss chord, SG=0.5, Z=360#< Dltotal OK! Vertical Shear Fv/4=6# Values taken from NDS-2018 DLtota I=46.25#+6#=52.25#=53# ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 11 of 19 STRUCTURAL CALCULATIONS /A"1"7:1•0\ke Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 .14 Project No.: CR093019 Description: (Seismic Demand on Non-Structural Components (Date: 13/26/2021 (ASCE 7-16, 13.3) Lateral Force Procedure Occup.Import.Factor I = 1.0 Spectral Accel.at Shod SDs= 0.666 g ComponentAmplificat ap Component Response Rp FP= [0.4aPSDSWP* (1+2z/h)]/(RP/id Component Weight apHorizontal Shear Vertical Shear Remarks p plf R p Fp Max Min. Design Fp Fv Design Fv Partitions(13' to 20'max) 150 1 2.5 0.32 1.07 0.20 48 0.13 20 Equations: Horizontal Shear Design Fp= (1.2aPSDSWP)/(RP/l1) Fp is not required to be taken greater than Fp= 1.6SDS1pWP Fp shall not be taken less than, Fp= 0.3SOSIpWP Vertical Shear Fv= 0.2SDSWp Wall Top Attachments:(sim. Bottom at wood frame) Min. 18ga to wood. If#10 screw, Shear Z=110# Install at 24" o.c. max. Min. 18ga to wood. If#10 screw, Widthrawal W=135# Install at 24"o.c. max. Wall Bottom Attachments: If 1/4" Titen HD thru metal track to concrete Z=200#, Install at 32"o.c. max. ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 12 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 f# D 1 , C Project No.: CR093019 ATTACH TO ROOF FRAME PER DETAIL ON RIC,I IT rNEW MECH. UNIT PER MEP (NI j'� AI t-I FIRE AD ROD PLANS EA CORNER —I (NI UNISTRUT PLATE AND SPRING 11NN)N'O&RU SILT NUT FROM P74DU TO PLOW WASHER L}X.3XV4 X 3" ANCHORAGE AT EA. LONG ER OF UNIT WIT ISOLATOR AS I ARAL>I()ROOF SVIIUGIURF ALTUVE SUPPORT ROD HEW) AT EA.CORNER OF PLATFORM +} F Fp K'STER OWE ORCA8LEAND 4— IASPLATEW/HRRA 0 IN)UN.57RUT PLATE } s 3"MN. PRO'ulDE STANDARD OVAL SWAGE ANO DOL.NUTS AT 3'MIM. SLEEVE BOTTOM OF 6"+' E" ANCHORAGE TO FRAME (NI MOOD ON ALL 141 51UESOF IN) CONNECTION EA. UNIT MAX SPACING 6'43'0 C. CORNER CEILING MOUNT MECHANICAL UNIT 13 F=185# Fv=25# LC=F+Fv=210# 5+8"DIA. BOLT CAPACITY 1=4,14K (A306) LC<F OK! Fp=59#for lateral, Provide wire/cable It 8ga wire, allowable force Fa=220# > Fp OKI Each corner of platform will receive a wire;4-total. Use min 8ga or larger diagonal brace wire Han.er Wire Product. Gaups Diam tar Long111 Ft. Lb. WI Ctr. Alararax, Max. I . , breakinq strewth' recommended load" HWBB 8 0.162" 12' 14.3 50Ibs 880 lbs 220 lbs HW89 9 0.148" 12' 17.1 50 lbs 740 lbs 185 Ibs HW12 12 0.1055 12 33.7 50 has 375 lbs 94 lbs ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 13 of 19 STRUCTURAL CALCULATIONS : : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 ix ` " ' Curtain Wall Limiting Heights - Single Span SSMA Table Notes 1. Listed span for'Double Span"tables is the distance from either 5. Web crippling check is based on 1"of bearing at end supports end to the center of interior support, with the stud continuous and 3"of bearing at interior support, past the interior support. 6. Shear and web crippling capacity at end supports have not been 2. Listed wind pressures represent calculated designed wind reduced for punchouts.Shear and web crippling capacity at pressure(1,0 W based on 2009 or 0.6 W based on 2012 IBC). For interior support have been reduced for the presence of punchout deflection calculations,listed wind pressures have been reduced adjacent to the support, by 0.70 as allowed by IBC.The 5 psf pressure has not been 7, Combined bending and shear check at interior support is based reduced For deflection checks. on unreinforced web per AISI S100(Eq.C3.3.1-1).Shear capacity 3. Studs must be braced against rotation and lateral movement at and combined bending and shear check at interior support have all supports.See typical bracing details on page 74, been reduced for the presence of punchouts adjacent to support. 4. Studs are assumed to be adequately braced at a maximum 8. See page 5 for additional table notes. spacing of L.to develop full allowable moment. l,. - Seismic on wall P=Fp+(wall ht).27#/13'x3.5ps1 actual Section �ri�e pg Spit1Sif 21pet 23pef J 30pu1 1. 35pW 4. .._. ....... NI re f .. I°G lJI2G 11240 1(366;11240 LBW U666 1rN6 11360 11660 1(246 1136E t1i00 r 1240 1.1360 t1600 I.1240 11300 Lf666 11940 1 360 1/000 U240 11960 Uf00 -12 23'9 1 B'10'146.16 5' i4'8' 12 10 10't 0 13 0' t i'8 9'10' 11 8 10'10' 9 2 10'B' 10 2' B'7 9 10 a 9'8�e B'2' 9 Te 9'2'e T 1 Cr B'3'e B'3'e T 3'e 3505162-33 33 16 2 T' 1T I' 14'11 t3'0' 11'8' 9'10' 11'3' 10'7' 8'11' 10'ree 9'19' 8 4 `1' 9'2'e 9 2'e T 10'1I8 6'e 6'8'e 7'Te 8'0'e 8'0'e 7'1'e 7're 7'2'e 6'7'e 24 18'S 14'11' 13'1 10'8' 10'2' 8'7' 9'2'a 9'2'e T 10' 8'3'e 8'3'e T 3 e 7'6'e T O'e 6'10'd T 0'e T 0'e 6'6'e 8'6'e 8'8%,, 6'2'e 5'10'e 5'10'e 5 9'e 12 25 10' 20 6' 17'it 16'0' 14'0' i r 9' 14'4' 12'6' 10'8' 13'6' 11 9' 9'11'1 12'6' 11'1' W 4'1'11'T 10-6' 8"11. 10'10' 10'1" 4'6' 9'6' 9'4' 7'i 1' 3505162.43 33 16 23'S 11'T 16'3' 14'6' 12'8' 10'8' 13'2" 11 6' 9'9' 11'10' 10'8' 9'0''10'10' 10'1' 8'6',`10'0' 9'T 6'1' 9'5' 9'2" 7'9' 8'Se 6'5'e 7'2' 24 20'6' 16'3' 14'2' 12'6" 11'l' 9'4' 10'10- 10'1• 8'6' 9'8' 9'4' 7'11"1 8'10' 8'10' T S 1 6'2'e 8'2'e Ti' T 8'e 7'8'e 6'9' 6'10'e 6'10'e 6"3'e 12 2T 8' 21 11 19'2' -T 1' 15 0' 12'7' 15 7' 13'7' 11 6' 14'5' 12'7' 10'8' 13'7' 11'10' '0 0',12'11' 11 3' 9'6' 12'4' 1 C'9' 9'`• 15'6' 10'0" 8'5' 13595162-54 S0 16 25'1' 19-11' 17 5' 15'T 13'7' 11'6' 14'2' 12'4' 10 5' 13'1' 11'6' 9'8' 12'4' 10'9' 9 1'1 11 9' nil' 8'6' i i 3 9'10' 8 3' 10 5' 9 1' T 8' 24 21'11' 1T 5' 15'2'1 13'7' 11 10' 10'9' 12'4' 10'9' 9'1'1'1'6' 10'0' 8'S.10'9' 9.5" 7'11'f 10'3' 8'11' T T 9'10' 8'T 7'3' 9'1' T 11' 6'8' 12 29'7' 23'7 20'6 18'4' 18'6' 13'6' 16'8' 14'6' 12'3' 15'5' 13'6' 11'S l 14'6' 12'8' 101 9"!13'10' 171' 10'2' 13'3' 11'6' 9'9' 17 T 10'9' 9'0' 3505162.6E 50 16 25'10' 21'4' 18' 1 16'8' 14'6' 12'3' 15'1' 13'3' 11'2' 14'0' 12'3' 10'4' 13'3' 11'6' 9'9'1 12'7' 11'0' 9'3' 17 0' 117 6' 8'10' 11'2" 9'9' 8'3' 24 13'5' 18 T 16'3 le'6' 12'6' 10'9' 13'3' 11'6' 9'9' 12'3' 10'9' 9'0' i r 6' 10'1' 6'6' 11'0' 7 T 17 1' 10'6' 0 2' 7'9' 9'r 0.6' T 2' 12 23'3 16 5' 16'1' 14'3' 12 T ITT' 12'4' 11'5' 9'8' 11'1' 10'7 11''16'1' 10'0' 8'S We 9-4' B'0' B 9 e 6'9'e 7'IT 7'10'e 7'10"e 7'1'e 3625137.33 33 18 214 1 16'9" 14'8'117 4" 11 5' 9.9. 10 9" 10'5 8'9' 9'7' 9'7' Fr$8'9'e 6'9'43 T 8' 8'1'e 6'1'e 7'Te T Te 7'Te 6'ire 6'9'e 6'9'e 6'5'e 24 1T 6' 14'6" 12'101 171' 10 0' 8'5' 8'9'e 8'9'e Tr 7'10'e T 10'e T 1'e l 7'2'e T 2's 6'6'e 6'7'e 6'Te 6'4'e 6'2-e 6'2'c 6're 5 6'e 5'6'c 5 5'e 12 24'4' 19'4" 16 111 15 1' 13'2' 11'1' 13'3' 12'fr 10'1' 11'11' 11'1' 9.5 10'19. 10'6' 6'10" 10'0'e 9'We 8'S' 9'5e 9'Fe8'0' 8'Fe 13'S's rime 3625162.33 33 16 22'2' i T T 15'4' 13'3' 12'0' 10'1' 11 6' IF 11' 9'2' 10're t0'1'a 8'6';9'5'e 9'5'e 8'0' 6'8'e 8'8'4 7'Te 5'2'e 8'2'e 7'3'e 7'3'e T 3'e 6'9'e 24 16'9' 15'4• 13'S' t C''10' 10'6' 8'10' 9're 9'5'e 6'0' 8'5'a 8'5'a T Tel T 8'e T 8'e T 0-e Ti'; Ti'; 6'8'e 6'8'e 8'6's 6'4'e 5 11'e 511'e 5 11'e 12 25 9' 20 5' 17'17 115 11'13 11' 11'9' 13 1' 12'8 8 10 ' 12'5' 11 9' 9 11 `11'4'e 11're 9'4" 10'6'a IV 6'e 8'10- 9'10'e 9'10"e 8'6'e 8 Ire 8'10'e 7'10'e 3625200-33 33 16 23'4' 18'T 16'2 13 11' 12'6' 10'8' 12'1' 11'6' 9'8' 10 9'e 10'6'e 9 0 9'10'e S'10'e 6're 9're 9 re8'1's Er re 8're 7'8'e 7'Te 7'7'e T Te 24 19 8' 16'2" 14'2 I 1'4'e 11'1'e 9'4' 9 10'e 9'10 a 6'S'e 8'10'e 5'10'e 7'10'`8'0'e 8 0'e T 5'a T Se 7'Tr 7'0'e T p'e 7'0'e 6'9'e 6'3'e 6'3'e 6"3'e 12 25 3' 20'1' 17'6'; me' 13'8' 11'7' 14'3' 12'5' 10'6'1 13'0' 11'7' W 9' 11'10.117 10' 9'2' 11 0' 10'4' 8'8' 1013' 9'11T 8'4' 9'r 9'2' TO. 3625137.43 33 16 23'0' 18'3' 15'11 114'3' 12'5' 10'6' 12'7' 11'4' 9'6' 11 3' 10'6' 8'10" 10'3' 9'10' 8'4' 9'6' 9'5" T 11' 8'11' 8'11' 7'7' T 11' T 11' T O' 24 20'1' 15 11'13'11 1 11 19'10'19' 9'2' 10'3' 9'10' 8'4' 9'2' 9'2' T 9' 8'5' 8-5' T 3' T 9' T 9' 6'11' T 3'e 7'3'e 6'7' 6'6'e 6'6'e 5'2'e 12 25'6 2 IT 18'4' 16'5' 14'4' 12'1' 14 11 13'0' 11 0' 13'10' 12'1' 177, 12 9' 11'5' 9'T 11 0-t U 10' 9'1' 11'1• 10'4' 8'9' 9 11 9 7' 8'1' 3625162-41 33 16 24.r 19 1•E 14'11. 13'0' 11'0' 13'7" 11 10' 10'0' 12'1' 11'Cr 9'3'' t 1 1• 10'4' 0'S" 10'3' 9'10" 8'3' °'T 9'S' 7'11' 8'Te 80 re T 4' 24 21'0" 16 8' 1 : 12'9," '1'5' 9'7' i t 10'4 8 9 9'11' 9'7' 8"1"' 9 0 9 0' 7'T 8 4 e 6'4'e 7'3' 7'10'e 7'10'e 8'11'e 7're 7 2'e 6'5'e 1I 28`0 22 3 19' tT 4' 15'2' 12'9' 15'9' 13'9' 11'T 14'8' 12'9' 10'9'Ilffi 13'8' 17 0' 10 r,17 8' 11'5' 9'8' 11113,117 11' 9'3' t 0'T' 10'2' 6'7' 3625200.43 33 16 25 5' 20.2' 1T 8' ISO' 13'9' 11'7' U.4' 12'6' 10'T 13'0' 11 T 9'10' 11'10.10'11' 9'3''11'0' 10'5" 8'9' 10'3' g 11' 8'4' 9'2'e 9'2'e Tr 24 22'3 17 8' 15'5' 3'9" 12' OK for 13-ft walls. 7- 10'2' El.'7' 9're 9'7'e 9'1' 90•e 9'0'e 7'8" 8're 8'5'e 7'4'4 7'6'e T8'e 6'We 12 27'1' 21'6' 18'9' ''9' 14' 2' 12'4' 10 5' 13 4' 1 r 6' 9'10' 12'8' 11'1' 9'4' 12'1' 10'T 6'11' 11'3' WIT 8'3' 3625137.54 50 16 24'7• 19'6" 17'1' - + Walls taller than 10' ir3' TO12'1' 10'7' 8'1P 11'6' 10'0• 8'6' 11'IT 9'T 8'1' 102- 11 11' 7'6' 24 21'6' IT 1' 14'11' 13'4" 11' 16-ft to be braced at 3' 9'10' 8'3'I 10'7' 9'3' T9' 10'0' 8'9' 7'S• 9'7' 6'5' TT 6'9' 7'9' 6'7' 12 28'5' 27 6' 19'6' 1?'?' 15' at 16-ft min. 10. 13.0' 10'11 14'0' 12'2' ier 3' 13'3' 11'T 9'9' 17 8' 11 1' 9'4' 11'9' 10'3" Err 3625162-54 50 16 25 10' 20'6' IT 11' 16'Cr 14'. ..o ..." .i ..8' 11'9' 9 11"12'8' 11'1' 9'4'-12'1' irr 6' 8"11' 11'6' 10 1' 8'6' 10'6' 9'4' 7'11' 24 22'6 1T 11. 15'7' 14'IY 12'2' 10'3' 12'8' 11'1' 9'9 4'111' 10'3' 8'8' 11'1' 9'8' 8'T 10'6' 9'2' 7 9' 10'1' B'iv T 5' 9'4" 8'2' 6'11' II an'n• ST 1n•,n'1f 10'7' I['1• II'O• If'IV IA'O• IT S•a 15'O• I,'O• 11.T. IVO' 17'II'IN 1n 1A'n• 172• !M, II,' 11'1:1•' 1:1:11• 1T'S" ITV in. 0.V ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 14 of 19 STRUCTURAL CALCULATIONS : : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Curtain Wall Limiting Heights - Single Span �,y,) Seismic on wall P=Fpi(wall ht)=48#7'13'=3.6psf actual (worst case) SSMA lr4 CO* f"----- 41 up, 25447 30p11 24p41 40pil cIng 541441 U124 LM9 11310 U740 1f360 1A00 07340 LIIN U400 6.8210 1.1310 U640 L240 U340 1110011.9240 1.8300 11500 U240 1.8310 1.1001 1.1240 UMUM 12 21'4' 21 8' 16 11'16'11' 14'9' 12'6' 15 4 13 5' 11 el 9' 12'6' 10'6' 12 1 11 9' 9'11" 11'7' 11'2' 9'5" 10'10' 16 5' 9'r 9'9' 9'9' 8'4' 40513?-43 33 16 24'10 19'8' 17'2' 75'4' 13'5' 11'4' 13 4' 12 2' 10'4' It'11' 11'4' 9'7'I10 10' 10 8 et0' 10'I' 10'1' 8'6' 9'5" WS' 8'2' 8'5'e 6'S'e T 7' 24 21'8' 17 2" IS'0' 12'r 11'9' 9'11' 10 10' 10 8 9 0 9'9' 9'9' S'4 I'11' 8 11 7'10' 8'3'e B'3'e 7.17 T 8'e 7'8'e 7'2'e 6'11'e 6'11'I 5 7'e 12 28 7' 22 8' 19'10' 17'9' 15'6' 13'1' 16'1' 14'1' 11'10'14'10' 13'1' 11'0',13'6' 12'3' 16 4" 12'6' 11'B' 9'10' 11'9' 11'2' 9'5' 19 6 10'4' 8'9' 4035162-43 33 16 26 0' 2C'7' 16 3' 16°1' 14'1' 11'10' 14'4' 127 10'9' 12'10'11'10' 10'0' 11'9' 11'2" W 5" 10'10' 10 T 8'11' II)'?' 16 2" 8'7' 9'1'e 9'1'e 7'11' 24 22'8' 16 C' 15'9' 13'6' 12'3" 10'4' 71'9' 11'2' 9'5' 10'6' 10'4' 6'9' 9'7'e 9'Te 67 8'10'e W 10'e 7'10' 8'3'e 8'3'e 7'6'e T 5'e 7'5'e 6'I1'e 12 302' 23'11'20 11' 18'8' 16'4' 13'9' 17'0' 14'10' 12'6' 15'9' 13'9' 11'r 14'6' 13'0' 10'11 13'5' 126 10'5' 12'T 11'9' 9'11' 11'3'e 1611' 9'3' i 05200-43 33 16 27'5' 21'9' 19'0' 17'0' 14'10' 12'6' 15'4' 13'6' 11'4" 13'9' 12 6' 10'T 12'7' 11'9' 9'11' 11'7" 11'2' 9'5' V 104 16're 9'0' 9'0'e 9'9'e 8're 24 23'if 19'0" 16'7' 14'6 13'0' 10'11' 12'7' 11°9' 9'11' 11'3'e 10'11' 9'3' 10'3'e 10'3'e B'8' 9'64 9'6'e 8'3'e B'10's 8'10'e 7'14'a 7'11'e l'We T 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10'6'e 10 5'e 16 re 10'1'e 9'3'e 9'3'e 9'3'e 24 24'0' 21'3' 18'6' 13101e 13'10'e 12'3'e 12'0'e 12'0'e 11'1'e 10'9'e 10'9'e 10 4 9'9'e 9'9'e 9'8'e 9'1'e 9 1'e 9'1'e 8'6'e 8'6'e 8'6'e 7're 7'l'e 7'7'e 12 36'8' 29'1' 25'5" 22 9' 19'10' 16'9' 26 8^ 16'1' 15'3' 18'9' 16'9' 14'2' Ill' 15'9' 13'4'1S 70e 15'er 12'B' U'10§14'4'e t2'1' 13'3'e 13'3'e 11'3'e 5505162-43 33 16 33'4. 255' 23'1' 20-8' 18'1' 15'3' 18'1' 16'5' 1210'16'3'e 15'3' 12'10 14'10e 14'9'e 121' 198'e13're11'6'e1210%121611 11'0'e 11'6'e11'6'e10'2'e 24 29'1' 23'1' 20'2' IT 1' 15'9' 13'4'14.10'e 14'4's 12'1' 13'3'e 13'3'e 11'3" 12'1'e 12-re 10 11're 11'2'e 10'0'e 10 re 10'6'e 9'7'e W 4'e 9'4'e 8'I1'e 12 39'4' 31'3' 27'3' 24'5' 2"4' 18'0' 22'2" 1 B'4' 16'4' 20'7' 18'0' 15'2' 19'4' 16'11' 14'3' 18'5' 16'1' 13'T 17'7' 15'4' 13'0' 16'4' 14'3' 12'0' 5505162.54 59 16 35 9' 26'5' 24'9' 22 2' 19'4' 16'4' 20 2' 17'T' 14'10' 18'B' 16'4' 13'9' 17'7' 15'4' 13'0' 16'8' 14'T 12'4' 15 0' 14'0' 11'9' 14'10' 13'0' 10'11' 24 31'3' 24'9' 21'8' 19 4' 16'11' 14'3' 17'T 154' 13'0' 16'4' 14'3' 12 0' 15'4' 13'5' 11'4' 14 7' 12 9' 16 9' 14'0' 12'2' 10'3' 12'6'e 11'4' 9'7' 12 42'2' 33'6' 2W 3' 25 2'22'10'19'3' 23'9' 20'0' 17'6' 22 1' 19'3' 16'3' 20'9' 18'2' 15'3' 19'9' 17 3' 14'6' 18-10' 16-6' 13'11' IT 6' 15'3' 12'II' 5505162-66 50 16 38'4' 30 S' 26'r 23'9' 26 9' 17'6' 21'T' 18'1 r 15'11' 26 Cr 17'6' 14'9' 18'10' 16'6' 13'11 17'11' 15'8' 13'2' 17 2' 15 Cr 12'7' 15'11'73'11' 11'9' 24 33'6' 26 7' 23'3' 20 9' 18'2' 15'3' 16'10' 16'6' 13'11' 17'6' 15'3' 12'11' 16'6' 14'5' 122' 15'8' 13'8' 11'8' 15'0' 13'1' WV 13'11' 12'2' 10'3' 12 33'0' 2T 6' 24'C' 19'1` 18'9" 15'10'15'8'e 16'6'e 14'4' 14'9'e 14'9'e 13'4'013'6'e 13'6'e 12're 12'6'e 12'6'e 10119 11'6'e It'8'e 11'S'e 10 5'e 10'5'e 10'5'e 5605137.33 33 16 28'7' 24°11'21'1 r 16'6'e 16'6'e 14'4' II'4'e 14'4'e 13'1 1210'e 1210'e 12'rei 11'8'e 11'B"e 11're 1010'e 10'10'e 1010'e 10-re 161"e 10'1'e 9 1'e 9'1'e 9'1'e 24 23'4' 21'r 19 1' 13'6'e 13'6'e 12'7'e 11'8'e 11'8'e 115 10're 10'5'e 10 5'a 9'6'e 9 6'e W 6'e 8'10'e 8'10'e 8'1 re 8'3'e 8'3'e 8'3'e 7'Se 7're 7're 12 366' 28'6' 25'0' 29'6'e I9'6' 166' 17 9'e 17'9'e 160' 151re 15111e 1311'1gg1qqq14-6'e 14're 13'1'b'13'5'e 13'Ss 12're 12're 12're 1r11", 11'3'e 11'3'e 11'0'e 6095162.33 33 16 30'9' 26'0' 22'9' 17'9'e 17'9'e 15 0' 15'5'e 15're 13'7' 13'9'e 13'9'e 12 8,.. 12'7'e 12'7'e 11'Ire 11 l'e 11're 11'3'e 1611 a 10114 1010's 9're 9'9'e 9 9'e 24 25"1' 22'9'19'10'14'6'e 14'6'e 13'1'e 12'l'e 12'7'e 11 11'e 11'3'e 11'3"e 11'4 10'3'e 10 3'e 10'3'e 9'6'e 9'6'e 9're 8'11'e 8'We B'11'e 7'11'e 7'11'e 7'We 12 37'11' 36 1" 26'3'21'11Ye 23'6'e 17'4' 18'11'e 18'B'e 15 9' 16 11'e 161re 14'T9 15'6'e 15'6'e 13'999 14 4'e 14'l'e 13're 13 5'e 13'S'e 12'6'e 12'0'e 12'0'e 11're 600S200-33 33 16 32'10' 27'4'23''V 18 11'e 16 B'e 15'9'e 16'5'e 16'5'e 14'3'e 14're 14'8'e 13'3'4113're 13'5'e 12'6"e'12'5'e 12 5"e 1T 10's 11're 71'7'e 11'4'e IC'4'e 10'4'e 10'4'e 24 26'9'23'10'20'ICr 15'6"e 15'6'e 13're 13'5'e 13'5'e 12'6'e 12'0'e 12'0'e 11'7'e4 16111e 10 tre 1311'e 10'1'e 10 1'e 10'l'e 9'6'e 9'6'e 9'6'e 8'6'e 8'6'e 6 6'e 12 3T 0' 29'11'26'2' 22'11'26 5' 17'3' 19'10' 18'6' 156 17'9' 17'3' 14'6'1 16'2' 15 2' 13'8''15're IS'0"e 13'r 14'Ole 14'0'e 12'S' 12'7"e 12're 11'6'e 600513?-43 33 16 34°3' 27'2' 23'W 19'10' 18'6' 15'8' 17'2' 16'10' 14'2' 15'5' 15'S 13'2'j 14'0'e 14'0'e 17 S' 13'0'e 13'0"e 11'9'e 12 2'e 12'2'e 11're 02 ire 117108 10'6'e 21 28'1' 23'9" 20'9' 16'2' 16'2' 13'8' 14'0'e 14'0'e 12'5' 12're 12 7'e 11'6'e)11'6'e 11'6'e 10'10". 10 7'e 10're 10'4'e 9-1 re W 11'e 9'10'e 8'11'e E'11'e 8'Ire 12 39'4' 37'2' 27'3' 24'4' 21'3' 17'11'21'11' 19'4' 16'4' 19'B' 17'11' 15'2 1:17 11'e 16'II' 14'3 16're 16 1'e 13'6' 75'6'e 15'4'e 72'11' 13'111e 13114 12'0'e 6605162-43 33 [16 359' 28"4' 24'9' 21.11' 19'4' 16'4' 19'0' 17'7' 1410'!17'0'e16'4'e 13'9':15'6'e15'4"e12'11114`4'e14'4'e12'4'a135'e13'S'e11°9'e12'0'e12'0'eern 24 '31 1' 24'9' 21 ' IT t1'e 76 11' 14'3' 15'6'e 15'4'e 12'II"13'11'e 1311'e 12 0'e 12'8'e 12're 114'e 11'9'e 11'9'e 10're 11'0'e 71'9'e 13'3'e 9'70'e 9'10'e 9"6'e 12 41'3^ 32'9' 21'7 25 r 22'4'18'10'22'8' 20'4' 17'2' 20'3' 18'10'15'11 18'6'e 17 9'e 15'1' 17'1'e 16169 14'3' 16 0"e 16're 13're 14'4'e 14'4'e 12 7'e 660S206-43 33 16 3T6' 2re9' 28'0' 28' 20'd" 17'2' 14'1'e 1e'S' 15'1' Il'l'e 172'e 14'S 16'0'e 150'e t3' W10'e W10'11 12111e 13'16e 13I0'e 12'4'e 12'S"e 12'5'e 11're 21 32'0' 26'r 22'r 1 6'e 1T OK for 13-It to 20-I1 l'e 14'4"e 12'T 13'1'e 13're 11'114 12're 12're 11'3'e 11'4'e 11'l'e 10'0'e 10're 10'2'e1120'e 12 40'5' 32'1' 28'0' 25 1' 21' 2' 18'5' 15'7' 19'11' 17'4' Id'8' 18'11' 16'6' 13'11' 18'1' 15'r 13'4' 16'9' 14'B' 124' 6005137-54 50 16 36'9' 29'2' 25'6' 22'9' 19' walls 2' 16'9' 14'2' 18'1' 15'9' 13'4' 1T 2' 15 0' 12'8' 15 4' 14'4' 12'1' 14'r 13'4' 11'3' 21 32'1' 25'6' 22'3' 19'11' 17'4' 14'8'118'1' 15'9' 13'4'(16'9' 14'8' 12'4' 15'4' 13'9' 11'8' 14'3' 13'1' 11'1' 13'4' 12'6' 10'7' 11'11' 1I'8' 9'10' se'AM11 11•e. ', 1l't',MI 1M Ili,1' 11'M M'l'.. IT.. 11.i• in',' IC!' we, it l• ,OY ip-D1 •T Y .al go Ili if11 Ill t• i1.ii• I!r, iL.ti• i M i1• ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 15 of 19 STRUCTURAL CALCULATIONS : : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Fasteners (Screws and Welds) Screw Table Notes 1. Capacities based on section E4 of the AISt 2004 Specification See table on page 5 for design thicknesses. 2. When connecting materials of different steel thicknesses or tensile strengths.use the lowest values.Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design(ASD)and include safety factor of 3.0• 4. Where multiple fasteners are used.screws are assumed to have a center-to-center spacing of al least 3 times the nominal diameter(di 5. Screws are assumed to have a center-of-screw 10 edge-el-steel dimension of at least 1.5 times the nominal diameter Id)of the screw. 6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip,or pullover capacity for sheet closest to screw head (based on head diameter shown.)Note that far alt tension values shown in this table.pullover values have been reduced by 50`,•a assuming eccentrically loaded connections that produce a non-uniforrn pull-over force on the fastener. 7. Governed by a conservative estimate of screw capacity,not by sheet steel failure. 8. Higher values.especially for screw strength.may be obtained by specifying screws from a specific manufacturer. See manufacturers data for specific allowable values and installation instructions. 9. Shear and tension data for screws was developed with the assistance of the Wei-Wen Yu Center for Cold-Formed Steel Structures(CCFSS}. using published screw manufacturer data and evaluation reports available at the lime of publication. Allowable Screw Connection Capacity (Pounds per screw) Thiel j Fy: Flr: #6 screw 88 screw 1 [L10 3Wew( !' ness Yield Tenslh,,jQJ ' ' ' 'llel �O:1Pr+l'dla-51'116 head) fa.l90"die:0,340-heady i0.216 dla,0.340' ad)1,9 225T dli,0. dJ L+ 'screw ilA11s}f IKSI} fiCSq Shear Tension Shear Tension Shear Tension 18 33 33 44 24 48 29 52 33 55 38 60 44 27 133 33 , 62 37 69 43 96 50 102. 17 j 110 66 30 133 33 95 40 1013 46 I lIt 55 118 63 127 73 33 ` 33 45 151 61 164 72 1 177 64 1136 95 = 203 11n I 43 1 33 _48. . 04i 1 79 244 94 eA3 - .109 . 28ff ...-._.__ 2 - 1 302 144 54 I 33 45 214' 84` 303 115' 370 1:37 394 155 424 150 68 33 45 I 214' i 84` 303' 118' 406' 169 525 196 600 227 97 1 3a 45 214' I 84' 303- 116" 406' 159 525' 205' 701' 275' 1 1 8 33 45 I 214' I 84' 303' 118' 406_ 159 525- 205' 1 704' 275' 54 S0 65 I 214' = 84 303 116 406 159 525 a 205' • 613 261 68 j 50 65 I 214' I 84' 303` 118' 406' 159` 525' I 205' 1 704' 275' , 97 50 65 . 214' `: 84' 303' 118' 406.. 159- 525" 205' 704- 275' 118 j 50 65 ) 214' 84' 303' 118' l 406' 159' 525' [ 205' ) 704° 275' Weld Table Notes 1. Capacities based on section E2.4(for fillet welds) and E2.5(for flare groove welds) of the AISI Specification. 2. When connecting materials of different steel thicknesses or tensile strengths,use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD)and include appropriate safety factors. 4. Weld capacities are based on either 3132"or 1;8"diameter E60 or E70 electrodes. For thinner materials.0.030"to 0.035"diameter wire electrodes may provide best results. 5. Parallel capacity is considered to be loading in the direction of the length of the weld. 6. For flare groove welds,the effective throat of weld is conservatively assumed to be less than 2t. Allowable Welds Capacity (pounds) for 1 " Long Welds i Fry, Kl1,1w WNdr Fare Pxoo a welds_ Thlcktes-s I Design Yield Fu Nits)1 i Thickness 1 IKSII iKS1) Parallel Perpendicular Parallel-Perpendicular 43 I 00451 33 45 619 864 544 663 54 00566 33 45 822 i' 1,084 682 I 832 4 68 00713 33 45 1,082 1,365 859 1,048 37 0 1017 33 45 1,616 ', 1 947 1,2213" 1,495 ...,118 _0.1242 33 45,...,.,„2 015 1. 2,378 1497 1.626...,.... 54 0.0565 . 50 65 1,188 I 1,566 ^� 985 f 1,202 E8 0.0713 50 65 1.563 1,972 1241 ' 1,514 97 0.1017 50 65 2,337 j 2,813 1,771 I 2,159 118 0.1242 50 65 2,911 . 3.435 2.162 2,637 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 16 of 19 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 P1000 & P1001 Channels UNISTRUT P1000-BEAM Li IA nf+c P1001 -BEAM LOADING Don.ad Uniform Loading at Deflection DCfl` Uniform Loading at Deflection Max.Allowable Uniform Max.Allowable Uniform Span Uniform Load Load Span/180 Span,`240 Spanl360 Span Uniform Load Load Span1180 Span/2411 Span1360 In Lbs In Lbs Lbs Lbs In Lbs In Lbs Lbs Lbs 24 1,69: D.PE 1.690 1:f.i6 1,690 24 3.500' 0.02 3,500' 3.56D' 3,500' 38 1,130 0.13 1,130 1,130 900 36 3,190 0.07 3,190 3,190 3,190 48 850 0.22 850 760 5:0 48 2.393 0.13 2,390 2,390 2.390 60 680 0.35 650 480 320 60 1,910 0,20 1,910 1,910 1,620 72 560 0.50 450 340 220 72 1,603 0.2B 1,60D 1.600 1,130 84 480 0.68 330 250 160 84 1,370 0.39 1,370 1,240 830 96 420 0.89 250 110 130 96 1,200 0.51 1,20D 950 63D t 108 380 1.14 200 150 100 106 1,060 0.64 1,000 750 500 _ 120 34D i.4C 114 120 80 120 960 0.79 610 61D 410 144 280 2.0: 110 80 60 144 600 1,14 560 420 280 168 240 7.72 80 60 40 166 680 1.53 410 31D 210 192 210 3.55 60 50 NO 192 600 2.02 320 240 160 216 190 4 56 50 41) NR 216 530 2.54 250 190 13D 240 170 5.62 40 IliNR NO 24D 480 3.16 200 150 100 \ Two rails per AH. each rail takes 185#12=93# OK! P1000C€1LarlmlLOADING P1001 . Comm Laautftl. Max.Allowable Maximum Column LoadApplied at C.G. Max.Allowable Maximum Column Load Unbraced Load at Unbrared Load Applied at C.G. Height Slot Face K=0.65 K=0.80 K=1,0 K=1,2 Height at Slot Face K a 0,85 K=0.80 K=1.0 K=1.2 In Lbs Lbs Lbs Lbs Lbs M Lbs Lbs Lbs Lbs Lbs 24 3.55D 10,740 9,8; 3.'r0 7.740 24 6.430 24.280 23,61D 22.700 21.8K 36 3,190 8,910 7,740 6,390 5,310 36 s.29a 22.610 21,820 20,650 19,670 48 2,770 7,260 6,010 4.690 3,800 48 6,160 21,410 20,300 18.670 16,160 60 2,380 5,910 4,690 3,630 2,960 60 6,000 20,210 18,670 15,520 12,393 72 2,080 4,840 3,800 2.960 2,400 72 5.620 18.970 16,160 12,390 8,950 84 1,860 4,040 3,203 2.480 1.960 84 5,170 16,950 13,630 9,470 6.580 96 1,670 3,480 2,750 2,110 1.660 96 4,690 14,890 11,190 7,250 5,040 108 1,510 3,050 2,400 1.81D 108 4,170 12.850 8,950 5,730 3,980 120 1,380 2,700 2,110 " 120 3,690 10,900 7,250 4,640 " 144 1.150 2,160 1,660 144 2,930 7.63C 5.040 P1(XJ)4a1001 - kt-1nnI Nis in SIt'rlON Names, P1000 P1001 Notes: 'Load limiter by spot weld shear. Area of Section 0-555 In' 1 '11 "KL't}20D Axis 1-1 NPI=Not Recorrmended. Monuant of Inertia(I) 0 185 In' 0.928 ri" 1.Beam loads are given in tide;uniform load riff Lbsl rot uniform;sad i w bait w Section Modulus(5) 0202 In' 0.571 in" w l s+in}, Radius of Gyration(r) 0,577 In 0.914 In 2.Beam loads are based On a simple span and assumed to be adequalee,•laterally Axis 2-2 braced Unbraoed soars can reduce boar',Inac canying capacity Refer to Page 62 Moment ol Inertia(I) 0,236 In" 0.471 61' Ix reduction factors for unbraced lengths. Sector Modulus rs fS) 0290 In' 0.580 fir' 3.For pierced:tannermultiply beam loads by the f;llowirg factor: Radius of Gyration(r) 0651 In 0.651 In "KO"Series 95% "T"Series 85% "HS'Series 90% "SL"Series 85% "H3"Series 90% "DS'Series........70% 4.Deduct channel weght from the beam loads 5.For concentrated midspan point loads,multiply beam loads by 50%and Lhe oorresporiding defect n by 53%.Far Wrier load conditions refer to cage 19 6.All brain'loads are for bonding about Axis 1-1. ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 17 of 19 0 004 ,044.1.4.4 4111.4.41 t, 0.4. 44000010IiIi I ; ;/yesril-11"L(N STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 Table 7-1 Available Shear Strength of Bolts, kips . - Nominal Bolt Diameter,d,in. 5/e 3/4 1 1/e 1 , Nominal Bolt Area,in,2 0,307 0.442 1 0.001 4 , 0.7815 Foy lil (;)Far asud Thread otio (Ito Lead. rn/il Qr,, r,,K1 4)4 41(1 4)4 WU or„ i Desig. Cond. ing ,-- ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASO LRFD N 27.0 40 S 8.29 12.4 11.9 17.9 16.2 24 3 21.2 31 8 ,5 Group 0 16,6 24.9 23.9 35 8 32.5 48 7 42.4 63.6 A 34 X 51.0 S 10,4 15.7 15.0 22.5 20,4 30 7 26.7 40.0 .0 I) 20.9 31.3 30.1 451 40.9 61.3 53.4 80.1 . . N 34 1 0 S 10.4 15.7 15.0 22.5 20.4 30.7 26.7 400 .0 :3 , Group D 20.9 31.3 30,1 45.1 40.9 61.3 53.4 80.1 6 - 8 X 42.0 63 0 S 12.9 19.3 18.6 27.8 25.2 37.9 33.0 49.5 0 25.8 38,7 37.1 55 7 50.5 75.7 65,9 989 . . A307 - 13.5 20 3 S 1-7.741 6.23 5.97 8.97 8.11 12 2 10.6 15.9 t I 0 8.29 12,5 11.9 17.9 16.2 24.4 21.2 31 9 Nominal Bolt Diameter,d,in. 11/e , 11/4 13/e 1112 Nominal Bolt Area,1'1.2 0.984 1.23 1.48 1.77 - FmliI ' OF,,v 4/11 04 rdil 04 410 4)4 410 .4 ASTM Thread ouio otio Load- Dahl. Cond. Ing ASO LRFO ASI) LRFD ASO LBFD ASO LRFD ASO LRFO N 27 40 S 26.8 40.3 33.2 49.8 40,0 59.9 47,8 71.7 5 Group ,0 . , 0 53.7 80.5 66.4 99.6 79.9 120 95.6 143 A ' X 34 10 S 33.8 50.7 41.8 62.7 50.3 75.5 60.2 90.3 ,0 5 . D 67.6 101 83.6 125 101 151 120 181 N 34 51 0 S 33.8 50.7 41.8 62 7 50.3 75.5 60.2 90.3 .0 Group D 67.6 101 83.6 125 101 151 120 181 8 X 42.0 63.0 S 41.7 62.6 51.7 77 5 62.2 93.2 74.3 112 D 83.5 125 103 155 124 186 149 223 A.307 13.5 203 S 13.4 20.2 16.6 25.0 20.0 30.0 23.9 35.9 - . D 26.8 40.4 33.2 49 9 40.0 60 1 47.8 11.9 MD LRFD For end loaded connections greater than 38 in.,see AlSC Sperrhcatfon Table J3.2 footnote b. (1=2.00 0 --,-0,75 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE 916-251-9798 I WEB:www.CullumberEng.com Page 18 of 19 STRUCTURAL CALCULATIONS : : Project Name: Chase Bank:Tigard,OR,Expansion CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 11041101 Clar CDi etrich, Product Submittal Sheet Technical Services:888.437-3244 Soles:800-543-7140 Engineering Services:877-832-3206 clarkdietrich.corn Hanger Wire & Tie Wire 09.22.00(Support for Plaster&Gypsum Board) Wire support for drop ceiling assemblies Hanger Wire is available in 8.9 and 12 gauge and is galvanized for corrosion resistance.Hanger am„ wire is suspended from the underside of the floor structure to provide a structural support for drop, gypsum wallboard or plaster suspended ceilings, Hanger We. d Tie Wire is 18-gauge galvanized soft annealed wire used in drywall and plaster construction to tie F— furring channels to main runner U-Channels.Its also used to tie metal lath to channels in piaster oa construction attach expansion.cantrol joints to lath and tie the lath overlap between rows of fasteners.l8ga tie wire is not recommended for suspension, 1v In a drop ceiling assembly U-Channel is suspended tram the overhead structure using hanger 1* CO wire.Drywall furring channel is wire-tied perpendicular to the underside of the U-Channel at lie Wire I appropriate intervals for screw-attaching drywall.Assemblies are installed per the project r" specification or ASTM C754 requirements.Wire ties are required for'aerated and multi-layer assemblies. Product Data&Ordering Information: Material: Soft Annealed Wire-Tensile range 50.000-65,000 psi Coating: Regular zinc coating{galvanized) Special zinc coatings(e.g.Class i i are available by special order. Shipping: Available by 50 lbs.hanks(bundles) r, d Han ter Wire .F--. Product Gauge Diameter Length Ft,'Lb; WI.1Ctn Aoprox. Max. r code breaking strength" recommended load"'' HWR8 8 0162" 12' 143 50145 880lbs 220 lbs A HWB9 9 0,148" 12' 17 1 50 lbs ' 7401bs 1851bs ,r HW12 12 0,1055" 12' 33.7 50Ibs 375 lbs 94 lbs Tie Wire Product' Gauge Diameter Length Ft./Lb. WI Ctri. Approx. Max. code breasting strength recommended load"' TW 18 18 0.047` 30' 166.2 25 Ibs 751bs 'gibs Approximate Breaking Strength(ibs.without safely faclor)-Recommended Safety Factor=114 "Max.Recommended Load is for each wire.18ga tie wire is not recommended for suspension ASTM&Code Standards: •Material:Wire is manufactured in accordance with ASTM A6-41 •Installation:ASTM C754 •SDS&Product Certification Information is available at www ctarkdietrich comiSupponDocs ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 19 of 19