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07-0275 Structural Calcs 092908STRUCTURAL CALCULATIONS VERTICAL ANALYSIS FOR PRAIRIE PARK OFFICE BUILa1NG TENANT IMPROVEMENTS FOR ANDERSON BOONE ARCHITECTS PROJECT NO_ 27538.01 SEPTEMBER 24, 2008 CALCULATIONS BY GARRETT S_ LOVE, EIT REVIEWED AND STAMPED BY MICHAEL SZRAMEK, PE, SE ~ ~ i -~ MC SQUARED, INC. 1235 EAST 4TH AVENUE, SUITE '10'1 OLYMPIA, WASHINGTON 9850Fa-421'1 {360) 754-9339 FAX (360) 352-2044 SEP292Q(J8 ~I~ STRUCTUFZ_E1L CALCULATIONS FOR VI?I2TICAL ANALYSIS FOR PRAIRIE PARK C]I~FICE BUILDING TENANT IMPI2C~VEMIN'TS FOR ANDERSON I3C70NE ARCIIITECTS #2753 8.01 I`.~C SQUARED, INC_ CALCULATIONS BY GARRETT S. LOVE, E.I.T. REVIEWED ANI> STAMPED I3Y MICHAEL SZIZAMEK, I'F, SE MC SQLJAF2E~, INC. Jab: PRAIRIE PARK OFFICE BUILDING#27538.01 OLY11/IP1A, WASHINGTON 98508 Date: Sep-08 8y: GSL (360) 754-9339 Sheet: Page ~ of 2v~ FAX {360) 352-2044 Scope of Work: Structural calculations for the verticaf analysis for an existing one story wood framed structure located in Yelm, Thurston County, WA. The tenant improvements include framing for a new door and windows, a new covered porch and a folding partition wall to be added to the existing building. Calculations are for new framing on plans only. S€te Address: Prairie Park Lane SW, Yelm, WA 98697 Desictn I_oads- Roof Dead load = 15 psf- {Comp) Snow load = 25 psf IS = 1.0 Wall Dead Load = 1O psf Part Wall Dead Load -- 1 0.2 psf (Per Specs by Hufcor, 11/iodel 631 ) Conc. Dead Load = 1503 pcf Allowable Soil Bearing = 1 ,500 psf {Assumed} Lateral Forces per the 2006 IBC/A SCE 7-05 Wind: N/A Seismic: N/A 27538.©1 srRUCruR~-~ Norms General Notes: GSL / MS 3 26 Th~:se structural notes supplement the drawings_ Any discrepancy found among the drawings, these notes, and the site conditions shad be reported to the l=ngineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Con#ractor shall verify and coordinate tine dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings_ The Contractor is responsible for al[ bracing and shoring during construction. Ali construction shall conform to the applicable portions of the latest edition of the lnternationat Building Code except where noted. design Criteria: 1. Live Laad = 25 P5F {Snow) 2. Dead Load = 15 PS1= (Comp F2oof) = 10.2 PSF (Partition Wall) = 150 PC1= (Concrete) 4_ Wind = NIA 5. Earthquake --- NIA 6. Soil = 1500 PSF, Assumed bearing capacity Concrete ~ Reinforcing Steel: 1. All concrete work shall be per the 2046 1BC Chapter 19. Tolerances shall be per iBC Chapter 1 9, Section 47_ 1VEixing, placement, and inspection shall be per Sections 03, D4, 05, and 46. 2. Ali reinforcing shall be ASTM A615 Grade SO excep# as shown on the plans. 3. Concrete sl-fail be in accordance with ASTf1/l 150. fc -= 2500 PSi @ 2$ day slump = 4" maximum, 6°/a Air entrained. Steel: 1. All steel shall be ASTM A36 except as noted. 2. All bolts shall be ASTM A325, except as noted. 3. All steel members and parts exposed to weather or in contact with the ground sYiall be galvanized per ASTM A--1 23 with 1 .25 oz. of zinc spelter per square foot of contact area. All other steel surfaces shall be shop painted with two coats of red oxide primer after fabrication. Columns and other steel parts placed below grade and exposed to earth shall be painted with two coats of coal tar from the base to 6 inches above grade; such coating to be in addition to the galvanized coating. 2'7538.01 GSL / IVIS Carr~entry: ~ 25 1. 2X structural framing shall be #2 ~auglas Fir. 2. 4X sfructurat members shall be #2 L~ougfas Fir. 3. 6X members shall be #1 Qouglas Fir. 4. 2X joists shall be kiln dried and stored in a dry area prior to installation. 5. Glue laminated beams shaft ire 24F-V8 for cantilevered or continuous beams and 24F-V4 for simple spans. (Fb = 2,400 PSI} {Fv = '190 PSI) (E _ '1,8fl0,fl00 PSI} {Fc~ = 650 PSI} 6. Continuous and cantilevered glue laminated beams shat] not be cambered. All other glue larninated beams shall be cambered for l_/480. See the framing plans for any exceptions. 7. Roof sheathing. Use %" plywood or 71'36" OSS span rated 24/O or better, nailed with 8d's at B"o. c. at edges and 'l2"o.c_ in flee field, Unless Noted Otherwise. 8. tVlinimum nailing -Per IBC table 2304.9_'1 -Fastening Schedule. Hard ware: Alf connection hardware shall be Sampson "Strong Tie". Connection hardware exposed to the weather or soil small be treated as in steel above. CAUTION: CONTRACTOR TO 1=1t`L~ VERIFY ALL CONQITfONS ANB ALL ELEVATIONS. MC SC.~UAR E©, INC. .rob: OLYNIPiA, WASHINGTON 985fl6 (360) 754-9339 FJate: FAX (360) 352-2044 S}-ieet: 27538.01 By: GSL / MS Page 5 of 26 E:: :r. j ~t_ C S : _.1 t_'~ -~ ~_ -_ _. ,_ __~ l', ~ 1 i ~ l -t ~ _ _ _ _._.. _,___._.__ __. ' _ _ --- _e. - -- a.~. } T ~ S . k , ``fie i ,^ ~-~~ `~`i j\ , r'~ Z / .~ ~~_ - ~ L _____ ' 3 _ .. . .. _.. _ ~a -_ - - ~ _--.-... _ _. - _ _. . ... ___ __ .~..._.._~_ q . ~ ~ L t=- ~ l 6 `i ? nnc sc~u.o-REn, ~nic_ OLYMPIA, WAS1--ili~tG`1-0N 88606 {36fl) 754--9339 1=AX (3Sfl) 352-2fl44 .yob: Date:_ Sheet: 27538.01 By: GSL / MS Page 6 of 2~ • h ~ ~~lt=•-i.c.r~L '-':~E>;'tl P.>~ ~__`{ "_.~s.c.i, Si r;:-: --1`~`-'<~ - 6~~~ )z~to ~_~[ t.~~ ~S __ J , ---- - -. - F .` ' Lf .3 E_ lz F .~1', -~ ' ,.' s ~ ` - ~ s - F MC SC~UAREC, INC_ Job: OLYf111PiA, WASH![~GT~N 98506 (360} 754-9339 Date: SAX (360} 352-21344 Sheet: y. 27538.01 GSL / MS 7 26 Page of ~' -` - _.- i ~ {-. ;!. iC ~ _C _ .~_ f=., fi-.r=, _= r ; '_ . ^t~ tom`,',.' ~\ tt ` ~r lam. ~_F 1.. E. [..~ _[ i_'• i~ ?~tri. i € _ ~. : ~ \ . - . _~ ~,_}~j r....~ :~ ' t 1r_ ..~ v- (o H f- ly~= {~'i'. Pre ? i•-:1'.i '-' C''-lam[.: 1` 't - . _. ~, •. .._ ,.- 27538.01 -firm Job # ©sgnr: t7ate: 2:25PM, 22 SF~~QS ' ~~S t7 escri preon ~.S.~L scope 8 26 rza.. seooos ......._.._..., ._.. ------ - _._ ..- ----- - __ ...-___ Page 1 us Kwosos7z2 versao 7 o czoo3 _ _._- ~II"tlb@t' ~Banl Sc .~OtS1T=. - .. .-~......- ----..._. -- fc)#9B3 2003 ENERCALC E q mg Soti are - {€ 27538.x4 Cal ] ! Description Prairie Park Tenant Improvement Fral-ning '3-imber Member lnforrr~atrora oda Ref: 1997/200'1 IVBS 2000/20fl3 18C, 2003 FJFPA 500Q Base attowables are user def€ned - Typical 2after I-€E'a [xer 1 Header 2 1-leader 3 f TFmber rJ'OCtIOn - 2x6 4x10 6x70 Sx50 Beam Widfh ir# 1.500 3.500 5.500 5.500 Beam Dep#h in,~ 5.500 8.250 8.56fl 9.500 Le: tJ nbraced Length ft'~, 6.Ofl 6.00 200 2.00 Timber Grade Douglas Fir - Douglas i-ir - Douglas sir - Douglas Fir - LarCF3, No.2 Larch, No.Z Larch, i~fo.1 Larch, No.l Fb -Basic Al#ow ps;j 90D.O 875.0 1,350.0 1,35D.0 Fv - Basic Ailow psii 180.0 1 70.0 1 70.0 17QD Elastic Modulus rese; '1 ,60D.0 1,300.0 1,&00.0 1,600.0 Load Duration Factor 1.'150 1.15D 1 .150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status Repetitive No t~lo No Center Span Data _ _ - .. _ .. -- -...._.. --. Span ft; 6.00 6.OD 16.75 16.75 Dead Load #/ft 30.00 285.00 90.00 67.50 Live Load #/ftj 50.x0 475.00 156Afl 7 4 2.50 ' RBSIl ItS Ratio = 0.4044 0.6910 0.7878 0.5908 Mmax @ Center In-r< 4.32 41.04 1 01 .00 75.75 @ X = ftj 3.00 3.00 8.37 8.37 fb Actual psij 57"1 .2 822.3 7 ,220.9 815.7 Fb :Allowable psfl ?,412.6 1,188.9 1,549.7 7,549.7 - Hendireg OK Hendirxg OK BendFng OK Bendirsg OK fv Actual psIj 37.0 78.6 52.6 39.5 Fv Allowable psi': 207.0 395.5 155.5 195.5 _ st.ear OFG Str~ar OK Shear OK Shear oK F2eacteans - _ - _ _ _ ~ @ Lef# End DL tbs: 9fl.66 855 DOLL . __ ~~753.75 ~-`~ 565.31 ,____. .,_ _ .--~ ~ . ____ .~ .,;, ~__._~ ~-~- 3 LL Ihs; 150.00 1,425.00 1,258.25 942.19 Max. DL+t_L Ibs, 240.fl0 2,280.00 2,fl1 fl.00 1 ,567.50 @ Right End DL Ibs' 96.Ofl 856.00 753.75 565.31 LL ibs~ 150.00 1 ,425.00 4,256.25 942.19 Max. BL+LL Ibs; 240.00 2,280.00 2,010.00 1 ,507.50 D efle CtlOllS =_ „ _: _ F'aElo OK i~efte c.t.on OK U~#tec`ion V]< - 3~c.fEec €.~r. OK . - - - -` ~ Center DL Jeff > _ in i _ 0.026 0.028 _. ~_ -0.254 . _. .._ .::. _ ____ _. 6.190 _. >. ._.. ._. -----rte L/Deft Ratio 2,735.8 2,60fl.0 792.9 7,057.1 Center LL Defi! in f -0.044 -DA46 -0.423 -0.31 7 L/Deft Ratio 1 , 643.3 i , 580.0 475.7 834.3 Center Totai Deft in; -0.07fl -O.D74 -0.G76 -0.607 Location ft 3.000 3A00 8.375 8.375 L/Def# Ratio '1,027.0 975.0 297.3 396.4 2753 8.O I Ti#le Job # Dsgnr: Date: 2:28PM, 22 SI--U.~~ ~ ~S Description CS~L Scope 9 26 r1e~ saoona - __ --- _ _ _ - __ _._.. -- - lls !GW OSOS}22, V S 8 O i D -20D3 ~- ~ ~ ~~ @ 1 ~~ (c]}983 2n03 ENE RCALC Eny rxeer ng Software C7Grlera l T~ i;Y7 b8Y ~Ba IrY1 27538 0} eRV ca g~,iat~on iDesCription Prairie Park T.1. 1=raining - Typ. HipNalley Seam ~ -,°- -.--.._~ .__.__._~ ____._.._.._ _ ,.__..~~._ General fnforrrtatlon code izef 1997/2001 NDS 2 0 0 012 00 3 IBC 2003 NFPA 5000 Base ailowables are user defrnc:d -- - .~ Section Name 4x6 Center Span S_50 ft .Lu 8.50 ft Beam Width 3.500 in Left Cantilever ft . . . .Lu 0.00 ft Beam DeptF} 5.500 in Flight Cantilever ft .Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, Na .2 Bm Wt. Added to Loads Fb Base Allow 750.0 psi Load Dur. Factor 1 .150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 31.OOOpcf E 1,300.D ksi Trapezoidal Loads - -- _ _ _., _ _ _ - 3 #1 DL @ Left _. 90.00 #Ift ._. LL @ Lest 150A0 _- - -- -- -- - ~ #Ift Start Loc --._ _._ .-__..~..W._.__.~y.. _._~~_ O DOD ft DL @ Right ~#/ft LL @ Right #/ft End Loc D_000 ft Span= 8.50ft, Beam Width = 3.500in x Depth = 5.5in Nlax Stress Ratio o.7D4 -~ Maximum Moment 1 _1 k-ft Aliowab#e 1.6 k-ft Max. Positive Moment 1.15 k-ft at Max. Negative Momen# 0.00 k-ft at Max @ Left Support 0.00 k-ft Max @ Rigl-rt Scrpport 0.00 k-ft Max. M allow 1.63 fb 781 .32 psi fv 46.17 psi Fb 1 , 11 0.33 psi Fv 1 95.50 psi Ends are Pin-Pin Seam Design OK 1lfiaximurr~ Shear " 1 . 5 o-s k .Gitowable 3-8 ~ 3.604 ft Shear_ @ Left 0.70 k 0.000 ft @ Right 0.36 k Camber: @ Left O.00Din r~ Center O. 137 in @ Right 0.000 in Reaciions._. Left DL 0.27 k Max 0.70 k Right DL 0.15 k Max 0.36 k f~eflect~ons - ~ - - .,~-- a ._, .....__._ ~ .~-_ ~ ~ - ~ ~ Center Span.._ Dead Load Total Load Lef# Cantilever... Dead Load Tota# Load Deflection -0.092 in -0.232 in Deflection 0.000 in 0.000 in .._Location 4.'#14 ft 4.080 ft ...Length/Deft O.0 0.0 ...Length/Defl 1,113.1 440.57 f2igt-it Gantilever___ Gamber { using 1.6 ~` D_L_ Defl ] ... Deflection D_Dao in 0.000 in @ Center 0.'!37 in ...LengtY}/Defl O.O 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs _- _ C3ending Analysis Ck 31 .486 Le i 5.634 ft Sxx 17.646 in3 Area 1 9.250 ir~2 Cf 1.300 Rb 9.180 CI 0.990 Max Moment Sxx Recf'd Allowable fb @ Center 1.15 k-ft 12.42 in3 1,110.33 psi @ Lef# Support 0.00 k-ft 0.00 in3 1,121.25 psi @ F21g1-tt Support fl.00 k-ft 0.00 in3 1,121.25 psi Shaar Analysis @ Left Support @ Right Support Design Shear 0.89 k 0.53 k Area Required A.546 in2 2.709 in2 Fv: Allowahle 795.50 psi 195.50 psi Searing @ Supports Max. Left Reaction 0.70 k Searing Length Req'd 0.319 in Max. Right Reaction 0.36 k Bearing Length Req'd 0.763 in T;ue : ~o~ ~ 27538.1 ~Sg>z:-: mate: a:as~rvi, a2 s~S~ / MS f]escri ption Scope 1~ 26 f2ev- 580004.. _ .. ....... .. .... _.. _...__ __. __._.. _. ._. __. __ _. _. _. __... _. _ __. __ _.._ .. _.__ __. __ us ><w-oso ~22,v sso s o o-zoos Genera! TitTl b+°3" $Bam }image 2 (c)'F 9B3 X003 ENEl2CALC E g -ng S fi a __ 21538-OS.EC~v.Ca7C~Fai3on description Prairie Par3c -i-'.l Framing Ty P. Hip/Valley Seam - ---- Q~-eery Values IVl, V, S D @ Specified Locations Moment Shear rlefiection @ Center Span Location = 0.00 fY 0.00 k-ft 0.70 k O.ODOO in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k D.DDDD in @ Left Cant. Location = O.DO ft DAO k-ft 0_00 k 0.0000 in 27538_©1 Title Job # Dsgnr: Date: 2:29PM, 22 SF_P..~8 ~ MS Descriptipn ~S~.L Scope ~ ~ 26 ' -Rev 580005 - - _.._-__-__ _._. _. ___ _ ______- ______.. .. ---- -_ _.._ .. --_ _. -_ _.. .___. .__ _.__.___- User KW-OSOS9z2 versBO l oec2o03 Tl[l~b@~" Ca~Lit711"1 ~~SF Il Page 1 y _ (c)7983 2403 EFJERCRLC Engineer ng Sofe are 27538 O9 ^_~: ~_ _ ,,. _. _:. ~._~. - - _,. ~. -.:_., .. .:. -,:_:, -_ :. - t ~ ecru Calc iaE ons ~ Description Prairie Park T.I. Framinc,~ - Typ. Porch Column General lnformatron de Ref 1997/2Ofl1 NDS 2000/20D3 IBC 2003 l~lFPA 5000. Base allowables are user defened (=_ 4xS Total Column Height 9.00 ft Rectangetlar Column Load Duration Factor 0.98 Column Depth {along y-y axis} 5.50 in Fc 700.00 psi Width (along x-x axis) 3.50 in Fly 750.OD psi Sawn E -Elastic Modulus '{,300 ksi Douglas Fir -Larch, No.2 Unbraced length for "y-y" axis sideways deflection 9.00 ft Unbraced length for "x-x" axis sideways deflection 9.00 ft Lu XX for Sending 9.00 ft Loac#s - _ _ _ ~ Dead Load Live Load Short Term Load Axial Lead 9 ,024.00 !bs 1 ,708.00 1bs fl.00 !bs Eccentricity 1 .500tH Using :4x6, Width= 3.50in, Depth= 5.5Oin, Total Column Ht- 9.OOft DL -~- LL DL -t LL + ST fc : Compressian 1F41.82 psi 941.82 psi Fc :Allowable 354.86 psi 349.36 psi fbx Flexural 232.07 psi F'bx Allowable 966.38 psi Interaction Value O.3060 232.07 psi 947.24 psi 0.4497 CoEumn OK DL + ST 53.99 psi 349.36 psi 87.05 psi 947.24 psi O.1 202 StCBSS Deta~IS - - -. - - _ __ __ :I ... _ Fc X-X 350.86- psi For Bending Stress Ca1cs... Fc Y-Y 597.5'1 psi Max k'Lu I d 50.00 - F'c .Allowable 350.86 psi Le Bending 16.56 ft F'c:A11ow ' Load Our Factor 349.36 psi (Lu-xx 'NOS Table 3.3.3 factor} F'bx 966.38 psi Rb (Led / b^2} ^.5 9.44fi F'bx "Load Duration Factor 947.24 psi Min Allo k'L / d 1 O w u 1. O Cf: Bending 1 .30D For Axial Stress Ca1cs... Cf :Axial 9 .1 fl0 Axial X-X k Lu / d 30.86 /axis! Y-Y k Lu / d '{8.64 MC SQUARED, INC_ yob: OLYMPIA, WASI--fiNGTOEV 98506 (360) 754-9339 Date: Tay. FAX (36 Q} 3 5 2-2 11 44 Sheet: ate- > - _ C7 N 1 J .:l F ~ ~- i~~ -t f=.. ~ Z.~ {> ...... t` ~ t `-F i-±-~ i 7 27538.01 GSL / MS 12 26 Page of ~, .2.5 MC SQUARED, INC. OLYMPIA, WASF--II~VGTON 985OB (360) 754-9339 FAX [360) 352-2044 Job. Date:_ Sheet: 27538.01 GSL / MS Page 3 of 26 BV: ,~.~ ~ .= ~ r~ - ~ - - 4 t--- ~ AS~,- ~-=k..i L~ c.-;7.~f;'=: Er. ~. _ ~JC_~f8t#,E\, ~`,'=i~. t~ ~.',f, ,_ ~~ .. k'~r? ~:~. ~. l'. '. ~.~`_:-mss • ~ __ L 1~=` j !-. .- '_ C, ~~ r. ~- 1, f; :\. .- ? _ .- •- . .,Cj C, - L.~ S r._ ~' FF Q~ Y - ~ ~-J. `.. ism (~'~.- ~ r ',.1.• 1 ~ ~~ t: f-~ ifs .~ ~c.1=~ {~, :'. - . _:. -. ~ .. _ USt- ~~ v c _. ;- - I - j n 1 '_ _ J r -'- - I " ct 1 I MC SQUARE©, tNC_ OLYMPIA, WASH-11iVGT0~ 98506 (3S0) T54-9339 FAX (3Fa0) 352-2fl44 Job: 27538.01 Date: Sweet: Bv: GSL / MS Page~~ of 26 2753 S.O I Title Job # Qsgnr: Date: 7-42ATVi, 25 SE~P~_(,Z8 I MS Description : t~J~~LL scope : 15 26 f2e 580D0 _ _. _ .. _ .. ... _._.. ._ __...__ Us KW a6gS'F22 Ver58.0 Z Dec 2803 Tlt"1']~JGY ~3e8tYl ~ JOIS~ Pa92 1 x { )4 <3II3 2003 ENE RCALC ~ g g So>`tware . s.=a ~.,-~':-~, --•T .. -, :.__ - .. -.` 27 38 09 0CW CaIC fat Ons Descrip#ion New molding Part. Wall Framing ~ ~ - - T'imE>'er (I/lembsr lr>forrnatlOn %Ode Ref: 1 99 71260 1 NDS, 200D/20D3 18C, 2003 1VFPA 5D00. Base ailowables are user de€ined Seam 1 (LC 1) Beam S (LC 2) Beam 2 (LC 1) Scam 2 (LC 2) Beam 3 Seam 4 (LC l) Seam 4 (LC i) Timber SeCtiort 2xG 2-2x6 2x6 2x6 S,t2Sx32 6x32 5.'f25x'10.5 Beam Width in= 1 _500 3.000 1 .500 7.5D6 5.125 5.500 5.125 Seam Depth in 5.5£30 5.500 5.500 5.500 72.000 11.500 10.500 Le_ Llnbraced Length ft= 3.25 3.25 4.00 4.OD 6.OD 23.00 23.00 Tlmber Grade Douglas Fir - Douglas Fir - Douglas Far - aouglas Fir - Douglas Fir, 24F - Douglas Fir - Douglas Fir, 24F - Larch, tao_2 Larcl-i, iJo.2 Larch, No.2 Larch, No.2 V4 Larch, No.i V4 l"b -Basic Ai#ow psis 900.D 900.fl 900.0 90D.0 2,400.0 1,350.0 2,400.0 Fv -Basic Allow prig 780.17 180.0 1 SO.D 180.0 240.0 1 70.D 240A Elastic Modulus Icsi' 1 ,600.0 7 ,60D.0 1 ,8DD.0 1 ,600.0 1 ,800.0 1 ,600.0 1 ,800.0 Load Duration Factor 1 .000 1 .ODD 1 .ODD '€.000 1 _OOD 1 _000 1 _000 Illiember Type Sawn Sawn Sawn Sawn Glut_am Sawn G1uLam REp EtItIVE Status No NO NO No No No i~lo Cen#er Span Data Span ft; 3.25 3.25 4.00 4.00 6.00 23.fl0 23 OO fJead Load #/ff 82.00 82.D0 82.00 82.OD Live Load #/ft' Point #1 DL lbsi 943.00 1 85.00 185.00 1 ,887.00 295.00 287.00 LL ibs @ X ft '{ .63fl 1 .250 1 .250 5.000 0.500 0.500 Point ~#2 DL ibs' 328.00 315.00 31 5.00 LL tbsi @ X ft' 3.000 3.500 3.500 RGSiJ~tS Ratio O 1503 _ O 5202 _ 0.4190 _ .. _. _ 0.4241 6.1598 D 4573 __ - - 0.3340 Mmax @ Cente @ X = fb :Actual f=b :Allowable fv Actua 1=v ~ Allowable Reactions f.. _.__ in-~. _,_. 7.30 ft~ 7.62 psi' 171.8 psil 1 , 143.4 $end7n9 OK psi; 17.4 psis 18D.0 Skxear OK @ Laft End DL Ibs LL !bs Max. DL+LL lbs aG~ Rigl3t End DL Ibs LL Ifs Max. DL+LL Fbs ire€ieCtiOfiS 9.17 3.60 3.64 18.84 72.78 72.77 1.62 1.30 2.99 4.99 10.86 '10.86 606.0 476.0 4$1.8 153.2 600.4 772.7 1,164.9 1,135.1 1,136.1 2,379.5 1,372.8 2,313.3 Bending OK Sending OK Heading OK Bending OK Bending OK Sending OK 43.0 46.3 55.2 38.4 26.8 31 _7 780.D 780_D 780.0 240A 170.0 240.0 Shear OK Shear OK Sriear OK Shear OK Shear OK Shear OK 733.25 470.05 291.19 209.19 314.56 ~~~-~ 1 ,498.65 ~-._~~_ `~_,494.74 D.OD 0.00 0.00 0.00 0.06 0.00 0.00 7 33.25 470.05 297.1 9 209.7 9 31 4.50 '# ,498.65 1 ,494.74 133.25 472.95 221 .81 363.81 1 ,57250 997.35 997.28 D.DE3 D.00 0.00 O.OD 0.00 0.00 0.00 733.25 472.95 227.81 303.81 1,572.5D 997.35 997.26 f2<atio QK ~~ Deflection C)K t3e/,lec:ior C~FG I3~`iec~iei~ OFf Le~flccf0a1 C)K L3ei3ection CJiG Defisctlan 03< ,> Center DL Defl in 0.006 0.018 -O 025 6.026 0.005 -O 525 -0.658 L/Defl Ratio 6,304.7 2,227.3 1,944.7 1,840.D 13,249.9 525.4 4'19.3 Center LL Deft in' O.ODO 0.000 O.DOO 6.D00 0.600 0.000 0.000 L/Dell Ratio D.O 0.0 O.O 6.0 O.O O.D OA Center Total Defl in -0.006 -0.018 -0.025 -0.626 -0.005 -D.525 -0.658 Location ft 1 .525 7 .625 7 .920 2A64 3.408 1 1 .316 7 1 .37 6 L/Dell Ratio 6,304.7 2,227.3 1,544.1 1,840.D 13,248.9 525.4 418.3 2753 8.01 Title .lob #R ~sgnr_ Oate: 1:52 FPM, 23 S _oa Description : ~~L ~ ~~S scope : ~6 2s - rxe seoaoa.- - - -- ._ - _ __ - _ - --- __. __... - ..-. - -- -.-... -.. - ---- - - __. - Lis KW OFi05322. V 5 8.0 9 0 -2003 Pa e i x ( )9383 2003 ENERCALC Eng ng S f! a 4' General Trmber I3Fi'~I"1"1 8 27538 Ol Ca #7escription IVew Part. Wall Framtrlg -Seam 4 (LC 2) ___._ _ ~. - ._. .___ - _.--- - -- ---- - General Infio rrnation Code Ref. 1997/2001 hDS, 2000/2003 IBC, 2003 NFPA 5000. Base a!{owab{es are user defined Section Name 6.'[25x'12 Center Span 23.00 ft .Lu 23.00 €t Beare WidtYs 5.125 in Le€t Cantilo ver ft .Lu 0.00 ft Beam Deptt'} 12.OOD in Rigl-!# CantiEever ff _ _ .Lu 0.00 ft Mem ber Type GiLaLam ~auglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base A{low 2,400.0 psi Load Dur. Factor 1 .000 Fv Allow 240.fl psi Beare End Fixity Ptn-Pin Fc At{ow 65D.0 psi Wood l7ensity 32.000 pcf E 1,800.0 ksi Dead Load ~ ~ 291.0 lbs ~~ 85 O Tbs 1,886 O Ibs - ~_-- Ibs ~~ ~ ~ Ibs _--- ibs lbs Live Load ibs Ibs !bs Ibs Ibs Ibs Ibs ...distance 0.500 ft 3.500 ft 1 1 .500 ft O.ODO f# 0.000 €t 0.000 ft OA00 ft B E 8 t'l"f d E S 1 g 1"7 O l{ Span= 23.OOft, Seam Width = 5.125in x depth-= 12.in, Ends are Pin-Pin Max Stress Ratio a.s14 -l Maximum Mordent 12.a k-ft Maximur~n Sllear '~ 1 .5 1-7 ~ Allowable 23.3 [<-ft Allowable 14.8 k Max. Positive Moment 11,97 k-ft at 11.500 ft Shear: @ Left 1.46 k Max. Negative Moment 0.00 F<-ft at 23.000 ft @ Right 1 . i 2 k Max @ Left Support O.OD k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 #c-ft @ Center 1 .058 in Max. Mallow 23.30 Reactions _. @ Right fl.000in fb 1 , 187.78 psi fv 28.1 3 psi Left oL 1 .46 k Max 1 .46 k Fb 2,272.91 psi Fv 240.00 psi RigF~# l7L 1 .12 k Max i .12 k ~efilectlons €- Center Span... t7ead Load Total Load Left Cantlfever... Dead Load -~ - - -. __ Total Load -~ fOef{ec#ior3 -0.705 in -0.705 in tae€le coon 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ._Length/1]efl 0.O O.D ...Length/Defl 391.3 391.33 Right Cantileve r.._ Camber ( using 1.5 D.L. 17ef1 } .__ t7efiection 0,000 in 0.000 in @ Canter 1 .068 in ..,Length/~efl Q_O O.O @ Left 0.000 in @ Right 0.000 in Stress Galcs ~_ Bending Analysis "~~-~~ - ~~~~_`~~- Ck 22.210 t_e 42.303 ft Sxx 123.000 in3 Area 61.500 in2 Cv 0.991 Rb 15.232 Ci 0.956 @ Center @ Left Support @ Right Support S Hear Analysis Resign Shear Area Required Fv: Allowable Bearing @ Suppoe-ts Max. Left Reaction Max. Right Reaction Max Moment 1 1.97 k-ft 0.00 k-ft a.Da {c-ft @ Left Support 1 .73 k 7.208 in2 240.00 psi 1 .46 k 1.12 k Sxx Read 63.19 in3 0.00 in3 0.00 in3 @ Rig tii SLrppor# 1 .66 k 6.918 in2 240.00 psI Searing Length Req'd Bearing Length Req'd AI[owable fb 2,272.91 psi 2,378.27 psi 2,378,27 psi 0.437 in 0.336 in 2~s~s.oi Title : Job # t]sgnr_ pate: 't:52PIVt, 23 SE~~$ , MS description ~S L Scope 17 26 _- - - _ _ see., ssooda .. -- ... .__....~._. _ - - _ - - -- - - usc KW-0605422, V sso 4 C]ec-~aoa General Timber B@c'~I-t"1 ~ ~~ ~ ~ ~~~ ~ Page -~ (c)4583 2003 Fl~1E RCALC E g ing S fi a 27538.07.ec4v:Galculaiions Description New Part_ Wail Framing -Beam 4 (LC 2) Query Values N!, V, 8, ©@ Specified Locations 1Vfarrrent Shear pefiectior~ @ Cenfer Span Location = 0.00 ft 0.00 k-ft 4 _46 k 0.0000 in @ Right Cant. Loco#ion = 0.00 ft O.OD k-ft 0.00 k 0.0000 in @ Left Cant_ Location = O.OD ft O.OOk-ft 0.00 k O.ODOD in 27538.01 Tif€e Job # Dsgnr: €Jate: 9:531~M, 23 S~.C1B ~ MS IJescription ~L scope = 1 8 26 iZe - SB0004 - - - iJs KW 0605'E22, V 5 8-O t {7 2003 - - - Pa a "i ttt (c)'E 9£332003 ENERCALCE g ng5 f! ~ Gen~raE TiC3"7b~r gSc31"1"1 9 03 ; i~.~a.y ~-~._~t_.__.. -::.; ~~ .,-___`__~ ~~._. -~_.._ __.~_ ~_ ._: _a .- «..__:. _,t,. ~ 27538 Ca ufat~on _,_.'f ~escripti:ion New Part_ WalE Framing -Seam 4 (LC 3} General lnformatlon ,.- T- code Ref 1997/2001 1VDS 2000!2003 18C 2003 NFPA 5000. Base allowables era user defsned Section Name 5.125x'12 Center Span 23.00 ft .Lu 23.00 ft Beam Widtt~ 5.125 in Left Cantilever ft .Lu 0.00 ft Seam Depth 12.000 in Right Cantilever ft .Lu 0.00 ft fVlember Type G€uLam Docaglas Fir, 24F - V4 Srri Wt. Added to Loads Fb Base Allow 2,400.0 psi Load 1~ur. Factor 1 .DDD Fv Allow 240.0 psi Seam End Fixity Pin-Pin Fc Allow 860.0 psi Wood Density 32.000pcf E 1,800.0 ksi Pont 1....oads -- ~i~ead Load ~ ~ 291.01bs~ J`~ 85 O Ibs 'f,886 O Ibs - ~ ~ - 3bs ~ - -~~ ~~ ~ Ifs --~~~ ~ _~~-~ ~ Ibs -~- -~^~~ Ibs Live Load Ibs ]bs Iles Ibs Ibs ]bs Ibs ._.distance 0.500 ft 3.500 ft 2.000 ft 0.000 ft 0.006 fE 0.0(30 ft Q_00Dft Beam L3esign OK Span= 23.OOft, Beam Width = 5.125in x l7epth = 12_in, Ends are Pin-Pin Max Stress RatSa o.1 se _ ~ Maximum 1Vlomcnt 4_o k-ft Ma ximun-1 Shear ~ 1 .5 2-9 ~ Allowable 23.3 k-ft Allowable "14.8 k Max. Positive Moment 4.04 Ic-ft at 3.496 f# Shear: @ Leff 2.24 k Max. Negative Moment O.flO k-ft at 23.600 ft @ €z Fg ht 0.34 k Max @ Left Suppor# 6.00 k-ft Camber: @ Left 0.000 in Max @ l=2igh# Support 0.00 K-ft ~ Center 0.371 in Max. M aElow 23.30 Raactions_. @ Right O.000in fb 394.94 psi fv 47.3 3 psi Left DL 2.24 k Max 2,24 k Fb 2,272.81 psi Fv 240.00 psi Right DL 0.34 k Max 0.34 k ___.__.- Deffectrorts _ _ _._.- --__- _- - _ _.._...._. ,._,._ .~..Y.. ____J_..-._ >E Center Span... Dead Load Total Load Left Cantrlever... ~C7eacl Load ~ ~ ~ Total Load Deflection -0.247 in -0.247 in l7efiection o.aoa in 0.600 in ...Location '50.212 ft 90.212 ft ._Length/E72f1 O.O O.O ...Lengthll7efl '!,116.4 1,1 ifi.39 Right Cant€Eaver. __ Camber ( using 1.5 ~ t7_L_ Dell ) ._ C~afle cFion 0.000 in 0.400 in @ Center fl.371 in _.Length/!]efl O.O O.O @ weft o.aoa in @ Rig l-tt 0.000 in Str85S CBIES -.- _- _. - - __. - _... _._......... ___-.__..-___ - _ _-_ _ Bending Analysis Ck 22.210 Le 42.303 ft Sxx 123.000 in3 Area 61.500 in2 Cv 0.991 Rb 15.232 CI a.95& @ Center @ Left Support @ Right Support Shear Analysis L7esign Shsar Area Required Fv~ Allowable Bearing @a St3pports Max. Left Reaction Max. Right Flea coon Max A/lornent 4.04 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.90 lc '€ 2.077 in2 240.00 psi 2.24 k 0.34 k Sxx Reo'd 21.33 in3 0.00 in3 0.00 in3 @ Right Suppar# 0.49 k 2.049 in2 240.00 psi t3earing Length Req'd Searing Length #Zeq'd Allowable fb 2,272.91 psi 2,378.27 psi 2,378.27 psi 0.871 in fl.102 in 2753 8.01 T~tie Job # Dsgnr: Date: '1:53PM, 23 SF#~?,[!~ I MS Description C.Jr~L s°~~'~ : 19 26 rzevi"s8ooon_. _ - - - ._ - - -- llser !<wosos~2z.varss.o ~ oecaoo3 ~e~e~-~~ -~-~~b~j- gear age {cJ79£33. 2003 E~IERCRLC E q ing So4iware 27 38 03 e C ! la! 2 Description New Part Walt Framing -Beam 4 {LC 3) ~-`--~ Qcrery Values Specified Locations Moment Shear ~efFection @ Center Span Location = O.OD ft O.OD k-ft 2.24 k 0.0000 in @ Right Cant. Location = 0.00 ff 0.00 k-ft O.pO k O.000fl in @ Leff Cant. Location = fl.OO ft 0.00 k-ft 0.00 k a.oopo in MC SQUARED, tNC. OLYN[PiA, WASF-ii[VGTOf~! 98606 (3S0) 754-9339 FAX (360) 352-2£344 Job: 27538_fl 1 Date: Sheet: may: GSL / MS Page2O of 26 MC SQUARED, iNC, OLYMPIA, WASHINGTON 98506 {3£fl) 754-9339 FAX (3fiQ) 352-2't344 Job: ~~s3s.a~ By: I7 ate: Sheet: GSL / MS Pale ~ of 26 27538_©1 MC SQUARED, INC. .lob: OLYMPIA, WASHINGTON 985E38 GSL / MS (36Q) 754-9339 Date: By. FAX {360) 352-2444 22 26 S}-~eet: Page of i.' ~~ :J - ~ ~ .. ~. , M1 ~. .'.S I ``~ -~ f ... _ - _ _ _..._ __ . - ---- MC SQUAF~EC, 1NC. ~LYN#F'IA, WASH##VCxTO#~ 985fl6 Faso} Asa-sari I^AX (360) 35~-2~D44 ,iob: Date: ~3y: 27538.OI GSL / MS 23 2b Sheet: Yage of ~F~ _ 7j _ L =~ I ,_. _..... _.. _...___~...... x j[ n 4 3 1 1 ~- _~_l. 3 s I 1 i j ._ _ f _ . ..; _~ _ _ST__._. ]3! 1 S ~ f t. 1 ~ --i-------- l MC SQUARE©, INC. OLYMPIA, WASHfNGTON 98506 {360) 754-9339 FAX {360) 352-2044 Job: _ D ate__ Sheet: 8Y= 27538.01 GSL / MS 24 26 rage of i~ • -- `fir. ~r R _ ` ' .,._ „?~ i - . .. :cam-- ~ ; - y,,j C .. .... -- 63'I OPEPABLE ?ARTITIOVS PRODUCT 6PECIFICATIGNS. SERIES: B:SI $TC: 5' WEICIiT: 10.2 LBS. / 50. Ff. PANEL6: i0P SUFFOkT:J, 'CMn"-UIkECfIONA", AiANJALIY C?ERATEC, INDVICUAL PAIaELS. SEALS: TC~P: COhTIN0005 ~ONTACi Sv;EEF SEALS. BOTTCM: BOTV: MNJWL_Y OPERATED MECHANICPL SEALS AtiO COVTIPl~JOUG CONiACi SWEEP SEALS. VERTICAL SEAL`> ARE I'liEF:OCKIIv'G. iP.IM: LnM85 WCOL, GRE" OR BROWN HORIZONTA;" 1R!M. V_2TIOA1" LRIM - EOGF FROi[filOfi. SJRFFCE: H'DHLAND VINYL / YACKA(3LE BASE JRMBS: $T4CK Etc): 8148 SEAL JA:AB. I FAD ENO. F"xPAND.aPLE JaMB .aCirvniEJ FROM ^TI ICR SIDE WITH 3F.MDVFaRLE OPERA'!NG LEVER. CARRIEaS: TVS'tl FER ?ANEL. EACH CARRIEP, CONSISTS OF COUNTER ROTnrING, DUAL NOR::ONTAI HIGH OCNSIT.' POLYMER COVEREC 5TEEL BALL BEAHm'G WHEELS OPERATIIJ~ $EPARAiELY IN DUA: STAGE TRACK RACES. TF:nCK: TYPE 26 CLEAR ANOOI, ED EXTP.UDE) ALUM'NUM. ~' OPTIONS: u G.C. -0 ADV6E i ~, ~ ~ ~., I l.- -~ t I -. t.,~., _,_.._ f ~ - ~ .- ,.,..~. I __ ., NCTc: SEE THE FLOOR ?LAN SI-EET(S) `OW, DE-AILEC ELEV7SION(S) O PANEL JOINT P-i 23'-t"c'-0" FUVIS'= PA;T'N. OPENING UNI: HEIGHT CCLO.'t ROOM N0. N.4RI( WIOTPI -~ PARTITION SCHEDULE n GENER~'•~L :VOTES NC SCALE aS01 ID 519CK'~NG FOP..IAMB :RFOJIREO GY G.C. -'"""" ;OB NSTAILER TO CAULK JAMBS ANC PS;'K WITH INSULATION. FLOOR SHOULD NOT VA?Y FROM A SMOOTH LEVEL SURFACE BY i©MORE TrIAN 1/E" [}] litl 72 FT. [}658] NON-FlCCUl.UTATIVE. O AFTER THE e+EIUHi CF :'HE OPERABLE FARTIT:ON ANC AL. DEAD Q LOA9S HAVE EE=N CONSIDERED, THE LI•+`~ LOADS SHOUL] NCT CACSE YORE THAN I/2" (13] CEFLECTJN CF THE STRIJCTUP,E. SWAY BRACit; ROL'.REO BY G.C. FOR =1ANGER ROC~> IONGFR iiAN 1U"'[si7). HUFCOR Inc. NOi R~SPDNSEIf FOR SGJND EARRIERG FBOV_ OR O BELOW rNE OPERABCE PART'ION. ©STACK DEPTH: SEE FLOOR PLANS} aH HnkGER ROD HOLES U: OVERHEAD SiRUCTURP:_ SUPPORT BY G: HUFCOP, RESERVES THE RIC~iT i0 Lr1AN,E /IMPROVE FROG:ICTS dWRHOU- PRIOR VOiIf,E. iHl's ShOP GRAM°,NG IS THE PROPERTY OF HUFCOR '.nc. aNG MAY n~ NOi BE REPRODUCED W'THOUT 'NRIT4CN CONSENT. SCALC 3'= t'-0" Ka HUFCOR WILL NOT eE H£LO RESPOkSIP_E FOR CODE VICIA-ONS. TRAM COLOR: C; LAVABS WUO:. L GEEY p D20W1: Nh'.+E: 'RAPIE PARK HC1"E_ YEL`~, v~~+a ~~5~~ AP.CHI'fCT. ANOERSOV EOONE G]NTfiG,^,TOR: PRAIRIE I'Ali! HOLD''.VGS D':STRIBUTCR: BARC'AY OEAV ARCHITECTURPL PRODJCTS P.C. NO.: I ~oR .iUFUOR Inc. i~(~`° 2101 KENNEDY RD. JANESVP,LE, ',41 53547 USA BY~ CJ SHEEL _2 OF: ,„} HUFCOR~ BXTEND GYPSUM TIGHT TO E>:IST':!C ROC: DELK. AP'lY ACCUSTI'1AL INSLILA''ON :.NO CAULK ai JOINiS, PENETRATIONS AND ' CECK VO:11iF's in INSURE. CO4APLF.iE SEAT.. -yTRU:iURAL SUFPUkT by G,C. SOUIJD ATEIdUA?ION BY G.C. _. 2 LnrEas - 1/z" [1'] isAw.] rrPSCM ..GAliO ev coNTlNUOUS MErA;. sruDS B, c,.. -•- a/n [tn] e IIA~cra cons BY I•urwR r~ FaCK TR,CK Wlr':~ MR:ERAL WOOL, BY G.C. 2 LA"ERS 1/2" [13] GYP. BCARC BY G.C. F CEItIVC 6Y G.C. CAULK iftACK FT GYP, CONTINUOUS BY G.C. 3" [76j 7 t/2" [c9J -~ h5E 2" [50] TOF~ VERTICAL SEC°10 J ToP of sse .1„ _ I, _,~,~ '~`"~ 4 ~ "<2'-5 ?d A E0. SPACES t& - ~t 7r'IG' (1 ~~] z HOL.S (TYF.) 6 1j Z" IiOLD IAA PORTA:VT N(!-1CF :I.L DIMEN$InN$ SHOs'M ARE ORI'!CA'_ lU I'NUFk PART::ION OPERATION. IF ~ CHAPlCES .4RE MNiE. CONiACi NUFCCR IMM'cDIATELY. AN'! CI•.4Nf,=$ 16AY INCUR ADDITIONPL CI+ARG'$$. _~ya.r(onl _ NO SCALE HANGER °OC IAYOU': ~ ~ NG SCALE 12" ~._~„ 1